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HomeMy WebLinkAboutPermit D08-008 - WESTFIELD SOUTHCENTER MALL - STRIDE RITE - STORAGE RACKSSTRIDE RITE 1077 SOUTHCENTER MAIL D08 -008 Parcel No.: 6364200010 Address: 1077 SOUTHCENTER MALL TUKW Suite No: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Tenant: Name: STRIDE RITE Address: 1077 SOUTHCENTER MALL , TUKWILA WA CRAM' Tukwila • Owner: Name: WEA SOUTHCENTER LLC Address: 11601 WILSHIRE BLVD , LOS ANGELES CA 90025 Phone: Contact Person: Name: LAUREN CHASE Address: 191 SPRING ST , LEXINGTON MA 02421 Phone: 410 - 544 -1700 Contractor: Name: FLINTHILLS CONSTRUCTION INC Address: 5221 SE STANLEY RD , TECUMSEH KS 66542 Phone: Contractor License No: FLINTCI970PZ DEVELOPMENT PERMIT DESCRIPTION OF WORK: STORAGE RACKING FOR TENANT IMPROVEMENT OF NEW MALL SPACE Value of Construction: $0.00 Fees Collected: $536.63 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2006 Type of Construction: II-B Occupancy per IBC: 0019 doc: IBC - 10/06 * *continued on next page ** Permit Number: D08 -008 Issue Date: 06/06/2008 Permit Expires On: 12/03/2008 Expiration Date: 10/09/2009 D08 -008 Printed: 06 -06 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City 434,Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start 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: 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 oytFi perfgrhianc�f work. I am authorized to sign and obtain this development p rim og Signature: Print Name: doc: IBC - 10/06 (' Date: Permit Number: D08 -008 Issue Date: 06/06/2008 Permit Expires On: 12/03/2008 Date: l0 10 - 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. D08 -008 Printed: 06-06 -2008 Parcel No.: 6364200010 Address: 1077 SOUTHCENTER MALL TUKW Suite No: Tenant: STRIDE RITE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 S City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS * *continued on next page ** Permit Number: D08 - 008 Status: ISSUED Applied Date: 01/07/2008 Issue Date: 06/06/2008 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: 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. D08 -008 Printed: 06-06 -2008 S City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: abr.,/ L,.f.'S -- Z ar ("14 Date: doe: Cond -10/06 D08 -008 Printed: 06-06 -2008 Tenant Name: Company Name: 1 Contact Person: CITY OF TUKWILA ' Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.eLtukwila.wa.us Building Permit No. b) g -no e Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For of ice use onl 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 Site Address: 3� �' `^ 0 -0 14 h' halt St'!ti06(1,I fL= Property Owners Name:1 W / I1+� � G U ( ' W P Mailing Address: /I rte` I I (.3 L J I. 1(t grid Contact Person: E -Mail Address: Contractor Registration Number: hti Ni , � Mailing Address�3 d I � W ! 51L v, / el 1 s '_ N E -Mail Address: King Co Assessor's Tax No.: tP - 00 L 0 Suite Number: 1 Floor: New Tenant: /[] Yes ❑..No City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued -)( y la ON 492_ Name: LAX-4 G I Cr Tellephhone:9/ 6 V ('7 Mailin g ���� Address. / � I� a y q, 9'd /A, J C19Jt /A/ � (} 7424 � n � i � E -Mail Address: LitV�� 11� - /4.� ett(k " , 1*x� Ci umber: State Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: State Zip City Day Telephone: Fax Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record A( f15. 7k 1 6a ( '7 Ci State Day Telephone: 4 3 (1 at / Zi 2(S 5 Z l Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: QAApplicanonsWorms- Applications On Line\ -2006 - Permit Application.doc Revised' 9 -2006 bh State Zip Page 1 of 6 BUILDING PERMIT INFORNfATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ S -- 0) Scope o er(please provide detailed informatio : J' Will there be new rack storage? Yes PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will t(ere be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. Q:Wpplications\Forms- Applications On Lined -2006 - Permit Apphcanon.doc Revised: 9 -2006 bh ( it-t Existing Building Valuation: $ .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor i 3 f( / G+ 2 Floor 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORNfATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ S -- 0) Scope o er(please provide detailed informatio : J' Will there be new rack storage? Yes PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will t(ere be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. Q:Wpplications\Forms- Applications On Lined -2006 - Permit Apphcanon.doc Revised: 9 -2006 bh ( it-t Existing Building Valuation: $ .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 PERMIT APPLICATION NOTES — Applicable to all permifs in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CE Y THAT VE RE . AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENA TY OF ' RJURY C H>y L i THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. �+ Date: Print Name: 1 G Day Telephone: , . Mailing Address:t 5 Cn r /9/ s ( ,oft N c, L / NS - /4 Y 0 Date Application Accepted: Date Application Expires: Staff Initials: 1 Q:Wpplicanons'.Forms- Applications On LineO -2006 - Permit Application.doc Revised. 9 -2006 bh State Zip Page 6 of 6 Receipt No.: R08 -01971 Initials: WER User ID: 1655 Payee: FLINTHILLS CONSTRUCTION ACCOUNT ITEM LIST: Description BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http. //www.ci.tukwila.wa.us Parcel No.: 6364200010 Permit Number: D08 -008 Address: 1077 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 01/07/2008 Applicant: STRIDE RITE Issue Date: TRANSACTION LIST: Type Method Descriptio Amount Payment Check 7442 334.23 RECEIPT Account Code Current Pmts 000/322.100 000/345.830 000/386.904 Payment Amount: $334.23 Payment Date: 06/06/2008 10:23 AM Balance: $0.00 322.50 7.23 4.50 Total: $334.23 3346 06/06 9711 TOTAL 1483.91 doc: Receipt -06 Printed: 06-06 -2008 Parcel No.: 6364200010 Permit Number: D08 -008 Address: 1077 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 01/07/2008 Applicant: STRIDE RITE Issue Date: Receipt No.: R08 -00048 Payment Amount: $202.40 Initials: WER Payment Date: 01/07/2008 03:25 PM User ID: 1655 Balance: $334.23 Payee: NATIONAL SERVICES GROUP TRANSACTION LIST: Type Method Description Amount Payment Check 333601 202.40 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www. ci. tukwila. wa. us RECEIPT Account Code Current Pmts 000/345.830 202.40 Total: $202.40 6974 01/08 9710 TOTAL 202.40 doc: Receipt-06 Printed: 01 -07 -2008 Pr t: TRIG — ;2(iF Type o I ,pection: P - ; ,L,A ( Address: 1 o17 ill Pk I( Date Called: Special Instructions: Date Wanted. a.m: 7_ Z ( -c? p.m. Requester: Phone/ NN-�oo Q_ 65_0(.......i INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 13 . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: . 0.1e; e'!J / h Date: ? ' z ,' /o n) n$60 EINSPECTION FEE REQUIRED. Prior to inspection, fee must be pai at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: >:b" < i5 n;ey -. °-vr - �`i'. M:.& - 4e' Y. • • • STRUCTURAL ENGINEERING CALCULATIONS STRIDE RITE — SOUTH CENTER MALL Tukwila, Washington TOPIC TABLE OF CONTENTS STORAGE RACKS WE #0720097 • 1)013 - 008 FILE COPY Pprit Ric r r PAGES 1 - 59 Robert J. Rampetsreiter, P.E. Engineer of Record October 4, 2007 RECEIVED JAN 07 2008 PEHMI f CENTEFi Yahoo! Maps - Tukwila, WA, US a 1 of 1 • Yahoo! Maps - Tukwila, WA, US http://xmll.maps.yalloo.com/pmt.php?v3=0&&mvt=m&q1=tulcwila.. AX - 100! LOCAL Maps. When using any driving directions or map, it's a good idea to do a reality check and make sure the road still exists, watch out for construction, and follow all traffic safety precautions. This is only to be used as an aid in planning. 10/1/2007 9:17 Alv I t t 1 1 i 1; 1 1 1 1 1! 1 1 1 1 1.1 1 1'f I t 1.1'1 I !f{:! 1 1 1,I! I t I ! f'1 II! 1 1 1 t i ! • . i ! i ! it 11 ! PIP1 1 ! 11i 1 t i i 1 2207.2 Seismic requirements for steel cable. The design strength of steel cables shall be determined by the provisions of ASCE 19 except as modified by these provisions. 1. A load factor of 1.1 shall be applied to the prestress force included in T3 and T4 as defined in Section 3.12. 2. In Section 3.2.1, Item (c) shall be replaced with "1.5 T3 and Item (d) shall be replaced with "1.5 T SECTION 2208 STEEL STORAGE RACKS 2208.1 Storage racks. The design, testing and utilization of industrial steel storage racks shall be in accordance with the RMI Specification for the Design, Testing and Utilization of Industrial Steel Storage Racks. Racks in the scope of this speci- fication include industrial pallet racks, movable shelf racks and stacker racks and does not apply to other types of racks, such as drive -in and drive- through racks, cantilever racks, portable racks or rack buildings. Where required, the seismic design of storage racks shall be in accordance with the pro ' ons of Sec- s lion 15.5.3 of ASCE 7. SECTION 2209 COLD - FORMED STEEL 2209.1 General. The design of cold - formed carbon and II) low -alloy steel structural members shall be in accordance with 1 AISI -NAS. The design of cold - formed stainless -steel struc- tural members shall be in accordance with ASCE 8. Cold- formed steel light -framed construction shall comply with Section 2210. 2209.2 Composite slabs on steel decks. Composite slabs of concrete and steel deck shall be designed and constructed in accordance with ASCE 3. SECTION 2210 COLD - FORMED STEEL LIGHT-FRAMED CONSTRUCTION 2210.1 General. The design, installation and construction of cold - formed carbon or low -alloy steel, structural and nonstructural steel framing shall be in accordance with 0 AISI- General and AISI -NAS. 2210.2 Headers. The design and installation of cold - formed steel box headers, back -to -back headers and single and double L- headers used in single -span conditions for load- carrying purposes shall be in accordance with AISI- Header, subject to the limitations therein. 2210.3 Trusses. The design, quality assurance, installation and testing of cold - formed steel trusses shall be in accordance with AISI -Truss, subject to the limitations therein. 2210.4 Wall stud design. The design and installation of cold - formed steel studs for structural and nonstructural walls shall be in accordance with AISI - WSD. 2210.5 Lateral design. The design of light - framed cold - formed steel walls and diaphragms to resist wind and seis- mic loads shall be in accordance with AISI- Lateral. 2210.6 Prescriptive framing. Detached one and two - family dwellings and townhouses, up to two stories in height, shall be permitted to be constructed in accordance with AISI -PM, sub- ject to the limitations therein. STEEL 2006 INTERNATIONAL BUILDING CODE 419 410 164 V = 0.30SDs W I 2w,8? T - 2n eel g tat b. The values for total lateral force and total base over- turning moment used in design shall not be less than 80 percent of the base shear value and overturning mo- ment, each adjusted for the effects of soil - structure in- teraction that is obtained using this standard. 7. The base shear is permitted to be reduced in accordance with Section 19.2.1 to account for the effects of soil- structure interaction. In no case shall the reduced base shear be less than 0.7 V. 8. Unless otherwise noted in Chapter 15, the effects on the non- building structure due to gravity loads and Seismic forces shall be combined in accordance with the factored load com- binations as presented in Section 2.3. 9. Where specifically required by Chapter 15, the design seis- • force on nonbuilding structures shall be as defined in Section 12.4.3. 