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Permit D16-0042 - BEST BUY - STORAGE RACKS
BEST BUY 17364 SOUTHCENTER PKWY EXPIRED 12/11/16 D16-0042 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2623049110 17364 SOUTHCENTER PKWY Project Name: BEST BUY Permit Number: Issue Date: Permit Expires On: D16-0042 6/14/2016 12/11/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: KIR TUKWILA 050 LLC 3333 NEW HYDE PARK RD #100 C/O KIMCO REALTY CORP, PO BOX 5020 NEW HYDE PK, CO, 11042 LINDSAY FLEENER 999 18TH ST #3000 , DENVER, CO, 80202 HORIZON RETAIL CONSTRUCTION INC 1500 HORIZON DR , STURTEVANT, WI, 53177 HORIZRC072N5 Lender: Name: BEST BUY Address: 17364 SOUTHCENTER PKWY , TUKWILA, WA, 98188 Phone: (303) 472-4773 Phone: (262) 638-6000 Expiration Date: 4/15/2017 DESCRIPTION OF WORK: RACKING SYSTEM IN EXISTING TENANT SPACE Project Valuation: $10,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $491.22 Occupancy per IBC: Water District: H IGH LI N E,TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No/ Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: 0141 SOUKc---( This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Date: PERMIT CONDITIONS: 3: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 4: Maintain fire extinguisher coverage throughout. 6: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 5: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 8: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 9: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 10: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 11: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 12: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 7: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 13: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 14: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 15: ***BUILDING PERMIT CONDITIONS*** 16: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 17: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 18: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 19: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 20: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 21: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL CITY OF TUK..A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 014 Poq Building Permit No. Project No. Date Application Accepted: l 10 Date Application Expires: el ! I (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION �©King Co Assessor's Tax No.: /] Site Address: / / � 1 t)7,/ G6M-- t TX'4� Suite Number: Floor: r1141 Tenant Name: M/%/ 51, PROPERTY OWNER Name: -%r j -c f / Address: /T04___61v-i-,--6,.._ i d /4 City: 7 epti//-n___ State:04 Zip: gi/ fl CONTACT PERSON - person receiving all project communication p Name: j / tgix, L�� /L .'(4_6_,_/ ifCs/� [ Address: q / 7 L �y, r r �cvo /fin/1/6/� City: /% State: e7 Zip:g' Phone: 4724.7, "6i - �/%ae) �1 /�P. Email: ./O� /l= ��G�/z. C - 5Jf}�i'i'IY/1/v/g%7o/VZ GENERAL CONTRACTOR INFORMATION Company Name: Address: Address: ?of)1/V4, /ZI/(I%o/((41/ City: /0 //**6/5%T&' U State: / ,zM/ Zip. ,,,7--44, , Phone /Z _/ /� ax:/`�/7/31". City: State: Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh New Tenant: ❑ Yes ❑ .. No ARCHITECT OF RECORD Company Name: e,,,,,,, /7 / /fig ,/ 0/ K Architect Name: 1/ Address: ?of)1/V4, /ZI/(I%o/((41/ City: /0 //**6/5%T&' U State: / ,zM/ Zip. ,,,7--44, , Phone /Z _/ /� ax:/`�/7/31". , 7 ///yiaez�/`gez Email: ENGINEER OF RECORD Name:/ 97- ,iit( Address`1544 e C/r%t_ /�4/ 6( Company Name: Engineer Name: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:/ 97- ,iit( Address`1544 e C/r%t_ /�4/ 6( City: 7 x` //L 4 Stat - Zip: /tail Page 1 of 4 BUILDING PERMIT INFORMATIC 206-431-3670 Valuation of Project (contractor's bid price): $ Describe the scope of work (please provide detailed information 7-9V, N r /7/vC& Existing Building Valuation: $ L/ /A( t/ 7 -6A7 //V Will there be new rack storage? ❑ .... Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? D Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 15t Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? D Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INF NATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet: Water District ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑...Valley View ❑... Renton 0 ...Sewer Availability Provided ❑... Renton ❑... Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") 0 .. Technical Information Report (Storm Drainage) 0 .. Bond ❑... Insurance ❑... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards 0 .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0 .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public ❑• ❑• ❑• ❑. 0... Geotechnical Report ❑ ... Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours ❑ ... Right-of-way Use — Potential Disturbance ❑... Work in Flood Zone 0...Storm Drainage .. Abandon Septic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Line WO # WO # WO # Private ❑ Private ❑ ❑... Grease Interceptor ❑... Channelization ❑ ... Trench Excavation 0... Utility Undergrounding (2) " WO # (3) " WO # (2) " WO # (3) " WO # ❑ .. Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ .. Water ❑ .. Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) ❑ .. Sewage Treatment Mailing Address: Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: Print Name: Date: Day Telephone: &49 5 Mailing Address: 7. City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $305.12 D16-0042 Address: 17364 SOUTHCENTER PKWY Apn: 2623049110 $305.12 DEVELOPMENT $290.80 PERMIT FEE R000.322.100.00.00 0.00 $286.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $14.32 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R7955 R000.322.900.04.00 0.00 $14.32 $305.12 Date Paid: Friday, March 18, 2016 Paid By: HORIZON Pay Method: CHECK 383049 Printed: Friday, March 18, 2016 11:06 AM 1 of 1 ?irfiJL/7SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $186.10 D16-0042 Address: 17364 SOUTHCENTER PKWY Apn: 2623049110 $186.10 DEVELOPMENT $186.10 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R7710 R000.345.830.00.00 0.00 $186.10 $186.10 Date Paid: Wednesday, February 17, 2016 Paid By: LINDSAY FLEENER Pay Method: CREDIT CARD 056793 Printed: Wednesday, February 17, 2016 10:59 AM 1 of 1 CRSYSTEMS FILM STRUCTURAL CALCULATIONS FOR SEISMIC ANALYSIS OF STEEL STORAGE RACKS AND PACIFIC SALES WALLS AND HANGING GRIDS REVIEWED FOR CODE CQMPL.IANCE APPROVED MAY 16 2016 • City ofTukwila BUILDING DIVISION, CORRcC,TION LTR-# BEST BUY STORE #447 - Tukwila, WA RECEIVED CITY OF TUKWILA MAY 09 2016 PERMIT CENTER PERMIT February 9, 2016 REVISION 1 MAY 5, 2016 (Sheets B70 - B83 & B87) PREPARED BY: AST ADVANCED STRUCTURAL TECHNOLOGIES, INC. 7212 Metro Blvd Edina, MN 55439 b 16004 Phone: 952-854-9302 Fax: 952-854-9690 www.astmn.com 4 TABLE OF CONTENTS Section Description Section Number/Page # Design Narrative Section A Gondola Overrack design overview A2 Rack Types HR.3 & HR.4: 8'-0" 812'-0" High Half Gondola Overracks (with 3x6 uprights) Section B Seismic Loads B1 -B6 Visual Analysis model B7 -B20 Member section properties B16 -B20 Input Files B21 -B26 Member analysis/design B27 -B57 Base Plate 8 Anchorage Design B58 -B83 Slab analysis B84 -B86 8'-0" rack anchorage information B87 -B91 Rack Type HR.7 8'-0" Half Gondoal Overracks (with 2x5 uprights) Section D Seismic Loads D1 -D6 Visual analysis model D7 -D12 Member section properties D13 -D17 Input File D18 -D19 Member analysis/design 020-040 Base Plate 8 Anchorage Design D41 -D47 Slab analysis 048-050 Testing data D51 Pacific Sales Walls and Hanging Gird Supports Section P Rack Type TM.17 8'-0" Half Gondoal Overracks Section TM SECTION A DESIGN NARRATIVE (STEEL STORAGE RACKS) 14' Advanced Structural Technologies, Inc. Project: Best Buy racks By: DB Sheet: Al DESIGN NARRATIVE In retail facilities, the safety of the public during an earthquake event is not only dependent on the performance of the building structure, but also the structural performance of the steel storage rack systems. As a result, steel storage rack systems must be designed to prevent collapse or overturning of the racking system when subjected to the code -prescribed gravity and seismic loads. The calculations contained in this package are provided to demonstrate the structural adequacy of the steel storage rack system proposed at this location. SCOPE The scope of these calculations is limited to the structural analysis/design of the 8'-0" high and 12'-0" high steel storage racks subjected to gravity (weight of racks and their contents) and code -prescribed seismic loads. Anchorage of the racking system to the slab on grade is also included as part of these structural calculations. CODES The seismic structural analysis/design of the racking system contained in these calculations is based on the following codes: • 2012 International Building Code • RMI Specification for the Design, Testing and Utilization of Industrial Steel Storage Racks • ASCE 7-10 — Minimum Design Loads for Buildings and Other Structures • AISI North American Specification for the Design of Cold -Formed Steel Structural Members RACK SYSTEMS The racking consists of two main types: gondola overrack systems & warehouse rack systems. The rack systems are analyzed for two conditions of operating (seismic) weight: a) weight of the rack plus every storage level loaded to 67% of rated load capacity and b) weight of the rack plus the highest storage level only loaded to 100% of its rated capacity. See pages A2 & A3 and the appropriate sections of these calculations for additional information on these racking systems. AciT • Advanced Structural Technologies, Inc. Project: Best Buy racks By: DB Sheet: A2 GONDOLA OVERRACK DESIGN (8'-0" High Half Gondola Overrack, 8'-0" Full Gondola Overrack & 12'-0" Half High Gondola Overrack) 1. Rack system is analyzed considering the loads shown using the Visual Analysis software program (version 5.50.0022). Note: the 12'-0" high half rack controls and all three racks are designed for these loads. Down -aisle seismic loads (longitudinal seismic loads) - seismic loads are resisted by a moment frame consisting of the upright columns and braced frames. Weight of racking system contents (dead load) Cross -aisle seismic loads (transverse seismic loads) - seismic loads are resisted by cantilever action of the upright column and the couple created at the base through the L-shaped (for half -rack systems) or T- shaped assembly (full overrack systems). braced frame Self -weight of racking system (dead load) upright column & base plate base leg & base plate 2. The system components are analyzed to determine their adequacy to support the design loads. The main seismic resisting components include the upright column, the base leg, the braced frame and the connections between these components. 3. The system is checked for overturning, the base plates analyzed and the anchorage of the rack system base plates to the concrete slab is designed. 4. The concrete slab and the supporting soil are then analyzed to determine if they can support the design loads. SECTION B FIXTURE TYPES HR.3 & HR.4 (8'-0" & 12'-0" HIGH HALF GONDOLA OVERRACKS WITH 3X6 UPRIGHTS) B1 AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet is used to calculate the seismic base shear and vertical distribution of seismic forces for steel storage racks. DESCRIPTION > ALTERNATE ANALYSIS 12' HIGH HALF GONDOLA OVERRACK > Note: the loads shown here are for reference only. The rack has been designed for MI loads shown on pages B4 -B6. Seismic Load Analysis Site Coefficients Ss = 1.445 S1 = 0.538 Site Class = D Fa = 1 F„ = 1.5 Response Spectrum ASCE-7 reference Figures 22-1 through 22-14 Figures 22-1 through 22-14 Table 11.4-1 Table 11.4-2 SMS = SMI = SDs = SDI = 1.445 0.807 0.963 0.538 Earthquake Design Criteria SMs = FaSs SMI =F,S1 SDs = 2/3SMs SDI = 2/3SMI Occupency Category = 1I Table 1-1 Seismic Design Category for SDs = D Table 11.6-1 for SDI = D Table 11.6-2 SDG for Design = D Seismic Weight (per ASCE 7 section 15.5.3.2) weight of rack system = 300 Ib. rack weight will be distributed to shelves Number of shelves = 2 Condition a Condition b contents shelf height Seismic Shelf (lb.) above base (in.) Seismic W W #1 200 4 284 150 #2 200 144 284 350 #3 0 0 0 0 #4 0 0 0 0 #5 0 0 0 0 Total W = 568 lb. 500 lb. Note: The steel storage rack system is designed for the following two conditions of operating weight: a. weight of the rack plus every storage level loaded to 67% of its rated load capacity b. weight of the rack plus the highest storage level only loaded to 100% of its rated load capacity AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of Seismic Base Shear Importance Factor , I = 1.5 Section 15.5.3.1 Response Mod. Coefficient, R = 4 Section 15.5.3.1 Seismic Response Coefficient Cs calc. = 0.361 Eqn. 12.8-2: C, = Sps/(R/I) Cs min = 0.004 C, min = 0.004Sps 0.010 C, = 0.01 Cs for Design = 0.361 or 36.1% condition a V = 205 lb. Eqn. 12.8-1: V =CsW condition b V = 181 lb. Eqn. 12.8-1: V = CsW Vertical Distribution of Seismic Forces (ASCE section 12.8.3 & RMI section 2.7.4) If centerline of the first shelf level is 12" above the floor or less F1 = CsIpw1 for the first shelf level FX = C„X(V - F1) for levels above the first level Cvx = wXhkX sum from level 2 to n sum(w;hki) k = 1.0 ASCE section 15.5.3.3.c Condition a shelf height above base Shelf (in.), hX Seismic W, wX wXhX Cvx FX OTM at base (lb. -in.) #1 4 284 154 lb. 616 #2 144 284 40896 1.000 51 lb. 7387 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 40896 205 lb. 8002 lb. -in. Condition b shelf height above base Shelf (in.), hX Seismic W, wX wXhX Cvx FX OTM at base #1 4 150 81 lb. 325 #2 144 350 50400 1.000 99 lb. 14306 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 50400 181 14631 lb. -in. B3 A1T Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of Load Combinations (ASCE section 12.4.2) SDS = 0.963 Load Combination #1: (1.0 + 0.14SDS)D +1- 0.7QE 1.0 + 0.14SDS = 1.135 Load Combination #2 = (0.6 - 0.14SDS)D +1- 0.7QE 0.6-0.14SDS= 0.465 Where: D = Dead Load (includes rack weight plus contents) SDS = SDs QE = effects of horizontal seismic forces AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet is used to calculate the seismic base shear and vertical distribution of seismic forces for steel storage racks, using the IBC/ASCE-7 DESCRIPTION > ALTERNATE ANALYSIS 12' HIGH HALF GONDOLA OVERRACK Seismic Load