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HomeMy WebLinkAboutPermit D12-115 - WESTFIELD SOUTHCENTER MALL - SPENCER'S GIFTS - STORAGE RACKSSPENCER'S GIFTS 2856 SOUTHCENTER MALL D12 -115 City ofitukwila • 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: 2856 SOUTHCENTER MALL TUKW Suite No: Project Name: SPENCER'S GIFTS Permit Number: D12 -115 Issue Date: 04/23/2012 Permit Expires On: 10/21/2012 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: CAROL KEANY Address: 6826 BLACK HORSE PIKE , EGG HARBOR TOWNSHIP NJ 08234 Contractor: Name: j E M CONSTRUCTION INC Address: 29506 8TH AVE S , ROY, WA 98580 Contractor License No: JEMCOI *033DD Lender: Name: Address: Phone: 609 645 -5585 Phone: 253 843 -2765 Expiration Date: 05/15/2013 DESCRIPTION OF WORK: INSTALLATION OF RACK STORAGE IN TENANT SPACE Value of Construction: $0.00 Fees Collected: $143.10 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -115 Printed: 04 -27 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N • • Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: 4—c)---7 y 4� 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 construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. , J Signature: (�Gr Date: Print Name: La 14, 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: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special doc: IBC -7/10 D12-115 Printed: 04 -27 -2012 inspection agency and shall be submitted to building Official prior to and as a condition *al inspection approval. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 9: 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. 10: ** *FIRE DEPARTMENT CONDITIONS * ** 11: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 12: Storage shall be maintained 2 feet or more below the ceiling in nonsprinldered 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: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue spaces shall be maintained. 15: 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) 16: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2050). 17: 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 #2051) 18: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: 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 -115 Printed: 04 -27 -2012 City ofkukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Inspection Request Line: 206- 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 2856 SOUTHCENTER MALL TUKW Suite No: Project Name: SPENCER'S GIFTS Permit Number: D12 -115 Issue Date: 04/23/2012 Permit Expires On: 10/20/2012 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: CAROL KEANY Address: 6826 BLACK HORSE PIKE , EGG HARBOR TOWNSHIP NJ 08234 Contractor: Name: J E M CONSTRUCTION INC Address: 29506 8TH AVE S , ROY, WA 98580 Contractor License No: JEMCOI *033DD Lender: Name: Address: Phone: 609 645 -5585 Phone: 253 843 -2765 Expiration Date: 05/15/2013 DESCRIPTION OF WORK: INSTALLATION OF RACK STORAGE IN TENANT SPACE Value of Construction: $0.00 Fees Collected: $143.10 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -115 Printed: 04 -23 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie N N N • • Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non - Profit: N Public: 2 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not pr construction or the perf • rmance of work. to this permit. Signature: Print Name: a9 e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached P. -attc\ Date: "TrQ�3-)°— 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, doc: 18C-7/10 D12-115 Printed: 04 -23 -2012 any violation of any of the provisions of the lasting code or of any other ordinances of the f Tukwila. Permits presuming to give authority to violate or caxthe provisions of the code or other ordinanc 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. 8: ** *FIRE DEPARTMENT CONDITIONS * ** 9: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 10: Storage shall be maintained 2 feet or more below the ceiling in nonsprinldered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 11: 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) 12: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue spaces shall be maintained. 13: 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) 14: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2050). 15: 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 #2051) 16: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 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 -115 Printed: 04 -23 -2012 Mar Apr. 2. 2012211:23AM HUNTER BLDG CORP CITY OF TU•ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httP://wWw,TukwilaWA.gov 'Pik 2-04 k3i- 3l■ 5r Building Permit No. Project No. Date Application Accepted: Date Application Expires: No . 1433 P. 1, 1 c I D (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 King Co Assessor's Tax No.: IVO 2-41 2l, t% Site Address: 7--1-51.0 'rKGeT n R I V:1.4.. Tenant Name: E 7r,: t•-) IR,LS Suite Number: 2-1 Li. 0 Floor: PROPERTY OWNER Name: Pp / l %�voi �/ / 77 c.eg- Address: 1itl , 01/104, Name: C-51- Fl61/D (..LCD City: . ✓C/%) -t,4,1 a'' 1" J Zip: p�Z� Address: z Icra, „do...4 GAe...y.... Address: ef e O City: SekiJl'l.v- State: tm Zip:q in slif CONTACT PERSON — person receiving all project communication Name: Pp / l %�voi �/ / 77 c.eg- Address: 1itl , 01/104, GLNYzr,L fs NA, City: . ✓C/%) -t,4,1 a'' 1" J Zip: p�Z� Phone: Fax Fax Email: I. -� ez carpiyA, k typ i ,„uie,r41 frb, Lt1M GENERAL CONTRACTOR INFORMATION Company Name: ,S ` (/ 'T�5ta1'T�t+i Address: 2q 5-6 (.0 g Of Ave City: RD,/ State: ,,A Zip:95-cp r Phone: Fax: Contr Reg No.:3 t0.14`®344 Exp Date: Tukwila Business License No.: F LAApplicntipalliyrmo.ADplleations On Lima /0I2 Applinstiaa■Parnk Application Revised - Y1- 12.docx Rovised: Rrbrunty2012 bh RECEIVED 04- 02 -'12 08:44 FROM- 2816989822 New Tenant: Yes No ARCHITECT OF RECORD Company Name: �J. _gyp Pint 4 A l�u� 1,1 Architect Name: Address: •7'' \I , A G` O �� - City: %¢itin� bvi State: Tx Zip:7 ,01a Phone: ell, - I/ 3> _,co 9LFax. 07' le 35- " gmq Email: ENGINEER OF RECORD Name: Company Name: Oi3 e c" i ' Engineer Name: Plcv'1 p, • pAry Address: ef e O tci.totiow'fl /4-v . City: 1'l0v1.4,t'i*v-3 State: Tx Zip: 770YZ Phone: Fax: Email: LENDER/BOND ISSUED (reyuiied for projects $5,000 or greater per RCW 19.27.095) Name: — Address: City; State: Zip: TO- publicworks /dcd P0001/0004 Mar Apr. 2. 2012211 : 23AM HUNTER BLDG CORP BUILDING PERMIT INFORMATO - 206 -431 -3670 No,1433 Valuation of Project (contractor's bid price): $ I,, OTW , Describe the scope of work (please provide detailed information): `5 l 4rl Existing Building Valuation: $ 1115.1- c41��,►�. 51-6 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 DIVISIONi 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: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: Handicap: E P OTECTION ZA S Mi RI 1""1 Sprinklers ■:4 Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ -- If "yes', attach lice of materials ns ,1 locations on 8-1/2" Yes ❑ ..... Other (specify) No SEPTIC SYSTEM ❑ On -site Septic System — For en -site septic system, provide 2 copies of a current septic design approved by King County Health Department. WAppliailOrn\pamu- ApplIeationf On LIoe12012 AtplieatrootlPermlt Appliwtioo jterl ,•ed - 2- 7- 12,doea Reviaod: February 2012 ee RECEIVED 04- 02 -'12 08:44 FROM -r 2816989822 Pogo 2 of 4 TO- publicworks /dcd P0002/0004 Existing Interior Remodel Addition to Existing Structure New Typo of Construction per IBC Type of Occupancy per IBC 1I Floor /I VV I {, �v 2°a Floor 3`a Floor Floors thru Baseruent Accessory Structure" Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISIONi 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: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: Handicap: E P OTECTION ZA S Mi RI 1""1 Sprinklers ■:4 Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ -- If "yes', attach lice of materials ns ,1 locations on 8-1/2" Yes ❑ ..... Other (specify) No SEPTIC SYSTEM ❑ On -site Septic System — For en -site septic system, provide 2 copies of a current septic design approved by King County Health Department. WAppliailOrn\pamu- ApplIeationf On LIoe12012 AtplieatrootlPermlt Appliwtioo jterl ,•ed - 2- 7- 12,doea Reviaod: February 2012 ee RECEIVED 04- 02 -'12 08:44 FROM -r 2816989822 Pogo 2 of 4 TO- publicworks /dcd P0002/0004 Mar AP r . 2. 201 2? 11 : 24AM HUNTER BLDG CORP No,1433 P. 4.4 PERMIT APPLICATION NOTE 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 l80 days following the date of application shal l 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). J 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 l AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW ► t Olt UTHORIZ ' D AGENT: Signature: Date: 9/7//( z— Print Narae:_ PE-?7,—jjer Day Telephone: 2f -7 -%'`/ 3 cl.S Mailing Address: HvLtgTPvt lx 27� +� City state Zip HAAppl14tionaorms- Appllcacons On Line12012 ApQlieetlo ntlpermit Application Rend - 2.7.12.does Rcvleed: February 2012 be RECEIVED 04- 02 -'12 08:44 FROM- 2816989822 TO- publicworks /dcd P0004/0004 • • City of Tukwila tiZ Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 -431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 9202470010 Permit Number: D12-115 Address: 2856 SOUTHCENTER MALL TUKW Status: ISSUED Suite No: Applied Date: 04/02/2012 Applicant: SPENCER'S GIFTS Issue Date: 04/23/2012 Receipt No.: R12 -01447 Payment Amount: $63.00 Initials: WER Payment Date: 04/27/2012 10:26 AM User ID: 1655 Balance: $0.00 Payee: CODEY BROOKS LANE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 550081 ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 63.00 Total: $63.00 doc: Receipt -06 Printed: 04 -27 -2012 City jf 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: D12-115 Address: 2856 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 04/02/2012 Applicant: SPENCER'S GIFTS Issue Date: Receipt No.: R12 -01282 Initials: User ID: JEM 1165 Payment Amount: $143.10 Payment Date: 04/10/2012 09:24 AM Balance: $0.00 Payee: RYAN DEPRIEST TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 06717D ACCOUNT ITEM LIST: Description 143.10 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $143.10 84.00 54.60 4.50 doc: Receiot -06 Printed: 04 -10 -2012 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION G 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: .,...- i\ r Type o Inspection: 1,Y \.L1; A 6 f IQ � Address: s i�.. J Date Called: Special Instructions: Date Wanted:. _ �1 "r� �Q a.m. `� .Zp!m` Requester: `""i Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ?eflArr /Iv A--( Inspect°( Date:,4 - 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 0 (Z� / L INSPECTION NO. PERMIT NOC. • CITY OF TUKWILA BUILDING DIVISION 6300.Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ,..r (40 3 ess: Addr ���f ki Type ofInspection: (n 6 Special Instructions: Date Called: Date Wanted: /' a. . m ` r U —/ L p.m. Requester: Phone No: EApproved per applicable codes. ECorrections required prior to approval. COMMENTS: - `rO .Sre ck Date4��® -1Z.- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to 'schedule reinspection. ,.S.. a.` INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection.Request Line (206) 431 -2451 • Project: , S-it c &- r Type of Inspection: f r --A A'A () Address/ _ MA— / t 25$5 7 , 'S 1 f if Date Called: Special Instru'ctiionns: ; Date Wanted:. t a.n ' Requester: ----� r ( � to La( 5S _ Phone No: -2,--5(2--7-24V --Er14 V Approved per applicable codes. Corrections required prior to approval. 5 COMMENTS: CC) 1411C-14 ikr e_ Orr — -.e -7-ep e o. Q C.4/\:1-7 r LA .1 Ins" actor: Date REINSPECTION FEE REQUIRED. rior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project; _- - ✓ �'�,�... -w \-\ rG,. - \: lmµ ,..,-' Sprinklers: Type of I-nsp ion (-1,-4-1-::: ...3 -4 a.-. Address: ,,A, Suite #: `!; �` t. Contact Person: Special Instructions: 3/„ ....., Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: ,t�._....� ..{`'. }� lam- '�''` 3/„ ....., Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �= e\,/ Date: ( Hrs.: n $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: I State: I Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 Fireproofing Aggregates Shotcrete Concrete Masonry A s p h a l t R o o f i n g P i l i n g S t e e l S o i l s W o o d April 30, 2012 File: 12 -294 Building Official City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 A.A.R. TESTING LABORATORY, INC. CO WTRIf:;TI(,N INSPECTION AND f. *j(,IIAL TESTING NATIONALLY ACCEPTED LA$ORAIC'Y CITY OF TUKWILA Project: Spencers MAY 012012 Address: 2856 Southcenter Mall Space 2160 Permit No.: D12 -115 PERMIT CENTER This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and a copy of our report is attached. 1. Proprietary anchor installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and /or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. kgk aAda45'1■-_,J Kimberle Anderson President CC: Hunter Building Corporation -Ryan Depriest Tel: (425) 881 -5812 Fax: (425) 881 -5441 a 7126 180th Ave. NE o P.O. Box 2523 * Redmond, WA 98073 Client: Hunter Building Corporation 12440 Oxford Park Dr. B101 Houston, TX 77082 Contact: Ryan Depriest Field Report Report #: 54672 Project Number: 12 -294 Permit #: D12 -115 Project Name: Spencers Address: 2856 Southcenter Mall Space 2160 Inspection Performed: Proprietary Anchors Date: 4/27/2012 Time: 12:30:00 PM Temperature: 65 Post base plate anchors, 1/2" diameter Hilti KB -TZ embedded 3 ". Bolts installed, verified to the torque of 40 ft. lbs. Distribution: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner © Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Panov, Krasimir Reviewed by: Mike Blackwell All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden CARUSO TURLEY SCOTT consulting structural engineers YOUR VISION IS OUR MISSION PARTNERS Richard D. Tudey, PE Paul G. Scott, PE, SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Morris, PE Richard A. Dahlmann, PE 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774 -1700 F: (480) 774 -1701 www.ctsaz.com Date: April 24, 2012 To: Carol Keany Spencer Gifts T: (609) 645 -5585 From: Tom Morris �.: FILE COPY Permit Mo. menlO Copy: Ryan DePriest Hunter Building Corp RE: Spencer Gifts #307 (Westfield Southcenter Mall) 2856 Southcenter Mall (Space #2160) Tukwila, WA CTS Job No: 12 -241 Ms. Keany, REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 7 2012 City of Tukwila BUILDING DIVISION At the request of the contractor, we have reviewed the anchorage of the fixture post footplate connection for the overhead display fixture at the existing second floor slab. Based on additional testing that was performed by the contractor, all ten footplates are located in an area where there is at least four inches of concrete topping above the existing steel deck. Refer to the x -ray testing report for additional information. Based on the above information, it will be acceptable to install expansion anchors into the four inch thick concrete topping in lieu of the thru - bolt/steel angle attachment that is noted on the Equipto drawings. The revised footplate connection shall be as follows: INSTALL 1/2" DIAMETER HILTI KWIK BOLT TZ EXPANSION ANCHOR (ICC ESR- 1917) AT EACH FOOTPLATE IN 2 5/8" DEEP HOLES DRILLED WITH A ' /2" DIAMETER NOMINAL DRILL BIT PER THE REQUIREMENTS OF ICC ESR -1917 EVALUATION REPORT. SPECIAL INSPECTION IS REQUIRED FOR THE INSTALLTION OF THESE ANCHORS. Please contact our office with any questions or comments at 480 - 774 -1700. Respectfully, Tom Morris Partner REVISION NO; °O\2tI5 Reviewed By: Richard D. Turley, Pgi Partner ECEI ED APR 25 2012 PERMIT CENTER ICC -ES Evaluation Report APR 25 2012 PERMIT CENTER Most Widely Accepted and Trusted ESR -1917* Reissued May 1, 2011 This report is subject to renewal May 1, 2013. www.icc - es.orq I (800) 423 -6587 1 (562) 699 -0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00— CONCRETE Section: 93 16 00— Concrete Anchors Pe R4 REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVE TULSA, OKLAHOMA 74146 (800) 879 -8000 www.us.hilti.com HiltiTechEngaus.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARB ANCHORS IN CRACKED AN FILE C raeec ion1908 of the 2012 IBC and Section 1911 of the 2009 REVIEWED FOR ODE COMPLIANCE APPROVED APR 2 7 2012 City of Tukwila ±fat 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 International Building Code® (IBC) • 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal - weight concrete and sand - lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 3/8 -inch- and 1/2 -inch- diameter (9.5 mm and 12.7 mm) carbon steel KB -TZ anchors may be installed in the topside of cracked and uncracked normal- weight or sand - lightweight concrete -filled steel deck having a minimum member thickness, hntin, , as noted in Table 6 of this report and a specified compressive strength, fc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa). The 318- inch -, 112 -inch- and 5/8 -inch- diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB -TZ anchors may be installed in the soffit of cracked and uncracked normal - weight or sand - lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). The anchoring system complies with anchors as described in Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast -in -place anchors described in and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB -TZ: KB TZ anchors o r lied, NQ hahicai expansion anchors. KB -TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB -TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563 -04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high - strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three - section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal- weight and sand - lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 5B and 5C and have a minimum base steel thickness of 0.035 inch (0.899mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318 -11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. *Revised April 2012 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2012 txft. 11 Icc ANSI N Atka ILCO Page 1 of 12 ESR -1917 I Most Widely Accepted and Trusted Page 2 of 12 Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318 -05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2012 IBC (ACI 318 -11) unless noted otherwise in Sections 4.1.1 through 4.1.12.The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. Strength reduction factors, 0 as given in ACI 318-11 D.4.3 and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, QI as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. An example calculation in accordance with the 2012 IBC is provided in Figure 7. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-11 D.3.7. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318 D.5.1.2. The resulting Nsa values are provided in Tables 3 and 4 of this report. Strength reduction factors 0 corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, NCb or Ncbg, respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2, using the values of he and ka as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with kw, as given in Tables 3 and 4 and with 4-c,N = 1.0. For carbon steel KB -TZ anchors installed in the soffit of sand - lightweight or normal- weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,c, and Np,unc,, respectively, is given in Tables 3 and 4. For all design cases WcP = 1.0. In accordance with ACI 318 D.5.3, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: NP.fz = N A-0- soo (Ib, psi) (Eq -1) NP.f = NP.C,. ` (N, MPa) 17.2 In regions where analysis indicates accordance with ACI 318 D.5.3.6, the strength in tension may be calculated in the following equation: NP.f = NP,uncr 2,500 (Ib, psi) no cracking in nominal pullout accordance with (Eq-2) N = N ( N MPa) P,fc. Muncr 17.2 , Where values for Np,e, or Np,u cr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand - lightweight or normal- weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, is given in Table 5. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq -1, whereby the value of Np,deck,c, must be substituted for Np,c,and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318 5.3.6, the nominal strength in uncracked concrete must be calculated according to Eq -2, whereby the value of Np,deck,una must be substituted for Np,una and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB -TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318 D.6.1.2 is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318 -11, Eq. D -29. The shear strength Vsa,deck of the carbon -steel KB -TZ as governed by steel failure of the KB -TZ installed in the soffit of sand - lightweight or normal- weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, lid, or Vcby, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318 D.6.2.2 based on the values provided in Tables 3 and 4. The value of to used in ACI 318 Eq. D -24 must be taken as no greater than the lesser of boor 8da. For carbon steel KB -TZ anchors installed in the soffit of sand - lightweight or normal - weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vep or Vcpy, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of kg, provided in Tables 3 and 4 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report. For carbon steel KB -TZ anchors installed in the soffit of sand - lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A and 5B, calculation of the concrete pry-out strength in accordance with ACI 318 D.6.3 is not required. ESR -1917 I Most Widely Accepted and Trusted Page 3 of 12 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3, as modified by Section 1905.1.9 of the 2012 IBC, Section 1908.1. 9 of the 2009 IBC or Section 1908.1.16 of the 2006 IBC. The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated in accordance with ACI 318 D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3, 4 and 5 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318 -11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7, ACI 318 -08 D.3.3.4, D.3.3.5 or D.3.3.6, or ACI 318 -05 D.3.3.4 or D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate pullout strength in tension for seismic loads, Np,eQ, described in Table 4 or Np,deck,cr described in Table 5 must be used in lieu of Np, as applicable. The value of Np,,p or Np,depk,pr may be adjusted by calculation for concrete strength in accordance with Eq -1 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,e4 are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, Vsa,eQ described in Table 3 and Table 4 or VsedeCk described in Table 5 must be used in lieu of Lisa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318 D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of snit, and cml, as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318 D.8.5, minimum member thicknesses hmi, as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, cm,,, and spacing, sm /n, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB -TZ anchors installed on the top of normal- weight or sand - lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5C. For carbon steel KB -TZ anchors installed in the soffit of sand - lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A or 5B and shall have an axial spacing along the flute equal to the greater of 3heror 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < cap and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318 D.5.2, must be further multiplied by the factor tPcp,N as given by Eq -1: PcpJ, cac (Eq -3) whereby the factor tPpp,N need not be taken as less than 1.5hM . For all other cases, (cp,N = 1.0. In lieu of cac using ACI 318 D.8.6, values of cap must comply with Table 3 or Table 4 and values of cac,deck must comply with Table 6. 4.1.12 Sand - lightweight Concrete: For ACI 318 -11 and 318 -08, when anchors are used in sand - lightweight concrete, the modification factor A, or A, respectively, for concrete breakout strength must be taken as 0.6 in lieu of ACI 318 -11 D.3.6 (2012 IBC) or ACI 318 -08 D.3.4 (2009 IBC). In addition the pullout strength Np,cr Np,uncr and Np,ep must be multiplied by 0.6, as applicable. For ACI 318 -05, the values Nb, Nper Np,,,ncr, Np,e4 and Vb determined in accordance with this report must be multiplied by 0.6, in lieu of ACI 318 D.3.4. For carbon steel KB -TZ anchors installed in the soffit of sand - lightweight concrete - filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 5 and installation details are show in Figures 5A and 5B. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Tallowable,ASD Vallowable,ASD where: Tellowable,ASD Vallowable,ASD *Nn ovn = Y'`n a = IpVn a Allowable tension load (lbf or kN). = Allowable shear load (lbf or kN). = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.1, and 2012 IBC Section 1905.1.9, 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 D.4.1, and 2012 IBC Section 1905.1.9, 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). ESR -1917 I Most Widely Accepted and Trusted Page 4 of 12 a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over - strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318 D.7 as follows: For shear loads Vappled s O.2Vallowable,ASD, the full allowable load in tension must be permitted. For tension loads Tapplied 5 O.2Tallowable,ASD, the full allowable load in shear must be permitted. For all other cases: Tapplied + Vapplied 51.2 (Eq-4) Tallowable,ASD Vallowable,ASD 4.3 Installation: Installation parameters are provided in Tables 1 and 6 and Figures 2, 5A, 5B and 5C. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB -TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI 8212.15 -1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A and 5B. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or Section 1704.15 of the 2009 IBC and Table 1704.4 or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB -TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal- weight concrete and sand - lightweight concrete having a specified compressive strength, Pc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal - weight or sand - lightweight concrete over metal deck having a minimum specified compressive strength, f'o, of 3,000 psi (20.7 MPa). 5.4 The values of Pc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 5B, and 5C. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fl > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB -TZ anchors are permitted for use with fire- resistance- rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire - resistance-rated envelope or a fire- resistance-rated membrane are protected by approved fire- resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc - coated carbon steel anchors is limited to dry, interior locations. 5.14 Special inspection must be provided in accordance with Section 4.4. ESR -1917 I Most Widely Accepted and Trusted Page 5 of 12 5.15 Anchors are manufactured by Hilti AG under an approved quality control program with inspections by UL LLC (AA -668). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012 (ACI 355.2 -07). 6.2 Quality control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, evaluation report number (ICC -ES ESR- 1917), and the name of the inspection agency (UL LLC). The anchors have the letters KB -TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. TABLE 1— SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING INFORMATION Symbol Units Nominal anchor diameter (in.) 3/8 112 5/8 314 da In. 0.375 0.5 0.625 0.75 Anchor O.D. (d0)2 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter der In. 3/8 1/2 5/8 3/4 Effective min. embedment ha' In. (mm) 2 (51) 2 (51) 3-1/4 (83) 3-1/8 (79) 4 (102) 3-3/4 (95) 43/4 (121) Nominal embedment h"° in. (mm) 2 -5/16 (59) 2 -3/8 (60) 3- 518 (91) 3 -9/16 (91) 4-7/16 (113) 4-5/16 (110) 5 -9/16 (142) In. 2 -5/8 2 -5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 Min. hole depth ha (mm) (67) (67) (102) (95) (121) (114) (146) Min. thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 1 5/8 fastened party t"" (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Installation torque T� (Nm) (34) (54) (81) (149) Min. dia. of hole in da In. 7/16 9/16 11/16 13/16 fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-1/2 10 5 -1/2 8 10 lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length md. dog point) (� 09 ) thread In. (mm) 7/8 1 -5/8 2 -7/8 1 -5/8 2 -3/8 3-3/8 4-7/8 1 -1/2 2 -3/4 5-1/4 6-3/4 1 -1/2 4 6 (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) In. 2 -1/8 2 -1/8 3-1/4 4 Unthreaded length Gt., (mm) (54) (54) (83) (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. ESR -1917 I Most Widely Accepted and Trusted Page 6 of 12 UNC thread washer mandrel expansion element FIGURE 1 —HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ) tench (thread tunthr 1.1 her hnom FIGURE 2 —KB -TZ INSTALLED no TABLE 2— LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking on bolt head A B C D E F G H I J K L M N O P Q R S T U VW Length of anchor, tench (i ches) From 1% 2 2%% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 Up to but not including 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 FIGURE 3 —BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR -1917 I Most Widely Accepted and Trusted Page 7 of 12 TABLE 3- DESIGN INFORMATION, CARBON STEEL KB -TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 5/8 3/4 Anchor O.D. de(de) in. (mm) 0.375 (9.5) 0 5 (12.7) 0.625 515.9) 0.75 (19.1) Effective min. embedment her in. (mm) 2 (51) 2 (51) 3 -1/4 (83) 3-1/8 (79) 4 (102) 3-3/4 (95) 4 -3/4 (121) Min. member thickness2 h h.„ in. (mm) 4 (102) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 6 (152) 8 (203) 8 (203) Critical edge distance c. in. (mm) 4-3/8 (111) 4 (102) 5-1/2 (140) 4-1/2 (114) 7 -1/2 (191) 6 (152) 6 -1/2 (165) 8-3/4 (222) 6-3/4 (171) 10 (254) 8 (203) 9 (229) Min. edge distance c"'° In. (mm) 2 -1/2 (64) 2 -3/4 (70) 2 -3/8 (60) 3 -5/8 (92) 3 -1/4 (83) 4 -3/4 (121) 4 -1/8 (105) for 2 in. (mm) 5 (127) 5-3/4 (146) 5-3/4 (146) 6-1/8 (156) 5-7/8 (149) 10-1/2 (267) 8-7/8 (225) Min. anchor spacing s,,,;, in. (mm) 2 -1/2 (64) 2 -3/4 (70) 2 -3/8 (60) 3-1/2 (89) 3 (76) 5 (127) 4 (102) for c Z In. (mm) 3 -5/8 (92) 4 -1/8 (105) 3-1/2 (89) 4-3/4 (121) 4 -1/4 (108) 9-1/2 (241) 7 -3/4 (197) Min. hole depth in concrete ha in. (mm) 2 -5/8 (67) 2 -5/8 (67) 4 (102) 3-3/4 (98) 4-3/4 (121) • 4-1/2 (117) 5-3/4 (146) Min. specified yield strength fy lb/in` (N /mm2) 100,000 (690) 84,800 (585) 84,800 (585) 84,800 (585) Min. specified ult. strength foto lb /in` (N /mm2) 115,000 (793) 106,000 (731) 106,000 (731) 106,000 (731) Effective tensile stress area AsoN In22 (mm) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N N. lb (kN) 6,500 (28.9) 10,705 (47.6) 17,170 (76.4) 25,120 (111.8) Steel strength in shear V V. lb (kN) 3,595 (16.0) 5,495 (24.4) 8,090 (36.0) 13,675 (60.8) Steel strength in shear, seismic' Ka", lb (kN) 2,255 (10.0) 5,495 (24.4) 7,600 (33.8) 11,745 (52.2 Pullout strength uncracked concrete° N °'°° lb (kN) 2,515 (11.2) NA 5,515 (24.5) NA 9,145 (40.7) 8,280 (36.8) 10,680 (47.5) Pullout strength cracked concrete° NP° lb (kN) 2,270 (10.1) 4,915 (21.9) NA NA NA NA Anchor category° 1 Effectiveness factor kw uncracked concrete 24 Effectiveness factor Ica-cracked concrete° 17 (P ,N= k,,,/k°' 1.0 Coefficient for pryout strength, k. 1.0 I 2.0 Strength reduction factor 0for tension, steel failure modes 0.75 Strength reduction factor 0for shear, steel failure modes 0.65 Strength reduction Ofactor for tension, concrete failure modes or pullout, Condition B 0.65 Strength reduction Ofactor for shear, concrete failure modes, Condition B ° 0.70 Axial stiffness in service load range A., Ibin. 700,000 fc, lb/in. 500,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa. For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2 For sand - lightweight concrete over metal deck, see Figures 5A, 5B and 5C and Table 6. 3 See Section 4.1.8 of this report. ° For all design cases P .p =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. °See ACI 318 -11 D.4.3. °See ACI 318 D.5.2.2. For all design cases 4Pc,N =1.0. The appropriate effectiveness factor for cracked concrete (k °) or uncracked concrete (ke,w,r) must be used. °The KB-TZ is a ductile steel element as defined by ACI 318 D.1. °For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. t0 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR -1917 I Most Widely Accepted and Trusted Page 8 of 12 TABLE 4- DESIGN INFORMATION, STAINLESS STEEL KB -TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 5/8 3/4 Anchor O.D. de(de) in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1), Effective min. embedment' her in. (mm) 2 (51) 2 (51) 3-1/4 (83) 3-1/8 (79) 4 (102) 3-3/4 95) 4-3/4 (121) Min. member thickness h,,;, in. (mm) 4 (102) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 6 8 (152) (203) 8 (203) Critical edge distance cee in. (mm) 4 -3/8 (111) 3-7/8 (98) 5-1/2 (140) 4-1/2 (114) 7 -1/2 (191) 6 (152) 7 (178) 8-7/8 (225) 6 (152) 10 7 (254) (178) 9 (229) Min. edge distance c„s. in. (mm) 2 -1/2 (64) 2 -7/8 (73) 2 -1/8 (54) 3-1/4 (83) 2 -3/8 (60) 4-1/4 (108) 4 (102) for s 2 in. (mm) 5 (127) 5-3/4 (146) 5-1/4 (133) 5-1/2 (140) 5-1/2 (140) 10 (254) 8-1/2 (216) Min. anchor spacing sue, in. (mm) 2 -1/4 (57) 2 -7/8 (73) 2 (51) 2 -3/4 (70) 2 -3/8 (60) 5 (127) 4 (102) for c 2 in. (mm) 3-1/2 (89) 4-1/2 (114) 3-1/4 (83) 4-1/8 (105) ' 4-1/4 (108) 9-1/2 (241) 7 (178) Min. hole depth in concrete he in. (mm) 2 -5/8 (67) 2 -5/8 (67) 4 (102) 3 -3/4 (98) 4-3/4 (121) 4 -1/2 (117) 5-3/4 (146) Min. specified yield strength f,. lb/in2 (N/mm2) 92,000 (634) 92,000 (634) 92,000 (634) 76,125 (525) Min. specified ult. Strength few Ib /in2 (N/mm2) 115,000 (793) 115,000 (793) 115,000 (793) 101,500 (700) Effective tensile stress area Ase•N in2 (mm2) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N � lb (kN) 5,968 (26.6) 11,554 (51.7) 17,880 (82.9) 24,055 (107.0) Steel strength in shear Vs. Ib (kN) 4,720 (21.0) 6,880 (30.6) 9,870 (43.9) 15,711 (69.9) Pullout strength in tension, seismic2 NDeQ lb (kN) NA 2,735 (12.2) NA NA NA Steel strength in shear, seismic2 Vsae4 lb (kN) 2,825 (12.6) 6,880 (30.6) 9,350 (41.6) 12,890 (57.3 Pullout strength uncracked concrete3 Al ° ° lb (kN) 2,630 (11.7) 5,760 (25.6) NA NA 12,040 (53.6) Pullout strength cracked concrete3 Al lb (kN) 2,340 (10.4) 3,180 (14.1) NA NA 5,840 (26.0) 8,110 (36.1) NA Anchor category` 1 2 1 Effectiveness factor k nc, uncracked concrete 24 Effectiveness factor k° cracked concretes 17 24 I 17 I 17 I 17 I 24 I 17 PC.N = k„,a/k, 8 1.0 Strength reduction factor Ofor tension, steel failure modes' 0.75 Strength reduction factor Ofor shear, steel failure modes' 0.65 Strength reduction ofactor°for tension, concrete failure modes, Condition B 0.65 0.55 0.65 Coefficient for pryout strength, kw 1 0 2.0 Strength reduction Afactor for shear, concrete failure modes, Condition B8 0.70 Axial stiffness in service load ranges f„° lb/in. 120,000 f, lb/in. 90,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches. See Fig. 2. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 'For all design cases PPy =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. `See ACI 318 -11 D.4.3. 5See ACI 318 D.5.2.2. °For all design cases W,•N =1.0. The appropriate effectiveness factor for cracked concrete (k°) or uncracked concrete (k„°) must be used. 'The KB-TZ is a ductile steel element as defined by ACI 318 D.1. °For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 9Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR -1917 I Most Widely Accepted and Trusted Page 9 of 12 Sdesign Cdesign ms sill N Y1 a kn CD 0 0_ kn Sdesign h 2 h,e;,, Cmin at S Z hmin Cdesign FIGURE 4- INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING edge distance c TABLE 5 -HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE- FILLED PROFILE STEEL DECK ASSEMBLIES''s,7,e DESIGN INFORMATION Symbol Units Loads According to Figure 5A Loads According to Figure 5B Anchor Diameter Anchor Diameter 3/8 1/2 5/8 3/8 1/2 5/8 Effective Embedment Depth he in. 2 2 3-1/4 3-1/8 4 2 2 3-1/4 3-1/8 Minimum Hole Depth he in. 2 -5/8 2 -5/8 4 3 -3/4 4-3/4 2 -5/8 2 -5/8 4 3-3/4 Pullout Resistance, uncracked concrete) Np,dedonn lb. 2,060 2,060 3,695 2,825 6,555 1,845 1,865 3,375 4,065 Pullout Resistance (cracked lb. 1,460 1,460 2,620 2,000 4,645 1,660 1,325 3,005 2,885 Steel Strength in Shear' Vsa,ded, lb. 2,130 3,000 4,945 4,600 6,040 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic V,�,dedk,ey lb. 1,340 3,000 4,945 4,320 5,675 1,790 2,585 3,945 4,420 1 Installation must comply with Sections 4.1.10 and 4.3 and Figure 5A and 5B of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 'The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. `The values listed must be used in accordance with Section 4.1.5 of this report. 5The values listed must be used in accordance with 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. e The values for in tension and the values for Ose in shear can be found in Table 3 of this report. 'The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (Pe/3,000)72 for psi or (Pf 20.7)12 for MPa. Evaluation of concrete breakout capacity in accordance with ACI 318 D.5.2, D.6.2, and D.6.3 is not required for anchors installed in the deck soffit. TABLE 6 -HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE - FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5C1'2'3•4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 Effective Embedment Depth her in. 2 2 Minimum concrete thickness5 h'dada,* in. 3-1/4 3 -1/4 Critical edge distance cac,dedtmp in. 9 9 Minimum edge distance cmin,detlkfnp in. 3 4-1/2 Minimum spacing snN,deck,fop in. 4 6-1/2 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5C of this report. 2 For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of h„„,,, c„m,, and sem,. 3 Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. Applicable for 3' /4 -in s h„m,,ded< < 4-in. For h„ugded, z 4 -inch use setting information in Table 3 of this report. Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5C. ESR -1917 I Most Widely Accepted and Trusted Page 10 of 12 MIN 3.000 PS NORMAL OR SAND - UGHTWEIGHT COt CRETE F.A11 41? MIN 20 GAUGE STEEL W-DECK • MIN 17 TYP i LOWER FLUTE la-- MAX. Y •I (RIDGE) OFFSET. TYP. FIGURE 5A— INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1 -inch offset in either direction from the center of the flute. MIN 1 -3/4' MIN. 2-1/2 3/4- MIN. MIN. 3.000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE Y UPPER FLUTE (VALLEY) MAX 3-12' MIN 6' TYP MIN. 20 GUAGE STEEL W DECK LOWER FLUTE (RIDGE) FIGURE 5B— INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK''2 1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1/8-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 31/4 -inch and the minimum hole clearance of 5/8 -inch is satisfied. i z 1 -3/4' MIN. 2-1/T MIN. 3.000 PSI NORMAL OR SAND - LIGHTWEIGHT CONCRETE UPPER FLUTE (VALLEY) MIN 3-1/T MIN 6' TYP MIN. 20 GUAGE STEEL W DECK LOWER FLUTE (RIDGE) FIGURE 5C— INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES'• 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 3-1/4-in 5 hme, < 4 -in. For hml„ 2 4 -inch use setting information in Table 3 of this report. ESR -1917 I Most Widely Accepted and Trusted Page 11 of 12 TABLE 7— EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES For SI: 1 lbf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. SCalculation of the weighted average for a = 0.3`1.2 + 0.7'1.6 = 1.48. 6f = 2,500 psi (normal weight concrete). scat = Ca2 Z Cac 8h 2 h,,,;, 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided 1. Hammer drill a hole to the same nominal diameter as the Kwk Bolt TZ. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. 3. Drive the Kwk Bolt 17 into the hole using a hammer. The anchor must be driven until the nominal embedment is achieved. 4. Tighten the nut to the required installation torque. FIGURE 6— INSTALLATION INSTRUCTIONS Allowable tension (lbf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel I Stainless Steel f '. = 2500 psi Carbon Steel Stainless Steel 3/8 2 1105 1155 1/2 2 1490 1260 3-1/4 2420 2530 5/8 3-1/8 2910 2910 4 4015 4215 3/4 3-3/4 3635 3825 4-3/4 4690 5290 For SI: 1 lbf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. SCalculation of the weighted average for a = 0.3`1.2 + 0.7'1.6 = 1.48. 6f = 2,500 psi (normal weight concrete). scat = Ca2 Z Cac 8h 2 h,,,;, 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided 1. Hammer drill a hole to the same nominal diameter as the Kwk Bolt TZ. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. 3. Drive the Kwk Bolt 17 into the hole using a hammer. The anchor must be driven until the nominal embedment is achieved. 4. Tighten the nut to the required installation torque. FIGURE 6— INSTALLATION INSTRUCTIONS ESR -1917 I Most Widely Accepted and Trusted Page 12 of 12 Given: A ' t Teg,,,, A Fl Two 1/2 -inch carbon steel KB-TZ anchors under static tension 11.1 AN 1.5 her .6. 1.5 her load as shown. he, = 3.25 in. Normal weight concrete, fc = 3,000 psi No supplementary reinforcement (Condition B per ACI 318-11 D.4.3 c) Assume cracked concrete since no other information is available. i ._ ,_ � .� . . t ..-.. -; ` . r = r - � I. • r . • Needed: Using Allowable Stress Design (ASD) calculate the allowable tension load for this configuration. 1.5 her c = 4' A-A Calculation per ACI 318 -11 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: ON = OnA f,, = 0.75 x 2 x 0.101 x 106,000 = 16,0591b Check whether f,... is not greater than 1.94. and 125,000 psi. D.5.1.2 D.4.3 a §4.1.2 Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: Nc N0 D.5.2.1 § 4.1.3 �ec,NVied,NVIc,NY1cp,NNb Ell Nco Step 2a. Verify minimum member thickness, spacing and edge distance: h... = 6 in. s 6 in..'. O[( 2.375 - 5.75 = = 3.0 2.375, 5.75 3.5, 2.375 D.8 0.5.2.1 Table 3 Fig. 4 Table 3 slope 3.5 - 2.375 For Cain = 4in = 2.375 controls s, = 5.75 - [(2.375 - 4.0)( -3.0)] = 0.875 < 2.375in < 6in :. ok 0.875 ,, Step 2b. For AN check 1.5hd = 1.5(325) = 4.88 in > C 3.0hd = 3(3.25) = 9.75 in > S Step 2c. Calculate ANA and AN. for the anchorage: ANC. = 9hef = 9 x (3.25)2 = 95.1in.2 ANC = (1.5h0 + c)(3her + s) _ [1.5 x (3.25) + 4][3 x (3.25) + 6] = 139.8in 2 < 2ANco :. ok D.5.2.1 Table 3 Step 2d. Determine tveC, N : en/ = 0 ••• Wec,N =1.0 D.5.2.4 - Step 2e. Calculate Nb:Nb = kC,.lQ (chef = 17 x 1.0 x 37000 x 3.251.5 = 545616 D.5.2.2 Table 3 a factor for distance: 0.7 D.5.2.5 Table 3 Step 2f. Calculate modification edge ved N = +0.3 1.5 (325) =0.95 Step 2g. Calculate modification factor for cracked concrete: iv,,N =1.00 (cracked concrete) D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: -1.00 (cracked concrete) �`p N § 4.1.10 Table 3 139.8 Step 2i. Calculate 0 N:iv : 0 N.bg =0.65 x 951 x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb D.5.2.1 D.4.3 c) § 4.1.3 Table 3 3600 Step 3. Check pullout strength: Table 3, OnNp.,,. = 0.65 x 2 x 5,515 lb x z,soo = 7,852 lb >4,952 .'. OK D.5.3.2 D.4.3 c) § 4.1.4 Table 3 Step 4. Controlling strength: 0 N,° = 4,952 lb < 'n Alm < qN.:. 0INdv controls D.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 1.2D + 1.6L: Teo.., = 4,952 - 3,346 lb. - § 4.2 1.48 FIGURE 7- EXAMPLE CALCULATION CARUSO TURLEY SCOTT consulting structural engineers YOUR VISION IS OUR MISSION PARTNERS Richard D. Turley, PE Paul G. Scott, PE. SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Morris, PE Richard A. Dahlmann, PE 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774 -1700 F: (480) 774 -1701 www.ctsaz.com Job No. 12 -241 Sheet No. Cover By CED Date 3/2012 FILE COPY 6826 Black Horse Pike Egg Harbor Township, NJ 08234 r944' fik 7" � '•'u i , PROJECT: Spencer Gifts #307 Westfield Southcenter, Space #2160 2856 Southcenter Mall Seattle, WA 97188 D (z -its REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2012 GENERAL INFORMATION: BUILDING CODES: City of Tukwila BUILDING DIVISION Washington State Building Code 2009 International Building Code ASCE 7 -05 CALCULATION INDEX SHEET # DESCRIPTION 1 BASIS FOR DESIGN 2 — 19 SIMPLE SPAN BEAM DESIGN 20 — 22 CONNECTION DESIGN 23 — 24 SEISMIC ANALYSIS 25 — 43 FRAME ANALYSIS 44 — 59 WORST CASE FRAME COLUMN DESIGN 60 — 65 WORST CASE BASE PLATE AND ANCHOR BOLT DESIGN YOUR VISION IS OUR MISSION CARUSO TURLEY SCOTT consulting structural engineers BUILDING CODE: 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774 -1700 F: (480) 774 -1701 Job Name Spencer Gifts Job No. 12 -241 Sheet No. By CED Date 3/2012 WASHINGTON STATE BUILDING CODE 2009 EDITION OF THE INTERNATIONAL BUILDING CODE ASCE 7 -05 LOADS: DEAD LOAD = 10 PSF. PRODUCT LOAD =15 PSF. STRUCTURAL STEEL: BASIS FOR DESIGN Page 1 of 1 SEISMIC: SEISMIC IMPORTANCE FACTOR = 1.0. SHORT PERIOD SPECTRAL ACCELERATION Ss = 1.408. ONE SECOND SPECTRAL ACCELERATION Si = 0.481. SOIL SITE CLASS D. Sas = 0.938. Sal = 0.487. SEISMIC DESIGN CATEGORY D. RESPONSE MODIFICATION FACTOR (R)= 4.0. ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE. MISC. STRUCTURAL STEEL : Fy = 40,000 PSI. File: T: \ENG \FORMS \BASIS FOR DESIGN.DOC \MAL \06 -08 YOUR VISION IS OUR MISSION 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 Spencer's Gifts Job No. 12 -241 Sheet No. Z. By CED Date 3/2012 Display Support Plan DISPLAY SUPPORT PLAN PCT O3NFl3! IR,TIOVE / P1. A >1v:. • i .l I'r,11_I r11 D -11.1Z. 16° 4RACINe: • N.At3ftG3'd ova'tL t1a1. tivwt =EL xrav TUBULAR BRACES 68428 FOR 82e11 BMW '1 #7317 ANGLES Co: - al I'r• =T O SPLICE REF. BI-aFr 1 Yom' . 1- 8' -tr LC t:141.1Ct '2 f.:it4 5-=44.4 TO P,,,f,T r =T a lI TYP EXT!R1)H 13C-AM --WE &HFt#T 3 T'•a l'iTrRna arb.•.' 'sEL c'izEI 2 CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, Arizona 85281 T: 480 774 -1700 • F: 480 774 -1701 www.ctsaz.com Job Name 5pEr.IC.ER GIFT s-- Job No. I2 -Z.'1 i Sheet No. 3 By CEP Date *o1Z N.Jogs T CA,5E Ml octs-r CASE '(tz t b r 9 I- W = 10 PS'FoL* 15 P5FrL t.i -o"' `lo TLToct 4o PI-Frc ID PLF.rL Us'jG: g11X 2.3Iq#x 14) CAGE ClA1A4 ., SEE CFg o )Tprr r\i`JORST CASE S?AN ' I1;7,O, MJ nAST CASE 1 1 ij3 ' (Lilt) WT (o Psfbt 15 PsFri.iZ-p )R 20 pt.F0Lt. 50 f i-ETt_ Os:' 11161'i x 311 x f Z Ci%Ctm elifhooto . St-t. CfS owrtur Seto J 201- O' TFtti' (k) z 31'6 k) = ro Ps Fpt r 15 Psp rLX st -o" ` , 30 f Lf DL } "15 PLFri. 7 5 PLFn. P° (lo TIF0Lt 15 fsfpL 2AIL'12 )- IIoO r * e ct. �o Pt. = y�CI TL ° H'o ire 0-0 OsE. I d d9' X 311 It 12. C. . C wo 1. L sE, cv-5 Ckyrprr CFS Version 6.0.4 Section: Beam A.sct Channel 8.5x2.75x0.9375 -16 Gage Spencer's Gifts Rev. Date: 9/21/2011 1:38:22 PM By: eng55 Printed: 3/7/2012 8:27:33 AM Section Inputs eng55 Caruso Turley Scott, Inc. Page 1 Material: A570 Grade 40" No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 in'4 Stiffened Channel, Thickness 0.0566 in (16 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 k Hole Size Distance (in) (deg) (in) Coef. (in) (in) NJ 1 0.9375 270.000 0.12500 None 0.000 0.0000 0.4688 '''''.12 2.7500 180.000 0.12500 Single 0.000 0.0000 1.3750 V 3 8.5000 90.000 0.12500 Cee 0.000 0.0000 4.2500 NI4 2.7500 0.000 0.12500 Single 0.000 0.0000 1.3750 V 5 0.9375 - 90.000 0.12500 None 0.000 0.0000 0.4688 CFS Version 6.0.4 Analysis: Beam A - 6' Span.anl Beam A - 6' Span Spencer's Gifts Rev. Date: 9/21/2011 1:38:22 PM By: eng55 Printed: 3/7/2012 8:27:33 AM eng55 Caruso Turley Scott, Inc. Page 1 Analysis Inputs Members Section File 1 Beam A.sct Start Loc. (ft) 1 0.0000 Supports Type 1 XYT 2 XYT End Loc. Braced k (ft) Flange 6.0000 Top 0.6500 Location Bearing Fastened (ft) (in) 0.0000 0.750 Yes 6.0000 0.750 Yes k� (k) 0.0000 Loading: Dead Load Type Angle Start Loc. End Loc. \ . (deg) (ft) (ft) v 1 Distributed 90.000 0.0000 6.0000 Loading: Product Load Type Angle Start Loc. End Loc. (deg) (ft) (ft) v 1 Distributed 90.000 0.0000 6.0000 Revision Date and Time 9/21/2011 1:38:22 PM K 1.0000 1.0000 Load Combination: D Specification: 2007 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 ex (in) 0.0000 Start Magnitude - 0.040000 Start Magnitude - 0.060000 - US (ASD) Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 ey (in) 0.0000 End Magnitude - 0.040000 k /ft End Magnitude - 0.060000 k /ft 5 CFS Version 6.0.4 Analysis: Beam A - 6' Span.anl Beam A - 6' Span Spencer's Gifts Rev. Date: 9/21/2011 1:38:22 PM By: eng55 Printed: 3/7/2012 8:27:33 AM eng55 Caruso Turley Scott, Inc. Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D + Product Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 Member Check - 2007 North American Specification - US (ASD) Page 2 Load Combination: D + Products Design Parameters at 6.0000 ft, Left side: Lx 6.0000 ft Ly 6.0000 ft Lt 6.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Beam A.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Red. Factor, R: 0.65 Stiffness, kii): 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.0000 0.0000 - 0.3089 0.0000 0.0000 Applied 0.0000 0.0000 - 0.3089 0.0000 0.0000 Strength 9.2487 3.5458 1.9830 0.9025 4.0528 Effective section properties at applied loads: Ae 0.87081 in'2 Ixe 9.4728 inA4 Iye 0.9172 in"`4 Sxe(t) 2.2289 in ^3 Sye(1) 1.1535 inA3 Sxe(b) 2.2289 in'3 Sye(r) 0.4692 inA3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.000 + 0.000 = 0.000 <= 1.0 NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.000 + 0.000 = 0.000 <= 1.8\ NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.000 + 0.024)= 0.156 <= 1.0 NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 r7 CFS Version 6.0.4 Section: Beam B.sct Channel 11.25x3.5x0.9375 -12 Gage Spencer's Gifts Rev. Date: 9/21/2011 1:51:38 PM By: eng55 Printed: 3/7/2012 8:29:34 AM Section Inputs eng55 Caruso Turley Scott, Inc. Page 1 Material: A570 Grade 40" No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 in''4 Stiffened Channel, Thickness 0.1017 in (12 Gage)v 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 Hole Size Distance (in) (deg) (in) Coef. (in) (in) N'1 0.938 270.000 0.19400 None 0.000 0.000 0.469 'N" 2 3.500 180.000 0.19400 Single 0.000 0.000 1.750 Ns",43 11.250 90.000 0.19400 Cee 0.000 0.000 5.625 \v 4 3.500 0.000 0.19400 Single 0.000 0.000 1.750 0.469 5 0.938 - 90.000 0.19400 None 0.000 0.000 CFS Version 6.0.4 Analysis: Beam B - 16' Span.anl Beam B - 16' Span Spencer's Gifts Rev. Date: 9/21/2011 1:53:31 PM By: eng55 Printed: 3/7/2012 8:29:34 AM Analysis Inputs Page 1 eng55 Caruso Turley Scott, Inc. -e„ Members Section File 1 Beam B.sct Revision Date and Time 9/21/2011 1:51:38 PM Start Loc. End Loc. Braced R 0 ex ey (ft) (ft) Flange (k) (in) (in) 1 0.000 16.000 None 0.0000 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 0.750 Yes 1.0000 2 XT 4.000 1.000 No 1.0000 3 XT 8.000 1.000 No 1.0000 4 XT 12.000 1.000 No 1.0000 5 XYT 16.000 0.750 Yes 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude \ 1 Distributed 90.000 0.000 16.000 - 0.020000 - 0.020000 k /ft Loading: Product Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 16.000 - 0.030000 - 0.030000 k /ft Load Combination: D Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 9 CFS Version 6.0.4 Analysis: Beam B - 16' Span.anl Beam B - 16' Span Spencer's Gifts Rev. Date: 9/21/2011 1:53:31 PM By: eng55 Printed: 3/7/2012 8:29:34 AM eng55 Caruso Turley Scott, Inc. Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D + Product Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 Member Check - 2007 North American Specification - US (ASD) Page 2 Load Combination: D + Produc Design Parameters at 8.000 ft, Left side: Lx 16.000 ft Ly 4.000 ft Lt 4.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Beam B.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0610 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, 4: 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 1.814 0.000 0.000 0.000 Applied 0.000 1.814 0.000 0.000 0.000 Strength 25.625 11.158 8.782 2.321 8.874 Effective section properties at applied loads: Ae 1.9626 in "2 Ixe 36.636 in "4 Iye 2.995 in "4 Sxe(t) 6.5131 in "3 Sye(1) 3.2395 in "3 Sxe(b) 6.5131 in "3 Sye(r) 1.1629 in "3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.163 + 0.000 = 0.163 <= 1.,Q NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.163 + 0.000 = 0.163 <= 1\0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.021 + 0.000)= 0.145 <= 1.N1 NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 6.0.4 Section: Beam C.sct Channel 11.25x3.5x0.9375 -12 Gage Spencers Gifts Rev. Date: 9/21/2011 2:12:13 PM By: eng55 Printed: 3/7/2012 8:53 :26 AM Section Inputs eng55 Caruso Turley Scott, Inc. j] Page 1 Material: A570 Grade 40 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 Stiffened Channel, Thickness 0.1017 in (12 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 k Hole Size Distance (in) (deg) (in) Coef. (in) (in) \'1 0.938 270.000 0.19400 None 0.000 0.000 0.469 2 3.500 180.000 0.19400 Single 0.000 0.000 1.750 3 11.250 90.000 0.19400 Cee 0.000 0.000 5.625 ''"'�+4 3.500 0.000 0.19400 Single 0.000 0.000 1.750 '�.4 5 0.938 - 90.000 0.19400 None 0.000 0.000 0.469 CFS Version 6.0.4 Analysis: Beam C - 20' Span.anl Beam C - 20' Span Spencer's Gifts Rev. Date: 3/7/2012 8:52:29 AM By: eng55 Printed: 3/7/2012 8:53:26 AM Analysis Inputs Page 1 eng55 Caruso Turley Scott, Inc. Members Section File 1 Beam C.sct Start Loc. (ft) 1 0.000 Supports Type 1 XYT 2 XT 3 XT 4 XT 5 XT 6 XYT End Loc. Braced R (ft) Flange 20.000 None 0.4000 k� (k) 0.0000 Revision Date and Time 9/21/2011 2:12:13 PM Location Bearing Fastened K (ft) (in) 0.000 0.750 Yes 1.0000 4.000 1.000 No 1.0000 8.000 1.000 No 1.0000 12.000 1.000 No 1.0000 16.000 1.000 No 1.0000 20.000 0.750 Yes 1.0000 Loading: Dead Load Type Angle Start Loc. `\ 1 Distributed v 2 Concentrated 3 Concentrated (deg) (ft) 90.000 0.000 90.000 4.000 90.000 8.000 Loading: Product Load Type Angle Start Loc. 1 Distributed 2 Concentrated 3 Concentrated (deg) (ft) 90.000 0.000 90.000 4.000 90.000 8.000 ex (in) 0.0000 End Loc. Start (ft) Magnitude 20.000 - 0.030000 NA - 0.16000 Bearing Length NA - 0.16000 Bearing Length End Loc. Start (ft) Magnitude 20.000 - 0.045000 NA - 0.24000 Bearing Length NA - 0.24000 Bearing Length ey (in) 0.0000 End Magnitude - 0.030000 k /ft NA k 1.000 in NA k 1.000 in End Magnitude - 0.045000 k /ft NA k 1.000 in NA k 1.000 in CFS Version 6.0.4 Analysis: Beam C - 20' Span.anl Beam C - 20' Span Spencer's Gifts Rev. Date: 3/7/2012 8:52:29 AM By: eng55 Printed: 3/7/2012 8:53:26 AM eng55 Caruso Turley Scott, Inc. Load Combination: D Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D + Product Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 Member Check - 2007 North American Specification - US (ASD) Page 2 Load Combination: D + Product `y Design Parameters at 8.025 ft: Lx 20.000 ft Ly 4.000 ft Lt 4.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Beam C.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0415 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(1): 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 6.798 0.000 0.000 0.000 Applied 0.000 6.798 0.000 0.000 0.000 Strength 24.686 11.158 8.782 2.321 8.874 Effective section properties at applied loads: Ae 1.9626 inA2 Ixe 36.636 in'4 Iye 2.995 inA4 Sxe(t) 6.5131 in'3 Sye(1) 3.2395 inA3 Sxe(b) 6.5131 in'3 Sye(r) 1.1629 in'3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.609 + 0.000 = 0.609 <= 1.Z NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.609 + 0.000 = 0.609 <= 1.0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.296 + 0.000)= 0.544 <= 1.)4 YOUR VISION IS OUR MISSION 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 Spencer's Gifts Job No. 12 -241 Sheet No. )3 By CED Date 3/2012 Display Support Plan DISPLAY SUPPORT PLAN ♦l PG { C•ONF131'RATION.. TUBULAR BRACES 013423 FOR 9 a 11 REAMS. (XX) ARIZPIEF 1(" BRACING - - 01c1/ERS14.;l4rtf 9rEe1..'+T a? N7317 ,r'-` P6NGLES ! (to; .; 6 • tla-J� •L.l: 5,1 c2:31 SPLICE -FF 1 V W I 5' -?" set. st:e:er_ =r•: t: i=AM TO ■ST 17FT.411 TYP EXT5.R1OR I38Nd 81 E `_'.HrrttT :? -- r•r IttT RIO ara:' '.EI_ I:4+EEI 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 5 ?EAGER s G�F1 Job No. /2. 2 L1 1 Sheet No. H BY C-Eb Date J • t 15 CFS Version 6.0.4 Section: Splice.sct Channel 10.87x3.125xO.813 -12 Gage Spencer's Gifts Rev. Date: 9/21/2011 2:57:19 PM By: eng55 Printed: 3/7/2012 9:19:54 AM Section Inputs eng55 Caruso Turley Scott, Inc. j Page 1 Material: A570 Grade 41'N No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 in'4 Stiffened Channel, Thickness 0.1017 in (12 GageN 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 Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 270.000 0.12500 None 0.000 0.000 0.407 2 3.125 180.000 0.12500 Single 0.000 0.000 1.563 --%q+3 10.870 90.000 0.12500 Cee 0.000 0.000 5.435 -.4.---a 4 3.125 0.000 0.12500 Single 0.000 0.000 1.563 5 0.813 - 90.000 0.12500 None 0.000 0.000 0.407 CFS Version 6.0.4 Analysis: Beam B - 16' Span & Splice.anl Beam B - 16' Span w/ Splice Spencer's Gifts Rev. Date: 9/21/2011 2:58:22 PM By: eng55 Printed: 3/7/2012 9:19:54 AM Analysis Inputs eng55 Caruso Turley Scott, Inc. Page 1 Members Section File 1 Splice.sct Start Loc. (ft) 1 0.000 Supports Type 1 XYT 2 XT 3 XT 4 XT 5 XYT End Loc. Braced R (ft) Flange 16.000 None 0.4000 k4 (k) 0.0000 Revision Date and Time 9/21/2011 2:57:19 PM Location Bearing Fastened K (ft) (in) 0.000 0.750 Yes 1.0000 4.000 1.000 No 1.0000 8.000 1.000 No 1.0000 12.000 1.000 No 1.0000 16.000 0.750 Yes 1.0000 Loading: Dead Load Type Angle Start Loc. v 1 Distributed (deg) (ft) 90.000 0.000 Loading: Product Load Type Angle Start Loc. (deg) (ft) v 1 Distributed 90.000 0.000 End Loc. (ft) 16.000 End Loc. (ft) 16.000 Load Combination: D Specification: 2007 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 ex (in) 0.0000 Start Magnitude - 0.030000 Start Magnitude - 0.045000 - US (ASD) Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 ey (in) 0.0000 End Magnitude - 0.030000 k /ft End Magnitude - 0.045000 k /ft Ito ini CFS Version 6.0.4 Analysis: Beam B - 16' Span & Splice.anl Beam B - 16' Span w/ Splice Spencer's Gifts Rev. Date: 9/21/2011 2:58:22 PM By: eng55 Printed: 3/7/2012 9:19:54 AM eng55 Caruso Turley Scott, Inc. Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D + Product Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 Member Check - 2007 North American Specification - US (ASD) Page 2 Load Combination: D + Product" Design Parameters at 8.000 ft, Left side: Lx 16.000 ft Ly 4.000 ft Lt 4.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Splice.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0610 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k4: 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 2.600 0.000 0.000 0.000 Applied 0.000 2.600 0.000 0.000 0.000 Strength 23.754 10.086 8.986 1.839 8.151 Effective section properties at applied loads: Ae 1.8344 in "2 Ixe 31.401 in "4 Iye 2.153 in "4 Sxe(t) 5.7776 in "3 Sye(1) 2.7335 in "3 Sxe(b) 5.7776 in "3 Sye(r) 0.9214 in "3 Interaction Equations - NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.258 + 0.000 = 0.258 <= 1. 4 NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.258 + 0.000 = 0.258 <= 1,0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.054 + 0.000)= 0.233 <= 1.04 NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 6.0.4 Analysis: Beam C - 20' Span & Splice.anl Beam C - 20' Span w/ Splice Spencer's Gifts Rev. Date: 3/7/2012 9:21:22 AM By: eng55 Printed: 3/7/2012 9:21:47 AM Analysis Inputs eng55 Caruso Turley Scott, Inc. Page 1 Members Section File 1 Splice.sct Revision Date and Time 9/21/2011 2:57:19 PM Start Loc. End Loc. Braced R k(1) ex ey (ft) (ft) Flange (k) (in) (in) 1 0.000 20.000 None 0.4000 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 0.750 Yes 1.0000 2 XT 4.000 1.000 No 1.0000 3 XT 8.000 1.000 No 1.0000 4 XT 12.000 1.000 No 1.0000 5 XT 16.000 1.000 No 1.0000 6 XYT 20.000 0.750 Yes 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 90.000 0.000 20.000 - 0.030000 - 0.030000 k /ft 90.000 4.000 NA - 0.16000 NA k 1 Distributed 2 Concentrated 3 Concentrated 90.000 8.000 Bearing Length NA - 0.16000 Bearing Length 1.000 in NA k 1.000 in Loading: Product Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 20.000 - 0.045000 - 0.045000 k /ft 2 Concentrated 90.000 4.000 NA - 0.24000 NA k Bearing Length 1.000 in 3 Concentrated 90.000 8.000 NA - 0.24000 NA k Bearing Length 1.000 in �9 CFS Version 6.0.4 Analysis: Beam C - 20' Span & Splice.anl Beam C - 20' Span w/ Splice Spencer's Gifts Rev. Date: 3/7/2012 9:21:22 AM By: eng55 Printed: 3/7/2012 9:21:47 AM eng55 Caruso Turley Scott, Inc. Load Combination: D Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D + Product Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 Member Check - 2007 North American Specification - US (ASD) Page 2 Load Combination: D + Product" Design Parameters at 8.025 ft: Lx 20.000 ft Ly 4.000 ft Lt 4.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Splice.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0417 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(I): 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 6.777 0.000 0.000 0.000 Applied 0.000 6.777 0.000 0.000 0.000 Strength 22.935 10.086 8.986 1.839 8.151 Effective section properties at applied loads: Ae 1.8344 in ^2 Ixe 31.401 in"4 Iye 2.153 inA4 Sxe(t) 5.7776 inA3 Sye(1) 2.7335 in'3 Sxe(b) 5.7776 inA3 Sye(r) 0.9214 in'3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.672 + 0.000 = 0.672 <= 1.Q" NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.672 + 0.000 = 0.672 <= 1.\ NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.370 + 0.000)= 0.608 <= 1.0 CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 T: 480-774-1700 F: 480-776-1701 ti Job Name Sev..1Q,EF: s entFT'S Job No. 12- 24 j Sheet No. 2.0 BY QEb 1,...i. - ; ; 1 . I •I i. , ; ; t . I . I I 1 I. I ; ; • Date TTT • r ' •-I •-7 - • 7. I - ; - 2. -To 'Vlo'w tett _ _ _ _ - 1.1 • 7-11 • • . . 400-* • • . . ; • • • • ;7 r I ; I ;••1-!--• I, -4-- •- ---4- ' • • T. "I- , • : ' 7 , i I ;. • ,._, ; ■ .;, ; 1 :,_ i ; ; ; --1•, I -I - : '. • ; . -1 -I ; 1- , i • - • • , i . . . . BEAM BOLTING ASSEMBLY DE.Am BOLTING ANGL :17317 USE 11i1S ASSEMBLY AS SPECIFIED IN NO7E: SKr I HEX HEAD W S YOUR FOCTuRE LAYOUT. I'2 (6 EA. PER BEAM ANGLE) 03101). LOCKWAS1.ER (131021 HEX NUT (13103). • I ' I •-- ; . ' ; I - '.- I 1- r ', •• I , 1 : . , i;._,.. , _;_.] •„,•••, ..:_.,_ .__,, „. 1 -! .--1.- • .• ; • • ' •! ; ; , • ; I I ; • ; • • ; f- • ' : 1 • 11 1/4. HIGH REAM #11rNIGROF_AM • ; • I.; . •1 ; ; • L 1 4- , , • , • •,,:, ; . . i I • I t I [_ f- - i:.;;• 1 " ' 1 — t 7-7 1-1 7 11i • • • SEag tnVL. ?Act (cp,4:144Plif,146 BOLT ANIMA 11 DC•, W. L W HIGH BEAMS 7.viAl f (1\): 53 .,# >�P 1564t 1,7 Mon 4f...)1 6/fP 1 L? He( HEAD BOLT(17101), IA:WA ABIpR (10104 AND WAIE 11112)(! FA PER f)32, f)32, EXCEPT 3 O EA PEA BOON Ir. MD IC IHAH WAWA] -I • r _J� _ ! I I -I i I. -i .1 1. I -t-- --i - 1 ; + ; --t �.' t -I • r .k.f IV -8 Connections for use with the 2001 North American Cold- Formed Steel Specification Table IV - 7a Bolts Bearing on Connected Members Outside Sheets of Connections with Washers on Both Sides = 0.60 Inside Sheet of Double Shear Connections = 2.50 Bolt Hole Deformation Not Considered = 0•60 Nominal Bearing Strength, Pn, kips Fu = 45 ksi F„ = 45 ksi F- -'65 ksi , Nominal Bolt Diameter, in. t Nominal Bolt Diameter, in Nominal Bolt'Diameter, in. - (in.) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/4 5/16 3/8 7/16_ . 11/2 ;_ 9/16 5/8 3/4 0.024 1.06 1.21 1.31 1.37 1.38 1.45 1.62 1.94 1.53 1.75 190 . 1.98 1199 2.10 2.33 2 80 0.036 1.62 2.02 2.39 2.62 2.81 2.95 3.05 3.10 2.33 2.92 3.45 3.79 4.06 4.27 4.40 4.47 0.048 2.15 2.69 3.23 3.77 4.25 4.57 4.84 5.25 34.1 3.6.9 4 67,, 5.45 , 614 .. .6.60 7.00 7.59 0.060 2.69 3.37 4.04 4.71 5.39 6.06 6.64 7.41 3:89 k486 5 84;; '6.81-/: ',,7.7,81,, }8:75 .959 10.7 0.075 3.37 4.21 5.05 5.89 6.73 7.57 8.42 10.10 4.86 6:08 7.29 8.51. 9.73 10.9 12.2 14.6 0.090 4.04 5.05 6.06 7.07 8.08 9.09 10.1 12.1 5.84 .7.29 ,8:75 104 117 13.1 14.6 17.5 0.105 4.71 5.89 7.07 8.25 9.43 10.6 11.8 14.1 6.81 8.51 10.2 11.9 13.6 15.3 17.0 20.4 0.135 6.06 7.57 9.09 10.6 12.1 13.6 15.1 18.2 8.75 10.9 13.1 15.3 17.5 19.7 21.9 26.3 0.165 7.41 9.26 11.1 13.0 14.8 16.7 18.5 22.2 10.70 13.4 16.0 18.7. 21.4 24.1 26.7 32.1 Table IV - 7b Bolts Bearing on Connected Members Q = 2.50 Outside Sheets of Connections with Washers on Both Sides = 0.60 Bolt Hole Deformation Not Considered Nominal Bearing Strength, Pn, kips Pn, kips Fu = 45 ksi F,; = 65, ksi t Nominal Bolt Diameter, in. Nominal Bolt Diameter, in. (in.) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 0.024 0.799 0.911 0.987 1.03 1.03 1.09 1.22 1.46 • 1:15 1 :32 1:43 1149 1:50 158 1.75 2.11 0.036 1.22 1.52 1.80 1.97 2.12 2.22 2.29 2.33 1.75 2.19 2.60 2.85 3.06 3.21 3.31 3.36 0.048 1.62 2.03 2.43 2.84 3.19 3.44 3.64 3.95 2.34 2.92 3.51 4.09 4.61 4.96 5.26 5.70 0.060 2.03 2.53 3.04 3.54 4.05 4.56 4.99 5.57 2.92 3.66 4.39 5.12 5.85 6.58 7.21 8.04 0.075 2.53 3.16 3.80 4.43 5.06 5.70 6.33 7.59 3.66 4.57 5.48 6.40 7.31 8.23 9.14 11.0 0.090 3.04 3.80 4.56 5.32 6.07 6.83 7.59 9.11 4.39 5.48 6.58 7.68 8.77 9.87 11.0 13.2 0.105 3.54 4.43 5.32 6.20 7.09 7.97 8.86 10.6 5.12 6.40 7.68 8.96 10.2 11.5 12.8 15.4 0.135 4.56 5.70 6.83 7.97 9.11 10.3 11.4 13.7 6.58 8.23 9.87 11.5 13.2 14.8 16.5 19.7 0.165 5.57 6.96 8.35 9.75 11.1 12.5 13.9 16.7 8.04 10.1 12.1 14.1 16.1 18.1 20.1 24.1 Table IV - 7c Bolts Bearing on Connected Members Q = 2.50 Outside Sheets of Connections without Washers on Both Sides 4 = 0.60 Bolt Hole Deformation Not Considered Nominal Bearing Strength, Pn, kips F„ = 45 ksi j� F„ = 65 ksi t Nominal Bolt Diameter, in. �f Nominal ;Bolt Diameter, in (in.) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/.4 ,5/16 3/8 7/16 1/2, 9/16 5/8 3/4 0.024 0.599 0.683 0.740 0.772 0.776 0.820 0.911 1.09 0.865' 1.07 1.11 ' 1.12 1.18 132 1.58 0.036 0.911 1.14 1.35 1.48 159 1.67 1.72 1.75 1.32 .0:986 1:65 1.95 2.14 2.29 2.41 2.48 2.52 0.048 1.22 1.52 1.82 2.13 2.40 2.58 2.73 2.96 1.75 2.19 2.63 3.07 3.46 3.72 3.95 4.28 0.060 1.52 1.90 2.28 2.66 3.04 3.42 3.74 4.18 2.19 2.74 3.29 3.84 4.39 4.94 5.41 6.03 0.075 1.90 2.37 2.85 3.32 3.80 4.27 4.75 5.70 2.74 3.43 4.11 4.80 5.48 6.17 6.86 8.23 0.090 2.28 2.85 3.42 3.99 4.56 5.13 5.70 6.83 3.29 4.11 4.94 5.76 6.58 7.40 8.23 9.87 0.105 2.66 3.32 3.99 4.65 5.32 5.98 6.64 7.97 3.84 4.80 5.76 6.72 7.68 8.64 9.60 11.5 0.135 3.42 4.27 5.13 5.98 6.83 7.69 8.54 10.3 4.94 6.17 7.40 8.64 9.87 11.1 12.3 14.8 0.165 4.18 5.22 6.26 7.31 8.35 9.40 10.4 12.5 6.03 7.54 9.05 10.6 12.1 13.6 15.1 18.1 Note: Design Strengths are: ASD: lF 55 K5l J LRFD: I en �" ��u=`i5 K51 As •Joust. C,AsE. to.b`I k 2LIA Ibs 2.5 L.IL YOUR VISION IS OUR MISSION 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 Spencer's Gifts Job No. 12 -241 By CED Seismic Map Location Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.45000000000001 Longitude = - 122.25 Spectral Response Accelerations Ss and S1 Sheet No. 23 Date 3/2012 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.45000000000001 Longitude = - 122.25 Design Spectral Response Accelerations SDs and SDI Ss and S1 = Mapped Spectral Acceleration Values SDs = 2/3 x SMs and SDI = 2/3 x SMI 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 1.408 (Ss, Site Class B) 1.0 0.481 (S1, Site Class B) ..1p. S`r42hd S't - ) VI , "� ° -- &T. 1. s� n�4u, $I �(F 1acn'sc;'d • rI •• ry 7 ,.,..._� i �.r✓:. .QED• - ro �1$Olh�,:'t'Ur•�.; •.t a.rt a: 991 S 750th SIi `e: • uetten Neopoo: Site Class D - Fa = 1.0 ,Fv = 1.519 Period Sa (sec) 0.2 1.0 0.487 (SDI, Site Class (g) \ 0.938 (SDs, Site Class D a ., S �52nd'St .4' 3 tt n } 754th e a° 40 ewj'._. Fve Corrrers r i t5M9'� � • I• .•4 l�y St S 152nd St tSgSS S •158th 4 b ( ' 4'((,S 168th St 9 ; - S -160th S,` �'X • S•18"nd Si' I - 1.1 . co i5.16dth•St°^ • 9, h �m • Q 1n a3A, - '1n1 s1661h51 - ; 1. • �... N_ bdY Wavy-- 12t'. 767 Souttcenter Ma6, Seattle South,enter Mao l Seattle, WA 99166 Au Vmi Pik ' �l �S�'�176th'St 4 m b 'S 156th SI �t>j s�70n:5ic - -- 7qq(«i V- �a�•.�- �`�''- �.'.S 172nd St +, s: rt•O'n .F' ;1e1 S- 173rd'SI' 'S 175th 51 •' : , 4761hrtSt - fi e Seaiace - ? 9, •• s6 SJ al � 51801h.S1 arm' ,61e LOne� m I� 4rDt HoM Ewl 1.f 154, aker 8tvd `f t) -'•111 r1: I kf W 1. • I f ;r Strander BNd- - 8. • a . v 2 t )5 182nd St J. V lley tedg`g Park N Ss? Q.... •i a L 4 1._.v_TS-'i921nd-•St --`, '1 1Y • S t9ath Si 0 - Des Mok1¢s ' S 196th St 5. N ( . N � kileirAe S 198th St 6157 ¢a LL itt lSeite. i N Patti" S 194th St to Tell Poeinp GxrWtuiy ry t $.! SW 19th St,' Renton ISW- -27th St 11 '-34tn -SI- .I SW- 41st -SI ate-• fo VJ ( L 11 S -188111 St -•- S 196th St 5192nd•St•� ,,,,S- 192ndSI S • Latitude: 17.45737.N Longitude: 122.25576 *w Lo CikitatJ CARUSO 1215 W. Rio Salado Pkwy. Job Name: Spencer Gifts TURLEY Suite200 Job No.: 12 -241 Sheet: 2y SCOTT Tempe, AZ 85281 By: CED Date: 3/2012 consulting T: (480) 774 -1700 structural F: (480) 774 -1701 engineers www.ctsaz.com SEISMIC DESIGN STEEL STORAGE RACKS (Section 15.5.3 - ASCE 7 -05) (with Supplement #2) S as = 0.938 Sp, = 0:487 1= 1.0 Occupancy Importance Factore, ASCE 7 -05, Page 116, Table 11.5 -1 R = 4.0 Response Modification Factor, ASCE 7 -05, Page 162, Table 15.4 -1 Approximate Fundamental Period C, = 0.02 Building Period Coefficient, ASCE 7 -05, Page 129, Table 12.8 -2 x = 0:75 Height Coefficient, ASCE 7 -05, Page 129, Table 12.8 -2 h = 9.67 ft, Height Above the Base Ta = C,h„x = 0.110 ASCE 7 -05, Page 129, EQ. 12.8 -7 TL = 6 ASCE 7- 05,Page 228, Figure 22 -15 CS = Sps /(R/I) = • 02345 ASCE 7 -05, Page 129, EQ. 12.8 -2 GOVERNS Cs = SD/ /(T(R/I)) = 1.110 ASCE 7 -05, Page 129, EQ. 12.8 -3 MAX CS = 0.01 ASCE 7 -05, Page 129, EQ. 12.8 -5 MIN YOUR VISION IS OUR MISSION 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 Spencer's Gifts Job No. 12-241 Sheet No. 2.5 By CED Date 3/2012 Display Support Plan (LhststAt. IVALysis) DISPLAY SUPPORT PLAN rG.TTC:.0t4r131.IRATIONS ...■ + • r: 1 7 4RACIN 41.2,2i6 lt ,a4.1.5ttetir ov.ifEnk.two,,4E TUBULAR BRACES r 68423 FOR Ball 8Statit ;pot) SeEttsTET/ 1.:111 :441E1' 2 P;UR ) AEI #7317 /— ANGLES (10I. Err A.SY . I ...r- RI-PO.FT Es) ====== ==3 SPLICE SFE --FFT 1 Ef-Ce 5'-fr TNIP 5.XTER1-311.1§8.414 SHII#ET 2 — Tyr rriT,RIOR ark': LEii4irtl 2 'A CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, Arizona 85281 T: 480 774 -1700 • F: 480 774 -1701 www.ctsaz.com Lik-rur t., Logos vq = (io rsFDL * 15 f5F,LXgh,X0.t3h15) = .1`b rLF J(3 - (10 Psfo4+ 1P sfrAII J. Xo• v.15) = Li r1 Pt-F �IoPsroLl Job Name SpENCEIZ GIFTS Job No. 11 -2''41 Sheet No. 2-6 By CED Date *017- r5 PSi PL),zo1%.0.13y5) s 21_11E_ to Psf } 15 fsFrL )(9/7..Xa.Z3145) = ...12- rLF. - CTS CED 12 -241 Spencers Gifts #307 - Westfield Southcenter 1 Mar 7, 2012 at 10:11 AM FULL FRAME 1 =1 BRACE AT 4FT6.r3d Company : CTS Designer : CED Job Number 12 -241 Spencers Gifts #307 - Westfield Southcenter Mar 7, 2012 2e; 10:29 AM Checked By: Joint Coordinates and Temperatures Y jftj 0 0 0 Z jft] - 20 -20 Temp IF] 0 0 Detach From Diap.,. 0 4.5 4.5 4.5 4.5 - 20 0 0 -20 0 0 0 9.5 9.5 -20 0 0 0 9.5 0 9.5 -20 0 9.5 9.5 0 15 15 16 16 .875 0 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17 18 19 20 21 22 .875 5.125 9.5 9.5 9.5 9.5 - 19.125 -20 -.875 0 0 0 0 0 0 0 0 6 6 5.125 38 9.5 9.5 9.5 0 -.875 - 19.125 -20 -20 0 23 24 44 0 -20 38 0 0 0 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 _55 56 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 44 38 44 38 44 38 44 38 44 22 22 38.875 38 43.125 44 44 43.125 38 38.875 38 38 22 22 9.5 9.5 9.5 9.5 4.5 4.5 4.5 4.5 9.5 9.5 9.5 9.5 9.5 9.5 9.5 9.5 9.5 9.5 9.5 0 -20 -20 0 0 -20 -20 0 0 -4 0 0 0 -20 0 - 19.125 -20 - 19.125 -.875 0 -.875 0 -4 0 0 0 0 0 0 0 0 9.5 0 0 -8 -4 -8 49 50 51 52 53 54 55 56 21.125 9.5 22.875 9.5 22 4.5 22 9.5 22 9.5 22 4.5 22.875 9.5 21.125 9.5 6 9.5 0 0 0 0 0 0' 0 0 0 0 0 0 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 1 Company : CTS Designer : CED Job Number : 12-241 Spencers Gifts #307 -Westfield Southcenter 2. °I Mar 7, 2012 10:29 AM Checked By: Member Primary Data Label _ 1 1 3 10 Reaction .• 1 sx.,,qr•-■ v 1 Cl_ 1/ oection/bnape i ype Design List Material gen Steel •enisteel Design Rul. Default Default Column Column None 2 2 4 13 Column Column None 3 3 2 12 Column Column None gen Steel Default T eical 4 4 10 13 5 22 CF1 Beam CU A570 33 5 ' 6 5 6 12 13 23 Reaction CF1 Beam Beam CU A570 33 A57033 Typical T 9 12 Reaction Reaction CF1 CU 7 7 9 10 CF1 Beam CU A570 33 lical Typical 8 8 6 17 Brace VBrace None gen Default 9 9 - 6 16 Brace VBrace VBrace None None ...Steel gen_Steel nStteeeeil Default Default 10 10 8 18 Brace 11 12 11 8 19 Brace VBrace VBrace None ggeens gen_Steel gen_Steel Default 12 5 14 Brace None 13 13 5 15 Brace VBrace None Default 14 14 7 20 Brace VBrace None gen Steel Default 15 15 7 21 Brace VBrace None gen_Steel Default 16 16 1 9 Col mn Column None gen Steel ef-ult 17 17 11 34 CF1 Beam CU A570 33 Typical 18 18 56 35 CF1 Beam CU A570 33 Typical Typical Typical Typical T eeical Default Default Default 19 20 19 20 26 28 CF1 CF1 Beam Beam Beam CU A570 33 27 29 CU A570_33 A570 33 21 21 26 27 CF1 CU 22 22 28 29 CF1 Beam CU A570 3 23 23 24 28 Column column None gen_Steel gen_Steel 24 24 25 29 Column Column None 25 25 22 26 Column Column None gen Steel 26 26 23 27 Column Column None gen_Steel gen_Steel Default Default Default 27 27 30 36 37 Brace Brace VBrace VBrace None 28 28 30 None gen_Steel 29 L30 31 32 29 30 31 32 31 31 32 32 38 39 j Brace Brace VBrace VBrace None None gen_ Steel gen_Steel Default Default 42 43 Brace Brace VBrace VBrace None None None gen Steel ggeenni Steel Steel Default Default 33 33 33 40 Brace VBrace 34 34 33 41 Brace VBrace None gen Steel Default 35 35 35 45 CF1 Beam CU A570 33 Typical Typical Default 36 36 34 44 CF1 Beam CU A570 33 37 37 46 34 Column Column None gen_Steel 38 38 47 35 Column column None CU gen Steel A570 33 Default Typical Default Default 39 39 35 34 CF1 Beam 40 40 48 50 Brace VBrace None gen_Steel gen_Steel 41 41 49 50 Brace VBrace None 42 42 51 50 Brace Brace VBrace VBrace None None gen_Steel gen_Steel Default Default 43 43 55 53 44 44 52 53 Brace VBrace None gen_Steel Default 45 45 54 53 Brace VBrace None - gen_Steel Default Joint Boundary Conditions Joint Label 1 3 ___,_. Reaction Reaction Reaction .• 1 sx.,,qr•-■ v 1 Cl_ 1/ I INQL.1.11U1GA.1 Z. NuL.pc-turaaj rooting__ 2 4 Reaction Reaction Reaction 3 2 Reaction Reaction Reaction 4 1 Reaction Reaction Reaction 5 22 Reaction Reaction Reaction 6 23 Reaction Reaction Reaction 7 24 Reaction Reaction Reaction RISA-3D Version 9.1.1 [H:\...\...\Calculations\FULL FRAME 1=1 BRACE AT 4FT6.r3d] Page 2 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Joint Boundary Conditions (Continued) 30 Mar 7, 2012 10:29 AM Checked By: Joint Label X 1k/in] Y fk/in] Z fk /in]_ X Rot.[k- ft/rad]_Y Rot.Lk- ft/radf Z Rotfk- ft/radj 8 25 Reaction Reaction Reaction 9 46 Reaction Reaction Reaction 10 47 Reaction Reaction Reaction Member Distributed Loads (BLC 1 : DL) Footing M 1 7 _...,,....,., Y .. .. , ,.,u tuucU_,L,UCyj_ -.075 iIU IvIaa nnuue II a.. -.075 Jtart Locationttt, %J 0 End Location[ft %J 0 2 5 Y -.075 -.075 p 0 3 19 Y -.075 -.075 -.075 -.075 0 0 0 0 4 20 Y 5 17 Y -.05 -.05 0 0 6 18 Y ` -.05 -.05 0 p 7 35 Y -.05 -.05 0 0 8 36 Y ! -.05 -.05 0 0 Member Distributed Loads (BLC 2 : EL (X)) Member Label Direction Start Ma ni 1 17 X- 9 .wv L,�_y� .012 _ IVIOI�IILAUCi1VILyU... 1 .012 marl wcaoon rot 0 tno Locationttt, %1 0 2 18 X .012 .012 0 0 3 6 X .059 -_ .059 0 0 4 4 X .059 .059 0 0 5 22 X .059 .059 0 0 6 21 X .059 .059 0 0 7 35 -- X -- .012 .012 0 0 8 36 X .012 .012 0 0 Member Distributed Loads (BLC 3 : EL (Y)) Member Label Direction Start 0 1 7 Z - -... - -. •.. _. _..- -- ..'i. 018 -.. - .. .-.7• - •..•..•.• ,..• .. .018 v.0 L.v.0 i ivi!LILT /UJ 0 LI IU LvI.OIIUIILIL, /0J 0 2 5 Z 018 .018 0 0 3 19 } Z .018 8 0 0 4 20 Z :018 .018 .018 0 0 5 19 Z .047 .047 12 16 6 5 Z .047 .047 12 16 39 Z 094 094 0 0 Basic Load Cases BLC Descrioti 1 DL --'- -� �. None -- - •--••� �•�•..Z .- vru_.�• __ �v„,� 1 vim vIJLI IUULCU/Al 8 CatIVIC.. 2' EL (X)` None uLV I I aVLVI l l7L l r r ]I LVI D DLl r 8 3 EL (Y) None EL (X) Y Yes 2 2 1 7 Load Combinations Surface(... Descript 1 D DL Y Yes 1 __� , ,-. - -.-,., . .v, . ._ v . . y Div, � ��� I I o LVi u uLV I I aVLVI l l7L l r r ]I LVI D DLl r racwr r ri Lim r r actor 2 E EL (X) Y Yes 2 2 1 1 1 1 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 3 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Mar 7, 2012 10:29 AM Checked By: 31 Member Section Forces (By Combination) LC Member Label Sec Axialjk z Shearjkl 1 1 1 1 . .75 .002 -.095 a 0 0 '.,.. 0 2 2 .75 .002 -.095 0 -.226 -.004 3 3 -.263 -.002 .086 0 -.407 -.008 4 4: -.263 -.002 .086 0 -.203 -.004 5 5 - .263 -.002 .086 0 0 0 0 6 1 2 1- 1.172 -.002 -.141 0: 0 7 2 1.172 -.002 -.141 0 -.334 .005 8 3 " -.331 .002 .127 0 -.601 .01 9 4 -.331 .002 .127 0 -.3 .005 10 5 -.331 .002 .127 0 0 0 0 11 1 3 1 .927 -.003 .14 0 0 12 2 .927 -.003 .14 0 ' .333 .007 13 3 -.563 .003 -.126 0 .599 .012 14 4 -.563 .003 -.126 0 .299 .006 15 5 -.563 .003 -.126 0 0 0 16 1 4 1 ;; .002 .02 0 0 0 0 17 2 -.002 0 0 0 0 -.018 18 3 -.002 0 0 0 .001 -.019 19 20 4 5 -.002 .002 -.023 0 0 0 0 .002 0 -.02 0 21 1 5 1 -.126 -.594 0 0 0 0 22 2 .14 .553 0 0 0 -2.369 23 3 .14 .178 0 0 -.001 -4.196 24 4 5 .14 -.127 -.487 .354 0 0 0 0 -.003 0 -3.278 0 0 25 26 1 6. 