15.4.1.1 Importance Factor. The importance factor, 1, and oc- cupancy category for nonbuilding structures are based on the rel- ative hazard of the contents and the function. The value of 1 shall be the largest value determined by the following: a. Applicable 'reference document listed in Chapter 23. b. The largest value as selected from Table 11.5 -1. c. As specified elsewhere in Chapter 15. 15.4.2 Rigid Nonbuilding Structures. Nonbuilding structu,wu that have a fundamental period, T. less than 0.06 s, including their anchorages, shall be designed for the lateral force obtained from the following: where V = the total design lateral seismic base shear force applied to a nonbuilding structure SDs = the site design response acceleration as determined from Section 11.4.4 W = nonbuilding structure operating weight 1 = the importance factor determined in accordance with Section 15.4.1.1 The force shall be distributed with height in accordance with Section 12.8.3. 15.4.3 Loads. The seismic effective weight W for nonbuilding structures shall include all dead load as defined for structures in Section 12.7.2. For purposes of calculating design seismic forces in nonbuilding structures, W also shall include all normal operat- ing contents for items such as tanks, vessels, bins, hoppers, and the contents of piping. W shall include snow and ice loads where these loads constitute 25 percent or more of W or where required by the building official based on local environmental characteristics. 15.4.4 Fundamental Period. The fundamental period of the nonbuilding structure shall be determined using the structural properties and deformation characteristics of the resisting ele- ments in a properly substantiated analysis as indicated in Section 12.8.2. Alternatively, the fundamental period T is permitted to be computed from the following equation: The values of f represent any lateral force distribution in ac- cordance with the principles of structural mechanics. The elastic deflections, 6i, shall be calculated using the applied lateral forces, ft. Equations 12.8 - 7,12.8- 8,12.8 -9, and 12.8 -10 shall not be used for determining the period of a nonbuilding structure. 15.4.5 Drift Limitations. The drift limitations of Section 12.12.1 need not apply to nonbuilding structures if a rational analysis indirwws they can be exceeded without adversely affect- ing structural stability or attached or interconnected components and elements such as walkways and piping. P-delta effects shall be considered where critical to the function or stability of the structure. 15.4.6 Materials Requirements. The requirements regarding specific materials in Chapter 14 shall be applicable unless specif- ically exempted in Chapter 15. 15.4.7 Deflection Limits and Structure Separation. Deflection limits and structure separation shall be determined in accordance with this standard unless specifically amended in Chapter 15. 15.4.8 Site - Specific Response Spectra. Where required by a reference document or the authority having jurisdiction. specific types of nonbuilding structures shall be designed for site - specific criteria that accounts for local seismicity and geology, expected re- currence intervals and magnitudes of events from known seismic hazards (see Section 1 1.4.7 of this standard). If a longer recurrence interval is defined in the reference document for the nonbuilding structure, such as liquefied natural gas (LNG) tanks (NFPA the recurrence interval required in the reference document shall be used. (15.4 -5) 15.5 NONBUILDING STRUCTURES SIMILAR TO BUILDINGS 15.5.1 General. Nonbuilding structures similar to buildings as defined in Section 11.2 shall be designed in accordance with this standard as modified by this section and the specific reference documents. This general category of nonbuilding structures shall be desi: ed in accordance . ih the . is c of tar stan and and the applicable portions of Section 15.4. The combi- nation of load effects, Ehaatfoe determined ut accordance with Section 12.4. 15.5.2 Pipe Racks. 15.5.2.1 Design Basis. In addition to the requirements of Section 15.5.1, pipe racks supported at the base of the structure shall be designed to meet the force requirements of Section 12.8 or 12.9. Displacements of the pipe rack and potential for interaction effects (pounding of the piping system) shall be considered using the amplified deflections obtained from the following equation: Clare a = - (15.4 -6) (15.5 -1) where Ca = deflection amplification factor in Table 15.4 -1 6,a = deflections determined using the prescribed seismic design forces of this standard 1 = importance factor determined in accordance with Section 15.4.1.1 See Section 13.6.3 for the design of piping systems and their attachments. Friction resulting from gravity loads shall not be conside to ro '• a resistance to seismic forces. 15.5.3 Steel Storage Racks. In ...1 on to the requirements of Section 15.5.1, steel storage racks shall be designed in accordance SCE 7 -05 with the requirements of Sections 15.5.3.1 through 15.5.3.4. Ali tesnatively, steel storage racks are permitted to be designed in 'accordance with the method defined in Section 2.7 "Earthquake " of RMI where the following changes are included: 1. The values of C. and C„ used shall equal 0.4SDs and SDI, { respectively, where SDs and SDI are determined in accor- dance with Section 11.4.4 of this standard. • '2 The importance factor for storage racks in structures open to the public, such as warehouse retail stores, shall be taken equal to 1.5. 0 3. For storage racks supported at or below grade, the value of . ' Cs used shall not be less than 0 . 14 Sos. For storage racks supported above grade, the value of Cs used shall not be less than the value for F determined in accordance with IA Section 13.3.1 of this standard where R is taken as equal to R from RMI and a is taken as equal to 2.5. .155.3.1 General Requirements. Steel storage racks shall sat - ,isfy the force requirements of this section. EXCEPTION: Steel storage racks supported at the base are permitted . to be designed as structures with an R of 4, provided that the seismic . .. tequbementt'of this standard are met Higher values of R are permitted be uon4evhere the detailing requhemnats of reference documents listed fa Section 14.1.1 are met.'Ilte importance factor for storage reeks in structures open to the public, such as warehouse retail stores, shall be c taken equil to 1.5. '1553.2 Opel sting Weight. Steel storage racks shall be de- signed for each of the following conditions of operating weight, or W Weight of the rack plus every storage level loaded to 67 percent •of its rated load capacity. .b. Weight of the rack plus the highest storage level only loaded • to 100 percent of its rated load capacity. The design shall consider the actual height of the center of mass of each storage load component. 4 1553.3 Vertical Distribution of Seismic Forces. For all steel storage racks, the vertical distribution of seismic forces shall be as specified in Section 12.8.3 and in accordance with the following: 'i a. The base shear, V, of the typical structure shall be the base shear of the steel storage rack where loaded in accordance with Section 15.5.3.2. :h The base of the structure shall be the floor supporting the steel • storage rack. Each st eel storage level of the rack shall be treated as a level of the structure with heights ht and h measured from the base of the structure. • c. The factor k is permitted to be taken as 1.0. • 15.53.4 Seismic Displacements. Steel storage rack installations shall accommodate the seismic displacement of the storage racks and their contents relative to all adjacent or attached components and elements. The assumed total relative displacement for storage t, racks shall be not less than 5 percent of the height above the base unless a smaller value is justified by test data or analysis in .• accordance with Section 11.1.4. ds- v ball i.b ra m a c : elas 1 fo be Sectt r national affect to shil of ardin ; specif action 15. b y y tacit teeth ell rem ISni re ddigB1 1 sha8 0 tat t this en obit san N8 1. on Electri we g Facilf es. 155.4.1 General. Electrical power generating facilities are Power plants that generate electricity by steam turbines, com- bustion turbines, diesel generators, or similar turbo machinery. Minimum Design Loads for Buildings and Other Structures • 15.5.43 b)esign Basis. In addition to the requirements of Section 15.5.1, electrical power generating facilities shall be designed using this standard and the appropriate factors contained in Section 15.4. 15.5.5 Structural Towers for Tanks and Vessels. 15.5.5.1 General. In addition to the requirements of Section .5.1, structural towers that support tanks and vessels shall be igned to meet the requirements of Section 15.3. In addition, e following special considerations shall be included: .The distribution of the lateral base shear from the tank or ves- sel onto the supporting structure shall consider the relative stiffness of the tank and resisting structural elements. b. The distribution of the vertical reactions from the tank or vessel onto the supporting structure shall consider the relative stiff- ness of the tank and resisting structural elements. Where the tank or vessel is supported on grillage beams, the calculated vertical reaction due to weight and overcoming shall be in- creased at least 20 percent to account for nonuniform support. The grillage beam and vessel attachment shall be designed for this increased design value. e. Seismic displacements of the tank and vessel shall consider the deformation of the support structure where determining P-delta effects or evaluating required clearances to prevent pounding of the tank on the structure. 15.5.6 Piers and Wharves. 15.5.6.1 General. Piers and wharves are structures located in waterfront areas that project into a body of water or parallel the shoreline. 15.5.6.2 Design Basis. In addition to the requirements of Sec- tion 15.5.1, piers and wharves that are accessible to the general public, such as cruise ship terminals and piers with retail or com- mercial offices or restaurants, shall be designed to comply with this standard. The design shall account for the effects of liquefaction and soil failure collapse mechanisms, as well as consider all applicable marine loading combinations, such as mooring, berthing, wave, and current on piers and wharves as required. Structural detailing shall consider the effects of the marine environment. 15.8 GENERAL REQUIREMENTS FOR NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS Nonbuilding structures that do not have lateral and vertical seis- mic force - resisting systems that are similar to buildings shall be designed in accordance with this standard as modified by this section and the specific reference documents. Loads and load dis- tributions shall not be less demanding than those determined in this standard. The combination of load effects, E, shall be deter- mined in accordance with Section 12.4.2. EXCEPTION: The redundancy factor, p, per Section 12.3.4 shall be taken as 1. 15.6.1 Earth- Retaining Structures. This section applies to all earth-retaining structures assigned to Seismic Design Category D, E, or F. The lateral earth pressures due to earthquake ground motions shall be determined in accordance with Section 11.8.3 for Seismic Design Categories B, C, D, E, and F with a geotechnical analysis prepared by a registered design professional. 