Analysis Site Coefficients SS = 2.493 Si = 0.932 Site Class = D Fa = 1 F„ = 1.5 Response Spectrum ASCE-7 reference Figures 22-1 through 22-14 Figures 22-1 through 22-14 Table 11.4-1 Table 11.4-2 SMS = SM1 = SDS = SD] = 2.493 1.398 1.662 0.932 Earthquake Design Criteria .SMS = FaS, SM1=F,S1 SDS = 2/3SMS SD1=2/35M1 Occupency Category = II Table 1-1 Seismic Design Category for SDs = E Table 11.6-1 for SDI = E Table 11.6-2 SDG for Design = E Seismic Weight (per ASCE 7 section 15.5.3.2) weight of rack system = 300 lb. rack weight will be distributed to shelves Number of shelves = 2 Condition a Condition b contents shelf height Seismic Shelf (lb.) above base (in.) Seismic W W #1 200 4 284 150 #2 200 144 284 350 #3 0 0 0 0 #4 0 0 0 0 #5 0 0 0 0 Total W = 568 lb. 500 lb. Note: The steel storage rack system is designed for the following two conditions of operating weight: a. weight of the rack plus every storage level loaded to 67% of its rated load capacity b. weight of the rack plus the highest storage level only loaded to 100% of its rated load capacity A1T B5 Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of Seismic Base Shear Importance Factor , I = 1.5 Section 15.5.3.1 Response Mod. Coefficient, R = 4 Section 15.5.3.1 Seismic Response Coefficient Cs calc. = 0.623 Cs min = 0.010 Eqn. 12.8-2: CS = Sps/(R/I) Eqn. 12.8-5 Cs for Design = 0.623 or 62.3% condition a V = 354 lb. Eqn. 12.8-1: V =CsW condition b V = 312 lb. Eqn. 12.8-1: V = CsW Vertical Distribution of Seismic Forces (ASCE section 12.8.3 & RMI section 2.7.4) If centerline of the first shelf level is 12" above the floor or less F1 = CSI,w1 for the first shelf level Fs = C,(V - F1) for levels above the first level Cvx = wxhkx sum from level 2 to n sum(wihk;) k = 1.0 ASCE section 15.5.3.3.c Condition a shelf height above base Shelf (in.), hs Seismic W, wx wxhx Cvx FX OTM at base (lb. -in.) #1 4 284 2661b. 1062 #2 144 284 40896 1.000 891b. 12744 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 0 Ib. 0 Totals = 40896 354 lb. 13806 lb. -in. Condition b shelf height above base Shelf (in.), hs Seismic W, wx wxhx Cvx Fx OTM at base #1 4 150 140 Ib. 561 #2 144 350 50400 1.000 1711b. 24681 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 50400 312 25242 lb. -in. AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of Load Combinations (ASCE section 12.4.2) SDS = 1.662 Load Combination #1: (1.0 + 0.14SDS)D +1- 0.7QE 1.0 + 0.14SDS = 1.233 Load Combination #2 = (0.6 - 0.14SDS)D +1- 0.7QE 0.6-0.14SDS= 0.367 Where: D = Dead Load (includes rack weight plus contents) SDS = SDS QE = effects of horizontal seismic forces 15-t \Mu NtJt.-3 !NMFE - 4 Wto Advanced Structural Technologies, Inc. David Buchanan 12' overrack - seismic case a loads Tue Jan 27 11:37:052009 ge ICC —0 tiqp M ct- 1.4 a1 Mo14 rt WA --4 ,t_1 Mai a- 0 "mo. M14 M)4—o z Advanced Structural Technologies, Inc. David Buchanan 12' overrack - seismic case a Toads Tue Jan 27 11:37:48 2009 061 Advanced Structural Technologies, Inc. David Buchanan 12' overrack - seismic case a loads Tue Jan 27 11:38:26 2009 ViisualAnalysis (version 5.50) 12 averred(- seismic case a bads, Thu Feb 12 15:07:36 2008 Advanced Structural Technologies, Inc., David Buchanan Dead loads Ors VisualAnalysis (version 5.50) - 12' overrack - seismic case a loads, Thu Feb 12 14:57:15 2009 Advanced Structural Technologies, Inc., David Buchanan Seismic 4A. loads • Oh vlsualAnalysls (version b.bU) - 12' overrack - seismic case a loads, Thu Feb 12 14:57:15 2009 Advanced Structural Technologies, Inc., David Buchanan Seismic rY loads VisualAnalysis (version 5.50) . 12' overrack - seismic case o loads, Thu Feb 1215:12:02 2009 Advanced Structural Technologies, Inc., David Buchanan Dead loads, L_o AP S Y15WIYuIdIY5i5 (Va 5M1 :MN) 12 overtack - seismic case b bads, Thu Feb 1215:12:02 2009 Advanced Structural Technologies, Inc., David Buchanan Seismic +X loads VisualAnalysis (version 5.50). 12' creased( - seismic case t, loads, Thu Feb 12 15:1202 2009 Advanced Sbuctural Technologies, Inc., David Buchanan Seismic +Yioads 15 I'S David Buchanan Advanced Structural Technologies, Inc. 3" x 6" x 11ga upright at6 5Ec nod Pi?/Pt cr16-5 3 3 "1.50 in"—"i1.50 in in CG s >K 6 in 3 in --� M-5Tiv1 /1 513 TYPE- menslons R • M .26 in *3 .01in"2 Xi , }�.. Y .� —73 !1lasT — ». sticPro •. .. .85 inA3 .35106e-016 in flexure min 0 IES ShapeBuilder 4.0 www.iesweb.com 01/27/09 09:56 AM A�T Advanced Structural Technologies Project ge (Us Date By 171 Sheet of ree t � _y c' ' 3 ------- --i _ 6• 1. 111 1 fill t 1 { ! . Ii{ f$ w ».g. j„ f ' t. 1 i + ! I { _ _ 14 .{ 1 _ . o L - --- ±L±L ! Po�rc v + o i} f`� A. nay 1 ,` 13 i G`' _ I 1e 1S i rj/ { iigisy .___.— _ _ 4 �__ or-_ .. _.._.e_ x 1 - ree AST Project Date By DB Sheet of r\ yyN ; 6I -1r C- AT Project Date By DB Sheet of 1 David Buchanan Advanced Structural Technologies, Inc. 5E r1o) ?cz lE—S 1 25 in 2-1I2" x 4" x 11 ga base leg c13 - 5E4110 t -) 13- _.„4 17iiin „ I 2 in 2 in CG 4in parr` 2.50 in f=7 CAIT AiN Asvo 60,pc_g) ,__ c .31 or 04 .50 in"2 orsion Pro. 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(L4 GA ( 2.4 2.1 ./U 1 te riles = 46 I 'St .82 in^4 70 ►-X 02 in 95 inNI jIES ShapeBuilder 4.0 www.iesweb.com r immummesimmonsi 03/03/08 08:20 AM 1.4bm - 1.24 in 5 `' 1.62 in 0 in .63 in in G r d4.5 *. 17= . 7 in ..-- - _,, tet_ 111,---' ' ./U 1 te riles = 46 I 'St .82 in^4 70 ►-X 02 in 95 inNI jIES ShapeBuilder 4.0 www.iesweb.com r immummesimmonsi 03/03/08 08:20 AM 330-1 12' overrack - seismic case a loads I t Q. - - VisualAnaiysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. psi psi lb/inA3 in/in/deg-F ASTM A36 -NA- 29000000.0 0.2900 0.28 0.000 ASTM A57 -NA- 29000000.0 0.2900 0.28 0.000 Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ in in in Ni 0.000 0.000 0.000 Yes Yes Yes No No No N2 0.000 75.000 0.000 No No No No No No N3 0.000 96.000 0.000 No No No No No No N4 43.000 0.000 0.000 Yes Yes Yes No No No N5 48.000 75.000 0.000 No No No No No No N6 48.000 96.000 0.000 No No No No No No N11 0.000 0.000 28.000 Yes Yes Yes No No No N12 48.000 0.000 28.000 Yes Yes Yes No No No N15 0.000 144.00 0.000 No No No No No No N16 48.000 144.00 0.000 No No No No No No N21 0.000 123.00 0.000 No No No No No No N22 48.000 123.00 0.000 No No No No No No N23 0.000 144.00 28.000 No No No No No No N25 96.000 0.000 0.000 Yes Yes Yes No No No N26 96.000 0.000 28.000 Yes Yes Yes No No No N27 96.000 75.000 0.000 No No No No No No N29 96.000 144.00 0.000 No No No No No No N30 96.000 144.00 28.000 No No No No No No N31 96.000 96.000 0.000 No No No No No No N32 96.000 123.00 0.000 No No No No No No N33 2.000 144.00 0.000 No No No No No No N34 46.000 144.00 0.000 No No No No No No N35 22.000 123.00 0.000 No No No No No No N36 26.000 123.00 0.000 No No No No No No N37 50.000 144.00 0.000 No No No No No No N38 94.000 144.00 0.000 No No No No No No N39 70.000 123.00 0.000 No No No No No No N40 74.000 123.00 0.000 No No No No No No N41 2.000 96.000 0.000 No No No No No No N42 46.000 96.000 0.000 No No No No No No N43 22.000 75.000 0.000 No No No No No No N44 26.000 75.000 0.000 No No No No No No N45 50.000 96.000 0.000 No No No No No No N46 94.000 96.000 0.000 No No No No No No N47 70.000 75.000 0.000 No No No No No No N48 74.000 75.000 0.000 No No No No No No Section Properties Section Beta Theta Ax J Iy deg deg inA2 inA4 inA4 Iz Sz(+y) Sz(-y) Sy(+z) Sy( -z) inA3 snA3 inA4 snA3 inA3 1.5x1 c 0.0000 0.0000 0.27627 0.09512 0.08343 0.04440 0.08881 0.08881 0.11124 0.11124 lx1 tub 0.0000 0.0000 0.20917 0.04984 0.03021 0.03002 0.06028 0.06028 0.06041 0.06041 -1-Thu Feb 12 15:49:20 2009 Section Seta Theta Ax J Iy Ix Sz(+y) Sz(-y) Sy(+z) Sy( -z) deg deg in^2 in^4 in^4 in^4 in^3 in^3 in^3 in^3 2 1/2 x 0.0000 0.0000 1.49758 3.32667 1.58686 3.31209 1.65604 1.65604 1.26949 1.26949 3x6 upr 90.0000 0.0000 2.01338 5.34459 3.39706 9.30698 3.10233 3.10233 2.26471 2.26471 warehou 0.0000 0.0000 1.06875 2.25000 1.17767 2.76904 1.15305 1.27399 0.80437 0.95287 Service Load Cases Load Case Load Source Self Weight Self X Self Y Self Z Load Exclusive Dead loads Dead loads None 0.0000 0.0000 0.0000 14 No Seismic +X loads Seismic +X None NA NA NA 6 Yes Seismic +Y loads Seismic +Y None NA NA NA 6 Yes Member Elements Member Section Material (1)Node (2)Node Length Weight Ryl Rzl Ry2 Rz2 One Way in lb M1 3x6 upr ASTM A36 Ni N2 75.000 42.89 Fix Fix Fix Fix Normal M2 3x6 upr ASTM A36 N2 N3 21.000 12.01 Fix Fix Fix Fix Normal M3 3x6 upr ASTM A36 N4 N5 75.000 42.89 Fix Fix Fix Fix Normal M3-0 3x6 upr ASTM A36 N25 N27 75.000 42.89 Fix Fix Fix Fix Normal M4 3x6 upr ASTM A36 N5 N6 21.000 12.01 Fix Fix Fix Fix Normal M4-0 3x6 upr ASTM A36 N27 N31 21.000 12.01 Fix Fix Fix Fix Normal M13 2 1/2 x ASTM A36 N1 N11 28.000 11.91 Fix Fix Fix Fix Normal M14 2 1/2 x ASTM A36 N4 N12 28.000 11.91 Fix Fix Fix Fix Normal M14-0 2 1/2 x ASTM A36 N25 N26 28.000 11.91 Fix Fix Fix Fix Normal M15--1 2 1/2 x ASTM A36 N29 N30 28.000 11.91 Fix Fix Fix Fix Normal M16-0 2 1/2 x ASTM A36 N15 N23 28.000 11.91 Fix Fix Fix Fix Normal M17-2 3x6 upr ASTM A36 N3 N21 27.000 15.44 Fix Fix Fix Fix Normal M17-3 3x6 upr ASTM A36 N21 N15 21.000 12.01 Fix Fix Fix Fix Normal M18-1 3x6 upr ASTM A36 N31 N32 27.000 15.44 Fix Fix Fix Fix Normal M18-2 3x6 upr ASTM A36 N6 N22 27.000 15.44 Fix Fix Fix Fix Normal M18-3 3x6 upr ASTM A36 N22 N16 21.000 12.01 Fix Fix Fix Fix Normal M18-4 3x6 upr ASTM A36 N32 N29 21.000 12.01 Fix Fix Fix Fix Normal M20 1.5x1 c ASTM A36 N15 N33 2.000 0.16 Free Free Fix Fix Normal M20-0 1.5x1 c ASTM A36 N16 N37 2.000 0.16 Free Free Fix Fix Normal M20-1 1.5x1 c ASTM A36 N3 N41 2.000 0.16 Free Free Fix Fix Normal M20-2 1.5x1 c ASTM A36 N6 N45 2.000 0.16 Free Free Fix Fix Normal M21 1.5x1 c ASTM A36 N33 N34 44.000 3.45 Fix Fix Fix Fix Normal M21-0 1.5x1 c ASTM A36 N37 N38 44.000 3.45 Fix Fix Fix Fix Normal M21-1 1.5x1 c ASTM A36 N41 N42 44.000 3.45 Fix Fix Fix Fix Normal M21-2 1.5x1 c ASTM A36 N45 N46 44.000 3.45 Fix Fix Fix Fix Normal M22 1.5x1 c ASTM A36 N34 N16 2.000 0.16 Fix Fix Free Free Normal M22-0 1.5x1 c ASTM A36 N38 N29 2.000 0.16 Fix Fix Free Free Normal M22-1 1.5x1 c ASTM A36 N42 N6 2.000 0.16 Fix Fix Free Free Normal M22-2 1.5x1 c ASTM A36 N46 N31 2.000 0.16 Fix Fix Free Free Normal M23 1.5x1 c ASTM A36 N21 N35 22.000 1.73 Free Free Fix Fix Normal M23-0 1.5x1 c ASTM A36 N22 N39 22.000 1.73 Free Free Fix Fix Normal M23-1 1.5x1 c ASTM A36 N2 N43 22.000 1.73 Free Free Fix Fix Normal M23-2 1.5x1 c ASTM A36 N5 N47 22.000 1.73 Free Free Fix Fix Normal M24 1.5x1 c ASTM A36 N35 N36 4.000 0.31 Fix Fix Fix Fix Normal M24-0 1.5x1 c ASTM A36 N39 N40 4.000 0.31 Fix Fix Fix Fix Normal M24 -i 1.5x1 c ASTM A36 N43 N44 4.000 0.31 Fix Fix Fix Fix Normal M24-2 1.5x1 c ASTM A36 N47 N48 4.000 0.31 Fix Fix Fix Fix Normal M25 1.5x1 c ASTM A36 N36 N22 22.000 1.73 Fix Fix Free Free Normal M25-0 1.Sxl c ASTM A36 N40 N32 22.000 1.73 Fix Fix Free Free Normal M25-1 1.5x1 c ASTM A36 N44 N5 22.000 1.73 Fix Fix Free Free Normal 125-2 1.5x1 c ASTM A36 N48 N27 22.000 1.73 Fix Fix Free Free Normal '426 lx1 tub ASTM A36 N35 N33 29.000 1.72 Fix Fix Fix Fix Normal M26-0 lx1 tub ASTM A36 N39 N37 29.000 1.72 Fix Fix Fix Fix Normal M26-1 lx1 tub ASTM A36 N43 N41 29.000 1.72 Fix Fix Fix Fix Normal -2-Thu Feb 12 15:49:20 2009 3?3 Member Section Material (1)Node (2)Node Length Weight Ryl Rzl Ry2 Rz2 One Way in lb M26-2 lx1 tub ASTM A36 N47 N45 29.000 1.72 Fix Fix Fix Fix Normal M27 lx1 tub ASTM A36 N36 N34 29.000 1.72 Fix Fix Fix Fix Normal M27-0 lx1 tub ASTM A36 N40 N38 29.000 1.72 Fix Fix Fix Fix Normal M27-1 lx1 tub ASTM A36 N44 N42 29.000 1.72 Fix Fix Fix Fix Normal M27-2 lx1 tub ASTM A36 N48 N46 29.000 1.72 Fix Fix Fix Fix Normal M28 warehou ASTM A57 N30 N23 96.000 29.14 Free Free Free Free Normal Member Point Loads Load Case Member Direction Offset Force Moment in lb lb -in Dead loads M13 DY 14.0000 -284.00 -NA- Dead loads M14 DY 14.0000 -284.00 -NA- Dead loads M14-0 DY 14.0000 -284.00 -NA- Nodal Loads Load Case Node Direction Force Moment lb lb -in Dead loads N15 DY -71.000 0.0000 Dead loads N23 DY -71.000 0.0000 Dead loads N29 DY -71.000 0.0000 Dead loads N30 DY -71.000 0.0000 Seismic +X loads Ni DX 266.000 0.0000 Seismic +X loads N4 DX 266.000 0.0000 Seismic +X loads N15 DX 89.0000 0.0000 Seismic +X loads N16 DX 89.0000 0.0000 Seismic +X loads N25 DX 266.000 0.0000 Seismic +X loads N29 DX 89.0000 0.0000 Seismic +Y loads N1 DZ 266.000 0.0000 Seismic +Y loads N4 DZ 266.000 0.0000 Seismic +Y loads N15 DZ 89.0000 0.0000 Seismic +Y loads N16 DZ 89.0000 0.0000 Seismic +Y loads N25 DZ 266.000 0.0000 Seismic +Y loads N29 DZ 89.0000 0.0000 Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment in in lb/in in-lb/in Dead loads M20 DY 0.0000 2.0000 -2.9600 -NA- Dead loads M20-0 DY 0.0000 2.0000 -2.9600 -NA- Dead loads M21 DY 0.0000 44.0000 -2.9600 -NA- Dead loads M21-0 DY 0.0000 44.0000 -2.9600 -NA- Dead loads M22 DY 0.0000 2.0000 -2.9600 -NA- Dead loads M22-0 DY 0.0000 2.0000 -2.9600 -NA- Dead loads M28 DY 0.0000 96.0000 -2.9600 -NA- -3-Thu Feb 12 15:49:20 2009 12' overrack - seismic ase b loads j N P vT VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. psi psi 1b/inA3 in/in/deg-F ASTM A36 -NA- 29000000.0 0.2900 0.28 0.000 ASTM A57 -NA- 29000000.0 0.2900 0.28 0.000 Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ in in in N1 0.000 0.000 0.000 Yes Yes Yes No No No N2 0.000 75.000 0.000 No No No No No No N3 0.000 96.000 0.000 No No No No No No N4 48.000 0.000 0.000 Yes Yes Yes No No No N5 48.000 75.000 0.000 No No No No No No N6 48.000 96.000 0.000 No No No No No No Nil 0.000 0.000 28.000 Yes Yes Yes No No No N12 48.000 0.000 28.000 Yes Yes Yes No No No N15 0.000 144.00 0.000 No No No No No No N16 48.000 144.00 0.000 No No No No No No N21 0.000 123.00 0.000 No No No No No No N22 48.000 123.00 0.000 No No No No No No N23 0.000 144.00 28.000 No No No No No No lN25 96.000 0.000 0.000 Yes Yes Yes No No No N26 96.000 0.000 28.000 Yes Yes Yes No No No N27 96..000 75.000 0.000 No No No No No No N29 96.000 144.00 0.000 No No No No No No N30 96.000 144.00 28.000 No No No No No No N31 96.000 96.000 0.000 No No No No No No N32 96.000 123.00 0.000 No No No No No No N33 2.000 144.00 0.000 No No No No No No N34 46.000 144.00 0.000 No No No No No No N35 22.000 123.00 0.000 No No No No No No N36 26.000 123.00 0.000 No No No No No No N37 50.000 144.00 0.000 No No No No No No N38 94.000 144.00 0.000 No No No No No No N39 70.000 123.00 0.000 No No No No No No N40 74.000 123.00 0.000 No No No No No No N41 2.000 96.000 0.000 