1' .002 .029 0 0 0; 27 2 -.003 0 0 0 0 -.002 -.001 -.026 - .026 28 3 -.003 0 0 29 1-30 31 32 7 4 5 1 2 -.003 .003 -.086 .095 .095 0 -.03 -.288 .375 0 0 0 0 0 0 0 0 0 .001 -.027 0. 0 -1.905 0 0 33 3 0 0 0 .001 -2.844 34 4 .095 -.375 0 _ 0 0 -1.908 35 5 -.085 .283 0 0 0 0 36 1 8 1 -.02 0 0 0 0 0 37 2 -.02 0 0 0 0 0 0 38 3 -.02 0 0 0 0 39 4 -.02 0 0 0 0 0 40 5 -.02 0 0 0 0 0 41 1 9 1 1.048 0 0 0 0 0 42 2 1.048 0 0 0 _ 0 0 43 -_ 3 1.048 0 - 0 0 0 0 44 4 1.048 0 0 0 0 0 45 5 1.048 -.024 0 0 0 0 0 46 1 10 1 0 0 -.002 0, 0 47 2 -.024 0 0 -.002 0 0 48 3 -.024 0 0 -.002 0 0 49 -_ 4 5 -.024 -.024 0 0 0 0 -.002 - .002 0 0 0 0 50. 51 1 11 1 1.55 0 0 .002 0 0 52 2 1.55 0 0 .002 0 0 53 54 3 4 5 1 1 55 1.55 1.55 1.054 0 0 0 0 0 .002 0 0 0 0 0 .002 0 55 56 1 0 .002 .002 0 0 12 0 0 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 4 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Member Section Forces (By Combination) (Continued) Mar 7, 2012 10:29 AM Checked By: 3z. LC M 57 58 _ 2 ...,._ ..i. 1.054 1.054 .,._., -,c 0 0 0 0 yyuclr.. -�_� .002 - 002 y -y mvinc� inn.. 0 0 t-c NiunI FII K.. 0 0 3 59 4 1.054 0 0 .002 0 0 60 5 1.054 0 0 .002 0 ' 0 61 1 13 1 -.03 0 0 -.002 0 0 62 2 -.03 0 0 -.002 0 0 63 3 -.03 0 0 -.002 0 0 64 4 -.03 0 0 -.002 0 0 65 5 -.03 0 0 -.002 0 0 66 1 14 1 1.545 0 0 0 0 0 67 2 1.545 0 0 0 0 0 68 3 1.545 0 0 0 0 0 69 4 1.545 0 0 0 0 0 70 5 1.545 0 0 :, 0 0 0 71 1 15 1 -.031 0 0 0 0 0 72 2 -.031 0 0 0 0 0 73 3 -.031 0 0 0 0 0 74 4 -.031 0 0 0 0 0 75 5 -.031 0 0 0 0 0 76 1 16 1 .75 .003 .096 0 0 0 77 2 3 .75 -.258 .003 -.002 .096 -.086 0 0 ' -.006 -.012 78 .227 .408 79 4 -.258 -.002 -.086 0 .204 -.006 80 5 -.258 -.002 -.086. 0 0 0 81 1 17 1 .001 .31 0 0 0 0 82 2 .001 .11 0 0 0 -.842 83 3 .001 -.09 0 0 0 -.883 84 4 .001 -.29 0 0 0 -.125 85 86 1 18 5 1 2 3 - .285 0 0 0 1.148 .29 .09 -.11 0 0 0 0 0 -.758 - .717 0 0 0 87 88 0 0 0 0 0 0 0 89 -4 5 0 -.354 -.31 _ 0 - 0 90 1.508 _ 0 0 0 .125 0 91 1 19 1 -.126 -.594 0 0 0 0 92 2 .14 .553 0 0 0 -2.369 93 3 .14 .178 0 0 0 .001 .003 -4.196 -3.278 94 4 14 -.487 0 95 5 -.127 .354 0 0 0 0 96 1 20 1 -.086 -.288 0 0 0 0 97 2 .095 .375 0 0 -.001 -1.905 98 3 .095 0 0 0 -.001 -2.844 99 4 .095 -.375 0 0 0 -1.908 100 5 -.085 - .283 0 0 0 0 101 1 21 1 .003 .03 0 0 0 0 102 2 -.003 0 0 0 0 -.027 103 3 -.003 0 0 0 -.001 -.026 104 4 -.003 0 0 , 0 -.002 -.026 105 106 5 .002 -.029 0 0 0 0 1 22 1 .002 .023 0 0 0 0 107 2 -.002 0 0 0 .002 -.02 108 3 -.002 -.002 .002 0 0 -.02 0 0 0 0 .001 0 0 -.019 -.018 0 109 110 4 5 0 0 -� 1 112 1 23 1 2 1.172 1.172 .002 .002 -.141 -.141 0 0 0 -.334 0 -.005 1.1.3 3 -.331 -.002 .127 0 -.601 -.01 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 5 Company : CTS Designer : CED Job Number 12 -241 Spencers Gifts #307 - Westfield Southcenter Member Section Forces (By Combination) (Continued) Mar 7, 2012 10:29 AM Checked By: 33 114 115 116 LC Member Label Sec Axialfk]_ 4 -.331 5 -.331 24 1 75 117 118 119 120 121 122 123 124 125 126 127 128 25 1 26 129 130 .75 -.263 -.263 -.263 .927 .927 -.563 -.563 -.563 .75 75 -.258 -.258 - .258 _ y Shearfk, _ z Shealk]TTorguejk -ftj v-v Momentfk..z -z Momentfk... -.002 .127 0 -.3 -.005 -.002 .127 0 0 0 - .002 -.095 0 0 0 -.002 .002 -.095 .086 002 .002 .003 .003 -.003 -.003 -.003 -.003 -.003 .002 .086 .086 .14 .14 -.126 -.126 -.126 .096 .096 -.086 0 -.226 .004 0 -.407 .008 0 0 0 0 0 0 0 0 -.203 .004 0 0 0 0 .333 - .007 .599 -.012 .299 -.006 0 0 0 0 0 0 .002 -.086 0 .002 - .086 132 133 134 135 136 137 1.38 27 28 -.031 -.031 -.031 -.031 -.031 1.545 1.545 139 140. 141 142 143 144 145 146 147 1 148 149 150 151 152 4 1.545 5 1.545 29 1 -.03 2 -.03 3 -.03 4 -.03 5 -.03 30 1 1.054 2 1.054 3 1.054 1.054_ 1.054 31 1 1.55 2 1.55 3 1.55 4 1.55 153 154 155 156 157 158 159 160 161 162 163 164 165 166 \167_ 168 169 170 32 0 0 0 .227 408 .204 0 .006 .012 .006 0 0 1.55 -.024 -.024 -.024 0 0 -.002' -.002 0 0 -.002 0 0 -.002 0 0 - .002 0 0 -.002 -.002 -.002 .002 002 .002 I 0 0 0 0 0 33 3 5 34 -.024 -.024 1.048 1.048 1.048 1.048 1.048 -.02 02__ -.02 -.02 -.02 0 0 0 0 0 0 .002 0 0 .002 0 0 0 0 0 0 0 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Mar 7, 2012 10:29 AM Checked By: Member Section Forces (By Combination) (Continued) LC Member Label 171 172 1 35 1 -.354 -1.508 �.., 0 - .. ,1 0 , , .., ,,, ,..._ 0 ,., .,,..,,.Vs.• 0 2 0 .31 0 0 0; .125 173 3 0 .11 0 0 0 -.717 174 4 0 -.09 0 0 0 -.758 175 5 0 -.29 0 0 0 0 176 1 36 1 -.285 -1.148 0 0 0 0 177 2 .001 .29 0 0 0 -.125 178 3 .001 .09 0 0 0 -.883 179 4 .001 -.11 0 0 0 -.842 180 5 .001 -.31 0 0 0 0 181 1 37 1 .979 0 .018 0 0 0 182 2 979 0 .018 0 .042 0 183 3 -2.105 0 -.016 0 .075 0 184 4 -2.105 0 -.016 0 .038 0 185 5 -2.105 0 -.016 0 0 0 186 1 38 1 1.021 0 -.018 0 0 0 187 2 1.021 0 -.018 0 -.042 0 188 3 - 2.826 0 .016 0 -.075 0 189 4 -2.826 0 .016 0 -.038 0 190 5_ 1 - 2.826 .016 -_ 0 .191 0 .016 0 0 0 0 0 0 0 0 0 0 -.167 191 1 39 192 2 -.018 193 3 -.018 0 0 0 0 -.167 194 4 -.018 0 0 0 0 -.167 195 5 .016 -.191 0 0 0 0 196 1 40 1 2.049 0 0 0 0 0 197 2 2.049 0 0 0 0 0 198 3 2.049 0 0 0 0 0 199 4 5 2.049 2.049 0 -- 0 0 0 0 0 0 0 0 0 200 201 1 41 1 2 2.049 2.049 0 0 0 0 0 0 0 202 0 0 0 203 3 1 2.049 0 0 0 0 0 204 4 2.049 0 0 0 0 0 205 5 2.049 0 0 0 0 0 206 1 42 1 -.194 207 2 -.194 0 0 0 0 0 208 3 -.194 0 0 0. 0 0 209 210 - 4 -.194 0 0 0 0 0 5 -.194 0 0 0 0 0 211 1 43 1 1.663 0 0 0 0 0 212 2 1.663 0 0 0 0 0 213 3 1.663 0 0 0 0 0 214 4 1.663 0 0 0 0 0 215 216 - 1 44', 5 1 1.663 0 0 0 0 0 -.194 0 0 0< 0 0 217 2 -.194 0 0 0 0 0 218 3 -.194 219 4 -.194 0 0 0 0 0 220 5 -.194 0 0 0' 0 0 221 1 45 1 1.663 0 0 0 0 0 222. 2 1.663 0 0 0 0 0 223 224 3 4 1.663 1.663 0 0 0 0 0 0 0 fi 0 0 0 225 5 1 2 1.663 -.675 -.675 0 .213 0 -.008 0 0 0 0 0 0 226 2 1 227 .213 -.008 0 -.018 -.506 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 7 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Member Section Forces (By Combination) (Continued) Mar 7, 2012 10:29 AM Checked By: 35 LC 228 - - 3 .....Y 1.. 1.557 , ,,,,.,..,�,.∎ -.192 1_ .,I1�q�� .007 I Vivuin -� 0 y- VIVnICnyK..L -.032 -.016 -L MOmentiK.. -.911 -.455 229 4 1.557 -.192 .007 0 230 5 1.557 -.192 .007 0 0 0 231 2 2 1 .559 .213 .02 0 0 0 232 2 .559 .213 .02 0 .048 -.507 233 3 -1.538 -1.538 -.192 -.192 -.018 0 -.911 234 4 - .018 0 ; .088 -.455 235 5 -1.538 -.192 -.018 0 .045 .001 236 ° 2 3 1 .556 .192 -.02 0 0 .002 0 237 2 .556 .192 -.02 0 -.047 -.456 238 3 -1.312 ' -.173 .018 ` 0 -.087 -.819 239 4 -1.312 -.173 -.173 .018 0 -.044 -.409 240 5 -1.312 .018 0 -.001 .001 241 2 4 1 .192 1.639 .002 .002 0 0 0 0 0 -1.012 242 2 ; -.125 -.676 243 3 -.036 -.676 .002 0 244 4 .052 -.676 .002 0 .004 .001 1.015 245 5 1 -.265 .016 1.642 .166 .002 .029 .001 .001 .006 0 0 0 0 246' 2 5 247 248 2 3 - 022 -.022 -.051 -.051 .029 0 .064 249 4 -.022 .036 -.015 0 .284 .318 250 5._ .017 -.104 - .073 -.002 .297 0 .31 0 251 2 6 1 .172 1.471 -.002 0 0 0 252 2 -.103 - .607 -.002 0 0 -.907 253 3 -.014 .074 -.607 -.002 0 -.003 254 4 -.607 -.002, 0 -.006 .003 .914 0 0 .07 255 5 -.202 1.478 -.002 0 -.001 0 256 2 7 1 -.005 -.08 0 0 0 0 257 258 2 3 ,009 .009 0 0 0 -.003 -.002 259 260 4 5 -.005 0 .082 0 0 0 -.002 0 .071 .071 0 261 2 8 1 -2.35 0 0 -.002 0 0 0 262 2 -2.35 0 0 -.002 0 263 3 4 -2.35 -2.35 0 0 -.002 0 0 0 264 0 0 -.002 0 265 5 -2.35 .083 0 0 -.002 0 0 266 2 9 1 - 0 0 002 0 0 267 2 3 .083 .083 0 0 0 0 .002 .002 0 0 0 0 268 269 4 .083 0 0 .002 0 0 270 5 .083 0 0 .002 0 0 271 2 10 1 2.353 0 0 -.009 0 0 272 2 2.353 0; , 0 -.009 0 0 273 3 2.353 0 0 -.009 0 0 274 4 2.353 0 0 -.009 0 0 275 5 2.3_ 53 0 0 -.009 0 0 276 2 11 1 -.224 0 0 .009 0 0 277 2 -.224 0 0 .009 0 0 278 3 -.224 0 0 .009 0 0 279 4 - 224 0 0 0 .009 0 0 0 0 280 5 -.224 .081 .081 .081 .081 _ 0 .009 281 2 12 1 2 3 0 0 0 _ 0 0__ -_- 0 - 003 -.003 0 0 0 0 0 282 283 0 - .003 0 0 284 4 0 -.003 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 8 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Member Section Forces (By Combination) (Continued) 3( Mar 7, 2012 10:29 AM Checked By: LC Member La 285 - - -- - -- 5 .. .._.. y..j .081 _....... 1••1 - 0 -....yyj 0 .vi yavi- -.003 .,y -y vivnGillll..L 0 -L IVIVII IGI ILjf).. 0 286 2 13 1 -2.109 0 0 .003 0 0 287 2 -2.109 0 0 .003 0 0 288 3 -2.109 0 0 .003 0 0' 289 4 -2.109 0 0 .003 0 0 290 5 -2.109 0 0 "' .003 0 0 291 2 14 1 -.22 0 0 -.009 0 0 292 2 -.22 0' 0 -.009 0 0 293 3 -.22 0 0 -.009 0 0 294 4 -.22 0 0 -.009 0 0 295 5 -.22 0 0 -.009 0 0 296 2 15 1 2.116 0 0 .009 0 0 297 2 2.116 0 0 .009 0 0 298 3 2.116 0 0 .009 0 0 299 4 2.116 0 0 .009 0 0 300 5 2.116 0 0 .009 0 0 301 2 16 1 -.607 .191 .007 0 0 0 302 2 -:607 .191 .007 0 ,017 -.454 303 3 1.391 -.172 -.007 0 .032 -.817 304 4 1.391 -.172 0 .016 -.408 305 306 5 -_ 1, 1 .391 -.058 - .172 -.08 -.007 0 0 0 _ 0 0 0 2 17 0 307 2 -.01 -.08 0 0 0 .321 308 3 .038 -.08 0 0 0 .643 309 4 5 " .086 -.123 -.08 1.389 0 0 0 0 .001 0 .964 0 310 311 2 18 1 -.044 -.087 0 0 0 0 312 2 .004 -.087 0 0 0 313 3 4 .052 - 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Westfield Southcenter Mar 7, 2012 10:29 AM Checked By: 3'7 Member Section Forces (By Combination) (Continued) LC 342 343 344 345 346 Member Label Sec Axial[kl y Shear[k1 z Shearjkl Torque[k -ft1 y- yMomenjk_z -z Momentlk.,. 2 T .675 .213 .008 0 .018 -.506 3 -1.557 -.192 -.007 0 .032 -.911 4 -1.557 -.192 -.007 0 .016 -.455 5 - 1.557 -.192 -.007 0 0 0 25 -! 1 -.556 .192 .02 0 0 0 347 348 349 350 -.556 3 1.312 192 -.173 4 1.312 -.173 5 1.312 -.173 02 -.018 -.018 -.018 0 0 0 0 .047 087 .044 :001 -.456 -.819 -.409 .001 351 26 1 .607 .191 -.007 352 2 .607 .191 -.007 353 354 355 356 3 4 -1.391 - 1.391 -.172 -.172 5 -1.391 27 1 - 2.116 -.172 0 .007 .007 .007 0 0 357 358 359 360 361 362 363 364 2 -2.116 0 3 -2.116 0 4 -2.116 0 5 -2.116 0 28 1 .22 0 2 .22 0 3 .22 0 4 .22 0 0 0 0 .009 .009 .009 0 0 0 0; 0 0 0 0 009 .009 -.009 -.009 -.009 -.009 365 366 367 368 369 370 371 372 373 374 5 .22 0 0 29I 1 2 3 4 5 30 3 4 2.109 2.109 2.109 2.109 2.109 -.081 - - -- -- - - - -- -.081 -,081 -.081 0 0 0 0 0 0 0 0 375 376 377 378 379 380 5 31 1 3 4 5 -.081 .224 .224 .224 .224 .224 0 0 0 0. 0 0 0 0 0_- 0 0 0` 0 0 0 0 -.009 .003 .003 .003 .003 .003 -.003 003 .003 -.003 -.003 .009 .009 .009 .009 .009 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 381 32 1 -2.353 382, 2 -2.353 0 -.009 0 -.009 0 0 0 0 0 0 0 0 0 0,- 383 384 385 386 3 4 - 2.353 - 2.353 5 -2.353 0 33 1 -.083 0 0 -.009 0 -.009 0 -.009 0 .002 0 0 0 0 0 387 2 -.083 388 3 -.083 389 390 391 392 393 394 395 396 397 1 398 4 5 34 1 35 2 3 4 5 2 3 -.083 -.083 2.35 2.35 2.35 2.35 2.35 .131 -.1 -.052 0 0 002 0 0' .002 0 0 .002 0 0 .002 0 0 -.002 0 0 -.002 0 0 -.002 0 0 -.002 0 0 -.002 1 -5.05 0 0 -.087 0 0 -.087 0 0 0 0 0 0 0 0 0 0 0 0 -.001 -1.045 0 -.697 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 10 Company CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Mar 7, 2012 10:29 AM Checked By: 32) Member Section Forces (By Combination) (Continued) LC Member Label 399 400 r- -- 4 - - -_.�. _� -.004 y _..__.'.. -.087 _........., v.i __ 0 -..,y �L._.J ,X. -Y. •._ lL1fl.. 0 0 is IV_IVI 1101 non.. -.348 5 .044 -.087 0 0 0 0 401 2 36 1 2 .123 -.086 1.389 -.08 0 0 0 0 0 -.001 0 -.964 402 403 3 -.038 -.08 0 0 0 -.643 404 4 i .01 -.08 0 0 0 -.321 405 5 .058 -.08 0 0 0 0 406 2. 37 1 0 .271 0 0 0 0 407 2 0 .271 0 0 0 -.643 408 3; 0 -.243 0 0 0 -1.157 409 4 0 -.243 0 0 0 -.578 410 5 0 -.243 0 0 0 0 411 2 38 1 0 .293 0 0 0 0 412 2 0 .293 0 0 0, -.697 413 3 0 -.264 0 0 0 -1.254 414 4 0 -.264 0 0 0 -.627 415 5 0 -.264 0 0 0 0 416 2 39' 1 0 0 -.002 0 0 0 417 2 0 0 -.002 0 .002 0 418 3 0 0 -.002 0 ' 0 0 419 420 4 0 0 0 -.002 -.002 0_- - 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Westfield Southcenter Member Section Forces (By Combination) (Continued) Mar 7, 2012 10:29 AM Checked By: 3c LC Mem T uiqucin -It y- yiyiomenu..z- zMomentlk.. 456 3 2 1- .259 -.016 -.272 0 0 0 457 2 .259 -.016 -.272 0 -.645 .039 458 3 -2.513 .015 .244! 0 -1.162 .069 459 4 -2.513 .015 .244 0 -.581 .034 460 5 -2.513 .015 .244 0 0 0 461 3 3 1 -.253 .015 -.271 0 0 0 462 2 -.253 .015 -.271 0 - .643 - -.036 463 3 2.521 -.014 .244 0 -1.158 -.064 464 4 2.521 -.014 .244 0 -.579 -.031 465 5 2.521 -.014 .244 0 0 0 466 3 4 1 .01 .137 -.003 -.001 ` 0 0 467 2 -.013 .007 -.003 0 .007 -.124 468 3 -.013 .007 -.003 0 .002 -.134 469 - 4 -.013 .007 -.003 0 -.002 -.145 470 . i18 -.17 -.003 0 0 0 471 3 5 1 .241 2.682 .001 0 0 0 472 2 -.183 -.257 .001 0 0 - 1.288 473 3 -.093 -.257 .001 0 .004 -.004 474 4 ' .137 -.252 -.003 0 -.004 1.264 475 5 -.242 2.683 - .003 0 0 0 476 - -- 3 - - -- 6' 1 __011 -__146 - -- - -.003 -001 - -__ 0 -__ 0 477 2 .014 -.003 -.003 0 .007 .13 478 3 .014 -.003 - .003 0 .002 .134 479 -_ 4 .014 -.003 -.003 0 -.002 .139 480 5 -.015 .162 -.003 0 0 0 481 3 7 1 .167 1.811 .001 .002 0 0 482 2 -09 -.174 .001 0 -.005 -.868 483 3 0 - -.174 .001 0 0 0 484 4 .09 - -.174 .001 0 .005 .868 485 5 - .167 - 1.81 .001 .002 0 0 486 3 -__ 8 1 -.132 0 0 .011 0 0 487 2 -.132 -- 0 0_ -- .011 0 0 488 3 -.132 0 0 .011 0 0 489 4 -.132 0 0 .011 0 0 490 5 -.132 0 0 .011 0 0 491 3 9 1 2.014 0 0 -.011 0 0 492 2 2.014 0 0 -.011 0 0 493 3 2.014 0 0 -.011 0 0 494 4 2.014 0 0 -.011 0 0 495 5 2.014 0 0 -.011 0 0 496 3 10 '° 1 -.18 0 0 .006. 0 0 497 2 -.18 0 0 _ .006 0 0 498 3 -.18 0 0 .006 0 0 499 4 -.18 0 0 .006 0 0 500 5 -.18 0 0 .006 _ 0 0 501 3 11 1 2.994 0 0 -.006 0 0 502 2 2.994 0 0 -.006 0 0 503 3 2.994 0 - 0 -.006 0 0 504 4 2.994 0 0 -.006 0 0 505 5 2.994 0 0 -.006 0 0 506 3 12 1 -2.014 0 0 -.011 0 0 507 2 -2.014 0 0 -.011 0 0 508 3 -2.014 0 0 -.011 0 0 509 - 4 = 2.014 - 0- - _ 0 -.01 1 0 0 510 5 -2.014 0 0 -.011 0 0 h511_i 3 13 1 .145 0 0 .011 0 0 512 1 2 .145 0 0 .011 0 0 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 12 ..... -.,..„ . .,,,,,u,,,.i c c v„gu_.j T RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 12 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Mar 7, 2012 10:29 AM Checked By: o Member Section Forces (By Combination) (Continued) LC Member L 513 - - - 3 - '..4 .145 _..__.v.4 0 ._.. ...... y,.� 0 ...y....p. .011 •.1 3 -3 .v ivncin1n..i-c rvivincIn1n.. 0 0 514 4 145 0 0 .011 0 0 515 5 .145 0 0 .011 0 0 516 3 14 1 -2.984 0 0 -.006 0 0 517 2 -2.984 0 0 -.006 0 0 518 3 -2.984 0 0` -.006 ' 0 0 519 4 -2.984 0 0 -.006 0 0 520 5 -2.984 0 0 -.006 ' 0 0 521 3 15 1 .167 0 0 .006 0 0 522 2 .167 0 0 .006 '' 0 0 523 3 .167 0 0 .006 0 0 524 4 . °167 0 0 ;. .006 0 0 525 5 .167 0 0 .006 0 0 526 3 16 1' -.177 -.013 -.183 0 0 0 527 2 -.177 -.013 -.183 0 -.434 .031 528 3 1.665 .012 .164 0 -.78 .058 529 4 1.665 .012 .164 0 -.389 530 5 1.665 .012 .1 64 0 .001 .03 531 3 17 1 .007 .015 0 0 0 .002 0 532 2 .007 .015 0 0 0 -.059 533 534 - 3 .007 .015 0 0 0 .001 -.117 -.176 4 ` .007 .015 0 0 535 5 1 .053 -.004 -.254 -.005 0 0 0 0 0 0 0 0 536 3 18 537 2 -.004 -.005 0 0 0 538 3 -.004 -.005 0 0 0 .021 .041 539 4 -.004 -.005 0 0 .001 540 5 -.021 .09 0 0 0 .062 0 541 542 3 19 - 1 2 .241 2.682 -.001 0 0 0 0 0 -1.288 -.183 -.257 -.001 543 3 -.093 -.257 -.252 -.001 .003 - -.003 -.001 _.._ _0 T 0 0 -.002 - .004 .004 0 0 -.004 1.264 0 0 544 4 .137 545 _ -_ 5 - -.242 .167 2.683 1.811 546 3 20 1 547 2 -.09 -.174 -.001 0 .005 -.868 548 3 0 -.174 -.001 0' 0 0 549 _ 4 .09 -.174 -.001 0 -.005 .868 550 5 -.167 1.81 -.001 -.002 0 0 551 3 21 1 -.015 -.162 .003 0 0 0 552 2' .014 .003 .003 0 -.002 , .139 553 3 .014 .003 .003 0 .002 554 4' .014 .003 .003 0 .007 .134 555 556. 5 -.011 .146 .003 .001 0 .13 0 3 22 1 .018 .17 .003 0 0 0 557 2 -.013 -.007 .003 0 -.002 -.145 558 3 -.013 -.007 .003 0 .002 -.134 559 4 -.013 -.007 .003 0 .007 -.124 560 5 .01 -.137 .003. .001 0 0 561 3 23 1 .259 .016 -.272 0 0 0 562 2 .259 .016 -.272 0 -.645 -.039 563 3 -2.513 -.015 .244 0 -1.162 -.069 564 4 - 2.513 - .015 .244 0 -.581 -.034 565 566 5 -2.513 -.015 .244 0 0 0 0 0 3 24 1 .18 -.012 -.183 0 567 568 2 3 .18 -1.673 - 012 .011 -.183 .164 0 -.434 .028 .053 0 -.779 569 4 -1.673 .011 .164 0 -.389 .027 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 13 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Member Section Forces (By Combination) (Continued) Mar 7, 2012 10:29 AM Checked By: yl LC M 570 5 -1.673 .011 .164 0 571 3 25 1 -.253 -.015 -.015 -.271 -.271 0 0 .001 0 -.643 .002 0 572 2 -.253 573 3 2.521 .014 .244 .244 0 0 -1.158 -.579 .036 .064 574 4 , 2.521 .014 575 5 2.521 .014 .244 0 0 .031 0 0 576 3 26 1 -.177 .013 -.183 0 0 577 2 -.177 .013 -.183 0 -.434 -.031 578 3 1.665 -.012 164 0 -.78 -.058 579 4 1.665 -.012 .164 0 -.389 -.03 580 5 1.665 -.012 .164 0 .001 -.002 581 3 27 1 2 .167 .167 0 0 0 0 -.006 -.006 0 0 0 0 582 583 584 3 .167 0 0 -.006 0 0 4 .167 0 0 -.006 0 0 585 5 1 •_ _ -2.984 0 0 0 -.006 .006 0 0 0 0 586 3 28 0 587 2 -2.984 0 0 .006 0 588 3 -2.984 0 0 .006 0 0 589 590 591 4 ► -2.984 0 0 .006 0 0 0 0 5 -2.984 0 -< 0 .006 3 29 1 2 .145 0 0 0 0 -.011 -.011 0 0 0 0 592 593 3 4 .145 .145 0 0 -.011 0 0 0 594 0 0 -.011 0 595 5 1 .145 -2.014 0 0 -.011 0 0 0 _596 3 30 0 0 .011 0 597 598 2 -2.014 0 0 .011 0 0 0 0 0 0 0 3 - 2.014 0 0 0 0 0 0 .011 -011 .011 0 0 0 599 600 601 602 4 5 -2.014 -21 a 2.994 3 31 _ -_ 1 0 0 .006 0 0 2- 3 4' 5 1 2.994 if 2.994 l 2.994 L 2.994 1 0 0 .006 603 0 0 .006 0 0 604 0 0 .006 0 0 605 0 0 .006 0 0 0 606 3 32 0 0 -.006 0 607 2 3 -.18 -.18 0 0 -.006 0 0 608 0 0 -.006 > 0 0 609 4 5 -.18 -18 0 0 -.006 0 0 610 0 0 -.006 ` 0 0 611 3 33 1 2.014 0 0 .011 0 0 612 2 2014 0 0 .011 0 0 613 3 2.014 0 0 0 .011 0 0 614 4 2.014 0 .011 0 0 615 5 2.014 0 0 .011 0 0 616 3 34 1' -.132 0 0 -.011 0 0 617 2 3 - .132 -.132 0 0 0 0 -.011 -.011 0 0 0 0 618 619 4 -.132 0 0 -.011 0 0 620 5 -.132 0 0 -.011 0 0 621 3 35 1 _ - .021 -.004 _ -.09 .005 0 0 0 0 .001 0 _622_ 623 , 624 3 4 - .004 -.004 I .005 .005 0 0 0 0 0 .062 .041_ .021 0 0 625 3 5 -.004 .005 .254 0 0 0 0 36 1 .053 0 0 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 14 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Member Section Forces (By Combination) (Continued) Mar 7, 2012 10:29 AM Checked By: LC -627 628 - -- ___ 2 .....,..,,., .007 s ,,,, p.1 -.015 -.015 ,_ �i,ca.i_tn� _0- 0 iuiyucin-�_y 0 0 -y IvIumenriiK..z -- .001 0 -z Momenti.K.. -- ._1.76 -.117 0 3 .007 629 .003 4 .007 -.015 0 0 0 -.059 630 .75 .096 5 .007 - .015 0 `< 0 0 0 631 3 37 1 .864 0 -.189 0 0 0 632 2 .864 0 -.189 0 -.45 0 633 3 -.654 0 .17 0 -.809 0 634 4 : -.654 0 .17 ; 0 -.404 0 635 5 1 -.654 -.883 0 0 .17 -.187 0 0 0 0 0 0 636 3 38 637 2 -.883 0 -.187 0 -.444 0 638 3 .958 0 .168 0 -.799 0 639 4 .958 0 .168 0 -.4 0 640 5 .958 0 .168' 0 0 0 641 3 39 1 .168 1.137 0 0 0 0 642 2 -.093 -.894 0 0 0 -.883 643 3 .001 -.894 0 0 0 644 4 '.095 -.894 ' ' 0 0 0 .01 645 5 -.17 1.161 0 0 0 .904 0 646 3 40 1 .096 0 0 - .002 0 0 6477 648 2 3 .096 .096 _ 0 0 0 0 -.002 -.002 0 0 0 0 649 4 .096 0 0 -.002 0 0 650 5 .096 0 0- -.002 0 0 651 3 41 1 .096 0 0 .002 0 0 652 2 .096 0 0 .002 0 0 653 3 .096 0 0 .002 0 0 654 4 .096 0 0 .002 0 0 655 656 -_ -- 3 5 1 -096 -2.062 0 0 0 .002 0 0 0 0 0 0 0 42 0 0 657 658 2 -2.062 -2.062 0 0 0 0 0 3 0 0 0 659 4 -2.062 0 0 0 0 660 5 -2.062 0 0 0 0 0 661 3 43 1 -.272 0 0 -.002 0 0 662 2 -.272 0 0 '; -.002 0 0 663 - 664 - - - - -- 3 - -.272 0 0 -.002 0 0 0 0 4 -.272 - 0 - -- 0 -.002 665 5 -.272 0 0 -.002 0 0 666 3 44 1 2.086 0 0 0 0 0 667 2 2.086 0 0 0 0 0 668 3 2.086 0; 0 0 0 0 669 4 2.086 0 0 0 0 0 670 5 2.086 0 0 0 0 0 671 3 45 1 -.272 0 0 .002 0 0 672 2 -.272 0 0 .002 0 0 673 3 -.272 0 0 .002 0 0 674 4 -.272 0 0 .002 0 0 675 5 -.272 0 0 .002 0 0 Joint Reactions LC Joint Label MX jk -ft] 2 1 3 4 002 .002 1.172 - .095 -.141 0 0 0 0 0 0 3 1 2 .003 .14 0 0 0 0 4 1 1 -.003 .75 .096 0 0 RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 15 Company : CTS Designer : CED Job Number : 12 -241 Spencers Gifts #307 - Westfield Southcenter Joint Reactions (Continued) Mar 7, 2012 10:29 AM Checked By: i3 LC Joint Y [k] MY 5 1 22 �.., -.003 .927 .14 11",^ , -�t� 0 jk -ftj 0 WIZ. tK -ry 0 6 1 23 .003 .096 0 0 0 7 1 24 -.002 .172 -.141 0 0 0 8 1 25 .002 -.095 0 0 0 9 1 46 0 ,9 .021 .018 -.018 0 0 0 0 0 0 10 1 ' 47 0 11 1 Totals: 0 9.'Z 0 12 1 COG (ft): X: 2 Y: 9 5 Z: -8.609 13 2 3 67 008 0 0 0 14 2 4 -. ' 0 0 0 15 2 2 -.192 .556 -.02 0 0 0 16 2 1 -.191 -.607 .007 0 0 0 17 2 22 -.192 -.556 .02 0 0 0 18 2 23 -.191 .607 -.007 0 0'' 0 19 2 24 -.213 -.559 -.02 0 0 0 20 2 25 -.213 .675 .008 0 0 0 21 2 46 -.271 0 0 0 0 0 22 2 47 . -.293 0 0 !, 0 ? 