165 Nonbuilding Structure Type • Detailing Requirements :` 9 9 R 5 m o C d STRUCTURAL SYSTEM AND HEIGHT LIMITS (ft) A &B C D E F Steel storage racks 15.5.3 • 4 2 3.5 NL NL NL NL NL Building frame systems: Special steel concentrically braced frames AISC 341 6 2 5 NL NL 160 160 100 Ordinary steel concentrically braced frame AISC 341 3 2 3 NL NL 35 35 NP With permitted height increase AISC 341 2 2 2 NL NL 160 160 100 With unlimited height AISC 360 1.5 1 1.5 NL NL NL NL NL Moment - resisting frame systems: Special steel moment frames AISC 341 8 3 5.5 NL NL NL NL NL Special reinforced concrete moment frames 14.2.2.6 & ACI 318, including Chapter 21 8 3 5.5 NL NL NL NL NL Intermediate steel moment frames AISC 341 4.5 3 4 NL NL 35`• NP`• N P • ' d With permitted height increase AISC 341 2.5 2 2.5 NL NL 160 160 100 With unlimited height AISC 341 1.5 1 1.5 NL NL NL NL NL Intermediate reinforced concrete moment frames ACI 318, including Chapter 21 5 3 4.5 NL NL NP NP NP With permitted height increase ACI 318, including Chapter 21 3 2 2.5 NL NL 50 50 50 With unlimited height, ACI 318, including Chapter 21 0.8 1 1 NL NL NL NL NL Ordinary moment frames of steel AISC 341 3.5 3 3 NL NL NP" NP" NP' a With permitted height increase AISC 341 2.5 2 2.5 NL NL 100 100 NP`' With unlimited height AISC 360 1 1 1 NL NL NL NL NL Ordinary reinforced concrete moment frames ACI 318, excluding Chapter 21 3 3 2.5 NL NP NP NP NP With permitted height increase ACI 318, excluding Chapter 21 0.8 1 1 NL NL 50 50 50 15.4 STRUCTURAL DESIGN REQUIREMENTS 15.4.1 Design Basis. Nonbuilding structures having specific seismic design criteria established in reference documents shall be designed using the standards as amended herein. Where refer- ; ence documents are not cited herein, nonbuilding structures shall be designed in compliance with Sections 15.5 and 15.6 to resist minimum seismic lateral forces that are not less than the require - m ne is of Section 12.8 with the following additions and exceptions: 1. The seismic force - resisting system shall be selected as fol- lows: a. For nonbuilding structures similar to buildings, a sys- tem shall be selected from among the types indicated in Table 12.2 -1 or Table 15.4 -1 subject to the system lim- itations and height limits, based on the seismic design category indicated in the table. The appropriate values of R, S2 and Cd indicated in Table 15.4 -1 shall be used in determining the base shear, element design forces, and design story drift as indicated in this standard. De- sign and detailing requirements shall comply with the sections reprenced in Table 15.4 -1. b. For nonbuilding structures not similar to buildings, a system shall be selected from among the types indicated in Table 15.4 -2 subject to the system limitations and height limits, based on seismic design category indicated in the table. The appropriate values of R, S2 and Cd indicated in Table 15.4 -2 shall be used in determining the base shear, element design forces, and design story drift as indicated in this standard. Design and detailing • by nonbuilding structures shall be designed in accordance with Chapter 13 of this standard. 162 4 requirements shall comply with the section refere in Table 15.4 -2. c. Where neither Table 15.4 -1 nor Table 15.4 -2 cont appropriate entry, applicable strength and other design• criteria shall be obtained from a reference document ti is applicable to the specific type of nonbuilding structure Design and detailing requirements shall comply with ate*. reference document. 2. For nonbuilding systems that have an R value provided itj Table 15.4 -2, the seismic response coefficient (C :)shall not' be taken less than C,,= 0.03 and for nonbuilding structures located where S shall not be taken less than CS _0.8Si (R) r TABLE 15.4-1 SEISMIC COEFFICIENTS FOR NONBUILDING STRUCTURES SIMILAR TO BUILDINGS (15.4.1 >_ 0 . 6 g, C, (15.4 -2) EXCEPTION: Tanks and vessels that are designed to AWWA D100, AWWA D103, API 650 Appendix E, and API 620 Appendix L as modified by this standard, shall be subject to the larger of the minimum base shear values defined by the reference document or the following equations: C, = 0.01 (15.4 -3) and for nonbuilding structures located where S1 > 0.6g, C, shall not be taken less than 0.551 _ Cs (z) Minimum base shear requirements need not apply to the convective (sloshing) component of liquid in tanks. 3. The importance factor, 1, shall be as set forth in Section 15.4.1.1. (15.4 -4) 'NL = no limit and NP = not permitted. Height shall be measured from the base. b Steel ordinary braced frames are permitted in pipe racks up to 65 ft (20 m). `Steel ordinary moment frames and intermediate moment frames are permitted in pipe racks up to a height of 65 ft (20 m) where the moment joints of field connections are constructed of bolted end plates. d Steel ordinary moment frames and intermediate moment frames are permitted in pipe racks up to a height of 35 ft (11 m). `For the purpose of height limit determination, the height of the structure shall be taken as the height to the top of the structural frame making up the primary seismic -force resisting system. ASCE 7 -05 Structure Type Cr x Moment - resisting frame systems in which the frames resist 100% of the required seismic force and are not enclosed or adjoined by components that are more rigid and will prevent the frames from deflecting where subjected to seismic forces: 0.4 1.4 it Steel moment - resisting frames 0.028 (0.0724) 0.8 .Concrete moment - resisting frames 0.016 (0.0466Y' 0.9 Eccentrically braced steel frames 0.03 (0.0731) 0.75 All other structural systems 0.02 (0.0488) 0.75 ON CALCULATED PERIOD Design Spectral Response Acceleration Parameter at 1 s, Sat Coefficient Cu > 0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 < 0.1 1.7 12.7.4 Interaction Effects. Moment - resisting frames that are enclosed or adjoined by elements that are more rigid and not enclosed to be part of the seismic force - resisting system shall be designed so that the action or failure of those elements will not impair the vertical load and seismic force - resisting capability of the frame. The design shall provide for the effect of these rigid elements on the structural system at structural deformations cor- responding to the design story drift (A) as determined in Section '2.8.6. In addition, the effects of these elements shall be consid- ered where determining whether a structure has one or more of the irregularities defined in Section 12.3.2. 12.8 EQUIVALENT L AT AL FORCE PROCEDURE 12.. Seismic Base Shear. The seismic base shear, V, in a given direction shall be determined in accordance with the following equation: V = C IV where C = the seismic response coefficient determined in accordance with Section 12.8.1.1 W = the effective seismic weight per Section 12.7.2. _ 12.8.1.1. Calculation of Seismic Response Coefficient. The seismic response coefficient, Cs, shall be determined in accor- dance with Eq. 12.8 -2. Cs = SDS ( where SDS = the design spectral response acceleration parameter in the short period range as determined from Section 11.4.4 R = the response modification factor in Table 12.2 -1 1 = the occupancy importance factor determined in accordance with Section 11.5.1 The value of C computed in accordance with Eq. 12.8 -2 need not exceed the following: • SDI for T < TL (12.8 -3) C s T/R1 SDI TL Cs (R) Cs shall not be less than Cs = 0.01 (12.8 -5) In addition, for structures located where SI is equal to or greater than 0.6g, C shall not be less than (12.8 -1) (12.8 -2) for T > TL (12.8 -4) nimum Design Loads for Buildings and Other Structures (12.8 - 6) E 12.8 -1 COEFFICIENT FOR UPPER LIMIT TABLE 12.8 -2 VALUES OF APPROXIMATE PERIOD PARAMETERS Ct AND x 'Metric equivalents are shown in parentheses. where 1 and R are as defined in Section 12.8.1.1 and S = the design spectral response acceleration parameter at a period of 1.0 s, as determined from Section 11.4.4 T = the fundamental period of the structure (s) determined in Section 12.8.2 TL = long -period transition period (s) determined in Section 11.4.5 S = the mapped maximum considered earthquake spectral response acceleration parameter determined in accor- dance with Section 11.4.1 12.8.1.2 Soil Structure Interaction Reduction. A soil struc- ture interaction reduction is permitted where determined using Chapter 19 or other generally accepted procedures approved by the authority having jurisdiction. 12.8.13 Maximum S, Value in Determination of C For reg- ular structures five stories or less in height and having a period, T, of 0.5 s or less, C is•permitted to be calculated using a value of 1.5 for SS. 12.8.2 Period Determination. The fundamental period of the structure, T, in the direction under consideration shall be estab- lished using the structural properties and deformational character- istics of the resisting elements in a properly substantiated analysis. The fundamental period, T, shall not exceed the product of the coefficient for upper limit on calculated period (C from Table w t 2 -1 and th approximate fundamental period, T determined in ACo ""e . .1 an alternative to performing an analysis to determine the fundamental period, T, it is permitted to use the approximate building period, T calculated in' accordance with Section 12.8.2.1, directly. 12.8.2.1 Approximate Fundamental Period: The approximate fundamental period (T in s, shall be determined from the fol- lowing equation: T = C hn (12.8 -7) where h„ is the height in ft above the base to the highest level of the structure and the coefficients C and x are determined from Table 12.8 -2. 129 • • r • Note: For this specific site: Ss = 147.3 % S1= 50.7 % These values are much less than prototype design values found on page 1d. Therefore, prototype design will suffice • • Project Name = Tukwila,WA Date = Tue Oct 02 14:11:18 CDT 2007 Conterminous 48 States 2006 International Building Code Zip Code = 98188 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,F■ = 1.0 Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.429 Ss, Site Class B 1.0 0.489 S1, Site Class B Period Maximum Sa (sec) (g) 0.2 1.473 Ss, Site Class B 1.0 0.507 S1, Site Class B Period Minimum Sa (sec) (g) 0.2 1.377 Ss, Site Class B 1.0 0.470 S1, Site Class B 1 0 R = ? f(NSE Fin 1 Pkrc 1 i 5 •� �) EANTI Cputrz IM PO.TlNCe r; R .T - L (v - ICc -1 i S :x . /1/ V of C c ;h n • / ( PS T E Date Sheet No. of Job - 172.0E . r ?it Subject 576/246-E JZAc .S • Savo c. T A-SE .SSE V = C k✓ = DS NEED /VoT EXC.cED Sp / �-- / C t r / =EJ • elzt D.. �Gif'ci-ine. S. FCw c, Loh Pet -,'U4 4 Sso J1 Ctu- � = /5o l 0 cs = kc% .5 1' S vr ( Ac: br. 5 el'Sr ' ()se_ Ca.r0 u f' A, 56. Coegt..(e"..1- .141 _ Ito �u ss = D S /S02 = /S /, 0 cc,s Job J4fiA- Subject 5� E Talle, 1 (0' la641- / Date Sheet No. 116 (cre C` a(-; l-Sct F�oc€. of c.(c...s s rnci SjOe� l c..ccel SS SM 5 Ms SMS Ss ho Os) D e s 1 J per.-1.c 7es .s� S SMS Sps , /3(.$) Date Job Subject 5 4- e Cce-Wy . e,,+ F-u- GL5 4 J 0, S S( Njosel 5ptc t r- &eo ,i5` (5ec 1,13 S _ c S, 5 F4t = Z S (/ , ) S641 • Sp t = � � rvk1 Spy, 2 /3 6- 1 5 ) I1S) Sheet No. S 6 rte ict�ks. of 1 S&L class 4 o`� srec- responsc. 4.cCCi S (esettfl 01\1 1 I 5 .5 ,4) Job . + iS 4-' PCSI'sv - or Date Sheet No. of Subject r'c &. a 51 or4- f rio ct. Sp5 = l/ O C� -��G (�fJ 13. . `/( Vsc.. ��oO /, c� P eSe5y,_ L n, q i O J = i Srnu'L U Jc. Gro = it 0 D. (7:1 • -S 7br4VCsE ( 1 - sE S//,1 S D5 I O C {k z vio4 eke C = 1,0 cti3,4.. 6C3SO62) -ZZ.S C s (4,45),us o9I q S OS I E - 0.114 (p)Q5) Date Sheet No. Job ; L. }� Subject b « e V' 0.3'15 W \LL, 2 03100 W 54m-s; of ly I_ I � eru- C -oc,� L - ( ru- nSUerx_ CcL110..• C IL I A 0 yri Cc,C.c..oc .cam r Mov te,,.4 c'cA ,.-te_ Use- (4) L s. kl a( S ups 4st [ we I , se_ &- - 1 66 2 o UPC \I0 1 Date Sheet No. of Job Subject rc� Fc: I \AL 1, 2 I, o s 3eives = E._.