No No No No No No N42 46.000 96.000 0.000 No No No No No No N43 22.000 75.000 0.000 No No No No No No N44 26.000 75.000 0.000 No No No No No No N45 50.000 96.000 0.000 No No No No No No N46 94.000 96.000 0.000 No No No No No No N47 70.000 75.000 0.000 No No No No No No N48 74.000 75.000 0.000 No No No No No No Section Properties Section Beta Theta Ax J Iy Ix Sz(+y) Sz(-y) Sy(+z) Sy( -z) deg deg in^2 in^4 jn^4 in^4 1n03 in^3 in^3 in03 1.5x1 c lx1 tub 0.0000 0.0000 0.27627 0.09512 0.08343 0.04440 0.08881 0.08881 0.11124 0.11124 0.0000 0.0000 0.20917 0.04984 0.03021 0.03002 0.06028 0.06028 0.06041 0.06041 -1-Thu Feb 12 15:13:32 2009 15 e Section Beta Theta Ax .7 Iy Iz Sz(+y) Sz(-y) Sy(+z) Sy( -z), deg deg in42 in44 inA4 inA4 inA3 inA3 inA3 in43 2 1/2 x 0.0000 0.0000 1.49758 3.32667 1.58686 3.31209 1.65604 1.65604 1.26949 1.26949 3x6 upr 90.0000 0.0000 2.01338 5.34459 3.39706 9.30698 3.10233 3.10233 2.26471 2.26471 warehou 0.0000 0.0000 1.06875 2.25000 1.17767 2.76904 1.15305 1.27399 0.80437 0.95287 Service Load Cases Load Case Load Source Self Weight Self X Self Y Self Z Load Exclusive Dead loads Dead loads None 0.0000 0.0000 0.0000 14 No Seismic +X loads Seismic +X None NA NA NA 6 Yes Seismic +Y loads Seismic +Y None NA NA NA 6 Yes Member Elements Member Section Material (1)Node (2)Node Length Weight Ryl Rzl Ry2 Rz2 One Way in lb M1 3x6 upr ASTM A36 Ni N2 75.000 42.89 Fix Fix Fix Fix Normal M2 3x6 upr ASTM A36 N2 N3 21.000 12.01 Fix Fix Fix Fix Normal M3 3x6 upr ASTM A36 N4 N5 75.000 42.89 Fix Fix Fix Fix Normal M3-0 3x6 upr ASTM A36 N25 N27 75.000 42.89 Fix Fix Fix Fix Normal M4 3x6 upr ASTM A36 N5 N6 21.000 12.01 Fix Fix Fix Fix Normal M4-0 3x6 upr ASTM A36 N27 N31 21.000 12.01 Fix Fix Fix Fix Normal M13 2 1/2 x ASTM A36 Ni N11 28.000 11.91 Fix Fix Fix Fix Normal M14 2 1/2 x ASTM A36 N4 N12 28.000 11.91 Fix Fix Fix Fix Normal M14-0 2 1/2 x ASTM A36 N25 N26 28.000 11.91 Fix Fix Fix Fix Normal M15--1 2 1/2 x ASTM A36 N29 N30 28.000 11.91 Fix Fix Fix Fix Normal A16-0 2 1/2 x ASTM A36 N15 N23 28.000 11.91 Fix Fix Fix Fix Normal M17-2 3x6 upr ASTM A36 N3 ' N21 27.000 15.44 Fix Fix Fix Fix Normal M17-3 3x6 upr ASTM A36 N21 N15 21.000 12.01 Fix Fix Fix Fix Normal M18-1 3x6 upr ASTM A36 N31 N32 27.000 15.44 Fix Fix Fix Fix Normal M18-2 3x5 upr ASTM A36 N6 N22 27.000 15.44 Fix Fix Fix Fix Normal M18-3 3x6 upr ASTM A36 N22 N16 21.000 12.01 Fix Fix Fix Fix Normal M18-4 3x6 upr ASTM A36 N32 N29 21.000 12.01 Fix Fix Fix Fix Normal M20 1.5x1 c ASTM A36 N15 N33 2.000 0.16 Free Free Fix Fix Normal M20-0 1.5x1 c ASTM A36 N16 N37 2.000 0.16 Free Free Fix Fix Normal M20-1 1.5x1 c ASTM A36 N3 N41 2.000 0.16 Free Free Fix Fix Normal M20-2 1.5x1 c ASTM A36 N6 N45 2.000 0.16 Free Free Fix Fix Normal M21 1.5x1 c ASTM A36 N33 N34 44.000 3.45 Fix Fix Fix Fix Normal M21-0 1.5x1 c ASTM A36 N37 N38 44.000 3.45 Fix Fix Fix Fix Normal M21-1 1.5x1 c ASTM A36 N41 N42 44.000 3.45 Fix Fix Fix Fix Normal M21-2 1.5x1 c ASTM A36 N45 N46 44.000 3.45 Fix Fix Fix Fix Normal M22 1.5x1 c ASTM A36 N34 N16 2.000 0.16 Fix Fix Free Free Normal M22-0 1.5x1 c ASTM A36 N38 N29 2.000 0.16 Fix Fix Free Free Normal M22-1 1.5x1 c ASTM A36 N42 N6 2.000 0.16 Fix Fix Free Free Normal M22-2 1.5x1 c ASTM A36 N46 N31 2.000 0.16 Fix Fix Free Free Normal M23 1.5x1 c ASTM A36 N21 N35 22.000 1.73 Free Free Fix Fix Normal M23-0 1.5x1 c ASTM A36 N22 N39 22.000 1.73 Free Free Fix Fix Normal M23-1 1.5x1 c ASTM A36 N2 N43 22.000 1.73 Free Free Fix Fix Normal M23-2 1.5x1 c ASTM A36 N5 N47 22.000 1.73 Free Free Fix Fix Normal M24 1.5x1 c ASTM A36 N35 N36 4.000 0.31 Fix Fix Fix Fix Normal M24-0 1.5x1 c ASTM A36 N39 N40 4.000 0.31 Fix Fix Fix Fix Normal M24-1 1.5x1 c ASTM A36 N43 N44 4.000 0.31 Fix Fix Fix Fix Normal M24-2 1.5x1 c ASTM A36 N47 N48 4.000 0.31 Fix Fix Fix Fix Normal M25 1.5x1 c ASTM A36 N36 N22 22.000 1.73 Fix Fix Free Free Normal M25-0 1.5x1 c ASTM A36 N40 N32 22.000 1.73 Fix Fix Free Free Normal M25-1 1.5x1 c ASTM A36 N44 N5 22.000 1.73 Fix Fix Free Free Normal 125-2 1.5x1 c ASTM A36 N48 N27 22.000 1.73 Fix Fix Free Free Normal .426 lx1 tub ASTM A36 N35 N33 29.000 1.72 Fix Fix Fix Fix Normal M26-0 lx1 tub ASTM A36 N39 N37 29.000 1.72 Fix Fix Fix Fix Normal M26-1 lx1 tub ASTM A36 N43 N41 29.000 1.72 Fix Fix Fix Fix Normal -2-Thu Feb 12 15:13:32 2009 Member Section Material (1)Node (2)Node Length Weight Ryl Rzl Ry2 Rz2 One Way in ib 'M26-2 lx1 tub ASTM A36 N47 N45 29.000 1.72 Fix Fix Fix Fix Normal M27 lx1 tub ASTM A36 N36 N34 29.000 1.72 Fix Fix Fix Fix Normal M27-0 lx1 tub ASTM A36 N40 N38 29.000 1.72 Fix Fix Fix Fix Normal M27-1 lx1 tub ASTM A36 N44 N42 29.000 1.72 Fix Fix Fix Fix Normal M27-2 lx1 tub ASTM A36 N48 N46 29.000 1.72 Fix Fix Fix Fix Normal M28 warehou ASTM A57 N30 N23 96.000 29.14 Free Free Free Free Normal Member Point Loads Load Case Member Direction Offset Force Moment in lb lb -in Dead loads M13 DY 14.0000 -150.00 -NA- Dead loads M14 DY 14.0000 -150.00 -NA- Dead loads M14-0 DY 14.0000 -150.00 -NA- Nodal Loads Load Case Node Direction Force Moment lb lb -in Dead loads N15 DY -88.000 0.0000 Dead loads N23 DY -88.000 0.0000 Dead loads N29 DY -88.000 0.0000 Dead loads N30 DY -88.000 0.0000 Seismic +X loads Ni DX 140.000 0.0000 Seismic +X loads N4 DX 140.000 0.0000 Seismic +X loads N15 DX 171.000 0.0000 Seismic +X loads N16 DX 171.000 0.0000 Seismic +X loads N25 DX 140.000 0.0000 Seismic +X loads N29 DX 171.000 0.0000 Seismic +Y loads N1 DZ 140.000 0.0000 Seismic +Y loads N4 DZ 140.000 0.0000 Seismic +Y loads N15 DZ 171.000 0.0000 Seismic +Y loads N16 DZ 171.000 0.0000 Seismic +Y loads N25 DZ 140.000 0.0000 Seismic +Y loads N29 DZ 171.000 0.0000 Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment in in lb/in in-lb/in Dead loads Dead loads Dead loads Dead loads Dead loads Dead loads Dead loads M20 DY 0.0000 2.0000 -3.6500 -NA- M20-0 DY 0.0000 2.0000 -3.6500 -NA- M21 DY 0.0000 44.0000 -3.6500 -NA- M21-0 DY 0.0000 44.0000 -3.6500 -NA- M22 DY 0.0000 2.0000 -3.6500 -NA- M22-0 DY 0.0000 2.0000 -3.6500 -NA- M28 DY 0.0000 96.0000 -3.6500 -NA- -3-Thu Feb 12 15:13:32 2009 !� Defy 0 6ht.J._0.4.A121,g =-_-(222p3uext9A top. g " Advanced Structural 112' overrack - seismic case a Technologies, Inc. loads David Buchanan Tue Jan 27 14:23:14 2009 • V:iK Advanced Structural Technologies, Inc. David Buchanan 12' overrack - seismic case a loads Tue Jan 27 14:23:14 2009 12' overrack - seismic loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan .Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Nodal Displacements Node Result Case Name DX DY DZ in in in RX degdeg RY RZ deg N15 N15 N15 N15 N15 N15 N15 N15 N23 N23 N23 N23 N23 N23 N23 N23 N29 N29 N29 N29 N29 N29 N29 N2 9 N30 N30 N30 N30 N30 N30 N30 N30 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta 0.16 0.00 0.00 -0.00 - 0.16 -0.00 0.00 -0.00 0.16 -0.00 0.00 -0.00 -0.16 -0.00 0.00 -0.00 0.16 -0.05 0.00 -0.14 -0.16 -0.05 0.00 0.05 0.16 -0.15 -0.00 -0.25 -0.16 -0.15 - 0.00 -0.06 0.16 -0.00 -0.00 -0.00 -0.16 0.00 -0.00 -0.00 0.16 -0.00 -0.00 -0.00 - 0.16 -0.00 -0.00 -0.00 0.16 -0.05 0.00 -0.14 -0.16 -0.05 -0.00 0.05 0.16 -0.15 - 0.00 -0.25 - 0.16 -0.15 - 0.00 -0.06 0.12 0.08066 0.48 0.26852 0.12 0.08019 -0.24 -0.10768 0,x,1 0.27413 )0.46400 0.27251 0.08263 0.09892 0.28681 0.09850 -0.08940 0.33548 0.52544 0.33405 0.14408 0.08030 0.26859 0.08066 - 0.10764 0.27282 0.46408 0.27406 0.08279 0.09861 0.28688 0.09891 - 0.08936 0.33434 0.52551 0.33539 0.14421 0.41 0.05 0.12 0.48 0.12 -0.24 0.41 0.77 0.41 0.05 0.12 0.48 0.12 -0.24 0.41 0.77 0.41 0.05 0.12 0.48 0.12 -0.24 0.41 0.77 0.41 0.05 -0.00011 - 0.00006 -0.00002 -0.00006 -0.00038 - 0.00021 - 0.00005 -0.00021 - 0.00012 -0.00007 -0.00002 -0.00007 -0.00042 -0.00024 - 0.00006 -0.00024 0.00002 0.00006 0.00011 0.00006 0.00004 0.00021 0.00038 0.00021 0.00002 0.00007 0.00012 0.00007 0.00006 0.00024 0.00042 0.00024 -0.00696 -0.00007 0.00682 -0.00007 -0.00710 -0.00023 0.00665 -0.00022 - 0.00696 -0.00007 0.00682 -0.00007 - 0.00710 -0.00023 0.00665 -0.00022 -0.00682 0.00007 0.00696 0.00007 -0.00665 0.00023 0.00710 0.00023 -0.00682 0.00007 0.00696 0.00007 - 0.00665 0.00023 0.00710 0.00023 -1-Thu Feb 12 15:48:59 2009 12' overrack - seismic loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Nodal Displacements Node Result Case Name DX DY DZ in in indeg RX RY deg RZ deg N15 N15 N15 N15 N15 N15 N15 N15 N23 N23 N23 N23 N23 N23 N23 N23 N29 N29 N29 N29 N29 N29 N29 N29 N30 N30 N30 N30 N30 N30 N30 N30 0.3670 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.367D 0.3670 0.367D 0.3670 1.233D 1.233D 1.2330 1.233D 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta 0.31 0.00 0.00 -0.00 - 0.31 -0.00 0.00 -0.00 -0.00 -0.00 - 0.31 -0.00 0.00 -0.00 0.31 -0.05 0.00 -0.23 - 0.31 -0.06 0.00 0.12 0.31 -0.19 0.00 -0.37 - 0.31 -0.19 -0.00 -0.01 0.31 -0.00 - 0.00 -0.00 -0.31 0.00 -0.00 -0.00 0.31 -0.00 -0.00 -0.00 -0.32 -0.00 -0.00 -0.00 0.31 -0.06 0.00 -0.23 - 0.31 -0.05 0.00 0.12 0.31 -0.19 - 0.00 -0.37 -0.31 -0.19 -0.00 -0.01 • .i 0.14 0.83 0.14 -0.54 0. 0.48 -0.21 0.14 0.83 0.14 -0.54 0.49 1.19 0.48 -0.21 0.14 0.83 0.14 -0.54 0.48 1.19 0.49 -0.21 0.14 0.83 0.14 -0.54 0.48 1.19 0.49 -0.21 0.09785 0.45918 0.09673 -0.26462 0.33345 0.69954 0.32957 -0.03658 0.12037 0.48177 0.11938 -0.24203 0.40912 0.77543 0.40569 0.03932 0.09692 0.45926 0.09776 -0.26458 0.33014 0.69956 0.33311 -0.03636 0.11957 0.48185 0.12030 -0.24199 0.40625 0.77545 0.40876 0.03951 -0.00016 - 0.00008 -0.00000 -0.00008 - 0.00056 -0.00026 0.00003 -0.00026 - 0.00018 -0.00009 0.00000 - 0.00009 -0.00063 - 0.00030 0.00004 - 0.00029 0.00000 0.00008 0.00016 0.00008 -0.00003 0.00026 0.00055 0.00026 -0.00000 0.00009 0.00018 0.00009 -0.00004 0.00030 0.00062 0.00029 -0.01331 -0.00008 0.01315 -0.00008 -0.01347 -0.00028 0.01292 -0.00027 -0.01331 -0.00008 0.01315 -0.00008 -0.01347 -0.00028 0.01292 -0.00027 -0.01315 0.00008 0.01331 0.00008 -0.01292 0.00028 0.01348 0.00028 -0.01315 0.00008 0.01331 0.00008 -0.01292 0.00028 0.01348 0.00028 -1-Thu Feb 12 15:16:01 2009 12' overrack - seismi « loads pe..16-0,-,-.3 VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 Member Min/Max Forces 12' half overrack\ Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Max Max Max Max Max Min Min Min Min Min Min Axial My Mz Torsion Vy Vz Axial My Mz Torsion Vy Vz M4-0 M3 M1 M18-1 M18-4 M4-0 M2 M3 M3 M17-2 M18-3 M2 0.367D - 0.7Ex 1.233D - 0.7Ex 1.233D + 0.7Ey 1.233D - 0.7Ex 1.233D - 0.7Ey 0.367D - 0.7Ex 1.233D - 0.7Ex 1.233D + 0.7Ex 0.367D - 0.7Ey 1.233D + 0.7Ex 1.233D + 0.7Ey 1.233D - 0.7Ex P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta 0.00 163.0 1.02 -243 0.05 4633 2135 75.00 -197 0.11 64.60 1.06 4846 48 0.0 _426 64.0 -0.10 -1.39 -0. -164 0.0 6-1.71 53.74 3.75 -502 7309 0.00 -425 68.35 0.27 1.45 -5.77 5920 0.00 1 3.0 1.02 -243 0.05 4633 2135 0.0 - -0.90 -243 -2.56 465 75.0 '- 7 0.13 -64.6 -1.04469.6 0.00 8 62.40 0.00 0.00 '.00. -8851 0.00 -356 -1.74 -53.7 -3.74 502.4 7314 0.00 -181 -69.7 0.00 -0.00 -0.04 1543 0.00 -717 -0.90 -243 -2.56 4651 7243 -1-Thu Feb 12 15:53:30 2009 1,2' overrack - seismic case a loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buda 8n+ -.-i Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in 2b lb lb lb -in lb -in lb -in Max Axial M14 1.233D - 0.7Ey P -Delta 0.00 0.00 481.0 -0.00 0.00 0.00 -8567 Max My M14-0 1.233D - 0.7Ex P -Delta 0.00 0.00 -86.8 -0.06 0.00 1.64 7333 Max Mz M13 1.233D + 0.7Ey P -Delta 0.00 0.00 -411 0.05 -0.00 -1.39 16434 Max Torsion M14-0 1.233D + 0.7Ey P -Delta 0.00 0.00 -411 -0.05 0.00 1.39 16428 Max Vy M14 1.233D - 0.7Ey P -Delta 0.00 0.00 481.0 -0.00 0.00 0.00-567 -8567 ,Q_ Max Vz M14 1.233D - 0.7Ey P -Delta 0.00 0.00 4814-0.00 0.00 0.00'-8 6 Min Axial M13 1.233D + 0.7Ey P -Delta 0.00 0.00C.:14.1,-,0.05 -0.00 -1.39 Min My M13 1.233D + 0.7Ex P -Delta 0.00 0.00 -87.2 0.06 -0.00 -1.66 7343 Min Mz M14 0.367D - 0.7Ey P -Delta 0.00 0.00 368.2 0.00 0.00 -0.00 -8850 Min Torsion M13 1.233D + 0.7Ey P -Delta 0.00 0.00 -,411,.0.05 -0.00 -1.39164 Min Vy M13 1.233D + 0.7Ey P -Delta 14.00 0.007 0.05 -0.00 -0.7 1066 Min Vz M13 1.233D + 0.7Ey P -Delta 0.00 0.00 -411 0.05 -0.00 -1.39 16434 -1-Thu Feb 12 15:53:47 2009 12' overrack - seismic case a loads j�,-,• �Q� �. VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. eer David Buchanan Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb Ib -in lb -in lb -in Max Axial M20-1 1.233D - 0.7Ex P -Delta 0.00 296.3 212.7 -0.51 -74.1 0.00 0.00 Max My M21-0 1.233D - 0.7Ey P -Delta 0.00 -21.2 79.97 -0.23 46.05 38.56 -332 Max Mz M21-0 1.233D - 0.7Ex P -Delta 22.0r="4177>3.43 -0.20 46.18 33.92 1� Max Torsion M20-0 1.233D - 0.7Ex P -Delta 0.0T-7-8721-167.0 0.05 80.63 0.00 0 Max Vy M22-2 1.233D - 0.7Ex P -Delta 0.00 -300 221.8 -4.04 0.00 8.08 -443 Max Vz M20-1 1.233D - 0.7Ex P -Delta 0.00 296.3 212.7 -0.51 -74.1 0.00 0.00 Min Axial M22-2 1.233D - 0.7Ex P -Delta 0.0 30 21.8 -4.04 0.00 8.08E-4112 Min My M21 1.233D + 0.7Ey P -Delta 0.00 80.61 0.42 -50.6 -46.9 -346 Min Mz M20-1 1.233D + 0.7Ex P -Delta 2.00 -300 -221 0.00 -70.8 0.01 -443 Min Torsion M20 1.233D + 0.7Ey P -Delta 0.00 0.33 74.74 -0.77 -97.2 0.00 0.00 Min Vy M20-1 1.233D + 0.7Ex P -Delta 0.00 -300 -221 0.00 -70.8 0.00 0.00 Min Vz M22-2 1.233D - 0.7Ex P -Delta 0.00 -300 221.8 -4.04 0.00 8.08 -443 -1-Thu Feb 12 16:07:58 2009 12' overrack - seismic case a loads ( - , � 5,,442e, VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Ex vy vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M25-2 1.2330 - 0.7Ex P -Delta 0.00 308.5 -9.17 4.34 0.00 -95.5 201.8 Max My M25 1.233D + 0.7Ex P -Delta 0.00 -86.8 -1.29 -6.87 0.00 151.2 28.42 Max Mz M24-2 1.233D - 0.7Ex P -Delta 4.00 66.02 221.2 0.49 64.38 -17.3 444.8 Max Torsion M24-0 1.233D + 0.7Ey P -Delta 0.00 21.:• 7.84 0.60 91.21 -35.1-14Q,,,,� Max Vy M24-2 1.233D - 0.7Ex P -Delta 0.00 :6.c 221.2 0.49 64.38 -19.2 " Max Vz M25-2 1.233D - 0.7Ex P -Delta 0.00 308.5 -9.17 4.34 0.00 -95.5 201.8 Min Axial M23-1 1.233D - 0.7Ex P -Delta 0.00 -304 -8.83 0.03 -31.9 0.00 0.00 Min My M25-0 1.233D + 0.7Ex P -Delta 0.00 -98.3 -1.91 6.81 0.00 -149 42.09 Min Mz M24-1 1.233D + 0.7Ex P -Delta 4.00 66.03 -221 -0.68 -57.6 29.66 -440 Min Torsion M24 1.233D + 0.7Ey P -Delta 0.00 21.91 -7.86 -0.03 -85.0 36.61 -109 Min Vy M24-1 1.233D + 0.7Ex P -Delta 0.00 66.03 -221 -0.68 -57.6 32.37 444.8 Min Vz M23-1 1.233D - 0.7Ex P -Delta 0.00 -304 -8.83 0.03 -31.9 0.00 0.00 -1-Thu Feb 12 15:55:07 2009 12' overrack - seismic case a loads ) gF- -- 7, p,.601-, VisualAnalysis 5.50 Report 1335 Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Ex Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M27-1 1.233D + 0.7Ex P -Delta 0.00 334.0 16.54 4.41 16.39 -95.7 -240 Max My M27-0 1.233D + 0.7Ey P -Delta 0.00 55 24.57 -6.55 -19.6 146.1 -2 Max Mz M26-0 1.233D - 0.7Ex P -Delta 29.00 145. 