0; 0 23 2 Totals: -2.184 0 0 24 2 COG (ft):' NC - .012 .016 NC .18 NC -.183 -.272 0 0 0 0 0 25 26 3 3 3 4 .259 27 3 2 -.015 -.253 -.271 0 0 0 28 3 1 013 -.177 -.183 0 0 0 29 3 22 .015 -.253 -.271 0 0 0 30 3 23 -.013 -.177 -.183 0 0 0 31 3 24 -.016 .259 -.272 0 0 0 32 3 25 .012 .18 -.183 0 0 0 33 34 3 3 46 47 0 . 4 -. 8' 0 0 0 0 0 -.883 -.187 - 0 35 36 3 3 Totals: 1 NC -J NC _ -2. 92 NC COG (ft) • MAX G .Ah I1 y bo n • T�o,►•r1r 3 , o . {D (r a.r1fy) - 0,615 • TO WI 7 010(1PLI) -0.6$3 210 - '' P`'rT Br/ 4s►4EAR ANo.;ofr, PEs �a�s RISA -3D Version 9.1.1 [H: \... \... \Calculations \FULL FRAME 1 =1 BRACE AT 4FT6.r3d] Page 16 ; ; I 0" cot BEA'," - 2..,19.. .k (4.E.1-6v.ik 1,i3 .. 1.,,.c. CE-.41.10,,,..fcc.. Rs‘.) X- .c.?,$q51 , • . • 4 . .. .., , , I , : . !., • , . , _ 1 2.999 -- '-1(,: : Ir4t.P4g. :31.-., .1..„. 9. ,-t(.4 IfppttE- * y-- i--.11'-7,111:'- - e,- - I ; : • i : ' 11 . I ; --1 • • ; I I - t -1— • ■ • • ■ ■ I L.., t I - CFS Version 6.0.4 Section: Beam C.sct Channel 11.25x3.5xO.9375 -12 Gage Spencers Gifts Rev. Date: 9/21/2011 2:12:13 PM By: eng55 Printed: 3/7/2012 11:14:18 AM Section Inputs eng55 Caruso Turley Scott, Inc. Page 1 Material: A570 Grade ›Ni No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 Stiffened Channel, Thickness 0.1017 in (12 GageN 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 Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.938 270.000 0.19400 None 0.000 0.000 0.469 N'2 3.500 180.000 0.19400 Single 0.000 0.000 1.750 3 11.250 90.000 0.19400 Cee 0.000 0.000 5.625 4 3.500 0.000 0.19400 Single 0.000 0.000 1.750 5 0.938 - 90.000 0.19400 None 0.000 0.000 0.469 CFS Version 6.0.4 Analysis: Beam C - 20' Span & Brace Loads.anl Beam C - 20' Span & Brace Loads Spencer's Gifts Rev. Date: 3/7/2012 11:13:17 AM By: eng55 Printed: 3/7/2012 11:14:18 AM Analysis Inputs eng55 Caruso Turley Scott, Inc. Page 1 Members Section File 1 Beam C.sct Start Loc. (ft) 1 0.000 Supports Type 1 XYT 2 XT 3 XT 4 XT 5 XT 6 XYT End Loc. Braced R (ft) Flange 20.000 None 0.0000 (k) 0.0000 Revision Date and Time 9/21/2011 2:12:13 PM Location Bearing Fastened K (ft) (in) 0.000 0.750 Yes 1.0000 4.000 1.000 No 1.0000 8.000 1.000 No 1.0000 12.000 1.000 No 1.0000 16.000 1.000 No 1.0000 20.000 0.750 Yes 1.0000 Loading: Dead Load Type Angle Start Loc. \ 1 Distributed V 2 Concentrated 3 Concentrated (deg) (ft) 90.000 0.000 90.000 4.000 90.000 8.000 Loading: Product Load Type Angle Start Loc. \ 1 Distributed \`, 2 Concentrated 3 Concentrated (deg) (ft) 90.000 0.000 90.000 4.000 90.000 8.000 ex (in) 0.0000 End Loc. Start (ft) Magnitude 20.000 - 0.030000 NA - 0.1600 Bearing Length NA - 0.1600 Bearing Length End Loc. Start (ft) Magnitude 20.000 - 0.045000 NA - 0.2400 Bearing Length NA - 0.2400 Bearing Length ey (in) 0.0000 End Magnitude - 0.030000 k /ft NA k 1.000 in NA k 1.000 in End Magnitude - 0.045000 k /ft NA k 1.000 in NA k 1.000 in CFS Version 6.0.4 Analysis: Beam C - 20' Span & Brace Loads.anl Beam C - 20' Span & Brace Loads Spencer's Gifts Rev. Date: 3/7/2012 11:13:17 AM By: eng55 Printed: 3/7/2012 11:14:18 AM Loading: Earthquake Load Type Angle Start Loc. (deg) (ft) NN\4 1 Concentrated 90.000 0.875 2 Concentrated 90.000 19.125 Page 2 eng55 Caruso Turley Scott, Inc. End Loc. Start End (ft) Magnitude Magnitude NA - 2.9840 NA k Bearing Length 1.000 in NA 2.9940 NA k Bearing Length 1.000 in Load Combination: D Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D + Product Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 Load Combination: D + Product + 0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Product Load 1.0000 4 Earthquake Load 0.7000 y� Lib CFS Version 6.0.4 Analysis: Beam C - 20' Span & Brace Loads.anl eng55 Beam C - 20' Span & Brace Loads Caruso Turley Scott, Inc. Spencer's Gifts Rev. Date: 3/7/2012 11:13:17 AM By: eng55 Printed: 3/7/2012 11:14:18 AM Member Check - 2007 North American Specification - US (ASD) Page 3 Load Combination: D + Product + 0.7E V Design Parameters at 7.988 ft: Lx 20.000 ft Ly 4.000 ft Lt 4.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Beam C.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0548 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(1): 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 7.160 0.000 0.000 0.000 Applied 0.000 7.160 0.000 0.000 0.000 Strength 24.686 11.158 8.782 2.321 8.874 Effective section properties at applied loads: Ae 1.9626 in "2 Ixe 36.636 in "4 Iye 2.995 in "4 Sxe(t) 6.5131 in "3 Sye(1) 3.2395 in "3 Sxe(b) 6.5131 in "3 Sye(r) 1.1629 in "3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.642 + 0.000 = 0.642 <= 1. NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.642 + 0.000 = 0.642 <= 1\0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.329 + 0.000)= 0.573 <= 1. NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 In , i il!i ■ ; • ; • i , I ,- ' ' 1 50 CFS Version 6.0.4 Section: Brace.sct Cylindrical Tube 1.8750 -14 Gage Spencer's Gifts Rev. Date: 9/22/2011 10:44:43 AM By: eng55 Printed: 3/7/2012 12:57:55 PM /7 -13KAcE. \\ Section Inputs eng55 Caruso Turley Scott, Inc. Page 1 Material: A570 Grade 404 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in''6 Torsion Constant Override, J 0 inA4 Cylindrical Tube, Thickness 0.0713 in (14 Gage) " Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Closed shape Length Angle Radius Web k Hole Size Distance \ (in) (deg) (in) Coef. (in) (in) \41 1.8750 0.000 0.86620 None 0.000 0.0000 0.9375 N i2 1.8750 90.000 0.86620 None 0.000 0.0000 0.9375 \ >3 1.8750 180.000 0.86620 None 0.000 0.0000 0.9375 \14 1.8750 - 90.000 0.86620 None 0.000 0.0000 0.9375 CFS Version 6.0.4 Analysis: Brace (Compression).anl Brace (Compression) Spencer's Gifts Rev. Date: 3/7/2012 11:19:02 AM By: eng55 Printed: 3/7/2012 12:57:55 PM eng55 Caruso Turley Scott, Inc. Page 1 (Coysio) Analysis Inputs Members Section File 1 Brace.sct Start Loc. (ft) 1 0.0000 Supports Type 1 XYT 2 XYT End Loc. Braced R k4 (ft) Flange (k) 4.5800 None 0.0000 0.0000 Location Bearing Fastened (ft) (in) 0.0000 0.750 Yes 4.5800 0.750 Yes Loading: Dead Load Type Angle Start Loc. v 1 Axial (deg) (ft) NA 0.0000 Loading: Earthquake Load Type Angle Start Loc. t 1 Axial (deg) (ft) NA 0.0000 End Loc. (ft) 4.5800 End Loc. (ft) 4.5800 Revision Date and Time 9/22/2011 10:44:43 AM K 1.0000 1.0000 Load Combination: D Specification: 2007 North American Specification Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 ex (in) 0.0000 Start Magnitude 1.5400 Start Magnitude 2.9840 - US (ASD) Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 ey (in) 0.0000 End Magnitude 1.5400 k End Magnitude 2.9840 k 52. CFS Version 6.0.4 Analysis: Brace (Compression).anl Brace (Compression) Spencer's Gifts Rev. Date: 3/7/2012 11:19:02 AM By: eng55 Printed: 3/7/2012 12:57:55 PM eng55 Caruso Turley Scott, Inc. Member Check - 2007 North American Specification - US (ASD) Load Combination: 0.6D +0.7E v Design Parameters at 2.2900 ft: Lx 4.5800 ft Ly 4.5800 ft Lt 4.5800 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Page 2 Section: Brace.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(I): 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 3.0128 0.00216 0.0000 0.00000 0.0000 Applied 3.0128 0.00216 0.0000 0.00000 0.0000 Strength 5.8612 0.43795 3.0333 0.43795 3.0333 Effective section properties at applied loads: Ae 0.40402 in "2 Ixe 0.16456 in "4 Iye 0.16456 in "4 Sxe(t) 0.17553 in'3 Sye(1) 0.17553 in "3 Sxe(b) 0.17553 in "3 Sye(r) 0.17553 in A3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.514 + 0.007 + 0.000 = 0.522 <= 1 NAS Eq. C5.2.1 -2 (P, Mx, My) 0.336 + 0.005 + 0.000 = 0.341 <= NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.005 <= 1.0 NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 6.0.4 Analysis: Brace (Tension).anl Brace (Tension) Spencer's Gifts Rev. Date: 3/7/2012 11:20:19 AM By: eng55 Printed: 3/7/2012 11:20:31 AM Analysis Inputs eng55 Caruso Turley Scott, Inc. Page 1 Members Section File 1 Brace.sct Start Loc. (ft) 1 0.0000 Supports Type 1 XYT 2 XYT End Loc. Braced R (ft) Flange 4.5800 None 0.0000 Location Bearing Fastened (ft) (in) 0.0000 0.750 Yes 4.5800 0.750 Yes Loading: Dead Load Type Angle Start Loc. `a 1 Axial (deg) (ft) NA 0.0000 Loading: Earthquake Load Type Angle Start Loc. \. (deg) (ft) V 1 Axial NA 0.0000 k4 (k) 0.0000 End Loc. (ft) 4.5800 End Loc. (ft) 4.5800 Revision Date and Time 9/22/2011 10:44:43 AM K 1.0000 1.0000 Load Combination: D Specification: 2007 North American Specification Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 ex (in) 0.0000 Start Magnitude 1.5500 Start Magnitude - 2.9940 - US (ASD) Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 ey (in) 0.0000 End Magnitude 1.5500 k End Magnitude - 2.9940 k 514 CFS Version 6.0.4 Analysis: Brace (Tension).anl Brace (Tension) Spencer's Gifts Rev. Date: 3/7/2012 11:20:19 AM By: eng55 Printed: 3/7/2012 11:20:31 AM eng55 Caruso Turley Scott, Inc. Member Check - 2007 North American Specification - US (ASD) Load Combination: Dd Design Parameters at 2.2900 ft: Lx 4.5800 ft Ly 4.5800 ft Lt 4.5800 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Page 2 Section: Brace.sct Material Type: A570 Grade 40, Fy =40 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(1): 0 k Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 1.5500 0.00360 0.0000 0.00000 0.0000 Applied 1.5500 0.00360 0.0000 0.00000 0.0000 Strength 5.8612 0.43795 3.0333 0.43795 3.0333 Effective section properties at applied loads: Ae 0.40402 in "2 Ixe 0.16456 in "4 Iye 0.16456 in "4 Sxe(t) 0.17553 in "3 Sye(1) 0.17553 in "3 Sxe(b) 0.17553 in "3 Sye(r) 0.17553 in "3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.264 + 0.010 + 0.000 = 0.274 <= NAS Eq. C5.2.1 -2 (P, Mx, My) 0.173 + 0.008 + 0.000 = 0.181 <= 1 NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.008 <= 1.0 NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 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 1-.)Et4cEiks CtIFTS Job No I 114 \ Sheet No. 5 5 By CEO Date 31101 I YIN4c4 --r-1--: i -,-- . ...- - . '. t ;.; :---!■---1-:- - 1 , , --I i 4 : , ' ' ' 1 1 ' 1 ': :1 • - 4 4! ' 1 • • L - 1 • 1 : ' : , • - 1 i 1 1 . • • ' ' 1 1 1 ' 14 . '7134t4es ? I ; • : . , • ' : 1.-Ct:4 - -' : , „ 1 1 • 1 • , ' 1 : • ! 4 : 1 - . • I • I 1 ' 11 1111 • ' 1;1 ' 1111! 1,1 , . i , 1 . , 1.. I . . . • 1 . , ! 4 1 i : ; : -I ' 1-- 1-! I I ; • • . ! 4 ;'--: ! t I ; .1 4 • : ; 4_1 ; , . 4 i I jt- i_ : . • • 1 ; 1 1 . 1 . . . I • ---- I I _1 1 --1-1--1:11 , . i • • l• , • _1.• • - • - ; , • - • 510 CFS Version 6.0.4 Section: Column Section.sct Column Spencer's Gifts Rev. Date: 9/22/2011 11:07:56 AM By: eng55 Printed: 3/7/2012 12:57:11 PM Section Inputs eng55 Caruso Turley Scott, Inc. Material: A607 Class 1 Grade 55 Page 1 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 Stiffened Angle, Thickness 0.1017 in (12 Gag 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 Hole Size Distance `�, (in) (deg) (in) Coef. (in) (in) V 1 0.7263 0.000 0.19400 None 0.000 0.0000 0.3632 2 3.8264 135.000 0.19400 None 0.000 0.0000 1.9132 3 3.8264 225.000 0.19400 Single 0.000 0.0000 1.9132 4 0.7263 0.000 0.19400 None 0.000 0.0000 0.3632 CFS Version 6.0.4 Analysis: Column.anl Column Spencer's Gifts Rev. Date: 3/7/2012 11:34:31 AM By: eng55 Printed: 3/7/2012 12:57:11 PM Analysis Inputs eng55 Caruso Turley Scott, Inc. Page 1 d� Members Section File 1 Column Section.sct Start Loc. (ft) 1 0.0000 Supports Type 1 XYT 2 XT 3 XYT End Loc. Braced R (ft) Flange 9.5000 None 0.0000 Location Bearing Fastened (ft) (in) 0.0000 1.000 Yes 4.5000 1.000 Yes 8.5700 1.000 Yes Loading: Dead + Product Load Type Angle Start Loc. (deg) (ft) 1 Axial NA 0.0000 2 Concentrated 0.000 4.5000 Loading: Earthquake Load Type 1 Axial 2 Concentrated Angle Start Loc. (deg) (ft) NA 0.0000 0.000 4.5000 k4 (k) 0.0000 Revision Date and Time 9/22/2011 11:07:56 AM K 1.0000 1.0000 1.0000 ex (in) 0.0000 End Loc. Start (ft) Magnitude 8.5700 0.92700 NA 0.00500 Bearing Length End Loc. Start (ft) Magnitude 8.5700 0.55600 NA 0.36500 Bearing Length Load Combination: D Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.0000 2 Dead + Product Load 1.0000 ey (in) 0.0000 End Magnitude 0.92700 k NA k 1.000 in End Magnitude 0.55600 k NA k 1.000 in 5,7 56 CFS Version 6.0.4 Analysis: Column.anl Column Spencer's Gifts Rev. Date: 3/7/2012 11:34:31 AM By: eng55 Printed: 3/7/2012 12:57:11 PM eng55 Caruso Turley Scott, Inc. Load Combination: D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead + Product Load 1.0000 3 Earthquake Load 0.7000 Load Combination: 0.6D +0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead + Product Load 0.6000 3 Earthquake Load 0.7000 Load Combination: D -0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor. 1 Beam Self Weight 1.0000 2 Dead + Product Load 1.0000 3 Earthquake Load - 0.7000 Load Combination: 0.6D -0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.6000 2 Dead + Product Load 0.6000 3 Earthquake Load - 0.7000 Member Check - 2007 No rth American Specification - US (ASD) Load Combination: D +0.7E Page 2 Design Parameters at 4.5000 ft, Left side: Lx 0.0752 ft Ly 4.5000 ft Lt 4.5000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Column Section.sct Material Type: A607 Class 1 Grade 55, Fy =55 ksi Cbx 1.0000 Cby 1.5120 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(I): 0 k Loads: P Mx Vy My Vx (k) (k-ft) (k) (k -ft) (k) Total 1.3162 0.0222 - 0.0007 0.0027 0.1302 Applied 1.3162 0.0222 - 0.0007 0.0027 0.1302 Strength 3.4547 0.8448 4.1779 1.0635 4.1779 Effective section properties at applied loads: Ae 0.73193 inA2 Ixe 0.4052 inA4 Iye 1.5372 inA4 Sxe(t) 0.31985 in'3 Sye(1) 0.67199 inA3 Sxe(b) 0.30780 inA3 Sye(r) 0.67199 in'3 Interaction Equations \, NAS Eq. C5.2.1 -1 (P, Mx, My) 0.381 + 0.026 + 0.003 = 0.410 <= NAS Eq. C5.2.1 -2 (P, Mx, My) 0.096 + 0.026 + 0.003 = 0.125 <= 1.04 CFS Version 6.0.4 Page 3 Analysis: Column.anl eng55 Column Caruso Turley Scott, Inc. Spencer's Gifts Rev. Date: 3/7/2012 11:34:31 AM By: eng55 Printed: 3/7/2012 12:57:11 PM NAS Eq. C3.3.1 -1 (Mx, Vy) Sgrt(0.001 + 0.000)= 0.026 <= 1. NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.001)= 0.031 <= 1. Caruso Turley Scott, INC. 1215 W. Rio Salado Pkwy, Suite 200 CARUSO Tempe, AZ 85281 TURLEY SCOTT Phone: (480) 774 -1700 ''I Fax: (480) 774 -1701 Title : Spencer's Gifts Engineer: CED Project Desc.: Project Notes : Steel Base Plate Lic. # : KW- 06000624 Job # 12 -241 anted: I t 1 R 2012, 1 NI' 7 ENERCALC, INC. 1983 -2011, Build:6.11.12.15, Ver:6.11.12.15 Description : Base Plate General Information Licensee CARUSO TURLEY SCOTT Calculations per AISC 360 -05 & Dsgn Guide # 1, IBC 2009, CBC 2010, ASCE 7 -05 Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 2.50 ksi Assumed Bearing Area :Full Bearing Column & Plate Column Properties Steel Section : HSS3X3X1 /4 c : LRFD Resistance Factor Allowable Bearing Fp per J8 Depth 3 in Area 2.44 inA2 Width 3 in Ixx inA4 Flange Thickness 0.233 in lyy inA4 Web Thickness in Plate Dimensions N : Length B : Width Thickness 6.0 in 6.0 in \ 0.50 in at p!c. Applied Loads P -Y Support Dimensions Width along "X" Length along "Z 48.0 in 48.0 in 0.60 4.250 ksi V -Z M -X D: Dead Load 0.9270 k k k -ft L : Live k k k -ft Lr : Roof Live k k k -ft S : Snow k k k -ft W : Wind k k k -ft E Earthquake 0.5560 k 0.1920 k k -ft k k -ft " P " = Gravity load, " +" sign is downward. " +" Moments create higher soil pressure at +Z edge. " +" Shears push plate towards +Z edge. H : Lateral Earth ......... k Anchor Anchor Bolt or Rod Description Max of Tension or Pullout Capacity Shear Capacity Edge distance : bolt to plate Number of Bolts in each Row Number of Bolt Rows • k in 2.0 1.0 Caruso Turley Scott, INC. Fax: (480) 774-1701 1215 W. Rio Salado Pkwy, Suite 200 CARUSO Tempe, AZ 85281 TURLEY SCOTT Phone: (480) 774 -1700 Project Notes . Title : Spencer's Gifts Engineer: CED Project Desc.: Steel Base Plate Lic. # : KW- 06000624 Description : Base Plate Job # 12 -241 14 Pnmed. 7 Mt GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combination ±1.20D+0.50L+0.20S +E Governing Load Case Type Axial Load Only Design Plate Size 6" x 6" x 0 -112" Pu : Axial Mu : Moment Iv : Actual Fv : Allowable = 0.60 * Fy * 090 (per G2) Shear Stress Ratio Load Comb. : +1.40D Loading Pu : Axial Design Plate Height Design Plate Width l;'rll be d'fferen:' from ent y rt part a! tea; in,' use Al : Plate Area ....... A2: Support Area sqrt( A2 /A1 ) Distance for Moment Calculation "m" „n„ X Lambda n' n' * Lambda ............. .................. L = max(m, n, n ") ..._ ................... Load Comb. : +1.20D +0.50L +0.20S +E 1.668 k 0.000 k -ft 0.000 ksi 0.000 ksi 0.000 Shear Stress OK 1.298 k 6.000 in 6.000 in 36.000 inA2 2,304.000 inA2 2.000 Loading Pu : Axial Design Plate Height Design Plate Width wit! he different from entry if part a! h,;;;r. j tseu Al : Plate Area A2: Support Area sgrt(A2 /A1 ) Distance for Moment Calculation „m„ X Lambda n' n' * Lambda L = max(m, n, n ") 1.575 in 1.575 in 0.000 inA2 0.000 0.010 in 0.000 in 1.575 in 1.668 k 6.000 in 6.000 in 36.000 inA2 2,304.000 inA2 2.000 1.575 in 1.575 in 0.000 inA2 0.000 0.010 in 0.000 in 1.575 in ll ENERCALC, INC. 1983-2011, Build:6.11.12.15, Ver:6.11.12.15 Licensee : CARUSO TURLEY SCOTT Mu : Max. Moment fb : Max. Bending Stress Fb : Allowable : Fy *Phi Bending Stress Ratio fu : Max. Plate Bearing Stress .... Fp : Allowable • 0.057 k -in 0.920 ksi 32.400 ksi \` 0.028 `t Bending Stress OK 0.046 ksi 2.550 ksi min( 0.85 *fc *sgrt(A2 /A1), 1.7* fc) *Phi Bearing Stress Ratio 0.018 `1 Bearing Stress OK Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax= Fu *LA2 /2 fb : Actual Fb : Allowable Stress Ratio Shear Stress fv : Actual Fv : Allowable Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax= Fu *LA2 /2 fb : Actual Fb : Allowable Stress Ratio Shear Stress fv : Actual Fv : Allowable Stress Ratio Axial Load Only, No Moment 2.550 ksi 0.036 ksi 0.014 0.045 k -in 0.715 ksi 32.400 ksi 0.022 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 2.550 ksi 0.046 ksi 0.018 0.057 k -in 0.920 ksi 32.400 ksi 0.028 0.000 ksi 0.000 ksi 0.000 Caruso Turley Scott, INC. 1215 W. Rio Salado Pkwy, Suite 200 CARUSO Tempe, AZ 85281 TURLEY SCOTT Phone: (480) 774 -1700 ' Fax: (480) 774 -1701 Steel Base Plate Title : Spencer's Gifts Engineer: CED Project Desc.: Project Notes : Lic. # : KW- 06000624 Description : Base Plate Load Comb. : +1.20D +0.50L +0.20S -1.0E Loading Pu : Axial Design Plate Height Design Plate Width WO be different from entry it partial bearin j used Al : Plate Area A2: Support Area sgrt(A21A1 ) Distance for Moment Calculation X Lambda n' n' * Lambda L = max(m, n, n ") Load Comb. : +0.90D +E +1.60H Loading Pu : Axial Design Plate Height Design Plate Width 0.556 k 6.000 in 6.000 in 36.000 inA2 2,304.000 inA2 2.000 1.575 in 1.575 in 0.000 inA2 0.000 0.010 in 0.000 in 1.575 in 1.390 k 6.000 in 6.000 in Will he different trorn entry if partial herring used. Al : Plate Area 36.000 in ^2 A2: Support Area 2,304.000 inA2 sqrt( A2 /A1 ) 2.000 Distance for Moment Calculation m 1.575 in n " 1.575 in X 0.000 inA2 Lambda 0.000 n' 0.010 in n' ` Lambda 0.000 in L = max(m, n, n ") 1.575 in Load Comb. : +0.90D- 10E +1.60H Loading Pu : Axial Design Plate Height Design Plate Width Will be different from entrt, if partial bearing, used. Al : Plate Area A2: Support Area sort( A2 /A1 ) Distance for Moment Calculation X Lambda n' n' * Lambda L = max(m, n, n ") 0.278 k 6.000 in 6.000 in 36.000 inA2 2,304.000 inA2 2.000 1.575 in 1.575 in 0.000 in ^2 0.000 0.010 in 0.000 in 1.575 in Job # 12 -241 Printed: 7 MAR 7u 12, t0 ENERCALC, INC. 1983-2011, Build:6 Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax= Fu *LA2 /2 fb : Actual Fb : Allowable Stress Ratio Shear Stress fv : Actual Fv : Allowable Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu * LA2 / 2 fb : Actual Fb : Allowable Stress Ratio Shear Stress fv : Actual Fv : Allowable Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax= Fu *LA2 /2 fb : Actual Fb : Allowable Stress Ratio Shear Stress fv : Actual Fv : Allowable Stress Ratio 11.12.15, Ver:6.11.12.15 Licensee : CARUSO TURLEY SCOTT Axial Load Only, No Moment 2.550 ksi 0.015 ksi 0.006 0.019 k -in 0.307 ksi 32.400 ksi 0.009 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 2.550 ksi 0.039 ksi 0.015 0.048 k -in 0.766 ksi 32.400 ksi 0.024 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 2.550 ksi 0.008 ksi 0.003 0.010 k -in 0.153 ksi 32.400 ksi 0.005 0.000 ksi 0.000 ksi 0.000 CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, Arizona 85281 T: 480 774 -1100 • F: 480 774 -1701 www.ctsaz.com Job Name NE.NC.EKS G�IFf s Job No. 12.