°41-W-t-ticp4A1 ) _ ), a PSG w v - a4 6c, G (2: ' ,,x 43 = 412_ N . 3 Date C (� Sheet No. Job J\-c Subject 1 ©C I " \orne"Ii- F G.rr�Gt. resist ;too 3 /c \ = ces;sk Z �e-t- of 4- c°� k I'D act ei f Ub 1 48" MAX. 48" MAX. 11 4,9" MAX. 1 TYPICAL STCK UNIT SEISMIC DETAIL SCALE 112' (Ni 16 GAUGE GALVANIZED STEEL POST 24 GAUGE GALV. STEEL 5HELF Loe-c 16 GAUGE CHANNEL BRACE, TYP, FOR 4 /400,7260A1. EPAw • L c,EiterzA.A 3 - r�Ytsv°_rSC -. 'ITC- L.41o L), c2 L ) SS S Date Sheet No. Job Ste, A.d- Subject S$D ALL _ Lr S`n V �a.l Ib t5 / 3L 3 5i 16 of La M OT • • (`(R/kN Loa Di K-16,) - CM11 buTPUT SG1-1bKi Cow 1 M MM LT t kri E 4 T)L O IL- «' I'M))) x =� \ ; 6, 1 _ +n# Cz2LCtiM N DfS1 14 (A. Date Sheet No. 11 of Job \ Subject 61 A pA &C, ( ` R ) - t9l, "ILL 4 4S M G; (ASS 14 A . Citt, ,M qS. W \ KAA \` /z X C .1D Reference CFS Version 4.11 Section: Section 2.sct Channel 0.75x1.5 -14 Gage Rev. Date: 10/2/20077:37:20 AM By: Darcey Rapp Section Inputs Darcey Rapp Wallace Engineering Material: A653 SS Grade 50/1 No strength increase from cold work of forming. Modulus of Elasticity, E 2950.0..._ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in Torsion Constant Override, J 0 in Page 1 Channel, 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, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.5000 90.000 0.13600 Single 0.000 0.0000 0.7500 2 0.7500 0.000 0.13600 Cee 0.000 0.0000 0.3750 3 1.5000 - 90.000 0.13600 Single 0.000 0.0000 0.7500 • • CFS Version 4.11 Section: Section 2.sct Channel 0.75x1.5 -14 Gage Rev. Date: 10/2/20077:37:20 AM By: Darcey Rapp Member Check - 2001 AISI Specification - US (ASD) Design Parameters: Lx 29.400 in Ly 18.000 in Lt 18.000 in Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (lb) (lb -in) (lb) (lb -in) (lb) Entered 615.0 890.0 40.0 0.0 0.0 Applied 615.0 890.0 40.0 0.0 0.0 Strength 1800.3 1924.9 3456.4 1515.7 448.4 Effective section properties at applied loads: Ae 0.24670 in''2 Ixe 0.054241 in Sxe(t) 0.082641 in Sxe(b) 0.064293 in Darcey Rapp Wallace Engineering Page 2 Iye 0.024632 in"4 Sye(1) 0.065686 in Sye(r) 0.065686 in Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.342 + 0.492 + 0.000 = 0.834 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.118 + 0.462 + 0.000 = 0.580 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.214 + 0.000 = 0.214 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 16) • • CFS Version 4.11 Section: Section 2.sct Channel 0.75x1.5 -14 Gage Rev. Date: 10/2/20077:37:20 AM By: Darcey Rapp Member Check - 2001 AISI Specification - US (ASD) Design Parameters: Lx 43.400 in Kx 1.0000 Cbx 1.0000 Cmx 1.0000 Braced Flange: None Loads: Entered Applied Strength P Mx (lb) (lb -in) 305.0 725.0 305.0 725.0 1800.3 1924.9 Darcey Rapp Wallace Engineering Ly 18.000 in Lt Ky 1.0000 Kt Cby 1.0000 ex Cmy 1.0000 ey Moment Reduction, R: 0.0000 Vy My (lb) (lb -in) 30.0 0.0 30.0 0.0 3456.4 1507.6 Effective section properties at applied loads: Ae 0.24670 in Ixe 0.054241 in Sxe(t) 0.082641 in Sxe(b) 0.064293 in Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.169 + 0.403 + 0.000 = AISI Eq. C5.2.1 -2 (P, Mx, My) 0.058 + 0.377 + 0.000 = AISI Eq. C3.3.1 -1 (Mx, Vy) 0.142 + 0.000 = AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = Vx (lb) 0.0 0.0 448.4 Page 1 18.000 in 1.0000 0.0000 in 0.0000 in Iye 0.024632 in Sye(1) 0.065686 in Sye(r) 0.065686 in"3 0.572 <= 1.0 V 0.435 <= 1.0 0.142 <= 1.0 0.000 <= 1.0 s .5, ti ( SJer1 iot P .= 1 14 e°'" \ =.22� Y S- eC•vt- !. - /a CF S krte. `7 4J•(( S rc'C -C._ Date . Sheet No. Job Si -ri`cL ' k Subject Sc-c cRu_e_kc 21 of CFS Version 3.52 Section: Section 1.sct Channel 4.25x0.625 -16 Gage WALLACE ENGINEERING 818 GRAND BLVD. KANSAS CITY, MO Rev. Date: 01/18/2002 Rev. Time: 3:02:43 PM Rev. By: Phone: Fax: f � V 22 CFS Version 4.11 Section: Section 3.sct Channel 4.25x0.625 -16 Gage Rev. Date: 10/2/200710:11:34 AM By: Darcey Rapp Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in Torsion Constant Override, J 0 in Darcey Rapp Wallace Engineering Page 1 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) 1 0.6250 180.000 0.10800 Single 0.000 0.0000 0.3125 2 4.2500 90.000 0.10800 Cee 0.000 0.0000 2.1250 3 0.6250 0.000 0.10800 Single 0.000 0.0000 0.3125 2s • CFS Version 4.11 Section: Section 3.sct Channel 4.25x0.625 -16 Gage Rev. Date: 10/2/200710:11:34 AM By: Darcey Rapp Member Check - 2001 AISI Specification - US (ASD) Design Parameters: Lx 9.0000 in Kx 1.0000 Cbx 1.0000 Cmx 1.0000 Braced Flange: None Loads: Entered Applied Strength Effective Ae P Mx (lb) (lb -in) 15.0 1015.0 15.0 1015.0 3642.2 5720.4 section properties at 0.29827 in Ixe Sxe (t) Sxe (b) Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, AISI Eq. C5.2.1 -2 (P, Mx, AISI Eq. C3.3.1 -1 (Mx, AISI Eq. C3.3.1 -1 (My, Ly 9.0000 in Ky 1.0000 Cby 1.0000 Cmy 1.0000 Moment Reduction, My) My) Vy) Vx) Vy (lb) 225.0 225.0 2739.1 applied loads: 0.61516 in 0.28949 in 0.28949 in'3 0.004 + 0.177 0.004 + 0.177 0.031 0.000 Darcey Rapp Wallace Engineering Lt Kt ex ey R: 0.0000 My (lb -in) 0.0 0.0 250.6 Iye Sye (1) Sye (r) + 0.000 = 0.182 + 0.000 = 0.181 + 0.007 = 0.038 + 0.000 = 0.000 9.0000 in 1.0000 0.0000 in 0.0000 in Vx (lb) 0.0 0.0 645.0 0.00671 in 0.06967 in 0.01268 in'3 Page 2 2 4 _. 1.0 1.0 1.0 1.0 p e 5 �5• -� C�ovi n e�-�l o.: Ir� (2) I4 f i - I { C 1 -2 See4. -C-I A 1s o { I L .. 1 Vr, c L � -4D4- Date Sheet No. of r Job Subject S r , �44s 1 1 0.. PI sc , 3c V A 1 / 4 : 4 , ( Coq- 4 7,0 v#v V A -1(bu, , 04 7c:63, /o, f 5; Ib. • c J �1e� -4s T GA1 - S c arv■-• C-Chl 4e-2-k10 Vok Spreed.s%t 4- c,s2_ (_)z-e2f.e) A 0Z) floats Is 0 N(L e.tc.c1 hem OUTPUT - ALLOWABLE SHEAR VALUE Re: Coldformed Steel Section E4 pg V -94 Nondimensional ratio (t2/t1) 1.196 For t2/t1 < 1.0, Pns = Nominal shear value (smallest of the following) Pns = 4.2 * (t2 ^3 *d) ^.5 * Fu2 (lbs) Pns = 2.7 * t1 * d * Fu1 (lbs) Pns = 2.7 * t2 * d * Fu2 (lbs) 1,924 1,987 2,376 Pns (smallest value) . 1,924 For t2/t1 > 2.5, Pns = Nominal shear value (smallest of the following) Pns =2.7 *t1 * d * Fu1 (lbs) Pns = 2.7 " t2 * d * Fu2 (Ibs) 1987 2,376 Pns (smallest value) 1,987 Pns = Nominal shear value based on nondimensional ratio (t2/t1) 1- ALLOWABLE SHEAR VALUE W/ FACTOR OF SAFETY (LBS) 7 652 OUTPUT - ALLOWABLE TENSION VALUE Pnot = ALLOWABLE PULL -OUT FORCE Re: Coldformed Steel Section E4 pg v -94 tc = Thickness not in contact with screw head Pnot = 0.85 * tc * d * Fu2 0.0677 748 Pnov = ALLOWABLE PULL -OVER FORCE Pnov =1.5 * t1 * dw * Fu1 2,207 Lesser of Pnov & Pnot 748 ALLOWABLE TENSILE VALUE W/ FACTOR OF SAFETY (LBS) 249 •. ALLOWABLE SHEAR AND TENSION FOR FASTENERS CONNECTING COLDFORMED STEEL MEMBERS FILENAME: COLDFASTENER.XLS A ° Allowable loads computed in accordance with "Coldformed Steel Design Manual" AISI, 1996 INPUT Nominal screw diameter (in) Screw head diameter [dim] (in) Factor of Safety (ASD) MEMBER IN CONTACT WITH SCREW HEAD age:: e$ _ t1 = Thickness of member (in) Fu1 = Tensile ultimate strength (psi) MEMBER NOT IN CONTACT WITH SCREW HEAD AlgageTto t2 = Thickness of member (in) Fu2 = Tensile ultimate strength (psi) 935 312 Preventing Brittle Fracture of Screw (Re: Coldformed Steel Section E4.4.3) Pnt = 1.25 * (Lesser of Pnov & Pnot) TSCREW TENSILE CAPACITY (w/ factor of safety) MUST BE AT LEAST (lbs) 01./18/2002 Tb — �Jru Orl \At 3 65 i s 0 V o 1 2 -- 0, 2t6 1�1 1/= a,2(i V 20(01-, • II Date Sheet No. Job S$ Subject S NCcA� �Ls T sN . cv/ t2._ -2_1- TLS SUS AS4 ,000 /i %t-) (. 75 � 21 of e 4 wL (f. 42-0 �- wr. Col& &-." SI- -4 V = SZc 1- ALLOWABLE SCREW CAPACITY FILENAME. AAMA Steel 01/18/2002 Allowable loads computed in accordance with "METAL CURTAIN WALL FASTENERS" by the American Architectural Manufacturers Association. 2S. INPUT t = Base - Material (in) Fby = Yield strength of base material (psi) Fbu = Ultimate strength of base material (psi) d =. Nominal Thread Diameter (in) n = Threads per inch DM = Minimum MAJOR Diameter of EXTERNAL Threads (in) PD = Maximum Pitch Diamter of INTERNAL Threads (in) FU = Minimum Ultimate Tensile Strength of Screw (psi) Fy = Tensile Yield Strength of screw (psi) .7: ° ' 650• OUTPUT : Allowabies Based on Screw Capacitites Tensile Stress Area: AS = .7854 * (d - .9743/N ) ^2 Thread Root Area: AR = .7854 * (d - 1.2269/N ) ^2 Or Allowable Screw Tension: T allow = .333* Fu* As (Ibs) ` Allowable Screw Shear: V allow = .333 *Fu* Ar/ [sqrt (3)] (Ibs) 0.0225 0.0198 420 ) /3- 6-sc. ,--. ILTE.t. OUTPUT : Allowables Based on Material Capacity Allowable Material Bearing: B allow = 1.2 *Fu * d *t (Ibs) 705 TSA = Thread Stripping Area: 3.1416 *DM * 11/(2n) + .57735 * (DM -PD) I 0.01927 S = Allowable Shear Capacity of steel ( min of following:) 0.4Fbu /sgrt3 12,009 0.75 Fy /sgrt3 14,289 Minimum value 12,009 MT = Minimum Thickness required for adequate Pullout of Fastener (in) MT = Tmax / (S * TSA* n) + 1/n 0.1905 Tallow = Allowable Pullout of Fastener (Ibs) Tallow = (t -1 /n) * S * TSA * n (Ibs) 67 ALLOWABLE SCREW CAPACITY FILENAME. AAMA Steel 01/18/2002 Allowable loads computed in accordance with "METAL CURTAIN WALL FASTENERS" by the American Architectural Manufacturers Association. 2S. INPUT t = Base - Material (in) Fby = Yield strength of base material (psi) Fbu = Ultimate strength of base material (psi) d =. Nominal Thread Diameter (in) n = Threads per inch DM = Minimum MAJOR Diameter of EXTERNAL Threads (in) PD = Maximum Pitch Diamter of INTERNAL Threads (in) FU = Minimum Ultimate Tensile Strength of Screw (psi) Fy = Tensile Yield Strength of screw (psi) .7: ° ' 650• OUTPUT : Allowabies Based on Screw Capacitites Tensile Stress Area: AS = .7854 * (d - .9743/N ) ^2 Thread Root Area: AR = .7854 * (d - 1.2269/N ) ^2 Or Allowable Screw Tension: T allow = .333* Fu* As (Ibs) ` Allowable Screw Shear: V allow = .333 *Fu* Ar/ [sqrt (3)] (Ibs) 0.0225 0.0198 420 ) /3- 6-sc. ,--. ILTE.t. OUTPUT - ALLOWABLE SHEAR VALUE Coldformed Steel Section E4 V -94 Pnot = ALLOWABLE PULL -OUT FORCE Re: Coldformed Steel Section E4 pg v -94 � Re: pg 1ondimensional ratio (t2/t1) 0.0677 628 1.258 For t2/t1 < 1.0, Pns = Nominal shear value (smallest of the following) Pns = 4.2 * (t2 ^3 *d) ^.5 * Fu2 (Ibs) Pns = 2.7 * t1 *d * Fu1 (Ibs) Pns = 2.7 " t2 * d " Fu2 (Ibs) Lesser of Pnov & Pnot 1,763 1,586 1,996 Pns (smallest value) 209 1,586 For t2/t1 > 2.5, Pns = Nominal shear value (smallest of the following) Pns = 2.7 * t1" a* Fu1 (Ibs) Pns = 2.7 " t2 *d * Fu2 (Ibs) 1,586 1,996 Pns (smallest value) 1,586 Pns = Nominal shear value based on nondimensional ratio (t2/t1) 1,585 ALLOWABLE SHEAR VALUE W/ FACTOR OF SAFETY (LBS) /529 OUTPUT - ALLOWABLE TENSION VALUE Pnot = ALLOWABLE PULL -OUT FORCE Re: Coldformed Steel Section E4 pg v -94 tc = Thickness not in contact with screw head Pnot = 0.85 * tc * d * Fu2 0.0677 628 Pnov = ALLOWABLE PULL -OVER FORCE Pnov =1.5 *t1 *dw * Fu1 1,679 Lesser of Pnov & Pnot 628 ALLOWABLE TENSILE VALUE W/ FACTOR OF SAFETY (LBS) 209 ALLOWABLE SHEAR AND TENSION FOR FASTENERS CONNECTING COLDFORMED STEEL MEMBERS FILENAME: COLDFASTENER:XLS Allowable loads computed in accordance with "Coldformed Steel Design Manual" AISI, 1996 Nominal screw diameter (in) Screw head diameter [dw] (in) Factor of Safety (ASD) MEMBER IN CONTACT WITH SCREW HEAD 11 Gage StCa p t1 = Thickness of member (in) Fu1 = Tensile ultimate strength (psi) MEMBER NOT IN CONTACT WITH SCREW HEAD t2 = Thickness of member (in) Fu2 = Tensile ultimate strength (psi) INPUT ORM elia a 785 262 Preventing Brittle Fracture of Screw (Re: Coldformed Steel Section E4.4.3) ior Pnt = 1.25 * (Lesser of Pnov & Pnot) - SCREW TENSILE CAPACITY (w/ factor of safety) MUST BE AT LEAST (Ibs) 01/18/2002 C ke_r-k- Oki n n fr1.01--= } /f ‘8x c 7 C 3o Le �1 -f Bo 11. t = cow V E/2_01),_, I b. Y'2/2 Date Sheet No. of Job t ‘AL Subject C dY1YlGc -�- L •c7 Um i +0 Tr_ 0 - f t-- %i 6c,„_ ti (e 4-2 s Date Sheet No. Job 1 rt c- Subject S rcl..,j e_ J is 4 �► o /.