31.48 0.21 -3.06 52.08 Max Torsion M27 1.233D + 0.7Ey P -Delta 0.00 29.07 25.72 6.45 22.90 -140 Max Vy M26-0 1.233D - 0.7Ex P -Delta 0.00 145.2 31.48 0.21 -3.06 45.96 -323 Max Vz M27-1 1.233D + 0.7Ex P -Delta 0.00 334.0 16.54 4.41 16.39 -95.7 -240 Min Axial M27-2 1.233D - 0.7Ex P -Delta 0.0 -33 -16.7 -4.62 -14.1 101.8 42 Min My M27 1.233D + 0.7Ey P -Delta 0.00 .07 25.72 6.45 22.90 -140 -239 Min Mz M26-0 1.233D - 0.7Ex P -Delta 0.00 145.2 31.48 0.21 -3.06 45.96 -323 Min Torsion M27-0 1.233D - 0.7Ex P -Delta 0.00 -110 18.82 -6.54 -19.9 145.1 -138 Min Vy M26-1 1.233D + 0.7Ex P -Delta 0.00 -334 -16.7 -0.46 -2.77 -34.6 242.8 Min Vz M27-2 1.233D - 0.7Ex P -Delta 0.00 -334 -16.7 -4.62 -14.1 101.8 242.7 -1-Thu Feb 12 15:55:26 2009 1'2' overrack - seismic case a loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case a 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ ,3a Nodal Reactions. t3 Node Result Case Name FX FY FE MX MY MZ lb 2b lb lb -in lb -in 2b -in Ni N1 N1 N1 N1 N1 N1 Ni N1 N1 N1 N4 N4 N4 N4 N4 N4 N4 N4 0.367D + 0.367D + 0.367D - 0.367D - 1.2330 + 1.233D + 1.233D - 1.233D - 0 0 0 0 0 0 0 0 .7Ex .7Ey .7Ex .7Ey .7Ex .7Ey .7Ex .7E P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta Dead loads Seismic +X Seismic +Y P -Delta loads P -Delta loads P -Delta 0.367D 0.367D 0.367D 0.367D 1.233D 1.2330 1.233D 1.233D + 0 + 0 - 0 - 0 + 0 + 0 - 0 .7Ex .7Ey .7Ex .7Ey .7Ex .7Ey .7Ex P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta - 248 -17: -0.2. -NA- -NA- -NA- -0.05 -219 -NA- -NA- -NA- 246.8 :4 0 x.19 -NA- -NA- -NA- -0.05 424.8 248.5 -NA- -NA- -NA- -247 57.22 -0.77 -NA- -NA- -NA- -0.15 14.74 -248 -NA- -NA- -NA- 246.1 NA- -06.7 0.578 -NA- -NA- -NA- -0.1 666.7 48.4 -NA- -NA- -NA- -0.12 .4 -0.06 -NA- -NA- -NA- - 355 -400 0.00 -NA- -NA- -NA- 0.00 -457 -355 -NA- -NA- -NA- -1-57=7"757r."111,- NA- 50 6.1 2 -NA- -NA'- NA- - 0.00 -215 -248 -NA- -NA- -NA- 250.1 106.0 0.01 -NA- -NA- -NA- 0.00 427.0 248.4 -NA- -NA- -NA- -250 356.4 0.19 -NA- -NA- -NA- -0.00 33.39 -248 -NA- -NA- -NA- 250.4�3• $ -NA- -NA- -NA- ____ -NA- -NA- -NA- Is •• : I; -NA- -NA- -NA- -357 0.18 0.00 -NA- -NA- -NA- 0.00 -457 -35 - 0.1 128 7 0.00 -NA- -NA- -NA- 0.01 450.4 0.00 -NA- -NA- -NA- 0.20 128.0 0.00 -NA- -NA- -NA- 0.02 -193 0.00 -NA- -NA- -NA- - 0.584. 0.00 -NA- -NA- -NA- 0.0 0.00 -NA- -NA- -NA- 0.68 434.6 0.00 -NA- -NA- -NA- 0.05 109.9 0.00 -NA- -NA- -NA- 0.04 352.5 0.00 -NA- -NA- -NA- 0.00 0.00 0.00 -NA- -NA- -NA- -0.00 457.7 0.00 -NA- -NA- -NA- -0.00 57.02 0.00 -NA- -NA- -NA- -0.00 378.1 0.00 -NA- -NA- -NA- 0.00 5 7 0.00 -NA- -NA- -NA- 0.0 0.00 -NA- -NA- -NA- -0.01 '1.5 0.00 -NA- -NA- -NA- 0.00 514.4 0.00 -NA- -NA- -NA- 0.01 192.0 0.00 -NA- -NA- -NA- - 0.00 -130 0.00 -NA- -NA- -NA- 0.00 155.5 0.00 -NA- -NA- -NA- 0.00 0.00 0.00 -NA- -NA- -NA- -0 00 7 7 • 00 • 1 -NA- -NA- -NA- 0.05 -219 -248 -NA- -NA- -NA- 248.1 -178 -0.20 -NA- -NA- -NA- 0.05 424.8 248.5 -NA- -NA- -NA- n jjc -246 624.0 0.59 -NA- -NA- -NA- J( Gi -' 0.15 14.96 -248 -NA- -NA- -NA- 247.6 57.58 -0.74 -NA- -NA- -NA- 0.15 666.7 248.4 -NA- -NA- -NA- 0.12 277.4 -0.05 -NA- -NA- -NA- - 352 400.4 0.00 -NA- -NA- -NA- - 0.7Ey P -Delta 0. Dead loads N4 Seismic +X N4 Seismic +Y + Nil 0.367D + 0 Nil 0.367D - 0 Nil Nil Nil Nil N11 Nil N11 Nil N12 N12 N12 N12 N12 N12 N12 N12 N12 N12 N12 0.367D - 0 1.233D + 0. 1.233D + 0. 1.233D - 0. 1.233D - 0. Dead Toads Seismic +X Seismic +Y 0.367D + 0. 0.3670 + 0. 0.367D - 0. 0.367D - 0. 1.233D + 0. 1.233D + 0. 1.233D - 0. 1.233D - 0. Dead loads Seismic +X Seismic +Y P -De to - . loads P -Delta loads P -Delta . Ex P -De to .7Ey P -Delta .7Ex P -Delta .7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta P -Delta loads P -Delta loads P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta P -Delta loads P -Delta loads P -Delta N25 N25 N25 N25 N25 N25 N25 25 X25 N26 0.367D + 0. 0.367D - 0. 0.367D - 0. 1.233D + 0. 1.233D + 0. 1.233D - 0. 1.233D - 0. Dead loads Seismic +X N25 Seismic +y e a 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta P -Delta loads P -Delta of (6*B e_ R PSE loa P -D 4 0.367D + .7Ex P -Delta -0.20 128.0 0.00 -NA- -NA- -NA- -1-Thu Feb 12 15:56:00 2009 Node Result Case Name FX FY FZ MX MY MZ lb lb lb lb -in lb -in lb -in N26 0.367D + 0.7Ey P -Delta -0.01 450.4 0.00 -NA- -NA- -NA- N26 0.367D - 0.7Ex P -Delta 0.17 128.7 0.00 -NA- -NA- -NA- N26 0.367D - 0.7Ey P -Delta -0.02 -193 0.00 -NA- -NA- -NA- N26 1.233D + 0.7Ex P -Delta -0.68 434.8 0.00 -NA- -NA- -NA- N26 1.233D + 0.7Ey P -Delta -0.05 761.8 0.00 -NA- -NA- -NA- N26 1.233D - 0.7Ex P -Delta 0.58 437.0 0.00 -NA- -NA- -NA- N26 1.233D - 0.7Ey P -Delta -0.05 109.9 0.00 -NA- -NA- -NA- N26 Dead loads P -Delta -0.04 352.5 0.00 -NA- -NA- -NA- N26 Seismic +X loads P -Delta -0.00 0.00 0.00 -NA- -NA- -NA- N26 Seismic +Y loads P -Delta -0.00 457.7 0.00 -NA- -NA- -NA- -2-Thu Feb 12 15:56:00 2009 � 3� 12' overrack - seismic ase loads t U(7(L\ 6 3 VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buc Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ ?,38 Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M4-0 0.367D - 0.7Ex P -Delta 0.00 400.7 0.99 -468 -0.40 8912 2647 Max My M3 1.233D - 0.7Ex P -Delta 75.00 -24 0.20 124.4 1.30 9338 60 Max Mz M1 1.233D + 0.7Ey P -Delta 0.00% -123 -0.13 -1.69 -0.04 Max Torsion M18-1 1.233D - 0.7Ex P -Delta 0.00 - •9 -2.54 102.8 7.00 -948 Max Vy M18-4 1.233D - 0.7Ey P -Delta 0.00 -525 128.2 0.33 1.75 -6.91 6393 Max Vz M4-0 0.3670 - 0.7Ex P -Delta 0.00 400, 0.99 -468 -0.40 89 2 2.'7 Min Axial M2 1.233D - 0.7Ex P -Delta 0.00 -108- 0.55 -469 -4.5 8960 ►1!7?# LC.- .P, Min My M3 1.233D + 0.7Ex P -Delta 75.00 - 44 0.25 -124 -1.19 933: 7 ,.„ p...G._. 7 Min Mz M3 0.367D - 0.7Ey P -Delta 0.00 - .6 119.9 0.00 -0.00 0.00 -17111 Min Torsion M17-2 1.233D + 0.7Ex P -Delta 0.00 -389 -2.59 -102 -6.99 948.7 9067 Min Vy M18-3 1.233D + 0.7Ey P -Delta 0.00 -223 -129 0.00 -0.00 -0.08 2818 Min Vz M2 1.233D - 0.7Ex P -Delta 0.00 -1086 -0.55 -469 -4.53 8960 8946 -1-Thu Feb 12 15:41:44 2009 133ti 12' overrack - seismic case b loads if 3?'. L, VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Tx Vy Vz Mx My Mz in lb lb lb Sb -in lb -in lb -in Max Axial M14 1.233D - 0.7Ey P -Delta 0.00 0.00 693.0 -0.00 0.00 0.00 -16815 Max My M14-0 1.233D + 0.7Ex P -Delta 0.00 0.00 -228 -0.08 0.00 2.38 8991 Max Mz M13 1.233D + 0.7Ey P -Delta 0.00 0.00 -860 0.06 -0.00 -1.69 26682 Max Torsion M14-0 1.233D + 0.7Ey P -Delta 0.00 0.00 -860 -0.06 0.00 1.69 26670 Max Vy M14 1.233D - 0.7Ey P -Delta 0.00 0.00 693.0 -0.00 0.00 0.00 -16815 Max Vz M14 1.233D - 0.7Ey P -Delta 0.00 0.00 693. 4, -0.00 0.00 0.00 - 5 Min Axial M13 1.233D + 0.7Ey P -Delta 0.00 0.00 0.06 -0.00 -1.69 Min My M13 1.233D - 0.7Ex P -Delta 0.00 0.00 -228 0.09 -0.00 -2.40 Min Mz M14 0.367D - 0.7Ey P -Delta 0.00 0.00 638.5 0.00 0.00 -0.00 -17109 Min Torsion M13 1.233D + 0.7Ey P -Delta 0.00 0.00 _886 0.06 -0.00 -1.69 2 Min Vy M13 1.233D + 0.7Ey P -Delta 14.00 0.00 10 0.06 -0.00 -0.8 14 Min Vz M13 1.233D + 0.7Ey P -Delta 0.00 0.00 -860 0.06 -0.00 -1.69 26682 -1-Thu Feb 12 15:42:17 2009 Oak '\ 11' overrack - seismic case b loads 13 _ uQ P off,_` VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Eng' r Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Ex Vy Vs Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M20-1 1.233D - 0.7Ex P -Delta 0.00 576 411.4 -0.92 -93.9 0.00 0.00 Max My M21-0 1.233D - 0.7Ey P -Delta 0.000` 6 98.62 -0.33 56.90 49.05 - Max Mz M22-1 1.233D + 0.7Ex P -Delta 0.0 35 422 3.71 0.00 -7.4 Max Torsion M20-0 1.233D - 0.7Ex P -Delta 0.00 .5 258.5 0.22 100.9 0.00 Max Vy M22-2 1.233D - 0.7Ex P -Delta 0.00 -576 425.2 -4.44 0.00 8.87 -850 Max Vz M20-1 1.233D - 0.7Ex P -Delta 0.00 57 6 411.4 -0.92 -93.9 0.00 0.00 Min Axial M22-2 1.233D - 0.7Ex P -Delta 0.0 •25.2 -4.44 0.00 .8.87 850 Min My M21 1.233D + 0.7Ey P -Delta 0.0* - 6.2 99.40 0.59 -63.6 -60.6 Min Mz M20-1 1.233D + 0.7Ex P -Delta 2.00 -576 -425 0.30 -85.9 0.60 -850 Min Torsion M20 1.233D + 0.7Ey P -Delta 0.00 0.41 92.06 -1.31 -121 0.00 0.00 Min Vy M20-1 1.233D + 0.7Ex P -Delta 0.00 -576 -425 0.30 -85.9 0.00 0,00 Min Vz M22-2 1.233D - 0.7Ex P -Delta 0.00 -576 425.2 -4.44 0.00 8.87 -850 -1-Thu Feb 12 15:43:40 2009 aA 12' overrack - seismic case b loads ( gF_ Erg-"A"A , VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer--flan;r? Thy' ra Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M25-2 1.233D - 0.7Ex P -Delta 0.00 593.8 -17.4 5.07 0.00 -111 384.3 Max My M25 1.233D + 0.7Ex P -Delta 0.00 -155 0.61 -8.65 0.00 190.4 -13.4 Max Mz M24-2 1.233D - 0.7Ex P -Delta 4.00 130.1 423.0 0.96 81.27 -15.2 850.8 Max Torsion M24-0 1.233D + 0.7Ey P -Delta 0.00 26.97 9.74 1.05 114.1 -44.82_1.24._ Max Vy M24-2 1.233D - 0.7Ex P -Delta 0.00 1-3-0.:›423.0 0.96 81.27 -19. 84 Max Vz M25-2 1.233D - 0.7Ex P -Delta 0.00 593.8 -17.4 5.07 0.00 -111 384.3 Min Axial M23-1 1.233D - 0.7Ex P -Delta 0.0e F -17.1 -0.23 -39.7 0.00 0.00 Min My M25-0 1.233D + 0.7Ex P -Delta 0.0. - .-0.12 8.59 0.00-]§,97 2.71 Min Mz M24-1 1.233D + 0.7Ex P -Delta 4.00 1.1 -423 -1.25 -71.0 41.59 -841 Min Torsion M24 1.233D + 0.7Ey P -Delta 0.00 27.02 -9.78 0.20 -105 45.13 -134 Min Vy M24-1 1.233D + 0.7Ex P -Delta 0.00 130.1 -423 -1.25 -71.0 46.61 850.8 Min Vz M23-1 1.233D - 0.7Ex P -Delta 0.00 -585 -17.1 -0.23 -39.7 0.00 0.00 -1-Thu Feb 12 15:44:18 2009 overrack - seismic case b loads 7I fr o N VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case b 01-26-2009 ,Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' Member Min/Max Forces g half overrack\ Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Max Max Max Max Max Min Min Min Min Min Min Axial My Mz Torsion Vy Vz Axial My Mz Torsion Vy Vz M27-1 M27-0 M26-0 M27 M26-0 M27-1 M27-2 M27 M26-1 M27-0 M26-1 M27-2 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 1.233D 0.7Ex 0.7Ey 0.7Ex 0.7Ey 0.7Ex 0.7Ex 0.7Ex 0.7Ey 0.7Ex 0.7Ex 0.7Ex 0.7Ex P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta P -Delta 0.00 638.9 31.52 5.43 20.07 -118 -457 0.00 6.80 30.30 -8.19 -24.3 182.9 - 29.0(? 19.22.77 0.29 -3.71 65.1 0.0 :"0 31.71 8.04 28.68 -175 -2 0.00 259.2 42.77 0.29 -3.71 56.75 -455 0.00 638.9 31.52 5.43 20.07 -118 - 0.0 -32.2 -5.84 -17.8 128.0 0.00 .90 31.71 8.04 28.68 -175 29.00 -639 -32.2 -0.50 -3.26 -58.8 -468 0.00 -216 19.26 -8.17 -25.0 181.0 -113 0.00 -639 -32.2 -0.50 -3.26 -44.3 465.5 0.00 -639 -32.2 -5.84 -17.8 128.0 465.5 -1-Thu Feb 12 15:44:54 2009 12' overrack - seismic t: loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Nodal Reactions Ca �' Pte' Node Result Case Name FX FY FE MX MT MZ lb lb lb lb -in lb -in lb -in N1 N1 Ni N1 Ni Ni N1 Ni Ni N1 Ni 0,367D + 0.7Ex P -Delta 0.367D + 0.7Ey P -Delta 0.367D - 0.7Ex P -Delta 0.367D - 0.7Ey P -Delta 1.233D + 0.7Ex P -Delta 1.233D + 0.7Ey P -Delta 1.233D - 0.7Ex P -Delta 1.233D - 0.7Ey P -Delta Dead loads P -Delta Seismic +X loads P -Delta Seismic +Y loads P -Delta N4 0.367D + 0.7Ex P -Delta N4 0.367D + 0.7Ey P -Delta N4 0.367D - 0.7Ex P -Delta N4 0.367D - 0.7Ey P -Delta N4 1.233D + 0.7Ex P -Delta N4 1.233D + 0.7Ey P -Delta N4 1.233D - 0.7Ex P -Delta N4 1.233D - 0.7Ey P -Delta N4 Dead loads P -Delta N4 Seismic +X loads P -Delta -217 -4 •r-0. 7 -NA- -NA- -NA- -0.06 -NA- -NA- -NA- 213.4 . •.7 0.43 -NA- -NA- -NA- - 0.06 709.5 217.7 -NA- -NA- -NA- - 216 -250 -1.69 -NA- -NA- -NA- - 0.19 -333 -217 -NA- -NA- -NA- 211.9 841.6 1.38 -NA- -NA- -NA- -0.190124.4)217.6 NA- -0.19 924. 217.6 -NA- -NA- -NA- - 0.152641. -U.10 -NA- -NA- -NA- - 313 -769 0.00 -NA- -NA- -NA- 0.00 -879 -311 -NA- -NA- -NA- - /Ir-TrIn0 Ti NA- -NA- -NA- -0.00 -523 -217 -NA- -NA- -NA- 220.9 94.15 0.02 -NA- -NA- -NA- 0.00 711.2 217.6 -NA- -NA- -NA- - 221 316.9 0.30 -NA- -NA- -NA- -0.00 -305 -217 -NA- -NA- -NA- 221.4 315 7 0.25 -NA- -NA- -NA- 0.0 937.0 17.7 -NA- -NA- -NA- -0.00 156.3 0.17 -NA- -NA- -NA- - 315 0.66 0.00 -NA- -NA- -NA- ,411 N11 Nil Nll Nil Nil Nil N11 Nil Nil Nil N12 N12 N12 N12 N12 N12 N12 N12 N12 N12 X12 0.367D + 0.367D + 0.367D - 0.367D - 1.233D + 1.233D + 1.233D - 0.7Ex P -Delta 0.7Ey P -Delta 0.7Ex P -Delta 0.7Ey P -Delta 0.7Ex P -Delta 0.7Ey P -Delta 0.7Ex P -Delta 1.233D - 0.7Ey P -Delta Dead loads P -Delta Seismic +X loads P -Delta Seismic +Y loads P -Delta 0.367D + 0.7Ex P -Delta 0.367D + 0.7Ey P -Delta 0.367D - 0.7Ex P -Delta 0.367D - 0.7Ey P -Delta 1.233D + 0.7Ex P -Delta 1.233D + 0.7Ey P -Delta 1.233D - 0.7Ex P -Delta 1.233D - 0.7Ey P -Delta Dead loads P -Delta Seismic +X loads P -Delta Seismic +Y lows P -Delta -0.44 0.02 0.48 0.0 - 1.48 0.0 1.61 0.06 0.05 0.00 -0.00 - 0.02 -0.00 0.02 0.0 - 0.07 - 0.00 0.06 - 0.00 0.00 0.00 - 0. 0 U? Q1►G�}- j 122.8 0 '0 -NA- 741.4 0.00 -NA- 1 '.9 0.00 -NA- 4 . 0.00 -NA- .00 -NA- 1 0.00 -NA- - 212 0.00 -NA- 336.1 0.00 -N• -NA- 0.00 0.00 - -NA- 879.4 0.00 -NA- -NA- 33.47 0 40 -NA- -NA- 650.8 4.00 -NA- -NA- 3 .82 0.00 -NA- -NA- -583 0.00 -NA- -NA- 12.2 0.00 -NA- -NA- 733.9 0.00 -NA- -NA- 113.4 0.00 -NA- -NA- - 508 0.00 -NA- -NA- 91.62 0.00 -NA- -NA- 0.00 0.00 -NA- -NA- 87. 4 0 00 - A- -NA- - NA- - NA- - NA- - NA- - NA- -NA- -NA- -NA- • aC = U. -NA-7 T ?- j1r• \ 1 ,N1 • -NA- -NA- - NA- -NA- - NA- -NA- -NA- -NA- -NA- - NA- -NA- -NA- - NA- -NA- -NA- N25 0.367D + 0.7Ex P -Delta N25 N25 N25 N25 N25 N25 N25 )25 -•_d25 0.367D + 0.7Ey P -Delta 0.367D - 0.7Ex P -Delta 0.367D - 0.7Ey P -Delta 1.233D + 0.7Ex P -Delta 1.233D + 0.7Ey P -Delta 1.233D - 0.7Ex P -Delta 1.233D - 0.7Ey P -Delta P -Delta loads P -Delta oads P -Delta N 6 0. D + 0. Ex P -Delta Dead loads Seismic +X N S -i c +Y - 21 3 6 0. 0.43 -NA- -NA- -NA- 0.06 -529 -217 -NA- -NA- -NA- 217.8 -450 -0.46 -NA- -NA- -NA- 0.06 709.5 217.7 -NA- -NA- -NA- -211 841.1 1.39 -NA- -NA- -NA- 0.19 -332 -217 -NA- -NA- -NA- 216.5 -249 -1.64 -NA- -NA- -NA- 0.19 924.5 217.6 -NA- -NA- -NA- 0.15 241.4 -0.07 -NA- -NA- -NA- -304 769.1 0.00 -NA- -NA- -NA- 7• - 1.. - •- -N - 0.4: .1 0.'' -N - -NA- -NA- -1-Thu Feb 12 15:21:39 2009 Advanced Structural Technologies Project Date By Sheet of ! 1 .- _. _-1_-- __j-_ i _.i 1 , I , ` ! i j 1L t i , ' 1 1 +t t 1 1 1+ 1 1 ---! _ } i -L---4- I i M i 1 ! j _,i___ i l -- 1 1 1T ._._.i I l i._ �r L_ 1 1 :HT 1 1 1 l 1 _t_l.' ___ ____, a ; [ 1- r 1 _1 1 . ___. ! i _,_ [ ! 