-241 By CED C1. Q0 KIN Ler10►J O COwM'J 10 �"i noR • /oh% bok4wAso Foi1,CE m f .Vfl. k -Se • v NARD Foi:eL = 2:7•S* V ?1.1gj wJ 213 St4laK • Urr4ito z7c )rLI7 w) I1 5ii,A mAX r _ 1,197- 1( (10' j 06 k- fl- 1 1- `t �i pssso L wegsl 1 AssoMi. '00Pr Sheet No. 63 Date 3,2017— • 414 I It. Crew. Ne4CE1 SEE ' iliv -ljl0 i iisi{4uj CHW< A Ls To STS. l3 M CotJi L�iorJ \.Jta.0 ANGLE t for F4�ac Ara vhe dF RE( 1111 Caruso Turley Scott, INC. 1215 W. Rio Salado Pkwy, Suite 200 CARUSO Tempe, AZ 85281 SCon" Phone: (480) 774 -1700 ',.''' I Fax: (480) 774 -1701 feel Beam Title : Spencer's Gifts Engineer: CED Project Desc.: Project Notes : Job # 12 -241 anted. 8 MAR 2012 20301! File h :\eng551enercalc112- 241.ec6 ENERCALC, INC 1983.2011, Build:6.11.1,215, Ver :6.11.12.15' Description : Steel Angle Connection at Floor Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 Licensee : CARUSO TURLEY SCOTT Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7-05 Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Applied Loads Load(s) for Span Number 1 Point Load : D = 1.172 k (c, 3.0 ft, (Footpost) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.876: 1 L4X4X 1 /4 1.758 k -ft 2.006 k -ft +D 3.000 ft Span # 1 0.000 in 0.000 in 0.106 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios M V Mmax + Segment Length +0 Span # Dsgn. L = 6.00 ft 1 0.876 0.045 1.76 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "2 Defl Location in Span Load Combination L4X4X 1 /4 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio Ratio = Ratio = <360 <360 2 <180 Desi n OK 0.045: 1 L4X4X1 /4 0.5860 k 12.934 k +D 3.030 ft Span # 1 Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx /Omega Cb Rm Va Max Vnx Vnx /Omega 1.76 3.35 2.01 1.32 1.00 0.59 21.60 12.93 1 0.0000 0.000 Vertical Reactions Unfactored Load Combination Support 1 Overall MAXimum 0.586 D Only 0.586 Support 2 0.586 0.586 Support notation : Far left is #1 Max. " +" Defl Location in Span 0.0000 0.000 Values in KIPS Caruso Turley Scott, INC. 1215 W. Rio Salado Pkwy, Suite 200 CARUSO Tempe, AZ 85281 TURLEY SCOTT Phone: (480) 774 -1700 I Fax: (480) 774 -1701 Title : Spencer's Gifts Engineer: CED Project Desc.: Project Notes : Steel Beam Lic. # : KW- 06000624 Description : Steel Angle Connection at Floor Material Properties ENERCALC, INC. Job # 12 -241 105 tinted: 8 MAR 20 2, 102 ■ 0 File: h 1eng55\enercafe112- 241.ec6 983 -2011, Budd :6.11.12<15, Ver:6.11.12.15 Licensee : CARUSO TURLEY SCOTT Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Applied Loads Load(s) for Span Number 1 Point Load : D = 1.172 k na, 5.90 ft, (Footpost) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span =6.0ft L4X4X 1 /4 Service loads entered. Load Factors will be applied for calculations. 0.056: 1 Maximum Shear Stress Ratio = L4X4X1/4 Section used for this span 0.115 k -ft Vu : Applied 2.059 k -ft Vn /Omega : Allowable +D Load Combination 5.880ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio = <360 0.000 in Ratic,= <360 0.005 in Ratio 1 ;312 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # +0 Dsgn. L = 6.00 ft 1 0.056 0.089 Overall Maximum Deflections - Unfactored Loads Desi • n OK 0.089 : 1 L4X4X1/4 1.152 k 12.934 k +D 5.910 ft Span # 1 Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma - Max Mnx Mnx /Omega Cb Rm Va Max Vnx Vnx /Omega 0.11 0.11 3.44 2.06 1.64 1.00 1.15 21.60 12.93 Load Combination Span Max. "1 Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 0.020 1.152 D Only 0.020 1.152 0.000 Support notation : Far left is #1 0.0000 0.000 Values in KIPS CARUSO TURLEY SCOTT consulting structural engineers YOUR VISION IS OUR MISSION PARTNERS Richard D. Turley, PE Paul G. Stoll, PE, SE Sandra J. Herd, PE, SE Chris J. Atkinson, PE, SE Thomas R. Morris, PE Richard A. Dahlmann, PE 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774 -1700 F: (480) 774 -1701 www.ctsaz.com Date: April 17, 2012 To: Carol Keany Spencer Gifts T: (609) 645 -5585 From: Craig Davis Copy: CTS File RE: Spencer Gifts #307 (Westfield Southcenter Mall) 2856 Southcenter Mall (Space #2160) Tukwila, WA CTS Job No: 12 -241 Ms. Keany, At your request, we have reviewed the structural plan check comments for the project located at the address noted above. Below are the original comment and our response. Comment: The detail for post footplate anchorage will not work for anchoring to the concrete floor of the mall. Provide specification detail (s) for bolting to the concrete floor. Include the special inspection requirements for bolting into the concrete with type of bolts specified for rack installations. Inspection requirements and details shall be shown on the plan. Response: Footplate anchorage was designed to thru bolt through the concrete floor to a steel angle spanning between floor joists /beams per the structural calculations. Expansion anchors were not used due to insufficient concrete slab thickness at the upper flutes of the composite steel deck. Thickness at the upper flute is 2'/i' which does not allow enough concrete thickness for an anchor to withstand the design loads. Please contact our office with any questions or comments at 480 - 774 -1700. Respectfully, Craig Davis, P.E. Structural Engineer Reviewed By: r i', P! ; 2208 2 •516 tr 5, Rich rd D. Turley, P.E. Partner CITY LA CORRECTION APR 172012 LTR# PERMIT CENTER City ®f Tu .a. _. ji1a Department of Community Development April 10, 2012 Carol Keany Spencer's Gifts 6826 Black Horse Pike Egg Harbor Township, NJ 08234 RE: Correction Letter #1 Development Permit Application Number D12 -115 Spencer's Lifts — 2856 Southcenter Mall Jim Haggerton, Mayor Jack Pace, Director Dear Ms. Keany, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. 1 have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. DI2 -115 W:\Pennit Center \Correction Letters\2012\D12 -115 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner, Building Division Review Memo Date: April 5, 2012 Project Name: Spencer's Gifts Permit #: D12 -115 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The detail for post footplate anchorage will not work for anchoring to the concrete floor of the mall. Provide specification detail (s) for bolting to the concrete floor. Include the special inspection requirements for bolting into the concrete with type of bolts specified for rack installations. Inspection requirements and details shall be shown on the plan. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. • *PEWIT GO / PLAN REVIEW /RO -UTING SLIP ACTIVITY NUMBER: D12 -115 DATE: 04 -25 -12 PROJECT NAME: SPENCER'S GIFTS SITE ADDRESS: 2856 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENT §: f(. 0 Building Division Public Works AIM WA b4:1-111111— Fire Prevention Structural Planning Division I-I Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 04 -26-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 05 -24 -12 Approved with Conditions 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 HERMIT COORD COPYr PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -115 PROJECT NAME: SPENCER'S GIFTS SITE ADDRESS: 2856 SOUTHCENTER MALL DATE: 04/17/12 _ Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: B' uilding Division Public Works Fire Prevention Structural El Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete DUE DATE: 04/19/12 Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/17/12 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 02/29/12 IkERIWIT COORD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -115 PROJECT NAME: SPENCER'S GIFTS SITE ADDRESS: 2856 SOUTHCENTER MALL DATE: 04/02/12 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: &ev\\ kilt\ Building Division Fire Prevention Public Works Structural UJ(YI� �J Planning Division nPermit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete DUE DATE: 04/03/12 Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Xi Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/01/12 Approved n Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ` - �� CORRECTION LETTER MAILED: j� Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: uie Documents /routing slip.doc 02/29/12 PROJECT NAME: S pv�c.er Co ; City • Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: _6/-075-- j Plan Check/Permit Number: D ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: p2 ,S(o Soc& Lcenefl I v mil' S C,e at 11 5.-S -SC Contact PersoneArD ( rp-,ny Phone Number: t60� ! (p tic' Summary of Revision: / Ch 9e 4-0 Aincoriv, -f fe. 5 En Le C5 CITY RECEIVED L* ' APR 2 5 2012 PER4,4IT CFN T Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: la/1P' 14 Entered in Permits Plus on H• Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 41, City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan ChecWPermit Number: U<' ' rEiResponse to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: &)() C Q/l/ 4 ( 1 Project Address: Contact Person: (AV \ \P Phone Number: (10-1 1o'{ T — cc Summary of Revision: WV */ Goknie cki mn Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IP Entered in Permits Plus on H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople Peer Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI 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 J E M CONSTRUCTION INC UBI No. 601770782 Phone 2538432765 Status Active Address 29506 8Th Ave S License No. JEMC01`033DD Suite /Apt. License Type Construction Contractor City Roy Effective Date 3/4/1997 State WA Expiration Date 5/15/2013 Zip 98580 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date MILLER, JAMES E President 01/01/1980 Amount 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 3 CBIC SA7695 03/01/2002 Until Cancelled $12,000.00 03/19/2002 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 13 American States Insurance Co 01C12205491 04/16/2011 04/16/2013 $1,000,000.00 04/13/2012 12 AMERICAN STATES INS CO 01C1220549 04/16/2009 04/16/2011 $1,000,000.00 04/21/2010 11 AMERICAN STATES INS CO 01C1220549 04/16/2009 04/16/2010 $1,000,000.0004 /17/2009 10 0010 CAS INS BL053040470 12/02/2008 12/02/2009 $1,000,000.00 11/20/2008 9 OHIO CAS INS BL0035304047012/02/2003 12/02/2008 $1,000,000.00 11/27/2007 Summons /Complaint Information Cause County Complaint Judgment Status Payment Paid By 10 -2- 11928 -6 BROOKDALE LUMBER INC InterPlead: No PIERCE Date: 08/16/2010 Amount: $10,795.92 Bond(s): SA7695 Date: Amount: $0.00 Dismissed Date: Amount: Warrant Information No unsatisfied warrants on file within prior 6 year period https: / /fortress.wa.gov /lni/bbip /Print.aspx 04/23/2012 IL N N N M -i 0 Cr) a) X r- 0 6 6 a) 0 0 CV DISPLAY SUPPORT PLAN 7 7 POST CONFIGURATIONS ALL ARE SINGLE POST CONFIG UNLESS OTHERWISE NOTED SEE SHEET 2 • • 0 co 6' -0" #7317 ANGLES (•) SEE ASY PG. 17 BI -POST "X" BRACING #6442 BRACES 13 GA x15/16 "W COMMERCIAL GRADE STEEL STRAP TUBULAR BRACES #6423 FOR 8 & 11 BEAMS (XX) SEE SHEET 2 © SPLICE SEE SHEET 2 16' -0" 16' -0 SEE SHEET 2 FOR BEAM TO POST DETAIL TYP EXTERIOR BEAM SEE SHEET 2 • • DISPLAY FLOORING PLAN OPEN GRATING PANELS 1 -1/2 HIGH x 12 WIDE SEE ASY PG. 17 6' -0" 8' -O" 8' -0" 8' -0" 8' -0" TYP INTERIOR BEAM SEE SHEET 2 FILE COPY Permft No., 1 \ C Plan review approval Is subject to errors and onitIselone. Approval of construction documents does not authorize th( .' olation at any adopted code or ordinance. Receipt of approved • Id • • : : Is acknowledged: By Date* `11"—-C City Of 1Ukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. WOT7.: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT REQU RED FOR: a � al FF mbing Witas Piping Ciy of Tukwila Li "tpNG DIVISION SPENCER'S #307 WESTFI ELD SOUTHCENTER NOTE: DISPLAY FIXTURE NOTES EQUIPTO SHALL FURNISH ALL THE MODULAR DISPLAY FIXTURE MATERIAL AS SHOWN ON THIS DRAWING, UNLESS OTHERWISE STATED. FLOORING IS OPEN GRATING PANELS. FLOOR HEIGHT IS: 91-7 5/8" SUPPORT HEIGHT IS: 91 -6 1/8" MINUMUM CLEARANCE: 81 -6 7/8" DISPLAY NOTICE TO THE INSTALLER. THE ASSEMBLER SHALL VERIFY LOCATIONS OF WALLS, BUILDING COLUMNS, AND ANY OTHER OBSTRUCTIONS PRIOR TO ASSEMBLY. EACH MODULAR DISPLAY FIXTURE COLUMN IS TO BE ANCHORED TO THE FLOOR WITH HARDWARE FURNISHED BY OTHERS. THERE IS ONE 9/16 DIAMETER HOLE PER POST,. DISPLAY FIXTURE TO BE INSTALLED ON GROUND FLOOR OF BUILDING. ASSUMED DEAD LOAD OF ELEVATED FIXTURE: 10 LBS PER SQUARE FOOT MAXIMUM UNIFORMLY DISTRIBUTED LOAD. DISPLAY FIXTURE CAPACITY: 15 LBS PER SQUARE FOOT MAXIMUM UNIFORMLY DISTRIBUTED LOAD. THIS DISPLAY FIXTURE IS DESIGNED FOR PRODUCT DISPLAY AND NOT A LIVE LOAD. AT NO TIME IS THIS TO BE STOOD ON OR THERE BE FOOT TRAFFIC ON THE FLOORING. IMPORTANT BEAM INFORMATION FIELD CUT AND REDRILL ON THE JOB SITE. BEAMS TO SIZE. BEAMS ARE MAUNFACTURED IN 4' -0 ", 6' -0 ", 8' -0 ", 10' -0 ", 12' -0 14' -0 ", 16' -0" 18' -0" AND 20' -0" LENGTHS. 14'- 0 ",16' -0" 18' -0" AND 20' -0" LENGTHS BEAMS ARE SPLICED BEAMS WITH SPLICE JOINT. THOSE BEAMS SHOWN OTHERWISE ARE TO FIELD MODIFIED. REVIEWED FOR ;ODE COMPLIANCE APPROVED APR 19 2012 \kt, City of Tukwila BUILDING DIVISION SINGLE POST BI -POST (8 LOCATIONS) (2 LOCATIONS) (:it!..: 1) AN "EXTERIOR" BEAM IS ANY BEAM WHICH CONNECTS TO A POST AT EITHER ONE OR BOTH ENDS. AN "INTERIOR" BEAM DOES NOT CONNECT TO POSTS AT ALL, ONLY TO "EXTERIOR" BEAMS WITH BEAM BRACKETS. CRY OFT LA Helen Martin APR 0 2 2012 PERMIT CENTER 1)12- fic 12 -01 CHECKED BYXXX DATE 01/12/12 I OVERHEAD DISPLAY FIXTURE >a In C EOUIPTO" 1.17 CUSTOMER SPENCER GIFTS #307 WESTFIELD SOUTHCENTER 2800 Southcenter Mall Seattle, WA 97188 Space #2160 225 Main Street • Tatamy, PA 18085 Tel: 610 - 253 -2775 • FAX: 610 - 253 -0169 http: / /www.equipto.com Equiptovatzon TM New dimensions zn space utilization. Established 1907 DISTRIBUTOR SPENCER GIFTS 6826 Black Horse Pike Egg Harbor Township, NJ 08234 I ' m -1 U DATE N 0 IDESCRIPTION ISSUED FOR APPROVAL enlniQiAaN•i' Helen Martin APR 0 2 2012 PERMIT CENTER 1)12- fic 5/8" SINGLE POST SQUARE POST POST CONFIGURATIONS B I -POST 5/8" x 1 1 /2 "HEX HEAD BOLT (13101), LOCKWASHER ( #13102), HEX NUT ( #13103). (2 EA. PER BI -POST REQ'D) • POST #5208 4" x 8' -0" (2 PER BI -POST) HEX HEAD BOLT, ( #31101) . OCKWASER, ( #13102) AND NUT, ( #13103) TRI -POST 5/8" x 1 1 /2 "HEX HEAD BOLT (13101), LOCKWASHER ( #13102), HEX NUT ( #13103). (4 EA. PER TRI -POST REQ'D.) BI -POST ASSEMBLY SINGLE POST QUAD -POST 5/8" x 1 1 /2"HEX HEAD BOLT (13101), LOCKWASHER ( #13102), HEX NUT ( #13103). (8 EA. PER QUAD -POST REQ'D.) SAMPLE FLOOR PLAN BI -POST SINGLE \ POST TRI -POST QUAD -POST BI -POST 11 POSTS: 8' -0" HIGH = #5208 9' -0" HIGH = #5209 10, -0" HIGH = #5210 12' -0 " HIGH =#5212 OPTIONAL SQUARE POSTS : e' -0" HIGH = #5218 9, -0" HIGH = #5219 10, -0" HIGH = #5220 12' -0" HIGH = #5222 SINGLE POST 7- TYPICAL BEAM SPLICE ASSEMBLY #13101 HEX HD BOLT #991809H HEX HD BOLT #13102 LOCKWASHER (28X) #13103 HEX NUT(28X) (1) SLIDE CENTER BEAM INTO PLACE AS SHOWN ON PAGE 2. (NOTE: CENTER BEAM TELESCOPES INTO LEFT AND RIGHT BEAMS SHOWN.) (2) WHEN HOLES IN THE CENTER BEAM ARE ALIGNED WITH THE HOLES IN THE LEFT AND RIGHT BEAMS, ATTACH THE ( #13101) AND ( #991809H) HEX HEAD BOLTS, WASHERS (13102) AND HEX NUTS ( #13103) AND TIGHTEN. (3)16 -2" LONG (99180911) BOLTS HAVE BEEN FURNMISHED FOR FACE TO FACE INSTALLATION. BALANCE OF BOLTS ARE 1 -112° LONG ( #13101) 999C CENTER BEAM TELESCOPES INSIDE BEAMS. BOLT HOLE FOR ALL BEAMS. BOLT HOLE FOR 81/2", 14 ", &16" HIGH BEAMS 11 1/4" HIGH BEAM BOLT HOLE FOR 11 1/4 ", 14 ", 8.16" HIGH BEAMS POST POST POST AND BEAM ASSEMBLY 8 1/2" HIGH BEAM 5/8" x 1 1/2" HEX HEAD BOLT (13101), LOCKWASHER (13102), AND HEX NUT (13103). (2 EA. PER END, EXCEPT 3 EA. PER END ON 14 ", AND 16" HIGH BEAMS) 8 1/2" HIGH BEAM POST AND BEAM ASSEMBLY EXISTING EXTERNAL FRAME ASSEMBLY BI -POST BI -POST ADD -ON BEAM BACK #13101 i —� r1 # 991809H 5/8" x 2" HEX HEAD BOLT r1 5/8" x 1 -1/2" HEX HEAD BOLT #13103 5/8" HEX NUT #13102 5/8" SPRING LOCKWASHER BACK NOTE: THESE 4 BOLTS TO BE 2 "LONG (991809H) FRONT FRONT FRONT PART SHOWN WITH BOLTS (13101) AND (991809H), WASHERS (13102), AND NUTS (13103) IN PLACE. ( 4 BOLTS INSERTED FROM THIS SIDE). NOTE: THESE 4 BOLTS TO BE 2"LONG 991809H) FRONT BOTTOM VIEW SHOWING 2 BOLTS (13101) INSERTED FROM UNDERSIDE. 22 BOLTS INSERTED FROM THIS SIDE. CV Co TUBULAR BRACE ASSEMBLY POST HEIGHT BEAM HEIGHT 8 -1/2" 11 1/4" 14" 16" 6, #6422 28 15/32" c.c. #6422 28 15/32" c.c. #8402 23 15/16" c.c. #6402 23 15/16" c.c. 9. -� . °-- DISTRIBUTOR 1D' #8423 51 9/18" c.c. #8423 519/18" c.c. #8405 4811/16" c.c. #8405 • 4611/16" c.c. 12' #8424 75 7/32" c.c. #8424 75 7/32" c.c. #6485 70 9/32" c.c. #8485 70 9/32" c.c. MEZZANINE POST 5208 4 "x8' -0" TUBULAR BRACE #6422 • 9 • • • • 0 0 11 1/4" HIGH BEAM 5/8 "x11 /2" HEX HEAD BOLT (13101) LOCKWASHER (13102) AND HEX NUT (13103) (2 EA. PER BRACE) BEAM CROSS- SECTIONS AND GAGES 2 -3/4" TYP. INTERIOR BEAM HEIGHT 4' &6' BEAM -16 GA X - BRACES TUBULAR BRACES ALL WELDS MUST BE FLUSH WITH OR BELOW OUTER SURFACES OF ASSEMBLY. 