� - F,w colt. 5 (\ V/} 11v w 4- 1(= I /Scream z �s of C2, Y Z �►E1� Use- CZ) ) 2 1-k- +0 gecre- 2 (4IL) = • e) S = Allowable Shear Capacity of steel ( min of following:) • 0.4Fbu/sqrt3 13395 0.75Fy/sqrt3 , 15,588 Minimum value 13,395 TSA = Thread Stripping Area: 3.1416 *DM * [ 1/(2n) + .57735 * (DM -PD) I 0.00881 MT = Minimum Thickness required for adequate Pullout of Fastener (in) MT = Tmax / (S * TSA * n) + 1/n 0.2772 PD = Maximum Pitch Diamter of INTERNAL Threads (in) , '`r Tallow = Allowable Pullout of Fastener (Ibs) -' Tallow = (t -1 /n) * S * TSA * n (Ibs) 354 OUTPUT : Allowables Based on Material Capacity • t = Base Material (in) n+ . '70 ::' Allowable Material Bearing: B allow = 1.2 *Fu *d *t (Ibs) 1,827 Fbu = Ultimate strength of base material (psi) TSA = Thread Stripping Area: 3.1416 *DM * [ 1/(2n) + .57735 * (DM -PD) I 0.00881 ALLOWABLE SCREW CAPACITY FILENAME: AAMA Steel Allowable loads computed in accordance with METAL CURTAIN WALL FASTENERS' by the American Architectural Manufacturers Association. OUTPUT : Allowables Based on Screw Capacitites Tensile Stress Area: AS = .7854 * (d - .9743/N ) ^2 Thread Root Area: AR = .7854 * (d - 1.2269/N ) ^2 Allowable Screw Tension: T allow = .333* Fu* As (Ibs) Allowable Screw Shear: V allow = .333 *Fu* Ar/ [sqrt (3)] (Ibs) 0.0253 0.0231 928 490 01/21/2002 • t = Base Material (in) n+ . '70 ::' Fby = Yield strength of base material (psi) <. ,' 4�ak F Fbu = Ultimate strength of base material (psi) = Nominal Thread Diameter (in) a.yy;4 n = Threads per inch DM = Minimum MAJOR Diameter of EXTERNAL Threads (in) PD = Maximum Pitch Diamter of INTERNAL Threads (in) , '`r Fu = Minimum Ultimate Tensile Strength of Screw (psi) -' Fy = Tensile Yield Strength of screw (psi) • r n< :fQ'£ -' ALLOWABLE SCREW CAPACITY FILENAME: AAMA Steel Allowable loads computed in accordance with METAL CURTAIN WALL FASTENERS' by the American Architectural Manufacturers Association. OUTPUT : Allowables Based on Screw Capacitites Tensile Stress Area: AS = .7854 * (d - .9743/N ) ^2 Thread Root Area: AR = .7854 * (d - 1.2269/N ) ^2 Allowable Screw Tension: T allow = .333* Fu* As (Ibs) Allowable Screw Shear: V allow = .333 *Fu* Ar/ [sqrt (3)] (Ibs) 0.0253 0.0231 928 490 01/21/2002 OUTPUT - ALLOWABLE TENSION VALUE Pnot = ALLOWABLE PULL -OUT FORCE Re: Coldforrned Steel Section E4 pg v -94 tc = Thickness not in contact with screw head Pnot = 0.85 * tc *d *Fu2 0.0538 499 Pnov = ALLOWABLE PULL -OVER FORCE Pnov =1.5 *t1 * dw* Fu1 4,894 Lesser of Pnov & Pnot 499 ALLOWABLE TENSILE VALUE W/ FACTOR OF SAFETY (LBS) 166 Nominal screw diameter (in) warm 1 Screw head diameter [dw] (in) Factor of Safety (ASD) WitMeil MEMBER IN CONTACT WITH SCREW HEAD t1 = Thickness of member (in) Fu1 = Tensile ultimate strength (psi) el 4 S q MEMBER NOT IN CONTACT WITH SCREW HEAD .;VS 'w+ras';iL....,_ t2 = Thickness of member (in) Fu2 = Tensile ultimate strength (psi) T, ?AMC .�eiilf•- - ,Fr.„ 'f:• 'Wag a$ e , ^ ALLOWABLE SHEAR AND TENSION FOR FASTENERS CONNECTING COLDFORMED STEEL MEMBERS FILENAME: COLDFASTENER.XLS Allowable loads computed in accordance with "Coldformed Steel Design Manual" AISI, 1996 OUTPUT - ALLOWABLE SHEAR VALUE Re: Coldforrned Steel Section E4 pg V -94 Vondimensional ratio (t2/t1) For t2/t1 < 1.0, Pns = Nominal shear value (smallest of the following) Pns = 4.2 * (t2 ^3 *d) ^.5 * Fu2 (Ibs) Pns .= 2.7 * t1 * d * Fu1 (Ibs) Pns = 2.7 * t2 * d *Fu2 (Ibs) Pns (smallest value) For t2/t1 > 2.5, Pns = Nominal shear value (smallest of the following) Pns = 2.7 * t1 * d * Fu1 (Ibs) Pns = 2.7 " t2 * d * Fu2 (Ibs) Pns (smallest value) Pns = Nominal shear value based on nondimensional ratio (t2/t1) ALLOWABLE SHEAR VALUE W/ FACTOR OF SAFETY (LBS) 0.430 1,249 4,111 1,586 1,249 4,111 1,586 1,586 1,249 416 624 208 Preventing Brittle Fracture of Screw (Re: Coldforrned Steel Section E4.4.3) Pnt = 1.25 * (Lesser of Pnov & Pnot) SCREW TENSILE CAPACITY (w/ factor of safety) MUST BE AT LEAST (Ibs) 01/21/2002 1 . 3ce_sc - ( . T 3 A Long k Date Sheet No. Job S ,dam, Subject krc. €.. , ) cs = a 14-( tr 4 I, x 3 3 /794- _ _ of M ( 0-2 k 4 q- _2-D(7. 1 Cam) (, If U5& CZ c I ) % 4 14-J l�( v�1� &.14- IS T 2 1Ob0 rs YA40w - 1619 w / Z" D , , : , 3 A 3- r / V . 114�1P /�-li�w = •� k �,�� � L �,��n = I 1 C c�m��i1 Stress Ll1cic. 0,6 040 1 ('c<.�svers �1rU frei T o p l,ft = —.V- 4.1 rte= 3852 = «3 } T rek _ 16 15 1 44 i Date Sheet No. Job 5f;55, }e.. Subject I - V S SG T C'! T1, of = 28"1 5� 14 31 �mo e_ JcSS �¢t e- IQ 1.12 Ef§ REPORTTM • • ICC Evaluation Service, Inc. www.icc- es.org DIVISION: 03— CONCRETE Section: 03151 — Concrete Anchoring • REPORT HOLDER: HILTI, INC. 5400 SOUTH 122" EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEnqus.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2003 International Building Code (IBC) • 2003 International Residential Code (IRC) • 1997 Uniform Building Codem' (UBC) Properties 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 structural lightweight concrete having a specified compressive strength, f' c , of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal- weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, f e , of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast -in -place anchors described in Sections 1912 and 1913 of the IBC and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.2 of the IRC. 3.0 DESCRIPTION KB -TZ anchors are torque - controlled, mechanical 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 or stainless steel materials with corrosion resistance equivalent to AISI 304. Carbon steel KB -TZ anchors have a minimum 5 pm (0.00002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from stainless steel with corrosion resistance equivalent to AISI 316. The hex nut for Copyright © 2005 ESR -1917 Issued September 1, 2005 This report is subject to re- examination in one year. Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 • (562) 699.0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 carbon steel conforms to ASTM A 563, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. 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. Installation information and dimensions are set forth in Section 4.3 and Table 1. Normal- weight and structural lightweight concrete shall conform to Sections 1903 and 1905 of the IBC and UBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Design strengths shall be determined in accordance with ACI 318 -02 Appendix D and this report. Design parameters are provided in Tables 3 and 4. Strength reduction factors 4) as given in ACI 318 D.4.4 shall be used for load combinations calculated in accordance with Section 1612.2 of the UBC or Section 1605.2 of the IBC. Strength reduction factors 4) as given in ACI 318 D.4.5 shall be used for load combinations calculated in accordance with Section 1909.2 of the UBC. Strength reduction factors 4) corresponding to ductile steel elements may be used. An example calculation is provided in Figure 6. 4.1.1 Requirements for Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension shall be calculated according to ACI 318 Section D.5.2.2, using the values of h and k as given in Tables 3 and 4 in lieu of h k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 shall be calculated with LP, as given in Tables 3 and 4. For carbon steel KB -TZ installed in the soffit of sand lightweight or normal- weight concrete on metal deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength may be omitted. (See Section 4.1.3.) 4.1.2 Requirements for Critical Edge Distance: In applications where c < c and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 Section D.5.2, shall be further multiplied by the factor Wedge as given by the following equation: c W edge — — C cr 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. (1) rs aea.adePaws. WO= Page 1 of 11 REFERENCE FOR STRENGTH REDUCTION FACTORS a Including Seismic Excluding Seismic ACI 318 Section D.4.4 1.1 1.4 ACI 318 Section D.4.5 1.2 1.55 Page 2 of 11 whereby the factor W edge need not be taken as less than 1.5 h . For all other cases, Wed = 1.0. Values for the c critical edge distance c shall be taken from Table 3 or Table 4. 4.1.3 Requirements for Pullout Strength in Tension: The pullout strength of the anchor in cracked and uncracked concrete, where applicable, is given in Tables 3 and 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete shall be calculated according to the following equation: Npn.rc = Np•ci 2500 (Ib, psi) N pa,rc = N p, encr 2500 (Ib, psi) (2) In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension shall be calculated according to the following equation: (3) Where values for N or N are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand lightweight or normal - weight concrete on metal deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete shall be calculated according to Eq. (2), whereby the value of Np,deck,cr shall be substituted for N The use of stainless steel KB -TZ anchors installed in the soffit of concrete on metal deck assemblies is beyond the scope of this report. In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension may be increased by W as given in Table 3. Minimum anchor spacing along the flute for this condition shall be the greater of 3.0h or 1 times the flute width. W is 1.0 for all cases. 4.1.4 Requirements for Static Shear Capacity V In lieu of the value of V as given in ACI 318 Section D.6.1.2(c), the values of V given in Tables 3 and 4 of this report shall be used. The shear strength Vs,deck as governed by steel failure of the KB -TZ installed in the soffit of sand lightweight or normal- weight concrete on metal deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. 4.1.5 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section D.8.3, values of c and s as given in Tables 2 and 3 of this report shall be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses hmin as given in Tables 3 and 4 of this report shall be used. Additional combinations for minimum edge distance c and spacing s may be derived by linear interpolation between the given boundary values. (See Figure 4.) 4.1.6 Requirements for Seismic Design: For load combinations including earthquake, the design shall be performed according to ACI 318 Section D.3.3. 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, shall be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3 and 4. The nominal pullout strength Np 5als and the nominal steel strength for anchors in shear Vs,se, shall Np,sels,Pc = Np,sels 2500 (Ib, psi) Rd Ra&row,ASD = — ESR -1917 be evaluated with the values given in Tables 3 and 4. The values of N pSes shall be adjusted for concrete strength as follows: (4) If no values for N pSe15 or VS,sels are given in Table 3 or Table 4, the static design strength values govern. (See Sections 4.1.3 and 4.1.4.) 