1 H 1 ;� I 1— i 1 i ' I a 1 -'---- Node Result Case Name FX FY FE MX MY MZ lb lb lb lb -in lb -in lb -in N26 0.367D + 0.7Ey P -Delta -0.02 741.3 0.00 -NA- -NA- -NA- N26 0.367D - 0.7Ex P -Delta 0.44 122.6 0.00 -NA- -NA- -NA- N26 0.367D - 0.7Ey P -Delta -0.02 -497 0.00 -NA- -NA- -NA- N26 1.233D + 0.7Ex P -Delta -1.60 413.6 0.00 -NA- -NA- -NA- N26 1.233D + 0.7Ey P -Delta -0.06 1044 0.00 -NA- -NA- -NA- N26 1.233D - 0.7Ex P -Delta 1.48 418.8 0.00 -NA- -NA- -NA- N26 1.233D - 0.7Ey P -Delta -0.06 -212 0.00 -NA- -NA- -NA- N26 Dead loads P -Delta -0.05 336.0 0.00 -NA- -NA- -NA- N26 Seismic +X loads P -Delta -0.00 -0.00 0.00 -NA- -NA- -NA- N26 Seismic +Y loads P -Delta -0.00 879.4 0.00 -NA- -NA- -NA- -2-Thu Feb 12 15:21:39 2009 MEMtEK. AtJI ..`1513 /P5 -516t BA( Commentary on the 2001 North American Cold -Formed Steel Specification Table C -C4-1 Effective Length Factors K for Concentrically Loaded Compression Members shape of columnt by dashed line (a) :4„, t (6) t (c) t t (d) 11: ii (8) (0I r r l Theoretical K value 0.5 0.7 1.0 1.0 2.0 2.0 Recommended K value when ideal conditions are approximated0.65 0.60 12 • 2.10 2.0 End condition code '` T 1 Rotation fixed, Translation fixed Rotation free. Translation fixed Rotation fixed, Translation free Rotation free. Translation tree Figure C -C4 5 laterally Unbraced Portal Frame provisions would be the same as the curve for LRFD. (e) Effective Length Factor, K The effective length factor K accounts for the influence of restraint against rotation and translation at the ends of a column on its load - carrying capacity. For the simplest case, a column with both ends hinged and braced against lateral translation, buckling occurs in a single half - wave and the effective length KL, being the length of this half -wave, is equal to the actual physical length of the column (Figure C -C4-4); December 2001 91 AST Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the Interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members DESCRIPTION > 3x6 Upright APPLIED LOADS (service) - up to three (3) load cases may be entered P1 = 527 lb. P2 = 1086 lb. P3 = 244 lb. Mix = 26704 in -lb M2x = 8946 in -lb M3x = 572 in -lb M1 y = 0 in -lb M2y = 8960 in -lb M3y = 9338 in -lb UNBRACED LENGTHS Lx = 144 in. Ly = 78 In. section = 3x6 overrack uprigh SECTION PROPERTIES bx= 3 i dy = 2 in t=0.12 in Ae = 1.83 1,02 Kx= Ky = Fy = Fr = 2.1 1 36 ksi 10 ksi Kix = KLy = 302.4 in yield stress residual stress 78 in width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I = 9.31 3.4 in^4 moment of inertia S = 3.1 2.26 inA3 section modulus Z = 3.85 2.52 in^3 plastic section modulus r = 2.15 1.3 in radius of gyration J = 5.34 inA4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 b/t = 22 < 500 hlt = 47 < 500 KL/r_x = 141 CONTROLS! KUry = 60 Xc = 1.58 Az = KUr max*(Fy/En^2)^0.5 QQc = F„ = Pa = Fallow = POD = 1.80 12688 psi Xc <= 1.5 23220 lb. 12900 lb. 65880 lb. F0 = (0.658^bc^2)Fy Xc> 1.5 Fa = (0.877/a.c^2)Fy P„ = FnAe Pafow = Pn/f2c Po, = Fy4e FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = S,Fy Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X -Axis Bending: M,o = 111600 in -lb 0b = 1.67 Mxaliow = 66826 in -lb Y -Axis Bending: Mny = 81360 in -lb 0b = 1.67 Myelow = 48719 in -lb Mallow = Mn/2b Mallow = Mf/ab INTERACTION EQUATION: Section C5.2 D0P/Pn = DaP/Pn = DQP/Pn = 0.041 0.084 0.019 If flcP/Pn <= 0.15: flcP/Pn + flbMx/Nlnx + ilbMy/Mny<= 1.0 QCPIPn + QbMxlMnx + QbMy/Mny = Q,PIPn + QbMx/M„x + ObMy/Mny = OCP/Pn + !lbMx/Max + ObMy/M„y = If O P/Pn > 0.15: flcP/Pn + DbMx/M,tt + flbMy/Mny<= 1.0 QcP/Pno + QbMX/Mnx + QbMylMny = QcP/Pno + QbMX/Mnx + DbMy/M„ y = DcP/Pno + QbMJ/Mnx + QbMy/Mny = AND 0.440 0.40 0.22 fl.P/Pn + f bC,nxMx/MnXax + QbCm,yMy/Mnyay<= 1.0 ax= 1 - Dc.P/PEx PEx = 1T2Elx/(KxLx)2= ax= 0.967 a.= 0.933 ax= . 0.985 Cmx= 0.85 ay= 1 - f0CP/PEy a= 0.994 ay = 0.988 ay= 0.997 Cmy = 0.85 PEy = fl Ely/(KyLy)` = QQP/Pn + QbC,„xMx/Mnxax + QbCmyMy/Mnyay = QoP/Pn + DbCmxMx/Mnxax + ObCmyMy/Mnyay = QcP/Pn + QbCnnMx/Mn„ax + ObCm+yMy/Mnyay = Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 29140 lb 159951 lb 0.39 0.36 0.19 Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. 05.2.1-6 Load case 2 Load case 3 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 '648 AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members - DESCRIPTION > Base Leg > APPLIED LOADS lservicel- P1 = O lb. Mix = 28682 in -lb M1 y = 0 in -lb UNBRACED LENGTHS Lx = 30 in. Ly = 30 in. section = 2-112x4 base leg SECTION PROPERTIES b_x = 2.5 In dy = 4 in t = 0.12 in Ae = 1.5 inA2 Kee 131 load cases may be entered P2 = 0 lb. P3 = M2x = 0 in -lb Max = M2y = 0 in -lb May = Kx= KY = FY Fr = 2.1 1 36 ksi 10 ksi Kix = KLy = yield stress residual stress 0 lb. 0 in -lb 0 in -lb 63 in 30 in width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I = 3.31 1.59 inA4 moment of inertia S = 1.66 1.27 inA3 section modulus Z = 2.01 1.44 inA3 plastic section modulus r = 1.49 1.03 in radius of gyration J = 3.33 inA4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 bit = 18 < 500 h/t = 30 < 500 KUr_x = 42 CONTROLS! KUry = 29 Xc = 0.47 xc = KL/r max`(Fy/ErrA2y0.5 De = 1.80 Fn = 32766 psi Pn = Panow = Pno = 49150 lb. 27305 lb. 54000 lb. 7lc <= 1.5 �c>1.5 Fn = (0.658Akc. 2)Fy Fn = (0.877/X.cA2)Fy Pn = F,Ae Papaw = Pipe P1e = FyA, FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral toslonal buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = SeFy Acal Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X -Axis Bending: Mm, = 59760 in -lb Ob = 1.67 Mx,i,,,,, = 35784 in -Ib Macy,, = W V -Axis Bending: M„y = 45720 in -lb Qb= 1.67 = 27377 in -lb Mom, = Mn/Ob INTERACTION EQUATION: CicP/Pn = 0.000 01P!Pn = 0.000 flyPIPn = 0.000 if QCP/Pn <= 0.15: O PiPn + ably IM„X + ObMY/M,y,<= 1.0 QCP/Pn + ObWMnx + 14MA/Mnr = OtP/Pn + ObMx/M6x + tlbMy/M„y = QeP/Pn + ObM„/M6„ + flbMylM,y = If QJP/Pn > 0.15: OcP/Pn + DbMJMm, + ObM NLy<= 1.0 OcPlP66 + ObMJM6x + ObMY/Mry= C413/1366+ ObM,/Mn■ + ObM/Mf. = OcP/Pbb + ObM,dM6„ + ObMy/Mny = AND 0.746 0.00 0.00 DcP/Pn + ObCmxMJ/Mrooax + QbC„y,My/M„yay<_ 1.0 - QcP/PEx a„= 1.000 a„= 1.000 a„= 1.000 Cm„ = 0.86 ay = 1 - UUCP/PEY ay= 1.000 ay= 1.000 oy= 1.000 Cmy = 0.86 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 PE„ =1T2Ei„/(K„L 2 = 238695 lb PE, = 1TEIy/(KyLy)` = 505652 lb faeP/Pn + ObCmxMJMnxax + ObCmYMY/MmaY = QCP/Pn + ObCmxMJMnxax + ObCmrMvlMnyaY= f)CPlPn + ObCmzM)M6xax + ObCmYMy/M6yay = 0.53 0.00 0.00 Section C5.2 Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 d case 2 Load case 3 Load case 1 Load case 2 Load case 3 osz AST Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members DESCRIPTION > BF upper horizontal APPLIED LOADS (service) - up to three (3) load cases may be entered P1 = 361 lb. P2 = 576 lb. P3 = 0 lb. M1 x = 0 in -lb M2x= 0 in -lb M3x = 0 in -lb M1 y = 844 in -lb M2y = 850 In -lb M3y = 0 in -lb UNBRACED LENGTHS Lx = 48 in. Kx = 1 KLx Ly = 48 in. Ky = 1 KLy = section = 1-112 x 1 cross tube SECTION PROPERTIES b_x= 1 in dy= 1.5 in t= 0.06 in Ae = 0.28 in"2 Fy = Fr = 36 ksi 10 ksi yield stress residual stress 48 in 48 in width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I = 0.08 0.04 inA4 moment of inertia S = 0.11 0.09 In"3 section modulus Z = 0.14 0.1 in"3 plastic section modulus r = 0.55 0.4 in radius of gyration J= 0.1 in"4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 bit = 14 < 500 hit = 22 < 500 KUr_x = 87 KUr_y= 120 CONTROLS! Xc = 1.35 a.c = KUr max•(Fy/En"2)"0.5 D. = 1.80 Fn = 18868 psi a.c <= 1.5 Pn = Panow = Pna = 4723 lb. 2624 lb. 10080 lb. Xc > 1.5 F" = (0.658"Ac"2)Fy Fn = (0.877/? c"2)Fy Pn = FnA0 Pam = Prlac P„,3= FyAe FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: '"---Oma to the high torsional stiffness of dosed box sections, lateral tosional buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = S,Fy AciT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet X -Axis Bending: M,b, = 3960 in -lb Cba 1.67 MzsEcyy = 2371 in -lb Maw = Mn/Qb X-Axls Bending: M,y = 3240 in -lb On = 1.67 Myanoa = 1940 in -lb Know = Mvab INTERACTION EQUATION; Section C5.2 Ll<P/Pn = 0.134 OJP/Pn = 0.220 L1nP/Pn = 0.000 If 4P/Pn <= 0.15: QcP/Pn + DbMx/M„„ + ObMJMfy<= 1.0 Ll<P/Pn + ObMI/Mnx + ObMy/Mro = L1:P/Pn + ObMxJMnx + ObMIJMny. = OcP/Pn + ObMJM,n, + ObM0/M6= If OP/Pn>0.15: 0.nP/Pn + QbMx/M„x + L1bMy/M„ y<= 1.0 OCP/P. + ObMJMnx + ObM)JMny = OePJPna + ObMxJM4, + QbMJM W = $PIP,p + ObMxJMnx + ability/Kw = AND 0.669 0.00 0.64 OnP/Pn + OnCrtaMddMroax + ObCmyMy/M+yay<= 1.0 ax= 1 -QeP/P£x ax= 0.936 a.= 0.896 ax= 1.000 C,b„ = 0.85 ay = 1 •OnP/PEy ay= 0.873 ay= 0.791 a= 1.000 C,,,y = 0.85 Load case 1 Load case 2 Load case 3 Load case 1 7Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Eq. C5.2.1-3 Eq. C5.2.1-2 PEx=1T2Elx/(KxLJ2 9938 lb Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 PEy =1rEiy/(KyLyr = 4969 lb O P/Pn + ObCxuMk/Mmcax + ObCmyMsJMnyay = L1xP/Pn + ObC„x,MJ/M„xax + L1bC,,,yMy/6/1nyay = OOP/Pn + ObCmxMJ✓Mnxax + ObCmyM,JM yay = 0.66 0.69 0.00 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 AT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members DESCRIPTION > BF lower horizontal APPLIED LOADS (service) - up to three (3) load cases may be entered P1 = 586 lb. P2 = 189 lb. P3 = Mix = 0 in -lb M2x = 0 in -lb M3x = Mty = 0 in -lb M2y = 189 in -lb M3y = UNBRACED LENGTHS Lx = 48 in. Ly = 48 in. section = 1-1/2 x 1 cross tube SECTION PROPERTIES bx= 1 i d_r= t= 1.5 in 0.06 in 0.28 in"2 Kx= Ky = Fy = Fr = 1 1 36 ksi 10 ksi KLx = KLy = yield stress residual stress 130 lb. 841 in -lb 0 in -lb width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I = 0.08 0.04 in"4 moment of inertia S = 0.11 0.09 inA3 section modulus Z = 0.14 0.1 in"3 plastic section modulus r = 0.55 0.4 in radius of gyration J = 0.1 inA4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 bit = 14 < 500 h/t = 22 < 500 KUrx = 87 KUry = 120 CONTROLS! ac = 1.35 = KUr max*(Fy/Ea"2)"0.5 D. = 1.80 Fn = 16868 psi a c <=1.5 Pn = P.aow = Poo = 4723 lb. 2624 lb. 10080 lb. Fo = (0.658"ac"2)F, xc > 1.5 Fn = (0.877/2.c"2)FF Pn = F„Ae pillow = PI)c P,,, = FyAe FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buckling is not critical In typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis 48 in 48 in Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = SeF, AuT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X -Axis Bending: M„x = 3960 in -lb Qb= 1.67 MXapoy, = 2371 in -lb Maw = Mfl/Ob Y -Axis Bending: M,y = 3240 in -lb Qb = 1.67 Myaeow a 1940 in -lb Kam = Mn✓nb INTERACTION EQUATION: Section C5.2 OcP/Pn = 0.223 Load case 1 OcP!Pn = 0.072 Load case 2 D P/Pn = 0.050 Load case 3 If Q.P/Pn <= 0.15: QQP/Pn + QbMx/Mnx + QbM/Mry<= 1.0 0cP!Pn + ObMx/Max + ObMy/Mm = 0cP/Pn + lbMIMm, + ChIMy/M„ y = A,P/Pn + ObMx/M,,. + ObMy/Mm = If OzP/Pn > 0.15: CV/Po + f1bM„/M„x + O0MJJM,y<= 1.0 O,CP/Pro + QbM,ndia: + O My/Mm = IIcPIP„o + WMA„. + rIbMy/M„ y = 11CPIPno + QbMJM,,,, + ODMy'Mny = AND 0.17 0.40 0.10 QcP/Pn + QbCmxMIMmAx + QbCmyMJMnyay<=1.0 ax = 1 - QcP/PEx ax= 0.894 ax= 0.966 ax = 0.976 Cmx = 0.85 ay = 1 - QIP/Pay ay = 0.788 ay = 0.932 ay = 0.953 Cmy = 0.85 Load case 1 Load case 2 Load case 3 ziLetovt.casea1 ad case 2 Load case 3 Eq. C5.2.1-3 Eq. C5.2.1-2 PE„ = 1T2Elx/(KxLx)2= 9938 lb Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Pay = trEly/(Kyly)`= 4969 lb Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 O,PIPn + ObCmxMJMmax + QbCmyM1,Mmoy OcP/Pn + ObC,,,,,Mx/M,,,,ax + QbCmyM,/M„yay= OcP/Pn + O►CmxMJMnxax + C CmyMy/Mnyay 0.22 0.16 0.36 Load case 1 Load case 2 Load case 3 ��L AT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI NVi1 American Specification for the Design of Cold -Formed Steel Structural Members - DESCRIPTION > BF diagonals Nir APPLIED LOADS (service) - up to t 131 load cases may be entered P1 = 268 lb. P2 = 639 lb. P3 = Mix = 785 in -lb M2x = 468 in -lb M3x = Miy = 0 in -lb M2y = 0 in -lb M3y = UNBRACED LENGTHS Lx = 29 in. Kx = Ly = 29 in. Ky = section = 1x1 tube Fy= Fr = SECTION PROPERTIES bx= 1 in dy= 1 in t = 0.058 in A. = 0.21 inA2 1 1 36 ksi 10 ksi KLx KLy = yield stress residual stress width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis 1= 0.03 0.03 irr 4 moment of inertia S = 0.06 0.06 inA3 section modulus Z = 0.07 0.07 in^3 plastic section modulus r = 0.38 0.38 in radius of gyration J = 0.05 in^4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 bit = 14 < 500 hit = 14 < 500 KUr x = 76 CONTROLS! KUr y = 76 7 c = 0.86 Ac = KUr max"(Fy/En" 2)^0.5 IIc = 1.80 F„ = 26494 psi Prt = Pillow = P.. = 5564 lb. 3091 lb. 7560 lb. 1..c <=1.5 ?c> 1.5 F. = (0.658^2c"2)Fy F. = (0.877/W2)Fy P . = FA, Pal ow = Prin. • = F1A0 FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis 0 lb. 0 in -lb 0 in -lb 29 in 29 in Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 M„ ® S.Fy Al Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet X -Axis Bending: M== 2160 in -lb 0b= 1.67 Mx,now = 1293 in -ib Marlow = Wine Y -Axis Bending: Mny = 2160 in -lb 0b = 1.67 My,now = 1293 in -lb M,noy, = Mn/Ob INTERACTION EQUATION: Section C5.2 fPJPn = 0.083 tl<P/Pn = 0.207 OcPIPn = 0.000 If 0,-P/Pn <= 0.15: 4P/Pn + ObMxfMmc + ObM1Mby<=1.0 DDP/Pn + ObMx/Mm, + Qum= QcP/Pn + Q,MJ nt + ObM/Mny= ClcP/Pn + ObMxJMnx + ObMJMny= If 0.P/Pn > 0.15: D P/Pn + CAN. + tlbMy/M,y<=1.0 ACP/P,9 + flbiUJ nx + L2bMylMfly= OgP/P„o * OeMxJM„x + ObMy/Mm= OOPIPne + QeMxJMmc * ObMyJMny AND 0.690 0.00 0.51 0,P/Pn + ObCmxMx/Mnxax + ObCmyMy/Mnyay<=1.0 ax = 1 - OcP/PEx ax= 0.955 ax = 0.887 ax = 1.000 Cmx = 0.85 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Eq. C5.2.1-3 Eq. C5.2.1-2 PEx = Tr2EIx/(KxL,J2= 10210 lb Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 ay = 1 - DCPIPEy PEy = TrEIyJ(KyLyI` = 10210 lb ay = 0.955 ay = 0.887 ay= 1.000 Cmy= 0.86 O.P/Pn + ObCrZMxJMnxax + ObCmyMy1Mnyay = OxP/Pn + ObCmxMxJMm,ax + Obc.," Mnyay = O<P/Pn + ObCmxMxJMnxox * ObCmyMyJMmay 0.62 0.55 0.00 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 AcoT Advanced Structural Technologies, Inc. Project Best Buy Racks Date By DB Sheet of This spreadsheet determines if the member welds are adequate to carry the prescribed design loads DESCRIPTION > Base Leg to upright weld APPLIED LOADS (service) - up to three load case,sr(nay be entered MI = 26682 in -lb M2 = 14636 in -lb V 1 = 860 lb. V2 = 1045 lb. T1 = lb. T2 = lb. M3 = in -lb V3 = lb. T3 = lb. PROPERTIES OF ANCHORS AND SLAB ON GRADE Weld Properties V Length = 4 in. T " size, a = 0.25 in. t'y, F = 70000 psi M base material t = 0.120 in. Y base material, Fu = 58000 psi Direct Shear ry= 108 lb/in. CASE #1 ry = 131 lb/in. CASE #2 ry = 0 lb/in. CASE #3 Direct tension rx = 0 lb/in CASE #1 rx = 0 lb/in CASE #2 rx = 0 lb/in CASE #3 x size V length Shear due to applied moment CASE #1 CASE #2 CASE #3 Sxx = 5.33 in^3/in. Sxx = 5.33 in^3/in. Sxx = 5.33 inA3/in. rx = 5003 lb/in rx = 2744 lb/in rx = 0 lb/in Load Angle, 0 O = 1.549 redians CASE #1 O = 1.523 radians CASE #2 $ = #DIV/0l radians CASE #3 Resultant r = sgrt(rr^2 + ry^2) CASE #1 CASE #2 CASE #3 r = 5004 lb/in / r = 2747 lb/In r= 0 lb/in rallowabl_ = 5567 lb/in �1 15( 'soJ - 10-- cck.... 12' overrack - seismic case b loads Cc i - VisualAnalysis 5.50 Report B57A Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 3x6 12' overrack - case b 01-26-2009 Folder: N:\CA 1086 - BB Racks - Goleta, CA\Structural Analysis - Calculations\3x6 12' half overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb Ib -in lb -in lb -in Max Axial M16-0 1.146D + 0.7Ex P -Delta 0.00 0.00 242.9 -0.07 -0.00 2.06 -6796 Max My M16-0 1.146D + 0.7Ex P -Delta 0.00 0.00 242.9 -0.07 -0.00 2.06 -6796 Max Mz M16-0 1.146D + 0.7Ex P -Delta 28.00 0.00 242.9 -0.07 -0.00 -0.00 5.83 Max Torsion M16-0 0.454D - 0.7Ex P -Delta 0.00 -0.00 96.25 -0.00 -0.00 0.03 -2697 Max Vy M16-0 1.146D + 0.7Ex P -Delta 0.00 0.00 242.9 -0.07 -0.00 2.06 -6796 Max Vz M16-0 1.146D + 0.7Ex P -Delta 0.00 0.00 242.9 -0.07 -0.00 2.06 -6796 Min Axial M16-0 1.146D - 0.7Ex P -Delta 0.00 -0.00 242.9 -0.00 -0.00 0.12 -6809 Min My M16-0 1.146D + 0.7Ex P -Delta 28.00 0.00 242.9 -0.07 -0.00 -0.00 5.83 Min Mz M16-0 1.146D - 0.7Ex P -Delta 0.00 -0.00 242.9 -0.00 -0.00 0.12 -6809 Min Torsion M16-0 1.146D + 0.7Ex P -Delta 0.00 0.00 242.9 -0.07 -0.00 2.06 -6796 Min Vy M16-0 0.454D - 0.7Ex P -Delta 0.00 -0.00 96.25 -0.00 -0.00 0.03 -2697 Min Vz M16-0 1.146D - 0.7Ex P -Delta 0.00 -0.00 242.9 -0.00 -0.00 0.12 -6809 -1-Wed Apr 08 07:41:23 2009 318' WIDE x 3/4' TALL OPENINGS SPACED Qa I "o.c. VERTICALLY TYP. B57B AciT Advanced Structural Technologies, Inc. B57C Project Best Buy Racks Date By DB Sheet of This spreadsheet determines if the member welds are adequate to cany the prescribed design loads DESCRIPTION > shelf bracket to upright weld APPLIED LOADS (service) - up to three load ca, may be entered MI = 6809 in -lb V1 = 243 lb. Tl = lb. M2 = in -lb V2 = lb. T2 = lb. M3 = in -lb V3 = lb. T3 = lb. PROPERTIES OF ANCHORS AND SLAB ON GRADE Weld Properties V Length = 4 in. size, a = 0.25 in. T C FExx = 70000 psi M base material t = 0.120 in. base material, Fu = 58000 psi Direct Shear N= ry rY = Direct tension rx = TX = rx = 30 lb/in. 0 lb/in. 0 lb/in. 0 lb/in 0 lb/in 0 lb/in CASE #1 CASE #2 CASE #3 CASE #1 CASE #2 CASE #3 x Shear due to applied moment CASE #1 CASE #2 CASE #3 Sxx = 5.33 in^3/in. Sxx = 5.33 inA3/in. Sxx = 5.33 in^3/in. rx = 1277 lblin rx = 0 lb/in rx = 0 lb/in Load Angle, 0 0 = 1.547 redians CASE #1 O = #DIV/0! radians CASE #2 © = #DIV/0! radians CASE #3 Resultant r = sgrt(rr^2 + ry^2) CASE #1 CASE #2 CASE #3 r = 1277 lb/in V / r = 0 lb/in r = 0 lb/in rallowable 5567 lb/in 714 gicAl-cr P<Aiv< Td- 'rL\ (JN -7) 3 UPPER ASSEMBLY CONNECTIONS B57D Advanced Structural Technologies Project M Date By 1i.& Sheet of B57E WASHER TYP. BASE PLATE & ANCHOR DESIGN EXPANSION ANCHOR SEE DETAIL I 0/5-HR.4 1/4" THICK BASE PLATE w/ I/2" DIA. HOLES TO ACCOMODATE ANCHOR(S) 3'x6"x I IGA. UPRIGHT COLUMN 5EE DETAIL 4/S-HR.4 FOR COLUMN PERFORATIONS BASE LEG SEE DETAIL 9/S-HR.4 3" \ \ I/8 I/8 1/4 1/4 3/4" TYP. 2 1/2 <COL TO 2 1 J2 BASE PL 1 4 ` 4 BASE CLEG TO COL. 2 1/2"xd4"x 118" BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL 1015-HR.X I 3/..4" TYP. WASHER TYP. I /8" THICK BA5E PLATE w/ I/21 ()IA. HOLES TO ACCOMODATE ANCHOR(5) AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: 1. the allowable concrete bearing stress 2. allowable bedning in base plate NOTE: ONLY 3"x 6" AREA OF BASE PLATE UNER COLUMN IS CONSIDERED. THEREFORE, THERE IS NO BENDING IN PLATE DESCRIPTION > Best Buy Racks > 6x6 base plate (overrack upright column) APPLIED LOADS Pa ,i, = 6750 lb. MAX applied load = 937 lb. See Nodal Reactions at Base PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Foundation W = 36 in assumed slab width L = 36 in assumed slab length A.2 = 1296 in2 assumed slab area area fc = 2500 psi assumed slab concrete strength Column d = 6.00 in b = 3.00 in Base Plate B = 3.00 in N = 6.00 in fy = 36000 psi tp = 0.250 in Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness REQUIRED BEARING AREA FOR CONCRETE fc = 2500 psi P = 6750 lb. = 18 in2 A2 = 1296 in2 fixative = 750 psi fan,,,abk= 750 psi O.K. applied bearing stress = lesser of: (P/A1)*2 or (P/A1)*sgrt(A2/A1) allowable bearing stress =0.3f c PLATE THICKNESS BASED ON EXTENSION BEYOND COLUMN PERIMETER m = 0.00 in a= w= M= 375 psi 2250 lb/in. 0 lb -in. S = 0.0625 in^3 1b= 0 psi O.K Limit fb to 0.75Fy= 27000 psi fb = applied bending stress � bQ ATI Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: 1. uplift and allowable bending of base plate DESCRIPTION > Best Buy Racks > 6x6 base plate (overrack upright column) APPLIED LOADS Te ,,yk = 2250 lb. MAX Uplift to anchor = 529 lb. PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Column d= b= Base Plate B N= fy= tp = 6.00 in 3.00 in 6.00 in 6.00 in 36000 psi 0.250 in Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness PLATE THICKNESS BASED ON UPLIFT m= 0.75 in anchor bolt M = 1688 lb -in. S = 0.0625 in^3 fb = 27000 psi O.K Limit fb to 0.75Fy = 27000 psi fb = applied bending stress column base plate Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: 1. the allowable concrete bearing stress 2. allowable bedning in base plate NOTE: ONLY 3"X2-1/2" AREA OF BASE PLATE UNDER COLUMN IS CONSIDERED. THEREFORE, NO BENDING IN PLATE DESCRIPTION > Best Buy Racks > 3x5.11/16" base plate (base leg) APPLIED LOADS = 2800 lb. MAX applied load = 1045 lb. See Nodal Reactions at Base PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Foundation W= 36 in L= 36 in A2 = 1296 int fc= 2500 psi Column d = 3.00 in b = 2.50 in Base Plate B= 2.50 in N= 3.00 in fy = 36000 psi tp = 0.125 in assumed slab width assumed slab length assumed slab area area assumed slab concrete strength Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness REQUIRED BEARING AREA FOR CONCRETE Pc = 2500 psi P = 2800 lb. A1= 7.5 int A2 = 1296 in2 friew;n= 747 psi 1.1'11,310W= 750 psi O.K. applied bearing stress = lesser of: (P/A,)*2 or (P/A1)*sgrt(A2/A1) allowable bearing stress = 0.3rc PLATE THICKNESS BASED ON EXTENSION BEYOND COLUMN PERIMETER m = 0.00 in n = 0.00 in a= w= M= 373 psi 1120 lb/in. 0 lb -in. S = 0.0078125 in^3 lb = 0 psi O.K Limit lb to 0.75Fy = 27000 psi ib= applied bending stress a= w= M= 373 psi 933 lb/in. 0 lb -in. S = 0.0065104 inA3 fb = 0 psi O.K column AcxT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: 1. uplift and allowable bending of base plate DESCRIPTION> Best Buy Racks > 3x5-11116" base plate (base leg) APPLIED LOAD Tamable m 420 lb. MAX Uplift to anchor = lb. See Nodal Reactions at Base - NOTE: PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Column d= b= 3.00 in 2.50 in Base Plate B = 5.00 in N= 3.00 in fy = 36000 psi tp = 0.125 in Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness PLATE THICKNESS BASED ON UPLIFT m = 0.500 in anchor bolt M = 210 lb -in. S = 0.0078125 inA3 T lbs 26880 psi /If j O.K m Limit fb to 0.75Fy = 27000 psi lb = applied bending stress r T R column base plate i3 AT Advanced Structural Technologies I I f I f 1 1 f , f _ .. 1 —,..........4_....i_ ,.... 1_ ...........t...._. I , t 1 1 • 'f , I 1 4- -t-4 L__4_ .4,,,p, 4A-1 ofr„ . 1 1 1 1 111 3 k 1 1 1 i . I • I Project Date og 11, Adz/ • By Sheet of ; • 1 111 i;- ?411I, -- 1 - i•1/ i it ...‘ ,_ II .4.... ; , --f---- 1------ --1------ I 1 I I 1 I I i 1 ' I i ' I 3 ' ' , II I ' I I I ; 1---; 4. 1 - -.4.- 4- t : ! , , i . I. 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I , I ; i .1, , i 1 i ; ; ; 1 ; 1 ; ; f_.1........_.1...............,...,......,..., ; f 1 I e1 1 1 I I i I , i ' 1 f 1..., IN ......1 . , • 1........ n*•1•• ,..... i ! i 1 1 ' i I : 1 1 1 ; 11 ..-_' -,;;2212II„•7 . .,..,..-...;...1.„t,11,I• ;-I•.•; k °;t , 1 t , 1 I , . 1 , , ,. , ... I i1, 1 i , , 1 1 i , 1i I i 11 t , 3 1 ! 4 .1. i 1 1 1 tei T102154'4. T1 e0.ft• i 1 , 1 1 -r- i 1 i . I , i 3 1 i I • 3 , i 3 i 1 • - 1 1 -;--• , k 1 , I ..................•,H ....A...4r.. .....,1**,............i.w.i...........,, i I i i i i t / 1 i i 4 I • I *•••2 f I ; • .1 - • r. ---f • Advanced Structural Technologies, Inc. Project Best Buy Racks Date By SaH Sheet of This spreadsheet determines is the expansion bolts are adequate to cany the prescribed design loads DESCRIPTION: See Nodal Loads at Base for loads APPLIED LOADS (service) - up to three toad cases may be entered T1 = 529 lb. T2 = 583 lb. T3 = lb. V1 = 217 lb. V2 = 0 lb. V3 = lb. PROPERTIES OF ANCHORS AND SLAB ON GRADE Slab on Grade fc = 2500 psi (assumed) h = 4 in. total thickness of slab Expansion Anchor Information Type = Hilti Kwik Bolt TZ Carbon Steel Expansion Anchor Approval = ICC Evaluation report #ESR -1917 diameter = 0.375 in. embedment = 23 in. critical edge distance = 4.5 in. minimum ancnor spacing = 2.25 in. Tallow Vallow = 1561 lb. (see attached ACI appendix D calculations) 687 lb. (see attached ACI appendix D calculations) 1G- INTERACTION EQUATION T/Tauow + VNailow. =12 (see ICC Report, section 4.2.2) Load case 1: Mallow + V/Vallow= 0.65 O.K. Load case 1: T/Tanow + V/Vatlow 0.37 O.K. Load case 1: T/Tallow + V/Vanow = 0.00 O.K. A�T Advanced Structural Technol gies Project ?E-(1*— ? v-7 Date VO6 By 7M Sheet AczT Advanced Structural Technologies Project 11 cs:r- ?,v1 Date By 1) Sheet of ; - : 1 ! , '''r • 4 iloie....i._ *„.. ,, 1 ,,,..- ,,?...) 1 t. ...,!, , Ai, .6,w -b.. ! ;, i ! , 1 r) 1C ) I , CI:r i , , 1 ; . , ai '; t• I [ 41••••••.. 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' ...,,,,.. , ISERVICECC EVALUATION ICC -ES Evaluation Report Most Widely Accepted and Trusted ESR -1917 Reissued May 2015 Revised February 22, 2016 This report is subject to renewal May 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTech Enqaus.hi Iti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 International Building Code® (IBC) • 2015, 2012, 2009 and 2006 International Residential Code® (IRC) • 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8 -inch- and 1/2 -inch -diameter (9.5 mm and 12.7 mm) carbon steel KB -TZ anchors may be installed in the topside of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a minimum member thickness, hnin,dec,, as noted in Table 6 of this report and a specified compressive strength, fc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8 -inch-, '/2 -inch-, 518 -inch- and %-inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB -TZ anchors may be installed in the soffit of cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anchoring system complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast -in- place anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB -TZ: KB -TZ anchors 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 steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB -TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three -section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal -weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 5B, 5C and 5D and have a minimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2016 ICC Evaluation Service, LLC. All rights reserved. Page Iof14 ESR -1917 I Most Widely Accepted and Trusted 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318- 11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, 0, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, ¢ as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 7. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 4.12 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nom, of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The resulting N. values are provided in Tables 3 and 4 of this report. Strength reduction factors f corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Nsb or Nd, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of het and kir as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with k,,,,a as given in Tables 3 and 4 and with Wc,N = 1.0. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or Pa e 2 of 141314 ACI 318-11 D.5.3.1 and D.5.3.2, respective , as applicable, in cracked and uncracked concrete, Nam. and NP,,,,,cr, respectively, is given in Tables 3 and 4. For all design cases Ws,p = 1.0. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: Nprt = N744 2,500 (lb, psi) (Eq -1) r� Np,rt = N(N, MPa) In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation: Np i = Np uncr z soo (lb, psi) (Eq -2) Nvic = NP,U 1 2 (N, MPa) Where values for Np,cr or NQ,,,,sr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand - lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, is given in Table 5. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq -1, whereby the value of Np,decxa must be substituted for Np,a and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318- 14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq -2, whereby the value of Np,debk,unbr must be substituted for NA,,,,,crand the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB -TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsg, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The shear strength Vsa,debi, of the carbon -steel KB -TZ as governed by steel failure of the KB -TZ installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, I/O or Vag, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 0.6.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of to used in ACI 318-14 Eq. ESR -1917 I Most Widely Accepted and Trusted Pa e 3 of 14 V-1 Z 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no greater than the lesser of her or 8da. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear The nominal concrete pryout strength of a single anchor or group of anchors, V" or VcA9, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kip provided in Tables 3 and 4 of this report and the value of No or Nap as calculated in Section 4.1.3 of this report For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A, 5B, and 5C, calculation of the concrete pry -out strength in accordance with ACI 318-14 17.5.3 or ACI 318- 11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318- 14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 172.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. Strength reduction factors, 0 are given in Tables 3 and 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318- 11 D.