3 -1/2" [-- TYP. EXTERIOR BEAM HEIGHT 4', 6' & 8' BEAM - 14 GA 10', 12, 14', 16', 18' & 20' -12 GA #6442 ' 75 15/16 5/16 DA. HOLES(2) 15/16 x 13 GA (.090) COIL COMMERCIAL GRADE STEEL R 3/8 #6423 —A 41 -4 15/16 "t1 /16" CO ti 1 0 —d 3 -1/8" INTERNAL FLOOR SUPPORT STRUCTURE 1. Consult your Installation drawing and your order to determine what beam configuration you have. Beams may be Installed on 2' cenlersor on 4' centers. NOTE: If you are using extension brackets #9970 or#9971 see pages 14 and 15 before proceeding to insure proper beam configuraiim. 2. Install all of the beambreckets in their proper positions depending on the beam centers. If you have fixtures which are back to back install both sets of beam brackets at the same time. (SEE PAGES 11 AND 12) 3. Bolt the ends of the internal beams to the beam brackets. Install In pairs If your beams are on 4' centers. (SEE PAGE 12) Install only ore beam if your beams are on 2' centers. For beams on 2' centers, locate the position of the floor support angle. Install Them where the ends of two pieces of tuffdeck meet. (SEE PAGE 13) 4. On Internal beam pairs that are longer than 4' they must be bolted back to back.(SEE PAGE 12) On 16' and 20' span mezzanines that an 6', 8', and 10' wide you must Install cross braces on top of the internal beams. (Not required If beams are on2' centers - SEE PAGE 13) 5. Plum and square all the post and beams at this time. Tighten all hardware on framework, than anchor the post to the floor. NOTE: Floor anchors to be furnished by others. WARNING: FAILURE TO ANCHOR ALL POSTS TO THE FLOOR WILL RESULT IN AN UNSAFE FIXTURE. oc FLOOR SUPPORT LAYOUT BEAMS ON 4 CENTERS 11 1/4" HIGH BEAM ( #7664 ARE ALSO USE() ON 8 1/2" HIGH BEAMS; BEAM BRACKETS FLOOR SUPPORT LAYOUT BEAMS ON 2' CENTERS FLOOR SUPPORT ANGLE LOCATED AT FLOORING SEAMS 14" HIGH BEAM (#7665UR ARE ALSO USED ON 18" HIGH BEAMS) BEAM BRACKET #7884 5 11/18" x 8" (2 PER LOCATION) 5/8" x 1 1/2" HEX HEAD BOLT, LOCKWASER, AND HEX NUT. (2 PER #7664 • AND 3 PER #7865IJR) BEAM BRACKET #7685L/R 511/18" x 8" (2 PER LOCATION) BEAM NOTES: 1. ALL BEAMS ARE MADE OF 40,000 PSI MIN. YIELD COLD ROLLED STEEL. 2. ACTUAL LENGTH OF BEAMS IS 8 -3/4" LESS THAN THEIR NOMINAL LENGTH. BEAM SPLICE DETAIL FOR ALL SPLICED BEAMS 12 GA x 59 3/4" LONG SEE BOLTING DETAIL DETAIL A -A 14 GA HOT ROLLED WELDED STEEL TUBE FIXTURE POST CROSS - SECTIONS, GAGES AND WELDS BOLTING PLATE 10 GA DETAIL A - A TOP OF POST ASSEMBLY FRONT VIEW TOP OF POST ASSEMBLY SHOWING BOLTING PLATE WELDING PLATFORM POST 12 GA WEB PLATE 14 GA 1/16 DETAIL B - B POST AND WEB PLATE BACK TO BACK BEAMS .11 114" HIGH BEAM (2 BEAMS BACK TO BACK) 5 /8 "x 1 1/2" HEX HEAD BOLT (13101), LOCKWASER (13102), AND HEX NUT (13103). (4 EA. PER LOCATION) INTERNAL BEAMS ON 4' CENTERS BEAM BRACKET 87864 511/16 °x8" (4 PER LOCATION BACK TO BACK) 11 1/4" HIGH BEAM INTERNAL BEAMS BOLTED BACK TO BACK 5/8 "x 1 -1/2" HEX HEAD BOLT (13101), LOCKWASER (13102), AND HEX NUT (13103). (2 EA. PER END) 3/8 "x 3/4" HEX HEAD BOLT (13188), LOCKWASER (13182), AND HEX NUT (13191). (2 EA. PER PAIR OF 8' OR 8' BEAMS, 4 EA. PER PAIR OF 10' BEAMS) 8 1/2" HIGH BEAM (2 BEAMS BACK TO BACK) BEAM BOLTING ASSEMBLY BEAM BOLTING ANGLE #7317 NOTE: USE THIS ASSEMBLY AS SPECIFIED IN YOUR FIXTURE LAYOUT. 5/8" x 1 1/2" HEX HEAD BOLT (E1 U LOCKWASHER (13102), HEX NUT (13103). (8 EA. PER BEAM ANGLE) 11 1/4" HIGH BEAM 81/2" HIGH BEAM FLOORING: PERFORATED AND SOLID GRATING FIXTURE FRAMEWORK INTERNAL BEAMS ANGLE CLIP O/ #9520 \T7AG OF f INSTRUCTIONS NOTE: ALL GRATING PANELS ARE TO INSTALLED PERPENDICULAR TO THE INTERNAL BEAMS. 1. Fasten an angle dip #9520 inside the top of all the post. Be sure the dips are positioned_ parallel with the direction of the grating panels. 2. Beginning on an outer edge of the fixture framework, position grating panel and bolt the ends to the lop of the prepunched beam and the angle dip in the comers. After all the panels are In place tighten all hardware. 5/16" x 5/8" HEX HEAD BOLT, PERFORATED (13152, AND HEX NUT (13051). GRATING PANEL (4 EA. PER PANEL) 5/8 "x11 /2 "HEX HEAD BOLT (13101), LOCKWASHER, (13102) AND HEX NUT (13103). (1 EA. PER CLIP) FIXTURE POST 81/2" HIGH BEAM TRIANGULAR DETAIL ADD +1/4 DUE TO TUBULAR BRACES SQUARE POST DETAIL ADD +1/4 DUE TO TUBULAR BRACES PERFORATED GRATING PANEL MATERIAL SPEC: - 14 GA (.0785) GALVANIZED 40,000 PSI MIN. YIELD COLD ROLLED STEEL • EXTRUDED 5/32 HOLES ON 1 1/8" CENTERS OA® ® O �® (369 o 0 Q. 0 A PUNCH 5/32 DIA. HOLES AND EXTRUDE 1/16" HIGH PERFORATED GRATING PROFILE TYPICAL DISPLAY FIXTURE ELEVATIONS REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2012 City of Tukwila BUILDING DIVISION ALL FORMATIONS 11 7/8 O #7730 FOOT PLATE 6 x 6 x1/2 DETAIL C - C POST AND FOOT PLATE WELDING CO CO I 0) SPENCER'S #307 WESTFIELD SOUTHCENTER PERFORATED GRATING PANELS -14 GA L #6423 TUBULAR BRACE 53" LONG 1 7/8" OD 14 GA 5/8" x 1 1/2" HEX HEAD BOLT (13101), LOCKWASHER (13102), AND HEX NUT (13103). (2 EA. PER BRACE) 12' -0" u 10 1/2" - HORIZONTAL DISTANCE BETWEEN MOUNTING HOLES 4' -2 1/2" - VERTICAL DISTANCE BETWEEN MOUNTING HOLES TYPICAL POST FOOTPLATE ANCHORAGE EXISTING CONCRETE OVER STEEL DECK. POST FOOTPLATE. 1/2" DIA. ROD WITH NUT TOP AND BOTTOM. 1" DIA. PIPE SPACER - FIT TIGHT TO DECK. 4 "x4 "x114" STEEL ANGLE. 3/16 EXISTING STEEL BEAM CO a al t -Z� w 0 ce Caw z o (O c W0� (n LU "-J : LL ja)2 (.9 D= I"-° co w Ig v "s e NOTE:�,' 1. MAX EXISTING BEAM SPACI6 6' -0 ". NOTIFY STRUCTURAL ENGINEER IF BEAM SPACING OR EXISTING CONDITIONS ARE DIFFERENT THAN THAT SHOWN IN THE DETAIL. 2. SPECIAL INSPECTION REQUIRED FOR WELDING OF STEEL. DRAWING NO. 12 -010 i-1 a CHECKED BYXXX DATE 01/12/12 OVERHEAD DISPLAY FIXTURE EGUIPTD" CUSTOMER SPENCER GIFTS #307 WESTFIELD SOUTHCENTER 2800 Southcenter Mall Seattle, WA 97188 Space #2160 225 Main Street • Tatamy, PA 18085 Tel: 610- 253 -2775 • FAX: 610 - 253 -0169 http://www.equipto.com Equiptovation. ,w New dimensions to space utilization. Established 1907 DISTRIBUTOR SPENCER GIFTS 6826 Black Horse Pike Egg Harbor Township, NJ 08234 ]C le 7!C] r m = -.I V DATE N a O I DESCRIPTION r_ ISSUED FOR APPROVAL I Q PM(I!IAD) -1 es 2 d d RECbIvE CITY OF TULA APR 0 2 2012 PERMIT CENTER ARCHITECTURAL WALL TYPE LEGEND EXIST'G 1 HOUR DEMISING WALL W/ 16" STUD LAYOUT WITH NEW SLATWALL FOR DETAILS REFER TO SECTION "A" SHEET A -5.1 EXIST'G 1 HOUR DEMISING WALL W/ 16" STUD LAYOUT WITH NEW SLAT WALL AND NEW PLUG MOLD. REFER TO SECTION "C" SHEET A -5.1 NEW SALES STOCK WALL 3 5/8" 16 GA MTL STUDS © 16" O.C. WITH 5/8" TYPE X GYP BD FROM SLAB TO DECK W/ NEW SLATWALL TO 11' -6" AND NEW PLUGMOLD. FOR DETAILS REFER TO SECTION "C" SHEET A5.1 NEW GYP.BD. TOILET PARTITION 3 s 16 GA MTL STUDS Q16" O.C. FROM SLAB 8' -0" A.F.E. WITH i" GYP. BD. ON STOCK SIDE & WATER RESISTANT GYP.BD. ON TOILET ROOM SIDE. SEE DETAILS 5/A -5.1 NEW 1 HOUR STOREFRONT WALL W/ 16" METAL STUD LAYOUT. SALES SIDE WITH CULTURED BRICK IN RUNNING BOND PATTERN WITH MORTAR FILLED JOINTS. BRICK SUPPLIED BY S.G., INSTALLED BY G.C. EXISTING 1 HOUR DEMISING WALL TO REMAIN, PATCH AND REPAIR EXISTING GYPSUM BOARD AS REQUIRED AND ENSURE GYPSUM BOARD IS RUN TIGHT TO STRUCTURE ABOVE. NEW SALES STOCK WALL. NEW GYP. BD. 3 e" 16 GA MTL STUDS @ 16" O.C. FROM SLAB TO DECK ABOVE WITH i" TYPE X GYP. BD. (4 BOTH SIDES. SALES SIDE WITH CULTURED BRICK IN RUNNING BOND PATTERN WITH MORTAR FILLED JOINTS TO 11'— CAFE. BRICK SUPPLIED BY S.G., INSTALLED BY G.C. NEW GYP. BD. 3 8" 16 GA MTL STUDS Q 16" O.C. FROM SLAB TO 11' -6" A.F.F. ABOVE WITH CULTURED BRICK IN RUNNING BOND PATTERN WITH MORTAR FILLED JOINTS TO 11'- 6 "AFF. BRICK SUPPLIED BY S.G., INSTALLED BY G.C. EXISTING 1 HOUR DEMISING WALL W /CULTURED BRICK IN RUNNING BOND PATTERN WITH MORTAR FILLED JOINTS TO 11' -6" A.F.F. BRICK SUPPLIED BY S.G., INSTALLED BY G.C. DOOR SCHEDULE REFER TO THE RESPONSIBILITY OF WORK ON SHEET A0.1 (PATCH & REPAINT DOORS AS REQUIRED.) NO. ROOM DOOR SIZE DOOR TYPE DOOR MATERIAL DOOR FINISH FRAME MATERIAL FRAME FINISH HDW. GROUP NOTES ENTRY NEW PAIR OF GLASS DOORS 6'x12' STEEL STEEL STEEL STEEL 610 SERIES 265 STEEL (2) SALES /STOCKROOM NEW 3' -0 "W x 6' -8 "H STEEL P -1 STEEL P -1 G.C. TO INSTALL DIAMOND PLATE COVER. TOILET EXISTING TO REMAIN 3' —O "W x 6' -8 "H STEEL P -1 STEEL P -1 EXIT EXISTING TO BE RELOCATED 0 "W x 6' -8 "H MTL P -5 STEEL P -5 7 —PIN CYLINDER #93K714CSTK626 ALARM LOCK 250 HARDWARE. ADD OR REPLACE WEATHER STRIPPING AND DOOR SWEEP AS NEEDED. REPLACE EXISTING HARDWARE AS REQUIRED. DOOR HARDWARE DOOR TYPES GROUP DESCRIPTION QTY. MODEL SALES AREA TO STOCKROOM PULL BRUSHED STAINLESS STEEL CLOSER NON HOLD OPEN....CORBIN No. A 79 -100 SBL FINISH STOP. FLOOR MOUNTED DOOR STOP WITH RISER: IVES436X435 US26D FINISH HINGES 1 1/2 ,PAIR BUTT, HINGES — HAGER FULL MORTISE ## BB1279, 4-1/2' x 4-1/2" IN US26D SATIN CHROMIUM PLATED FINISH. DIAMOND GROUP DESCRIPTION QTY. MODEL FIN. MANUFACTURER TOILET ROOM LOCKSET PRIVACY LEVER HANDLE SATIN CHROME PLATED SCHLAGE HINGES 1 1/2 PP,FBB179 CHROME ALLOY STANLEY 3' -0" w 0 Z X 1 1111111 e I e I et a Ie I eee/e1111 4 1.1'111111111111111 ■ e 1 4 111111e1e111111 ►eleeeee/1e1/1e11 ■ 111/ 1 / 111111 eI11111111111111111 1111111111111111 1111111e1111111N 11111111 / 1 / 1111111 a 1/ 111 / 1 / 1 / 1 / 11 111111111111111 111111111111111e1 eeeeeeeee111e111 ►ee/eee/ee1111111 11111111111111111 ►Ieeeeeleeee11111 1/e111eee/11111) IIe11/1e111111111 /11eee /ee111 /111 ►eeeeeeeeee11/11 eeeeeeeeeee11/14 11111111111111111 ■ •1 �1 � 1 �1 �1 �1 �1 �1 �1 �1 �1 �1 �1 � 1�1 1f 111111111e1111111 leeee /11ee1/e1111 1ee1111111e111114 ► 1 1 1 1 1 1 1 �1 1 1 1 1 1 1 �1 1 4 11111111111111111 1 41 1 911 L 1e1• 111•111..Al11i lo 2' -10" • 1 DOOR CLOSER -Puu au1E w w 3' -0" CLOSER #8501BF (@ PULL SIDE) #US26D CLOSERPLUS SILENCER #20 DOOR SILENCER (3 PER DOOR) IVES PAINT APPLICATION / INSTALLATION WALLS: DOORS & TRIM: CEILING: SLA TWALL: LO SHEEN EGGSHELL LATEX SEMI -GLOSS ALKYD FLAT LATEX LO SHEEN EGGSHELL ALKYD INSTALLATION: GYPSUM BOARD TO RECEIVE LATEX PAINT TO BE PRIMED WITH ONE COAT OF VINYL PLASTIC SEALER PRIOR TO RECEIVING TWO COATS OF. PAINT. WOOD TRIM AND SLA TWALL TO RECEIVE ALKYD OR ENAMEL PAINT TO BE PRIMED WITH ONE COAT OF ENAMEL UNDERCOATER PRIOP TO RECEIVING TWO COATS OF PAINT. PAINT ALL WIRES, RETURN AIR GRILLES, AND SUPPLY AIR GRILLES TO MATCH ADJACENT CEILING AREAS. REAR EXIT (EXISTING) LOCKSET 7 -PIN CYLINDER #93K714CSTK626 ALARM LOCK 250 HARDWARE EX EX HINGES 1 1/2 PREXISTING EX EX CLOSER EXISTING EX EX KICKPLATES STOP EXISTING EXISTING EX EX EX EX SILENCER EXISTING EX EX Painting - Scope of Work Typical - All Projects COLOR AND FINISH SCHEDULE P -5 Toilet room Interior (walls & ceiling) 2 P -5 Toilet room door interior /exterior PITTSBURGH PAINT #326 -7 SPICED CIDER SHERWIN WILLIAMS COLOR #SW -6251 - "OUTER SPACE" DELETED DELETED SHERMAN WILLIAMS #1004 PURE WHITE SEMI -GLOSS - PAINT GRAY TO MATCH CONC PANEL SHERWIN WILLIAMS - SW -7053 "ADAPTIVE SHADE" - CONCRETE STAIN L.M. SCOFFIELD #CS -2 "PADRE BROWN" - CLEAR CONCRETE SEALER o- ARMSTRONG COOL WHITE OR EQUAL AND 4" VINYL BASE FURNISHED & INSTALLED BY G.C. CULTURED STONE CULTURED BRICK "ANTIQUE RED" �- GRENEKER CAST CONCRETE - CUSTOM SMOOTH GRAY FINISH �- GRENEKER -STEEL PLATE RUST BELT DIAMOND PLATE THRESHOLD MIRRA MT002 "DIAMOND PLATE" FLOORING GC. TO FLOAT EXISTING GROUT LIGNES TO ALLOW FOR INSTULATION OF NEW FLOORING €-)- MEGA WALL 3" O.C. STEEL SLATWALL #303 CLEAR ON BRIGHT GALVANIZED FINISH TYP. 3 P -5 Stockroom walls 4 P -5 Rear Service door interior 5 P -1 Sales floor demising walls above 10' -0 A.F.F. WALL BRACKET 3" DIA. PVC PIPE 36 " LONG WALL BRACKET PVC CAP PLAN HOLDER SUPPLIED & INSTALLED BY G.C. COLUN N DETAILS GC. TO CONTACT SC PROJECT MANAGER IF HIDDEN COLUMNS OR OBSTRUCTION ARE DISCOVERED THAT DO NOT APPEAR ON PLANS. S. G. PROJECT MANAGER WILL DIRECT HOW TO HANDLE FRAMING AND FINISHING SLATWALL FROM FLOOR TO 11' -6" A.F.F. B PAINTED P1 WOOD BASE C PAINTED P1 6 P -1 Sales &de of Sales /stock wall above 10' -0" A.F.F. 7 P -1 8 Wall with sales /stock door from floor to deck P -1 Sales side of sales /stock door 9 10 11 P -5 Stockroom side of sales /stock door P -1 Deck P -1 Conduit, pipes & all other items hanging above 10' -0" (Except for galvanized pipe hung at 12' -0" for lights) 12 P -2 Sales floor base board 13 P -1 Bottom of storefront soffit 14 P -1 Fire corridor (if built) 15 Mall neutral piers & bulkhead (as required ) 16 P -1 Sheetrock columns on sales floor above 10' -0" a.f.f. EXIT DOORS SHALL BE OPENABLE IV THOU T THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. THE UNLATCHING OF ANY LEAF SHALL NOT REQUIRE MORE THAN ONE OPERA770N. ARCHITECTURAL GENERAL NOTES A. TENANT CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO START OF ANY CONSTRUCTION / FABRICATION. B. DIMENSIONS ARE TO FACE OF GYP. BD. WALLS, UNLESS OTHERWISE NOTED. REFER TO DECOR PLAN, ELEVATIONS & DETAILS FOR WALL FINISHES. C. DO NOT SCALE THESE DRAWINGS. USE WRITTEN DIMENSIONS ONLY SUBMIT TO ARCHITECT ANY DISCREPANCIES FOR CLARIFICATION. D. G.C. TO INSTALL & PROVIDE 2A 1OBC FIRE EXTINGUISHERS. REFER TO SHEET A -1.1 FOR LOCATIONS. E. ALL WORK SHALL BE IN COMPLIANCE W/ THE ADOPTED LOCAL CODES, AIA A -210 CONDITIONS OF THE CONTRACT FOR CONSTRUCTION, RECOGNIZED INDUSTRY STANDARDS IN THE AREA, ALL MANUFACTURERS RECOMMENDATIONS AND ALL OTHER APPLICABLE CODES. F. PROVIDE ACCESSIBILITY FOR THE PHYSICALLY HANDICAPPED CONFORMING TO THE AMERICANS WITH DISABILITIES ACT. G. ALL WOOD EXCEPT TRIM TO BE FIRE RETARDANT TREATED. ALL WOOD IN CONTACT W/ CONCRETE OR CONC. BLOCK TO BE PRESSURE TREATED. J. ALL GLAZED ITEMS TO BE SAFETY GLASS. ALL EXPOSED EDGES MUST BE GROUNC & POLISHED. G.C. TO PROVIDE FIRE PROOF & WATERTIGHT SEALS AT ALL FLOOR PENETRATIONS G.C. TO PROVIDE PAINT ABLE CLEAR SILICONE SEALANT AROUND ALL WOOD & LAMINATE WALL BASES & DOOR FRAMES AT HARD SURFACE TILE AREAS. K. L. M. ALL CORE DRILLING AND PIPE INSTALLATION AND PENETRATIONS SHALL NOT REDUCE THE FLOOR / WALL INTEGRITY AND FIRE RATING OF BASIC BUILDING ELEMENTS. ALL PENETRATIONS SHALL BE SEALED WITH APPROVED SEALANTS AND FIRE STOPPING MATERIALS AS TO MAINTAIN THE FIRE RATING OF SURFACE BEING PENETRATED. N. G.C. TO COORDINATE AND PROVIDE ALL REQUIRED ACCESS FOR NEW CONTROLS, EQUIPMENT, ETC. WHERE APPLICABLE. 0. G.C. TO CONFIRM WITH OWNER SCHEDULING REQUIREMENTS FOR PROJECT PRIOR TO SUBMITTING BID. P. CONTRACTOR TO VERIFY ALL ELECTRICAL & COMMUNICATION REQUIREMENTS PRIOR TO SUBMITTING BID & STARTING PROJECT. Q. ALL FLOOR ELECTRICAL BOXES TO BE INSTALLED FLUSH W/ NEW FLOORING AT CASHWRAP. R. CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ALL TRASH AND SURPLUS MATERIALS FROM THE PREMISES TO A DESIGNATED DUMPSTER LOCATION AS SPECIFIED BY THE MALL MANAGEMENT. S. CONTRACTOR IS RESPONSIBLE TO MAINTAIN A SAFE CONSTRUCTION ENVIRONMENT WITHIN THE MALL IN ACCORDANCE WITH (OSHA). T. THE LEVEL OF THE FINISHED FLOOR WITHIN THE STORE MUST BE IDENTICAL TO THE LEVEL OF THE MALL AT THE LEASE LINE. TENANT'S CONTRACTOR IS RESPONSIBLE TO ALLEVIATE ANY DISCREPANCIES AFTER REVIEW AND APPROVAL BY LANDLORD. U. ANY AND ALL OPENINGS IN THE DEMISING WALL DURING OR AFTER THE WALL'S CONSTRUCTION MUST BE SEALED OFF AROUND ANY MECHANICAL, ELECTRICAL EQUIPMENT PASSING THROUGH THE WALL SO AS TO MAINTAIN THE INTEGRITY OF THE REQUIRED ONE -HOUR FIRE RATING. ✓ G.C. TO SUPPLY AND INSTALL ALL EQUIPMENT REQUIRED TO MOUNT SMOKE DETECTORS IN DUCT WORK AND TIE INTO THE MALL ALARM SYSTEM . UPGRADE AS REQUIRED TO MEET CURRENT CODE STANDARDS. W. G.C. TO BEAD BLAST CONCRETE FLOOR PRIOR TO INSTALLATION OF FLOOR STAIN. FOLLOW ALL MANUFACTURER RECOMMENDATIONS. ARCHITECTURAL KEY NOTES 1 3 5 7 8 10 11 12 13 [714 15 16 17 18 19 20 21 22 23 24 25 26 27 LEASE LINE NEUTRAL PIERS PATCH AND REPAIR AS REQUIRED. VERIFY IN FIELD DIMENSIONS WITH LANDLORD OR MALL COORDINATOR AND CONTACT SPENCER GIFTS REPRESENTATIVE WITH ANY DISCREPENCIES IMMEDIATELY ELECTRICAL PANEL LOCATION - REFER TO ENGINEERING DRAWINGS FOR SPEC. TRANSFORMER LOCATION. REFER TO ELECTRICAL DRAWINGS FOR SPEC. DASHED LINES INDICATE FLOOR FIXTURES BY S.G. CASH & WRAP W /POWER, PHONE AND DATA LINES - REFER TO ENGINEERING DRAWINGS OUTLINE OF WIRE GRID FIXTURE BY S.G. INSTALLED TIGHT TO FRONT WINDOW BY G.C. NEW STOREFRONT SAFETY GLASS GLAZING SYSTEM - REFER TO ENLARGED STOREFRONT DETAILS. G.C: TO PROVIDE 1X4 PINE BLOCKING AT 8'0" A.F.F. ALONG WALLS FOR BRACING OF STOCKROOM SHELVING. PAINT TO MATCH ADJACENT WALL TYPICAL. OVERHEAD BACKLIT SIGN OUTLINE OF EQUIPTO Q O DIS AY PL FIXTURE ABOVE. SUPPLIED BY S.G. INSTALLED BY G.C. REFER TO MANUFACTURES DRAWINGS FOR DETAILS. NOT USED. NOT USED GALVANIZE SLAT WALL INSTALLED OVER 1/2" F.R.T. PLYWOOD BLOCKING OVER EXISTING DEMISING ;WALL TO 11' -6" A.F.F. PAINT P -1 FROM 11' -6" TO DECK. ALL SUPPLIED BY SG. & INSTALLED BY G.C. GALVANIZE SLAT WALL INSTALLED OVER 1/2" F.R.T. PLYWOOD BLOCKING OVER NEW SALES STOCK WALL TO 11' -6" A.F.F. PAINT P -1 FROM 11' -6" TO DECK. ALL SUPPLIED BY SG. & INSTALLED BY G.C. G.C. TO SECURE EQUIPTO DISPLAY FIXTURE TO FLOOR SLAB WITH LEG ANCHOR BOLTS, PER MANUFACTURERS RECOMMENDATION. LINE OF SOFFIT ABOVE. REFER TO SECTIONS. G.C. TO INSTALL & PROVIDE 2 -A1OBC FIRE EXTINGUISHERS, LOCATIONS AS PER FIRE MARSHALL. LOCATE AS REQUIRED CONTINUOUS PLUGMOLD AT 11' -6" A.F.F. SUPPLIED BY SG. AND INSTALL BY E.C. REFER TO ELEVATIONS, WALL SECTIONS SHEET A -5.1 AND ELECTRICAL DRAWINGS. DO NOT ATTACH PLUGMOLD TO SLATWALL. ALL DIFFUSERS, RECEPTICLES, ACCESS PANELS, HVAC EQUIP. AND COVERPLATES ABOVE 10' -0" A.F.F AND IN DECK ABOVE TO BE PAINTED P -1 . 24" X 12" STANLEY SHELF - SUPPLIED & INSTALLED BY G.C. G.C. TO SUPPLY & INSTALL 4' LONG LAMINATE COUNTERTOP PLAN HOLDER SUPPLIED & INSTALLED BY G.C. SEE DETAIL THIS SHEET. ADA CASHWRAP AREA 34" HIGH BRICK 11'-6" A.F.F. SUPPLIED BY S.G. INTALLED BY G.C. SEE SHEET A5.1 BUILDING COLUMN TYPE 'A" - 4 SIDES SLA TWALL TO 11' -6" A.F.F. PUCKS - SUPPLIED AND INSTALLED BY G.C. SEE DETAIL A /SHEET A3.1 PRIOR TO SUBMITTING HIS OR HER BID, EACH BIDDER SHALL EXAMINE THE SITE AND FAMILIARIZE. HIMSELF WITH ALL EXISTING CONDITIONS PRIOR TO BIDDING THE JOB. NO EXTRA COMPENSATION WILL BE ALLOWED BECAUSE OF A MISUNDERSTANDING AS TO THE AMOUNT OF WORK INVOLVED OR A LACK OF KNOWLEDGE ABOUT EXISTING CONDITIONS. TENANT'S CONTRACTOR IS TO GET APPROVAL AND CORING REQUIREMENTS ON UPPER LEVEL PRIOR TO PROCEEDING WITH WORK. TENANT'S CONTRACTOR TO VERIFY LOCATION AND GET APPROVAL AND REQUIREMENTS FOR ALL TRENCHING WITH WESTFIELD'S ON SITE TENANT COORDINATOR BEFORE PROCEEDING WITH WORK. TENANTS WHOSE OPERATIONS INCLUDE SOUND LEVELS ABOVE 40 DECIBELS MUST MAKE ADDITIONAL MEASURES TO MITIGATE THE TRANSMISSION FROM THEIR SPACE TO MALL CORRIDOR OR ADJACENT TENANT. CONTRACTOR TO PATCH & REPAIR EXISTING CONCRETE SLAB AS REQUIRED. ENSURE THAT SLAB IS SMOOTH AND FREE FROM ALL DEPRESSIONS & CHANNELS. PATH OF EGRESS 52' ARCHITECTURAL FLOOR PLAN `. SCALE: 1/4" = 1' -0" TOILET ROOM EXISTING TO REMAIN REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2012 City of Tukwila BUILDING DIVISION RECevt CITY OF TUILA APR 0 2 2012 PERMIT CENTER i�12 -I I s Coordination: °cam CO,7o 03 o o41 rE z c, • L.Q. 20) roQ o Qa d OC E-.3 to LEP in 3� • v ('3 EE coma W efc = cj moOo ar▪ c c wO we. =a8 ✓ c' a E 000,8 ro wpo O: a as 13.g. N 2 ra ca DO NOT SCALE DRAWINGS CA iii 0 N 1 REVISED PER LL COMMENTS (cak) 2 REVISED PER BLDG. DIV. COMMENTS (cak) W A N STORE NAME SPENCER GIFTS #307 WES TFIELD SOU THCEN TER LOCATION 2856 SOUTHCENTER MALL SEATTLE, WA 98188 SPACE #2160 DWG.TITLE ARCHITECTURAL. FLOOR PLAN A