4.2 Allowable Stress Design: Design resistances for use with allowable stress design Toad combinations calculated in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC, shall be established as follows: (5) where Rd = 4 • R represents the limiting design strength in tension (4)N ) or shear (4)V as calculated according to ACI 318 Sections D.4.1.1 and D.4.1.2 and Section 4.1 of this report. For load combinations including earthquake, the value R in Equation (5) shall be multiplied by 0.75 in accordance with ACI 318 Section D.3.3.3. Limits on edge distance, anchor spacing and member thickness, as given in Tables 3 and 4 of this report, shall apply. Allowable service loads for single anchors in tension and shear with no edge distance or spacing reduction are provided in Tables 6 through 9, for illustration. These values have been derived per Equation (5) using the appropriate strength reduction factors 4) from Tables 3 and 4 and the a factors provided in Section 4.2. The value of a shall be taken as follows: In lieu of ACI 318 D.7.1, D.7.2 and D.7.3, interaction shall be calculated as follows: For shear loads V s 0.2 • Va 1ww,ASD, the full allowable load in tension T ebwaSD may be taken. For tension loads T s 0.2 Tabw,ASD, the full allowable load in shear Va „ew.aso may be taken. For all other cases: 4.3 Installation: T V + s 1.2 T allow,ASD V allow,ASD (6) Installation parameters are provided in Table 1 and in Figure 2. The Hilti KB -TZ shall be installed according to manufacturer's published instructions and this report. Anchors shall be installed in holes drilled into the concrete using carbide - tipped masonry drill bits complying with ANSI B212.15 -1994. The nominal drill bit diameter shall be equal to that of the anchor. The drilled hole shall exceed the depth of anchor embedment by at least one anchor diameter to permit over - driving of anchors and to provide a dust collection area as required. The anchor shall be hammered into the predrilled hole until at least four threads are below the fixture surface. The nut shall be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in • • Page 3 of 11 the soffit of concrete on metal deck assemblies, the hole diameter in the steel deck shall not exceed the diameter of the hole in the concrete by more than '/ inch (3.2 mm). 4.4 Special Inspection: Special inspection is required, in accordance with Section 1701.5.2 of the UBC and Section 1704.13 of the IBC. The special inspector shall be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, and tightening torque. 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 and minimum embedment depths are as set forth in this report. 5.2 The anchors shall be installed in accordance with the manufacturer's published instructions and this report in cracked and uncracked normal- weight concrete and structural lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal - weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, f„ of 3,000 psi (20.7 MPa). 5.3 The values of f used for calculation purposes shall not exceed 8,000 psi (55.1 MPa). 5.4 Loads applied to the anchors shall be adjusted in accordance with Sections1612.2 or 1909.2 of the UBC and Section 1605.2 of the IBC for strength design, and in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC for allowable stress design. 5.5 Strength design values shall 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 shall comply with Tables 3 and 4. 5.8 Prior to installation, calculations and details demonstrating compliance with this report shall be submitted to the building official. The calculations and details shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED ESR -1917 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 (f > f subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, 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 Anchors are manufactured by Hilti AG, in Schaan, Liechtenstein, with quality control inspections by Underwriters Laboratories Inc. (AA -637). 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2004 (ACI 355.2). 6.2 A quality control manual. 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 (Underwriters Laboratories Inc.). 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 1/2 5/8 3/4 Anchor O.D. do In. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Nominal bit diameter dm In. 3/8 1/2 5/8 3/4 Effective min. embedment hd 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. hole depth ho In. (mm) 2 -5/8 (67) 2 -5/8 (67) 4 (102) 3 -7/8 (98) 4 -3/4 (121) 4 -5/8 (117) 5 -3/4 (146) Min. thickness of fastened party &d' In. (mm) 1/4 (6) Y4 (19) 1/4 (6) 3/8 (9) 314 (19) 1/8 (3) 1 -5/8 (41) Installation torque Ting ft-lb (Nm) 25 (34) 40 (54) 60 (81) 110 (149) Min. dia. of hole in fastened part do In. (mm) 7116 (11.1) 9/16 (14.3) 11/16 (17.5) 13/16 (20.6) Standard anchor lengths G m In. (mm) 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 (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length (inc! . dog point) Gem 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) (178) (38) (70) (133) (171) (38) (102) (152) Unthreaded length !,„w In. (mm) 2 -1/8 (54) 2-1/8 (54) 3 -1/4 (83) 4 (102) Distance from end of anchor to hd H In. (mm) 1/4 (6) 3/8 (10) 1/2 (13) 7/8 (22) • e Page 4 of 11 mandrel expansion element collar bolt setting assist UNC thread washer FIGURE 1 — HILTI CARBON STEEL KWIK BOLT TZ (KB - TZ) hex nut dog point ESR-1917 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. 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 V W Length of anchor, (inches) (nches) From 114 2 2 Y z 3 314 4 414 5 514 6 6 Y 7 714 8 8 / 9 9 / 10 11 12 13 14 15 Up to but including 2 21/2 3 31/2 4 41/2 5 51 6 614 7 7Y 8 814 9 914 10 11 12 13 14 15 16 • • Page 5 of 11 tanch tthread tunthr i 0 t FIGURE 2 —KB -TZ INSTALLED he/ th' h TABLE 2— LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) FIGURE 3 —BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT ES R -1917 Page 6 of 11 TABLE 3- DESIGN INFORMATION, CARBON STEEL KB -TZ DESIGN INFORMATION Anchor O.D. Effective min. embedment' Min. member thickness Critical edge distance Min. edge distance Min. anchor spacing Min. hole depth in concrete Min. specified yield strength Min. specified ult. strength Effective tensile stress area Steel strength in tension Steel strength in shear Steel strength in shear, seismic' Steel strength in shear, concrete on metal deck' Pullout strength uncracked concrete` Pullout strength cracked concrete` Pullout strength concrete on metal deck Symbol d ha hmin c Cmh, for Smk, for c h f f„ A,, N, V,,k N N Nmock.0 Units In. 0.375 (mm) (9.5) In. 2 (mm) (51) In. 4 (mm) (102) In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) Ib /in (N /mm Ib /in` (N /mm In' (mm Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Anchor category Effectiveness factor kuncr uncracked concrete Effectiveness factor k, cracked concrete' 1v3 = k„,/k° 8 Strength reduction factor 0 for tension, steel failure modes Strength reduction factor 0 for shear, steel failure modes Strength reduction 0 factor for tension, concrete failure modes, Condition B Strength reduction 0 factor for shear, concrete failure modes, Condition B Nominal anchor diameter 3/8 5 (127) 4 -3/8 4 (111) (102) 2 -1/2 ( 5 (127) 2 -1/2 ( 3 -5/8 (92) 2 -5/8 (67) 100,000 (690) 125,000 (862) 0.052 (33.6) 6,500 (28.9) 3,595 (16.0) 2,255 (10.0) 2130 (9.5) 2,515 (11.2) 2,270 (10.1) 1,460 (6.5) 1/2 05 (12.7) 2 (51) 4 (102) 6 (152) 5 -1/2 4 -1/2 (140) (114) 2 -3/4 (70) 5 -3/4 (146) 2 -3/4 (70) 4 -1/8 (105) 2 -5/8 (67) 3 -1/4 (83) 6 (152) 8 (203) 7 -1/2 6 (191) (152) 2 -3/8 (60) 5 -3/4 (146) 2 -3/8 (60) 3 -1/2 (89) 4 (102) 84,800 (585) 106,000 (731) 0.101 (65.0) 10,705 (47.6) 6,405 (28.5) 6,405 (28.5) 3,000 (13.3) NA NA 1,460 (6.5) 4,945 (22) 5,515 (24.5) 4,915 (21.9) 2,620 (11.7) 5/8 0.625 (15.9) 3 -1/8 (79) 5 (127) 6 -1/2 (165) 3 -5/8 (92) 6 -1/8 (156) 3-1/2 (89) 4 -3/4 (121) 3 -7/8 (98) 4 (102) 6 (152) 8 (203) 8 -3/4 6 -3/4 (222) (171) 3- /4 (83) 5 -7/8 (149) 3 (76) 4 -1/4 (108) 4 -3/4 (121) 84,800 (585) 106,000 (731) 0.162 (104.6) 17,170 (76.4) 10,555 (47.0) 10,555 (47.0) 4,600 (20.5) NA NA 2,000 (8.9) 6,040 (26.9) 9,145 (40.7) NA 4,645 (20.7) 3/4 0.75 (19.1) 3 -3/4 (95) 6 (152) 8 (203) 10 8 (254) (203) 4 -3/4 (121) 10 -1/2 (267) 5 (127) 9 -1/2 (241) 4 -5/8 (117) 4 -3/4 (121) 8 (203) 9 (229) 4 -1/8 (105) 8 -7/8 (225) 4 (102) 7 -3/4 (197) 5 -3/4 (146) 84,800 (585) 106,000 (731) 0.237 (152.8) 25,120 15,930 (70.9) 14,245 (63.4) NP 8,280 (36.8) NA NP NP 10,680 (47.5) NA NP 1 24 17 1.41 0.75 0.65 0.65 0.70 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 See Section 4.1.6 of this report. 3 See Section 4.1.4. NP (not permitted) denotes that the condition is not supported by this report. `See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. S See Section 4.1.3 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. 6 See ACI 318 -02 Section D.4.4. 'See ACI 318 -02 Section D.5.2.2. 9 See ACI 318 -02 Section D.5.2.6. 9 The KB -TZ is a ductile steel element as defined by ACI 319 Section D.1. t "For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 1 ESR -1917 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 5/8 3/4 Anchor O.D. do in. (mm) 0.375 (9.5) 0 5 (12.7) 0.625 (15.9) 0.75 (19.1)_ 4 -3/4 (121) Effective min. embedment' he in. (mm) 2 (51) 2 (51) 3 -1/4 (83) 3-1/8 (79) 4 (102) 3 -3/4 (95) Min. member thickness h„ in. (mm) 4 (102) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 6 (152) 8 (203) Critical edge distance c„, 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 (254) 7 (178) 9 (229) Min. edge distance c"" in. (mm) 2 -1/2 (64) 2 -7/8 (73) 2- /8 (54) 3 -1/4 (83) 2 -3/8 (60) 4 -1/4 (108) 4 (102) for ' 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 sink in. (mm) 2 -1/4 (57) 2 -7/8 73 ) (73) 2 (51) ( ) 2 -3/4 (70) ( ) 2 -3/8 60 ( ) 5 (127) 4 (102) for c Z 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 ho in. (mm) 2 -5/8 (67) 2 -5/8 (67) 4 (102) 3 -7/8 (98) 4 -3/4 (121) 4 -5/8 (117) 5 -3/4 (146) Min. specified yield strength f y Ib /in (N /mm ) 92,000 (634) 92,000 (634) 92,000 (634) 76,125 (525) Min. specified ult. Strength f o Ib /in` (N /mm ) 115,000 (793) 115,000 (793) 115,000 (793) 101,500 (700) Effective tensile stress area A„ mmZ ( ) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension No Ib (kN) 5,968 (26.6) 11,554 (51.7) 17,880 (82.9) 24,055 (107.0) Steel strength in shear V, Ib (kN) 4,870 (21.7) 6,880 (30.6) 11,835 (52.6) 20,050 (89.2) Steel strength in tension, seismic' N,,, Ib (kN) NA 2,735 (12 2) NA NA NA Steel strength in shear, seismic' Vse' Ib (kN) 2,825 (12.6) 6,880 (30.6) 11,835 (52.6) 14,615 (65.0) Pullout strength uncracked concrete v Ib (kN) 2,630 (11.7) NA 5,760 (25.6) NA NA 12,040 (53.6) Pullout strength cracked concrete3 NP Ib (kN) 2,340 (10.4) 3,180 (14.1) NA NA 5,840 (26.0) 8,110 (36.1) NA Anchor category 1 Effectiveness factor k,,, uncracked concrete 24 Effectiveness factor k cracked concrete 17 24 17 17 17 24 17 yi 1.41 1.00 1.41 1.41 1.41 1.00 1.41 Strength reduction factor 0 for tension, steel failure modes' 0.75 Strength reduction factor 0 for shear, steel failure modes' 0.65 Strength reduction 0 factor for tension, concrete failure modes, Condition B 0.65 Strength reduction 0 factor for shear, concrete failure modes, Condition B 0.70 Page 7 of 11 TABLE 4- DESIGN INFORMATION, STAINLESS STEEL KB -TZ or SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches See Fig. 2. 2 See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design. 3 See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. tee ACI 318 -02 Section D.4.4. 6 See ACI 318 -02 Section D.5.2.2. 6 See ACI 318 -02 Section D.5.2.6. 'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. 