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,dockc, described in Table 5 must be used in lieu of Np, as applicable. The value of Np," or may be adjusted by calculation for concrete strength in accordance with Eq -1 and Section 4.1.4 whereby the value of Np,aur must be substituted for NAG, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,ey are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318- 11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,ea described in Table 3 and Table 4 or Vsa.aass described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensi Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of sme and cmi,, as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses hm;,, as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, c,,,r,,, and spacing, sm,,, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB -TZ anchors installed on the top of normal -weight or sand -lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5D. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, 5B and 5C and shall have an axial spacing along the flute equal to the greater of 3heror 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < ca, and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor 1Vp,,N as given by Eq -1: tpcp.N C — — (Eq -3) whereby the factor wcp,N need not be taken as less than 1.5he For all other cases, tP,AN = 1.0. In lieu of using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of ca, must comply with Table 3 or Table 4 and values of caa,aesk must comply with Table 6. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of fr affecting N. and V,,. For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version of ACI 318. For ACI 318-05 (2006 IBC), A shall be taken as 0.75 for all lightweight concrete and 0.85 for sand -lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Nps, and Np,eg shall be multiplied by the modification factor, .ta, as applicable. For anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: ESR -1917 I Most Widely Accepted and Trusted P ge 4 of 14 137.3. Tellowable,ASD VatiowableASD where: TallowableASD ValtowableASD !wn OVn a = (bVn a Allowable tension load (lbf or kN). = Allowable shear load (lbf or kN). Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over - strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-1417.6 or ACI 318-11 D.7, as applicable, as follows: For shear loads Vappfied 5 0.2V ble,Aso, the full allowable load in tension must be permitted. For tension loads Tapplied 5 0.2Tar watitoso, the full allowable load in shear must be permitted. For all other cases: Tapplied + Vapplied 51.2 TallowableASD Vattowable,ASD 4.3 Installation: Installation parameters are provided in Tables 1 and 6 and Figures 2, 5A, 5B, 5C and 5D. Anchor locations mus comply with this report and plans and specifications approved by the code official. The Hilti KB -TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hno,,, is achieved. (Eq -4) The nut must be tightened against the washer torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A, 5B and 5C. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB -TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, f' , of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, f c, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 5B, 5C and 5D. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is ESR -1917 I Most Widely Accepted and Trusted p e5of14 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 (ft > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB -TZ anchors are permitted for use with fire -resistance - rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire -resistance -rated envelope or a fire- resistance -rated membrane are protected by approved fire -resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. 5.14 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.15 Use of anchors made of stainless steel as s• ci ed 'n this report are permitted for contact with preservative - treated and fire -retardant -treated wood. 5.16 Anchors are manufactured by Hilti AG under an approved quality -control program with inspections by ICC -ES. 5.17 Special inspection must be provided in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.2-07 / ACI 255.2-04 for use in cracked and uncracked concrete. 6.2 Quality -control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR -1917). 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. ESR -1917 I Most Widely Accepted and Trusted TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING INFORMATION Symbol Units vvv� Nominal anchor diameter (in.) 3/6 1/2 5/8 3/4 Anchor O.D. d6 In. 0.375 0.5 0.625 0.75 (dot (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit 3/9 1/2 diameter dam, In. 5/6 3l4 Effective min. embedment her In. (mm) 2 (51) 2 (51) 31/4 (83) 31/9 (79) 4 (102) 33/4 (95) 43/4 (121) Nominal embedment h,,,,, in. (mm) 25/16 (59) 23/8 (60) 354 (91) 3848 (91) 47/,s (113) 45/,6 (110) 56/16 (142) Min. hole depth h, In. 25/8 25/6 4 33/4 43/4 41/2 53/4 (mm) (67) (67) (102) (95) (121) (114) (146) Min. thickness of /", In. 1/4 3/4 1/4 3/8 3/4 1/8 1519 fastened part1 (mm) (6) (19) (6) (9) (19) (3) (41) Required T ft -lb 25 40 60 110 Installation torque (Nm) (34) (54) (81) (149) Min. dia. of hole do In. 7/16 9/18 11118 13/16 in fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 33/4 5 33/4 41/2 51/2 7 43/4 6 81/2 10 51/2 8 10 lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length t9iaad In. 7/9 15/9 2'/9 13/4 2319 33/e 47/9 11/2 23/4 51/4 63/4 11/2 4 6 (incl. dog point) (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) Unthreaded In. 21/8 21/9 3 /4 4 length (mm) (54) (54) (83) (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a sinner fastening thickness is required, increase the anchor embedment to suit. The notation in parenthesis is for the 2006 IBC. mandrel UNC thread expansion element FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ) ESR -1917 I Most Widely Accepted and Trusted FIGURE 2—KB-TZ INSTALLED ho TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Pa e7of14 g `0 Length ID marking on bolt head ABCDEFGH I JK LMNOPQRSTUVW Length of anchor, tanchnot (inches) From 1% 2 2% 3 3% 4 4% 5 5% 6 8% 7 7% 8 8%s 9 9% 10 11 12 13 14 15 Up to but including 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT ESR -1917 I Most Widely Accepted and Trusted TABLE 3 -DESIGN INFORMATION, CARBON STEEL KB -TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/4 i/2 5/4 3/4 Anchor O.D. de(da) in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Effective min. embedment'her in. (mm) 2 (51) 2 (51) 31/4 (83) 31/4 (79) 4 (102) 33/4 (95) 43/4 (121) Min. member thickness2 h,,,,r„ in. (mm) 4 (102) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 6 (152) 8 (203) 8 (203) Critical edge distance c,.in. (mm) 43/8 (111) 4 (102) 51/2 (140) 41/2 (114) 71/2 (191) 6 (152) 61/2 (165) 83/4 (222) 63/4 (171) 10 (254) 8 (203) 9 (229) Min. edge distance cn.n In. (mm) 2/2 (64) 23/4 (70) 23l8 (60) 35/8 (92) 3 (83) /4 43/4 (121) 41/" (105) fors 2 in. (mm) 5 (127) 53/4 (146) 53/4 (146) 61/8 (156) 57/8 (149) 101/2 (267) 87/8 (225) Min. anchor spacing A,. in. (mm) 2'/2 (64) 23/4 (70) 23/4 (60) 31/2 (89) 3 (76) 5 (127) 4 (102) for c 2 In. (mm) 36/4 (92) 41/4 (105) 31/2 (89) 43/4 (121) 41/4 (108) 91/2 (241) 73/4 (197) Min. hole depth in concreteh, in. (mm) 26/4 (67) 26/4 (67) 4 (102) 33/4 (98) 43/4 (121) 41/2 (117) 53/4 (146) Min. specified yield strength / y Iblin2 (N/mm2) 100,000 (690) 84,800 (585) 84,800 (585) 84,800 (585) Min. specified ult. strength f88,Ibfin2 (N/mm2) 125,000 (862) 106,000 (731) 106,000 (731) 106,000 (731) Effective tensile stress area q,eN In22 (mm) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N44 lb (kN) 6,500 (28.9) 10,705 (47.6) 17,170 (76.4) 25,120 (111.8) Steel strength in shear V. (kN) 3,595 (16.0) 5,495 (24.4) 8,090 (36.0) 13,675 (60.8) Steel strength in shear, seismic3 V„. lb (kN) 2,255 (10.0) 5,495 (24.4) 7,600 (33.8) 11,745 (522) Pullout strength uncracked concrete' N ''" ' lb (kN) 2,515 (11.2) 5,515 (24.5) NA 9,145 (40.7) 8,280 (36.8) 10,680 (47.5) Pullout strength cracked concrete" Nps lb (kN) 2,270 (10.1) NA 4,915 (21.9) NA NA NA NA Anchor category5 1 Effectiveness factor k,,,Q uncracked concrete 24 Effectiveness factor k,,. cracked concrete" 17 'Pam= km:Aar r 1.0 Coefficient for pryout strength, krs 1.0 2.0 Strength reduction factor $i for tension, steel failure modes" 0.75 Strength reduction factor td for shear, steel failure modes" 0.65 Strength reduction fb factor for tension, concrete failure modes or pullout, Condition B9 0.65 Strength reduction i factor for shear, concrete failure modes, Condition B" 0.70 Axial stiffness in service load Qw. lb/in. 700,000 range19 r,... m. pa lb/in. 500,000 . 1 mrfi - 25.4 mm, , Ibf - 4.45 N, 1 psi = O.Uutitlyb MPa. For pound -inch units: 1 mm = 0.03937 inches. 1See Fig. 2. 2For sand -lightweight or normal -weight concrete over metal deck, see Figures 5A, 58, 5C and 5D and Tables 5 and 6. 3See Section 4.1.8 of this report. "For all design cases We p =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. :See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. "See ACI 318-1417.422 or ACI 318-11 D.52.2, as applicable. 'For all design cases We,4 =1.0. The appropriate effectiveness factor for cracked concrete (ke,) or uncracked concrete (k..) must be used. 8The KB -TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 9For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the essence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR -1917 j Most Widely Accepted and Trusted TABLE 4 -DESIGN INFORMATION, STAINLESS STEEL KB -TZ Pae9of14'lt# ' DESIGN INFORMATION Symbol Units Nominal anchor diameter ' /e /2 54 3/4 Anchor O.D. d.(4) in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Effective min. embedment' her in. (mm) 2 (51) 2 (51) 3'14 (83) 31/8 (79) 4 (102) 33/4 (95) 43/4 (121) Min. member thickness h„„),in. (mm) 4 (102) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 6 (152) 8 (203) 8 (203) Critical edge distance c„ in. (mm) 43/e (111) 3'/s (98) 5'12 (140) 4'12 (114) 7'/z (191) 6 (152) 7 (178) 8'4 (225) 6 (152) 10 (254) 7 (178) 9 (229) Min. edge distance Cm4., in. (mm) 2 (64) /2 2'/e (73) 2 (54) /e 3'/4 (83) 2-3/8 (60) 4'/4 (108) 4 (102) for s L in. (mm) 5 (127) 53/4 (146) 51/4 (133) 53/4 (140) 51/2 (140) 10 (254) 81/2 (216) Min. anchor spacing in. (mm) 21/4 (57) 21/2 (73) 2 (51) 23/4 (70) 23/4 (60) 5 (127) 4 (102) for c Z in. (mm) 3112 (89) 41/2 (114) 31/4 (83) 4'/e (105) 41/4 (108) 91/2 (241) 7 (178) Min. hole depth in concrete h. in. (mm) 2514 (67) 25/a (67) 4 (102) 33/4 (98) 43/4 (121) 4'/z (117) 53/4 (146) Min. specified yield strength f ' lb/in2 (N/mm2) 92,000 (634) 92,000 (634) 92,000 (634) 76,125 (525) Min. specified ult. Strength f a lb/in2 (N/mm2) 115,000 (793) 115,000 (793) 115,000 (793) 101,500 (700) Effective tensile stress area A,,,H in22 (mm) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N. lb (kN) 5,968 (26.6) 11,554 (51.7) 17,880 (82.9) 24,055 (107.0) Steel strength in shear V,. lb (kN) 4,720 (21.0) 6,880 (30.6) 9,870 (43.9) 15,711 (69.9) Pullout strength in tension, seismic2 N, lb (kN) NA 2,735 (12.2) NA NA NA Steel strength in shear, seismic2 V,,,,, lb (kN) 2,825 (12.6) 6,880 (30.6) 9,350 (41.6) 12,890 (57.3) Pullout strength uncracked concretes N.,,,,,, lb (kN) 2,630 (11.7) NA 5,760 (25.6) NA NA 12,040 (53.6) Pullout strength cracked concretes Nya lb (kN) kN 2,340 (10.4) 3,180 (14.1) NA NA 5,840 (26.0) 8,110 (36.1) NA Anchor category4 1 2 1 Effectiveness factor k,,,, uncracked concrete 24 Effectiveness factor ka cracked concreted 17 24 17 17 17 24 17 'Yon = k../l„,6 1.0 Streg h reduction factor for tension, steel failure modes' 0.75 Strength reduction factor 4 for shear, steel failure modes' 0.65 Strength reduction ft factor for tension, concrete failure modes, Condition Be 0.65 0.55 0.65 Coefficient for pryout strength, kq, 1 0 2.0 Strength reduction 0 factor for shear, concrete failure modes, Condition B6 0.70 Axial stiffness in service load /tea lb/in. 120,000 rete fir lb/in. 90,000 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. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 4For ail design cases (Pc.r'=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. See ACI 318.1417.3.3 or ACI 318-11 D.4.3, as applicable. 5See ACI 318-1417.4.2.2 or ACI 318-11 D.52.2, as applicable. 6F -or all design cases IK,N =1.0. The appropriate effectiveness factor for cracked concrete (ka) or uncracked concrete (k...) must be used. 'The KB -TZ is a ductile steel element as defined by ACI 318 D.1. 6For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, is not provided, or where puibut 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. 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR -1917 I Most Widely Accepted and Trusted n_. Pa e10of14 Sdesign Cdesign U) co C .0 co Q rn Sdesign h a hmin hmin Cmin at s Z I I I Cdes7gn FIGURE 4 --INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING edge distance c TABLE 5--HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES''°•'•° DESIGN INFORMATION Symbol Units Anchor Diameter 3/e 1/2 5/8 3/0 Effective Embedment Depth her in. 2 2 31/4 31/6 4 33/4 Minimum Hole Depth ha in. 2318 23/4 4 33/4 43/4 41/2 Loads According to Figure 5A Pullout Resistance, uncracked concretes Np'deek'uncr lb 2,060 2,060 3,695 2,825 6,555 4,255 Pullout Resistance, cracked concrete 6 NP.deek,er lb 1,460 1,460 2,620 2,000 4,645 3,170 Steel Strength in Shear' Vero.* lb 2,130 3,000 4,945 4,600 6,040 6,190 Steel Strength in Shear, Seismic° Vea.deck,eq lb 1,340 3,000 4,945 4,320 5,675 5,315 Loads According to Figure 5B Pullout Resistance, uncracked concretes NP.mek.ene, lb 2,010 2,010 3,695 2,825 5,210 4,255 Pullout Resistance, cracked concrete 6 NP.denk.c, lb 1,425 1,425 2,620 2,000 3,875 3170 Steel Strength in Shear' VE,4,34k lb 2130 2600 4,065 4,600 5,615 6,190 Steel Strength in Shear, Seismic° Vsa,de,,eq lb 1,340 2600 4,065 4,320 5,275 5,315 Loads According to Figure 5C Pullout Resistance, uncracked concrete NP deekv�, lb 1,845 1,865 3,375 4,065 Pullout Resistance, cracked concrete 6 NP,decker lb 1,660 1,325 3,005 2,885 Steel Strength in Shear' Veadeek lb 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic° Vsadeek.en lb 1,790 2,585 3,945 4,420 ' Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A, 5B and 5C of this report. 2 The values for $P in tension and ip in shear can be found in Table 3 of this report. 