8 For use with the load combinations of ACI 318 -02 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 -02 Section D.4.4 is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. ESR -1917 42. Nominal Anchor Diameter Embedment Depth h (in.) Concrete Compressive Strength fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel 3/8 2 1,168 1,221 1,279 1,338 1,477 1,545 1,809 1,892 1/ 2 1,576 1,576 1,726 1,726 1,993 1,993 2,441 2,441 31/4 2,561 2,674 2,805 2,930 3,239 3,383 3,967 4,143 5/8 31/8 3,078 3,078 3,372 3,372 3,893 3,893 4,768 4,768 4 4,246 4,457 4,651 4,883 5,371 5,638 6,578 6,905 3/, 3 3/4 3,844 4,046 4,211 4,432 4,863 5,118 5,956 6,268 4 3/4 4,959 5,590 5,432 6,124 6,272 7,071 7,682 8,660 Concrete condition carbon steel KB -TZ, all diameters stainless steel KB -TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 • • Page 8 of 11 Sdesign Cdeslgn h Z hrnin S design C min at s C design FIGURE 4- INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-MEAN AXIAL STIFFNESS VALUES (3 FOR KB -TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL - WEIGHT CONCRETE (10 ounds /in.) 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. edge distance c TABLE 6 -KB -TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD), NORMAL - WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds) 3 For SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -02 and conversion to ASD in accordance with Section 4.2 Eq. (5) of this report is required. 2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.85. For all - lightweight concrete, multiply values by 0.75. See ACI 318 -02 Section D.3.4. 3 Condition B applies where supplementary reinforcement in conformance with ACI 318 -02 Section D.4.4 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. ESR -1917 Nominal Anchor Diameter Embedment Depth hef (in.) Concrete Compressive Strength fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel 3/8 2 1,054 1,086 1,155 1,190 1,333 1,374 1,633 1,683 1/2 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 31/4 2,282 2,312 2,500 2,533 2,886 2,925 3,535 3,582 5/8 31/8 2,180 2,180 2,388 2,388 2,758 2,758 3,377 3,377 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891 4,201 3/. 3 3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 4 3/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 Nominal Anchor Diameter Embedment Depth he (in.) Concrete Compressive Strength fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel 3/8 2 1,006 1,037 1,102 1,136 1,273 1,312 1,559 1,607 1/2 2 1,065 1,212 1,167 1,328 1,348 1,533 1,651 1,878 31/4 2,178 2,207 2,386 2,418 2,755 2,792 3,375 3,419 5/8 31/8 2,081 2,081 2,280 2,280 2,632 2,632 3,224 3,224 4 3,014 2,588 3,301 2,835 3,812 3,274 4,669 4,010 3/4 3 3/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568 4 3/4 3,900 3,900 4,272 4,272 4,933 4,933 6,042 6,042 Nominal Anchor Diameter Allowable Steel Capacity, Static Shear Carbon Steel Stainless Steel 3/8 1,669 2,661 % 2,974 3,194 5/8 4,901 5,495 3 4 7,396 9,309 Page 9 of 11 TABLE 7-KB-TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds) For SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -02 and conversion to ASD in accordance with Section 4.2 Eq. (5) is required. V Values are for norrnal weight concrete. For sand - lightweight concrete, multiply values by 0.85. For all- lightweight concrete, multiply values by 0.75. See ACI 318 -02 Section D.3.4. 3 Condition B applies where supplementary reinforcement in conformance with ACI 318 -02 Section D.4.4 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. TABLE 8 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD (ASD), STEEL (pounds) For SI: 1 lbf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds) 1.2 For SI: 1 Ibf = 4.45 N, 1 psi = 0.00(189 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -02 and conversion to ASD in accordance with Section 4.2 Eq. (5) is required. 2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.85. For all- lightweight concrete, multiply values by 0.75. See ACI 318 -02 Section D.3.4. 3 Condition B applies where supplementary reinforcement in conformance with ACI 318 -02 Section D.4.4 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. ESR -1917 Nominal Anchor Diameter Allowable Steel Capacity, Seismic Shear Carbon Steel Stainless Steel 3/8 999 1 ,252 1/2 2,839 3,049 5/8 4,678 5,245 3/4 6,313 6,477 • • Page 10 of 11 ESR -1917 MIN. 4-1/2" TABLE 10 —KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), STEEL (pounds) For SI: 1 Ibf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. MIN. 3,000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE II 1 II " MIN. 12" TYP. I ' MAX. 1" OFFSET, TYP. MIN. 20 GAUGE STEEL W -DECK LOWER FLUTE (RIDGE) FIGURE 5— INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES • Page 11 of 11 FIGURE 6- EXAMPLE CALCULATION ES R -1917 Given: tit a { z 2 - 1 /2 -in. KB -TZ anchors under static A g Tin A tension load as shown.. ss e q 1 .5h er s = 6" 1.5h h 3.25 in. Normal wt. concrete, f = 3,000 psi No supplementary reinforcing. Assume uncracked concrete. Condition B per ACI 318 D.4.4 c)'' Calculate the allowable tension load for �� T l ' �' "j -s,Z r�.r, { ' this configuration. 11%I Calculation per ACI 318 -02 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: ON._ OnAJ., = 0.75 x 2 x 0.101 x 106,000 = 16,0591b D.5.1.2 D.4.4 a) Table 3 Step 3. Calculate concrete breakout strength of anchor in tension: N ebg = A yr, y'2 y N b • `dg` ANB D.5.2.1 § 4.1.1 § 4.1.2 Step 3a. Verify minimum member thickness, spacing and edge distance: h„,,,,= 6 in. 5 6 in. ... ok smin 2.375 - 5.75 - = 2.375, 5.75 3.5, 2.375 D.8 Table 3 Fig. 3 slope -3.0 3.5 - 2.375 For cmin = 4in 2.375 controls Smin = 5.75 - [(2.375 - 4.0)( -3.0)] = 0.875 < 2.375in < 6i :. 0.875 cmin Step 3b. Check 1.5% = 1.5(3.25) = 4.88 in > c 3.0h = 3(3.25) = 9.75 in > s D.5.2.1 Table 3 Step 3c. Calculate AN° and AN for the anchorage: A = 9hu = 9 x (3.25) = 95.1 in A = (1.5h +c)(3h +s)= [1.5x (3.25) +4] [3x(3.25) +6]= 139.8in <2• A ... ok D.5.2.1 Table 3 Step 3d. Determine yr, : e' = .'. yi = D.5.2.4 - Step 3e. Calculate Nb: N = k., h'"; = 17 x ti 3 000 x 3.25'' = 5, 4561b D.5.2.2 Table 3 Step 3f. Calculate modification factor for edge distance: = 4 D.5.2.5 Table 3 y'2 1.5(3.25) Step 3g. yr =1.41 (uncracked concrete) D.5.2.6 Table 3 Step 3h. Calculate modification factor for splitting: c 1.5h 4 1.5(3.25) 1.5h 1.5k1 ? - = 0.53 > _ § 4.1.2 Table 3 VVi = - check : - ; 0.65 0.53 .. controls c c 7.5 7.5 Ccr 139'8 Step 3i. Calculate ON : D.5.2.1 D.4.4 c) § 4.1.1 Table 3 , 0N ,, = . x x x x x 95.1 Step 4. Check pullout strength: Per Table 3, ,000 P P 9 Al NPe,r� = 0 .65 2 5, 514 Ib = 7, 852 Ib D.5.3.2 D.4.4 c) § 4.1.3 Table 3 �n x x 2, 500 Step 5. Controlling strength: ON = 4,5391b < bnN < ¢N :. pi controls D.4.1.2 Table 3 Step 6. Convert value to ASD: T = 4,539 - 3,242 Ib T - § 4.2 1.4 • Page 11 of 11 FIGURE 6- EXAMPLE CALCULATION ES R -1917 • ti • Tuesday, October 02, 2007 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd 1 u0 y 12 15 9 a 11 m 10 CO A X Frame N 41 Page 1 Sections W4x13 • Tuesday, October 02, 2007 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd 9 9 i 10 7 gin 5 9in 11 9in 12 c of N c_ 0 N 9in 4 c >X g Frame zt?, Page 1 Sections W4x13 Tuesday, October 02, 2007 Multiframe3D Version 9.04 Project Details Title: Client Site Building Description 'Design Details Job ID: Version: • Company: Designed by: Checked by: Notes: 2 • 3 4 5 6 . 7 8 9 10 11 12 13 14 15 Joint Coordinates (in) Joint 1 2 3 4 5 6 7 8 9 10 11 12 Label Member Geometry (in,deg) Member 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Member Types Member Label 1 Column Column Column Column Column Column Column Column X Primary B X Primary B X Primary B X Primary B Column Column Stride Rite Shoe Rack Wallace Engineering Darcey Rapp Label Column Column Column Column Column Column Column Column X Primary Beam X Primary Beam X Primary Beam X Primary Beam Column Column Px' Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid x 0.000 9.000 0.000 9.000 0.000 9.000 0.000 9.000 0.000 9.000 0.000 9.000 Join ti 1 2 3 4 5 6 7 8 3 5 7 9 11 12 11 Tx' Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid y 0.000 0.000 4.000 4.000 53.400 53.400 96.800 96.800 144.000 144.000 24.000 24.000 Joint2 3 4 11 12 7 8 9 10 4 6 8 10 5 6 12 My' Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Multiframe Summary z 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Length 4.080 4.000 20.000 20.000 43.400 43.400 47.200 47.200 9.000 9.000 9.000 9.000 29.400 29.400 9.000 Mz' Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Rigid /Rigid Type Rigid Rigid Rigid Rigid Rigid Rigid Rigid Rigid Rigid Rigid Rigid Rigid Slope 90.000 90.000 90.000 90.000 90.000 90.000 90.000 90.000 0.000 0.000 0.000 0.000 90.000 90.000 0.000 Member Type Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Page 1 rack Orient. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Self Weight Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Tuesday, October 02, 2007 Multiframe3D Version 9.04 Member Sections Member Label Group Section 1 Column W W4x13 2 Column W W4x13 3 Column W W4x13 4 Column W W4x13 5 Column W W4x13 - •6 Column W W4x13 7 Column W W4x13 8 Column W W4x13 9 X Primary Beam W W4x13 '10 X Primary Beam W W4x13 11 X Primary Beam W W4x13 12 X Primary Beam W W4x13 13 Column W W4x13 14 Column W W4x13 15 W W4x13 Section Properties Section A Ix Iy J E G in' in in in ksi ksi W4x13 3.830 11.299 3.860 0.151 29000.995 11150.383 Total Mass (lb) 360.706 Joint Restraints (in,deg) Joint 1 2 Label III There are no springs Self Weight Load Cases(in /s Name Loading Type Design X Accel. Y Accel. Z Accel. No self weight load cases selected. Static Load Cases Name Loading Type Design Joint Joint Member Thermal Loads Disps Disps Disps EQ Unknown Strength +Serv. 4 0 0 0 DL +LL Unknown Strength +Serv. 8 0 0 0 Combined Load Cases Name EQ +DL +LL Joint Loads(lbf,lbf -in) EQ Joint Label 3 5 7 9 There are no member loads in EQ Joint Axes dx dy dz Local 0.000 0.000 0.000 Local 0.000 0.000 0.000 Loading Type Design Combined Strength +Serv. Load Px Px Px Px There are no prescribed joint displacements in EQ Mag 0.600 25.900 31.300 23.000 Multiframe Summary Factored Cases EQ DL +LL Page 2 rack Ox Oy Oz Factor 1.000 1.000 e Tuesday, October 02, 2007 Multiframe3D Version 9.04 There are no thermal loads in EQ Joint Loads(lbf,lbf -in) DL +LL Joint Label Load Mag 3 Py - 27.500 4 Py - 27.500 5 Py - 82.500 6 Py - 82.500 7 Py - 55.000 8 Py - 55.000 9 Py - 27.500 10 Py - 27.500 There are no prescribed joint displacements in DL +LL There are no member loads in DL +LL There are no thermal loads in DL +LL Joint Loads(lbf,lbf -in) EQ +DL +LL Joint Label Load Mag 3 Py - 27.500 3 Px 0.600 4 Py - 27.500 5 Px 25.900 5 Py - 82.500 6 Py - 82.500 7 Py - 55.000 7 Px 31.300 8 Py - 55.000 9 Py - 27.500 9 Px 23.000 10 Py - 27.500 There are no prescribed joint displacements in EQ +DL +LL There are no member loads in EQ +DL +LL There are no thermal loads in EQ +DL +LL Analysis Settings Joint Reactions (lbf,lbf -in) Load Case LC Type Analysis Options Settings EQ Static Linear DL +LL Static Linear EQ +DL +LL Static Linear Joint Label Load Case Rx' Ry' Rz' Mx' My' Mz' 1 EQ - 40.474 - 858.588 0.000 0.000 0.000 -0.000 1 DL +LL -0.000 192.500 0.000 0.000 0.000 -0.000 1 EQ +DL +LL - 40.474 - 666.088 0.000 0.000 0.000 -0.000 2 EQ - 40.326 858.588 0.000 0.000 0.000 0.000 2 DL +LL 0.000 192.500 0.000 0.000 0.000 -0.000 2 EQ +DL +LL - 40.326 1051.088 0.000 0.000 0.000 0.000 1111/ EQ 0.000 -0.000 0.000 0.000 0.000 0.000 3 DL +LL 0.000 0.000 0.000 0.000 0.000 0.000 3 EQ +1DL +LL 0.000 0.000 0.000 0.000 0.000 0.000 4 EQ -0.000 0.000 0.000 0.000 0.000 0.000 4 DL +LL -0.000 0.000 0.000 0.000 0.000 -0.000 4 EQ +DL +LL -0.000 0.000 0.000 0.000 0.000 0.000 Multiframe Summary Gil Page 3 rack • Tuesday, October 02, 2007 Multi£rame3D Version 9.04 EQ -0.000 -0.000 0.000 0.000 0.000 0.000 5 DL +LL 0.000 -0.000 0.000 0.000 0.000 0.000 5 EQ+DL +LL -0.000 -0.000 0.000 0.000 0.000 0.000 6 EQ -0.000 0.000 0.000 0.000 0.000 -0.000 6 DL +LL 0.000 0.000 0.000 0.000 0.000 -0.000 6 EQ+DL +LL -0.000 0.000 0.000 0.000 0.000 -0.000 7 EQ 0.000 -0.000 0.000 0.000 0.000 -0.000 '.7 DL +LL 0.000 0.000 0.000 0.000 0.000 -0.000 7 EQ +DL +LL 0.000 -0.000 0.000 0.000 0.000 -0.000 8 EQ 0.000 0.000 0.000 0.000 0.000 0.000 8 DL+LL -0.000 -0.000 0.000 0.000 0.000 -0.000 "•8 EQ +DL +LL 0.000 -0.000 0.000 0.000 0.000 0.000 9 EQ 0.000 -0.000 0.000 0.000 0.000 0.000 9 DL +LL 0.000 0.000 0.000 0.000 0.000 0.000 9 EQ +DL +LL 0.000 -0.000 0.000 0.000 0.000 0.000 10 EQ -0.000 0.000 0.000 0.000 0.000 0.000 10 DL +LL 0.000 -0.000 0.000 0.000 0.000 0.000 10 EQ +DL +LL -0.000 0.000 0.000 0.000 0.000 0.000 11 EQ 0.000 0.000 0.000 0.000 0.000 0.000 11 DL +LL 0.000 -0.000 0.000 0.000 0.000 -0.000 11 EQ +DL +LL 0.000 -0.000 0.000 0.000 0.000 0.000 12 EQ 0.000 -0.000 0.000 0.000 0.000 0.000 12 DL+LL -0.000 -0.000 0.000 0.000 0.000 0.000 12 EQ+DL+LL 0.000 -0.000 0.000 0.000 0.000 0.000 Sum of Reactions (lbf,lbf -in) EQ Rx - 80.800 Ry 0.000 Rz 0.000 Sum of Reactions (lbf,lbf -in) DL +LL Rx 0.000 Ry 385.000 Rz 0.000 Sum of Reactions (lbf,lbf -in) EQ +DL +LL Rx - 80.800 Ry 385.000 Rz 0.000 Member Actions (lbf,lbf -in) Page 4 rack Member Load Case Px' Vy' Vz' Tx' My' Mz' 1 EQ - 858.588 40.474 0.000 0.000 0.000 -0.000 (Column 858.588 - 40.474 0.000 0.000 0.000 161.898 1 DL +LL 192.500 0.000 0.000 0.000 0.000 -0.000 (Column - 192.500 -0.000 0.000 0.000 0.000 0.000 1 EQ +DL +LL - 666.088 40.474 0.000 0.000 0.000 -0.000 (Column 666.088 - 40.474 0.000 0.000 0.000 161.898 2 EQ 858.588 40.326 0.000 0.000 0.000 0.000 (Column - 858.588 - 40.326 0.000 0.000 0.000 161.302 2 DL +LL 192.500 -0.000 0.000 0.000 0.000 -0.000 (Column - 192.500 0.000 0.000 0.000 0.000 -0.000 2 EQ +DL +LL 1051.088 40.326 0.000 0.000 0.000 0.000 (Column - 1051.088 - 40.326 0.000 0.000 0.000 161.302 3 EQ - 641.727 40.068 0.000 0.000 0.000 814.036 (Column 641.727 - 40.068 0.000 0.000 0.000 - 12.667 3 DL +LL 165.000 0.000 0.000 0.000 0.000 0.000 (Column - 165.000 -0.000 0.000 0.000 0.000 -0.000 3 EQ +DL +LL - 476.727 40.068 0.000 0.000 0.000 814.036 (Column 476.727 - 40.068 0.000 0.000 0.000 - 12.667 4 EQ 641.727 40.132 0.000 0.000 0.000 814.521 (Column - 641.727 - 40.132 0.000 0.000 0.000 - 11.890 4 DL +LL 165.000 0.000 0.000 0.000 0.000 0.000 (Column - 165.000 -0.000 0.000 0.000 0.000 -0.000 4 EQ +DL +LL 806.727 40.132 0.000 0.000 0.000 814.521 (Column - 806.727 - 40.132 0.000 0.000 0.000 - 11.890 5 EQ - 221.364 27.148 0.000 0.000 0.000 724.860 Multiframe Summary Tuesday, October 02, 2007 Multiframe3D Version 9.04 C�3 Page 5 rack (Column 221.364 - 27.148 0.000 0.000 0.000 453.362 5 DL +LL 82.500 0.000 0.000 0.000 0.000 0.000 (Column - 82.500 -0.000 0.000 0.000 0.000 -0.000 5 EQ +DL +LL - 138.864 27.148 0.000 0.000 0.000 724.860 (Column 138.864 - 27.148 0.000 0.000 0.000 453.362 6 EQ 221.364 27.152 0.000 0.000 0.000 725.086 (Column - 221.364 - 27.152 0.000 0.000 0.000 453.312 .6 DL +LL 82.500 0.000 0.000 0.000 0.000 0.000 (Column - 82.500 -0.000 0.000 0.000 0.000 -0.000 _6 EQ+DL+LL 303.864 27.152 0.000 0.000 0.000 725.086 (Column - 303.864 - 27.152 0.000 0.000 0.000 453.312 •7 EQ - 55.693 11.496 0.000 0.000 0.000 292.081 (Column 55.693 - 11.496 0.000 0.000 0.000 250.521 7 DL+LL 27.500 -0.000 0.000 0.000 0.000 0.000 (Column - 27.500 0.000 0.000 0.000 0.000 -0.000 7 EQ +DL +LL -28.193 11.496 0.000 0.000 0.000 292.081 (Column 28.193 - 11.496 0.000 0.000 0.000 250.521 8 EQ 55.593 11.504 0.000 0.000 0.000 292.283 (Column - 55.593 -11.504 0.000 0.000 0.000 250.715 8 DL +LL 27.500 0.000 0.000 0.000 0.000 0.000 (Column -27.500 -0.000 0.000 0.000 0.000 0.000 8 EQ +DL +LL 83.193 11.504 0.000 0.000 0.000 292.283 (Column - 83.193 - 11.504 0.000 0.000 0.000 250.715 9 EQ 0.194 - 216.862 0.000 0.000 0.000 - 975.933 (X Prim -0.194 216.862 0.000 0.000 0.000 - 975.823 9 DL +LL -0.000 -0.000 0.000 0.000 0.000 -0.000 (X Prim 0.000 0.000 0.000 0.000 0.000 -0.000 9 EQ +DL +LL 0.194 -216.862 0.000 0.000 0.000 - 975.933 (X Prim -0.194 216.862 0.000 0.000 0.000 - 975.823 10 EQ 12.898 - 225.449 0.000 0.000 0.000 - 1015.113 (X Prim - 12.898 225.449 0.000 0.000 0.000 1013.932 10 DL+LL 0.000 -0.000 0.000 0.000 0.000 0.000 (X Prim 0.000 0.000 0.000 0.000 0.000 -0.000 la.� .._.._....._ .. >_....EQ+DL +LL.,,. ,......•. .12:898.......,.,,,,. 225 .449 .......0.. 000_... . :. -0`000 :. -. - 1015.113 (X Prim -12.898 2 9 0.000 0.000 0.000 - 1013.932 11 EQ 15.648 - 165.671 0.000 0.000 0.000 - 745.443 (X Prim -15.648 165.671 0.000 0.000 0.000 -745.594 11 DL +LL -0.000 -0.000 0.000 0.000 0.000 -0.000 (X Prim 0.000 0.000 0.000 0.000 0.000 -0.000 11 EQ +DL+LL 15.648 - 165.671 0.000 0.000 0.000 - 745.443 (X Prim - 15.648 165.671 0.000 0.000 0.000 - 745.594 12 EQ 11.504 - 55.693 0.000 0.000 0.000 - 250.521 (X Prim - 11.504 55.693 0.000 0.000 0.000 - 250.715 12 DL+LL 0.000 0.000 0.000 0.000 0.000 0.000 (X Prim -0.000 -0.000 0.000 0.000 0.000 0.000 12 EQ +DL +LL 11.504 -55.693 0.000 0.000 0.000 -250.521 (X Prim - 11.504 55.693 0.000 0.000 0.000 - 250.715 13 EQ -446.813 40.150 0.000 0.000 0.000 890.158 (Column 446.813 - 40.150 0.000 0.000 0.000 290.253 13 DL +LL 165.000 0.000 0.000 0.000 0.000 0.000 (Column - 165.000 -0.000 0.000 0.000 0.000 -0.000 13 EQ +DL+LL - 281.813 40.150 0.000 0.000 0.000 890.158 (Column 281.813 -40.150 0.000 0.000 0.000 290.253 14 EQ 446.813 40.050 0.000 0.000 0.000 888.622 (Column - 446.813 -40.050 0.000 0.000 0.000 288.846 14 DL +LL 165.000 0.000 0.000 0.000 0.000 0.000 (Column - 165.000 -0.000 0.000 0.000 0.000 -0.000 14 EQ +DL +LL 611.813 40.050 0.000 0.000 0.000 888.622 (Column - 611.613 - 40.050 0.000 0.000 0.000 288.846 15 EQ 0.082 - 194.914 0.000 0.000 0.000 - 877.491 - 0.C82 194.914 0.000 0.000 0.000 - 876.733 15 DL +LL 0.000 -0.000 0.000 0.000 0.000 0.000 - 0.000 0.000 0.000 0.000 0.000 0.000 EQ+DL +LL 0.082 - 194.914 0.000 0.000 0.000 - 877.491 - 0.C82 194.914 0.000 0.000 0.000 - 876.733 15 Multiframe Summary Tuesday, October 02, 2007 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd 814.032 814.51 Plot View - Static Case: EQ Mz' (Ibf -in) 4 Page 1 • Tuesday, October 02, 2007 Page 1 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd 0 Plot View - Static Case: DL +LL Mz' (Ibf -in) �ti • Tuesday, October 02, 2007 Page 1 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd 858.58; 1f k :58.588T Plot View - Static Case: EQ Px' (lbf) 6(0 • Tuesday, October 02, 2007 Page 1 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd Plot View - Static Case: DL +LL Px' (Ibf) A 0 me a x Tuesday, October 02, 2007 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd Plot View - Static Case: EQ Vy' (Ibf) ti8 Page 1 s Q Tuesday, October 02, 2007 Page 1 Multiframe3D Version 9.04 H: \Stride -Rite Proto \rack.mfd 0 Plot View - Static Case: DL +LL Vy' (Ibf) 06 -05 -2008 LAUREN CHASE 191 SPRING ST LEXINGTON MA 02421 RE: Permit Application No. D08 -008 1077 SOUTHCENTER MALL TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 01/07/2008 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 07/05/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 07/05/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: fer Marshall • Technician Permit File No. D08 -008 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 o Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 ACTIVITY NUMBER: D08 -008 DATE: 01 -07 -08 PROJECT NAME: STRIDE RITE SITE ADDRESS:: 1077 MALL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: 9 c,A 1 Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP 5R Fire Pr ntion Structural Incomplete Structural Review Required Approved with Conditions DATE: DATE: Planning Division ❑ Permit Coordinator DUE DATE: 01 -08 -08 Not Applicable No further Review Required n DUE DATE: 02 -05 -08 kJ, Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License FLINTCI970PZ Licensee Name FLINTHILLS CONSTRUCTION INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602328518 Ind. Ins. Account Id SECRETARY Business Type CORPORATION Address 1 5221 SE STANLEY RD Address 2 City TECUMSEH County OUT OF STATE State KS Zip 665429731 Phone 7853795499 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 10/9/2003 Expiration Date 10/9/2009 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date BARKES, DAVID PRESIDENT 10/03/2003 BARKES, KATHY SECRETARY 10/03/2003 BARKES, KATHY TREASURER 10/03/2003 BARKES, DAVID VICE PRESIDENT 10/03/2003 Look Up a Contractor, Electric or Plumber License Detail II Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= FLINTCI970PZ 06/06/2008 SCALE NONE NOT USED 2 1/2" MIN. EMBED. (2) REQUIRED PER BASE PLATE (10150 * r1) 3/8" DIA. X 2 I/2" MIN. EMBEDMENT ANCHOR BOLTS SUPPLIED BY THE 60' AL CONTRACTOR ANCHOR BOLT BY Date (76 City of Tukwila BUT! DING DIVISION ISION -..,,... __ .... .. NO c S � ; ' . 7;ci S c}r.r nC(1 r`r? i of worK v ;` . : r sp ; :', .':.' .' i Tukwila guiding Division. 1 g NOTE: Revisions will require c new plan submittal 1 and may Include additional flan review fees. I FIXTURE FLOOR PLAN i MASONITE PANELS AT BACK TO BACK SHELVING UNITS BY 6.0. IS GAUGE METAL SHELVE 16 GAUGE CHANNEL BRACE 14 GAUGE GALVANIZED STEEL POST (50 K51) 8 BASE DETAIL (TYP.) 9 COLUMN & BASE PLATE DETAIL 7 9" DEEP STOCK UNIT SCALE' 3' - 1' -0' 14 GAUGE POST (50 K51) . (2) 'HILTI' KWIK BOLT TZ EXPANSION ANCHORS, 3/8" DIA. X 2 I/2" MIN. EMBD. OR APPROVED EQUAL 3/16° X 3/8" SLOT SCALE: NONE LADDER AND TRACK (TYPICAL) SUPPLIED BY COTTERMAN AND CO. AND INSTALLED BY G.C. —\ STOCK ROOM 9 "XI2' 9 "X12' 4' X 9 " X 12' 4'X9 ° X12' 4'X9 "X12' 4'X9 "X12' 4'X9"X12' STOCK ROOM SHELVING (TYPICAL) REFER TO 3/5-1 X X 3' -0 1 /2" . 3'X9 "X ' CORRIDOR 33' -6" EXISTING VERIFY XISTING VEIFY 4X9XTT 4XX12' 4X- Q' a. _. MMO A 20 GAUGE 2 I/2° METAL STD BRACING LOCATED MAXIMUM 8' -o O.G., TYPICAL 16 6AU6E CHANNEL -- BRACE AT 144" A.F.F. AT BOTH 5IDE5 NNEL lb GAUGE CHA BRAGE AT qb 3/4" A.F. FAT BOTH SIDES ADJJSTMENTS AREA. 2" O.G. TYP. 14 GAUGE GALVANIZED STEEL POST (50 K5I) 16 GAUGE CHANNEL BRACE AT 53 3/8" AFF. AT BOTH SIDES 24 GAUGE GALV. • SHELF, TYP. 16 GAUGE CHANNEL BRACE AT 25" A.F.F. AT BOTH SIDES 16 GAUGE CHANNEL BRACE AT 5 I /2' AF.F. AT BOTH SIDES POST LOAD 5I6N5 SHOWING 501156 PER SHELF MAXIMUM. SCALE' 3/4' - 1' -0" STOCK UNIT HT. # OF SHELVES q' -o 6 l0' -O" 7 II'-O" $ 12 '- 0 " 8 TYPICAL CONFIGURATION SCALE' NONE 3/4" X 17 GAUGE STRAP ATTACHED WITH MIN. 3/16" DIA. GRADE 2 BOLT OR BETTER AT EACH END. RIVET AT CENTER. X- BRACING REQUIRED ON EVERY OTHER UNIT IN A RUN. GENERAL SEISMIC NOTES: I. LIGHT DUTY STORAGE FIXTURE DESIGNED PER DIVISION X, CHAPTER 22, OF THE I UB.G. 2. STORAGE CAPACITY: BOLE'S. PER SHELF LEVEL ASTM A510 FOR SHAPE Fy = 33000 P51 GRADE 53 ALL BOLTS A5Q1 UNLESS NOTED RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE OF I IN. / 10 FT. BACK BRACE DETAIL SCALE 3' - 1-0' SCALE 1/2' - 1-0' I. 6.C. SHALL SUPPLY AND INSTALL CHICKEN WIRE BACKS ON THE BACK -TO -BACK SHELVES. 45" MAX. 48' MAX. 4 HORIZONTAL BRACE DETAIL 16 EiA. BACK TO BACK CLIP OR #I2 TEK SCREWS ®24' O.G. 16 G AUGE CHANNEL BRACING, ATTACH WITH (4) I/4" p BOLTS, (2) PER EN 5° 0.0. CHANNEL BRACE SECTION SCALE NONE 10 TYPICAL STOCK UNIT SEISMIC DETAIL 14 GAUGE GALVANIZED STEEL POST (50 KS1) 24 GAUGE 6ALV. STEEL SHELF 16 6AU6E CHANNEL BRACE, TYP. FOR 5 SHELVES ARE CONSTRUCTED OF 24 GAUGE GAZVANIZ P STEEL, HEMMED FRONT AND BACK, AND IS GAUGE END CHANNELS 11 GA. BACK BRACE 10 -04 -01 JAN 0 PERMIT ISSUE BID/PERMIT 7 /UV8 CENTER STOCKROOM S - ELF 3ETAILS stride rIte SOUTH CENTER D08 -008 0/41°1' m CC Q LJ r: m a t41 = co N � n n H O °o cn r o_n o V c1a N re, J r� CD 124 < Co CONSULTANTS WALLACE ENGINEERING STRUCTURAL CONSULTANTS. INC. 818 GRAND BOULEVARD. SUITE 1100 KANSAS CITY. MISSOURI 64106 816-421-8282. FAX 816 - 421 -8338 J J J Z 0 Q w � F- Z LLI -O I` Cr) a0_ Nr) D mio 0 i 4-