3 The characteristic pullout resistance for concrete compressive strep multiplying the value in the table by (f' J 3000)' for psi or (f '4/ 20.7) ADIBC Appendix L, Section 5.1.1]. 4 Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 0.5.2, D.6.2, and 0.6.3, as applicable, is not required for anchors installed in the deck soffit. 5 The values listed must be used in accordance with Section 4.1.4 of this report. 6 The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 of this report. ° The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. hs greater than 3,000 psi may be increased by for MPa [minimum of 24 MPa is required under rYY Y, ESR -1917 I Most Widely Accepted and Trusted Pa*: 11 of 14 - • TABLE 6—HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION THE TOP OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D1'2,44 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/g 1/2 Effective Embedment Depth he, in. 2 2 Nominal Embedment Depth hm.„ in. 25/10 23/8 Minimum Hole Depth ho in. 25/8 25/8 Minimum concrete thickness5 hrhhohd, in. 31/4 31/4 Critical edge distance cec, ,,04, in. 4'/2 6 Minimum edge distance c„„„d„c,, in. 3 41/2 Minimum spacing Sm+„.d loop in. 4 61/2 Required Installation Torque .. Th. ft -lb 25 40 must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hm,,,, c,„5,, and s„h„. 3Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. 'Applicable for 3'/4 -in 5 hmm,dntk <4 -in. For hmindadc Z 4 -inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5D. za mss= MIN 3.000 PSI NORMAL OR SAND - UGH TWEIGHT CONCRETE MIN. 17 TYP. MAX. r OFFSET, TYP. MIN. 20 GAUGE STEEL W -DECK LOWER FLUTE (RIDGE) FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Min. 2.1/2” for 3/8, 1/2 and 5/8x3-1/8 Min. 3-1/4" for 5/8x4 and 3/4x3-3/4 Max. 3" Minimum 5/8" Typical l Min. 3,000 psi Normal -weight or Lightweight Concrete 14 Min. 3-7/8" Min. 1" Upper Flute (Valley) Min. 3-718" Min. 12" Typical Minimum 20 Gauge Steel W -Deck { Lower L Flute (Ridge) FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ESR -1917 I Most Widely Accepted and Trusted MIN, 3,000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE MIN. 20 GUAGE STEEL W -DECK LOWER FLUTE (RIDGE) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK" 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1/8 -inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 31/4 -inch and the minimum hole clearance of 18 -inch is satisfied. Pa 12 of 14, z MIN. 3,000 PSI NORMAL OR SAND- ''' LIGHTWEIGHT CONCRETE ! MIN j 1-3/4" MIN. 2-1/2" UPPER FLUTE (VALLEY) MIN 3-1/2" MIN 6' TYP MIN. 20 GUAGE STEEL WRECK -- LOWER FLUTE (RIDGE) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES" 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 31/4 -in s hmin < 4 -in. For hmu, Z 4 -inch use setting information in Table 3 of this report. TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L &Calculation of the weighted average for e = 0.3.1:2 + 0.7"1.6 =1.48. 6f = 2,500 psi (normal weight concrete). 'Cal = ca2 Z Cac 8112 ha,„, Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11114.3(c) is not provided, as applicable. Allowable tension (lbf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel p` = 2,500 pSi Carbon Steel Stainless Steel ale 2 1,105 1,155 1/2 2 1,490 1,260 33/4 2,420 2,530 s/8 31/8 2,910 2,910 4 4,015 4,215 3/4 33/4 3,635 3,825 43/4 4,690 5,290 For SI: 1 Ibf = 4.45 N_ 1 mi = n nnwR9 RAPn i no; = n nnaAO &AD.a :..osis _ fC A . ,...— 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L &Calculation of the weighted average for e = 0.3.1:2 + 0.7"1.6 =1.48. 6f = 2,500 psi (normal weight concrete). 'Cal = ca2 Z Cac 8112 ha,„, Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11114.3(c) is not provided, as applicable. ESR -1917 I Most Widely Accepted and Trusted pas talk.NNAk• 1%12110 1. Hammer drill a hole to the samenominal diameter as the Kwik Bolt 12. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. neo 3. Drive the Kwik Bolt 12 'nto the hole using a hammer. The anchor must be driven until the nominal embedment is achieved, 2. Clean hole. 4. Tighten the nut to the equired installation torque. FIGURE 6—INSTALLATION INSTRUCTIONS 4 ESR -1917 I Most Widely Accepted and Trusted r Pate 14 of 14 Given: A Two 1/2 -inch carbon steel KB -TZ anchors under static tension Tr„r A load as shown. = 3.25 in. Normal weight concrete, fC = 3,000 psi No supplementary reinforcement (Condition B per ACI 318-141 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable) V l � -G '" .rw 4 r , r - AN T f 1.5 her • s _ 6" Assume cracked concrete since no other information is available. Needed: Using Allowable Stress Design (ASD) calculate the allowable tension load for this 1.5 he configuration.L1.5 her A _c =4' -A Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix 0 and this report. ACI 318-14 Ref. ACI 318-11 Ref. Report Ref. Step 1. Calculate steel capacity: b N = 0 nA.f., = 0.75 x 2 x 0.101x 106,000 =16,0591b Check whether f,,,. is not greater than 1.910 and 125,000 psi. 17.4.1.2 17.3.3(a) D.5.1.2 D.4.3(a) §4.1.2 Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: Ncbg = ANc Vec,Niger/ NY/ ,NVcp,NA/6 AN. 17.4.2.1 D.5.2.1 § 4.1.3 Step 2a. Verify minimum member thickness, spacing and edge distance: h„,r„ = 6 in. s 6 in..'. Ok sem„ slope = 2.375 - 5.75 2.375, 5.75 17.7 D.8 Table 3 = -3.0 3.5 - 2.375 For c,, = 4in 2.375 controls 3.5, 2.375 Fig. 4 Q _„, = 5.75 4(2.375 - 4.0)(-3.0)] = 0.875 < 2.375in < 6 in:. ok 0.875 ..�.� 4 cm„ Step 2b. For AN check 1.5h, =1.5(3.25) = 4.88 in > C 3.0hd = 3(3.25) = 9.75 in > S 17.4.2.1 D.5.2.1 Table 3 Step 2c. Calculate A,,,,, and AN, for the anchorage: ANco = 914, = 9 x (3.25)2 = 95.1in.2 ANC = (1.5her + c)(3he f + s) = [1.5 x (3.25) + 4)[3 x (3.25) + 6] = 139.8in.2 < 2AN,. .: ok 17.4.2.1 D.5.2.1 Table 3 Step 2d. Determine Wee, N : eN =0:. iv,„ N =1.0 17.4.2.4 D.5.2.4 - Step 2e. Calculate No:Nb = kCrAa /chef = 17 X 1.0 X 3,000 x 3.251s = 5,456 lb 17.4.2.2 D.5.2.2 Table 3 Step 21. Calculate modification factor for edge distance: = 0.7 + 0.3 - 0.95 yrs N 1.5(3425) 17.4.2.5 D.5.2.5 Table 3 Step 2g. Calculate modification factor for cracked concrete: PCN =1.00 (cracked concrete) 17.4.2.6 D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: v/40, =1.00 (cracked concrete)- - § 4.1.10 Table 3 139.8 Step 2i. Calculate 0 N : =0.65 17.4.2.1 #N x x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb 95.1 17.3.3(c) D.5.2.1 DA.3(c) § 4.1.3 Table 3 Step 3. Check pullout strength: Table 3, to nNp„,,t = 0.65 x 2 x 5,515 lb x : 000 = 7,852 lb >4,952 .'. OK z,soo 17.4.3.2 17.3.3(c) D.5.3.2 D.4.3(c) § 4.1.4 Table 3 Step 4. Controlling strength: 0 NCS = 4,952 lb < dnN,„ < ON, .. tN„,9 controls 17.3.1.2 D.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 1.2D + 1.6L: T =4952 - 3,346 lb. 1.48 - - § 4.2 FIGURE 7 -EXAMPLE CALCULATION c'T Project Best Buy racks Date 12/10/2007 By DB Advanced Structural Technologies, Inc. Sheet ge4 This spreadsheet calculates the punching shear capacity for the slab on grade DESCRIPTION > Best Buy racks > 6x6 base plate (warehouse rack) PUNCHING SHEAR ANALYSIS Base plate dimensions c1= 6 in. c2 = 6 in. E3c = 1.00 Slab information fc = 2500 psi h (total thickness) = 4 in. vc 100 psi vial,+„sc)•fc"2 <1=2fc^2 Applied load, P = critical section 11800 lb. (service load) d = 0.8h = 3.2 in. bo. 36.8 in. Conservatively assume that P = V v = V/(bed) _ 100 psi 1//Vc s 1.00 O.K. base plate d12 e2 d/2 p 4 i P {I 4 AuT Project Best Buy racks Date 12/10/2007 By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the punching shear capacity for the slab on grade DESCRIPTION > Best Buy racks > 3x5 base plate (warehouse rack) PUNCHING SHEAR ANALYSIS Base plate dimensions c1= 3 in. r c2 = 5 in. (ic = 1.67 Slab information fc = 2500 psi h (total thickness) = 4 in. 100 psi v.11. mac)*fc"2 <1= 24'0'2 Applied load, P = critical section 9250 lb. (service load) d = 0.8h = 32 in. b,. 28.8 in. Conservatively assume that P = V v = V/(bd) _ 100 psi v/ve. 1.00 O.K. base plate d2 C2 t d/2 Cr d/2 r 1 1 f AvT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates: 1. the area of slab required to safely support the aplied loads (base on allowable soil bearing pressure) 2. the tensile stress due to bending in a concrete slab -on -grade due to concentrated loads. DESCRIPTION > Best Buy racks General Information 1 P i �tttttTrtttt,r�, Slab, soil and loading Information. Applied Axial Load = Concrete Strength (Pc) _ Slab Depth (t) = base plate dimension (c)= Allowable soil bearing pressure (qA) = allowable modulus of rupture (tri Concrete Elastic Modulus (Ec) = 5000 lbs 2500 psi 4.0 in 3.0 in 500.0 psf 5.0 sgrt(Pc) 2850000 psi Soil required area, A = 10.0,ft ^2 A = P/qA L = 3.16 ft. L = sqrt(A) = square dimension of "footing" Slab w = 1581 plf w = qA*L b = 17.5 in. b =( L -c)/2 M = 20115 lb -in. M = (w*b^2)/2 = applied moment in slab S = 101 in^3 S = L*t^216 = section modulus for slab ft = 199 psi fr = 250 psi O,K. tension in slab = M/S allowable modulus of rupture AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet is used to for steel storage racks, using and vertical distribution of seismic forces DESCRIPTION > ALTERNATE ANALYSIS 8' HIGH HALF GONDOLA OVERRACK Seismic Load Analysis Site Coefficients ASCE-7 reference S, = 2.493 Figures 22-1 through 22-14 S1 = 0.932 Figures 22-1 through 22-14 Site Class = D F, = 1 Table 11.4-1 F, = 1.5 Table 11.4-2 Response Spectrum SM$ = SMI = SDS = SDI = 2.493 SMS = F,S, 1.398 SMI =F,SI 1.662 Sys = 2/3SMs 0.932 SDI = 2/3SMI Earthquake Design Criteria Occupancy Category = II Table 1-1 Seismic Design Category for SDs = E Table 11.6-1 for Sot = E Table 11.6-2 SDG for Design = E Seismic Weight (per ASCE 7 section 15.5.3.2) weight of rack system = 300 lb. rack weight will be distributed to shelves Number of shelves = 2 Condition a Condition b contents shelf height Seismic Shelf (lb.) above base (in.) Seismic W W #1 200 4 284 150 #2 200 96 284 350 #3 0 0 0 0 #4 0 0 0 0 #5 0 0 0 0 Total W = 568 lb. 500 lb. Note: The steel storage rack system is designed for the following two conditions of operating weight: a. weight of the rack plus every storage level loaded to 67% of its rated load capacity b. weight of the rack plus the highest storage level only loaded to 100% of its rated load capacity AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of Seismic Base Shear Importance Factor , I = 1.5 Section 15.5.3.1 Response Mod. Coefficient, R = 4 Section 15.5.3.1 Seismic Response Coefficient Cs cafe. = Cs min = 0.623 Eqn. 12.8-2: CS = Sos/(R/1) 0.010 Eqn. 12.8-5 Cs for Design = 0.623 or 62.3% condition a V = 354 lb. Eqn. 12.8-1: V = CsW condition b V = 312 lb. Eqn. 12.8-1: V = CSW Vertical Distribution of Seismic Forces (ASCE section 12.8.3 & RMI section 2.7.4) If centerline of the first shelf level is 12" above the floor or less Fi = C,Ipwi F%=C,.�(V -F1) for the first shelf level for levels above the first level Cvx = w.hk„ sum fwlII level 2 to n sum(w,hki) k =1.0 ASCE section 15.5.3.3.c Condition a shelf height above base Shelf (in.), hx Seismic W, w„ w5h„ Cvx F. OTM at base (lb. -in.) #1 4 284 266 lb. 1062 #2 96 284 27264 1.000 89 lb. 8496 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 27264 354 lb. 9558 lb. -in. Condition b shelf height above base Shelf (in.), hx Seismic W, w% wxh% Cvx F, OTM at base #1 4 150 140 lb. 561 #2 96 350 33600 1.000 171 lb. 16454 #3 0 0 0 0.000 0 lb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 0 lb. -----P Totals = 33600 312 17015 1b. -in. AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of Load Combinations (ASCE section 12.4.2) Sas = 1.662 Load Combination #1: (1.0 + 0.14SDS)D +1- 0.7QE 1.0 + 0.14SDS = 1.233 Load Combination #2 = (0.6 - 0.14SDS)D +1- 0.7QE 0.6-0.14SDS= 0.367 Where: D = Dead Load (includes rack weight plus contents) SDS = Sea QE = effects of horizontal seismic forces AT Advanced Structural Technologies Project gq itP3- Date By Va Sheet of 1 : 1... : 1 1 1 1 1 1 r ---i------- 1 . t I I 1 . T, 1 :ii I t I 1 ! 1 4 ! I 1 I 1 I t--_......... ..... ......r. L .......... ...._ - I 91011111,. i / 7-' , , • I 4-1 . 1 0 tl /I •••••••-, 1 1 ! 1 I -- i • • 1 I I t ....._l_i_......______ 1--- .4-1 t , f i I i L RA4 1 i -t- 1 , 1._. •11 rfir — , - I I - ! 1 1 i 1 i i ..... I I 1 1 1 f 4-1 -...---- , 414:1. L ..- I ..' .• w 0 0— i_1 1 I I 1 I I I i i s , 1_, -- .i . t 1 ! . r 1 _.... 1 I 1 1 t- i 1 i I • 1 1 4 1 1 ; I 1 i t i 1 1 ! f I i ; ----, ' I ' I _ 1 • 1 ; L 1 13 I i ; _ i .........., ,..... V i . i i I 1 f 1 i $ , ---i- I PL4L-1‘"1 _...- ..... _ ...._ ; • f , 1 i f•----J ! f I lit, --,- .. I!IZL I -----,--1– ---- ? , --.- " , ;i 1 - ---r--;#1.-'-' l-781# . i -----r:--------:..----;---------+--- 344#- f -i -- i 1 --H--. -..**I • 1 i ; ? • ) II i j 110°.- 1 I I 1 i 1 1 i 5 1 ± ! I ...._...1_11___L__! LL J _1_1_ _ _ 1 1 ...-...1......-, --.... A�T Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: 1. uplift and allowable bending of base plate DESCRIPTION > Best Buy Racks > 3x5-11116" base plitc'(base leg) APPLIED LOAD Talb„abk = 420 lb. MAX Uplift to anchor = 324 lb. See Nodal Reactions at Base - NOTE: I ANCHOR PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Column d= b= Base Plate B= N= fy tp= 3.00 in 2.50 in 5.00 in 3.00 in 36000 psi 0.125 in Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness PLATE THICKNESS BASED ON UPLIFT m = 0.500 in M = 210 lb -in. S = 0.0078125 in^3 tb = 26880 psi O.K Limit ib to 0.75Fy = 27000 psi ib = applied bending stress anchorrbolt \ I I * T 4 ,, base plate ,Y Tf column m gct) SECTION D FIXTURE TYPE HR.7 (8'-0" HIGH HALF GONDOLA OVERRACKS WITH 2X5 UPRIGHTS) • D1 A1T Advanced Structural Technologies, Inc. Project Best Buy racks Date By Sheet of This spreadsheet is used to calculate the seismic base shear and vertical distribution of seismic forces for steel storage racks. DESCRIPTION > 8' HIGH , 2x5 overrack > Note: the loads shown here are for reference only. The rack has been designed for th, loads shown on pages D4 -D6. Seismic Load Analysis Site Coefficients SS = 1.445 S1 = 0.538 Site Class = D Fa = 1 F, = 1.5 Response Spectrum ASCE-7 reference Figures 22-1 through 22-14 Figures 22-1 through 22-14 Table 11.4-1 Table 11.4-2 SMS 5M1 = SDS = SDI = 1.445 0.807 0.963 0.538 Earthquake Design Criteria SMS = FaSS SMI =FvS1 Sps = 2/3SMS SDI = 2135M1 Occupency Category = Seismic Design Category for SDS = for SD] = SDG for Design = II Table 1-1 D Table 11.6-1 D Table 11.6-2 D Seismic Weight (per ASCE 7 section 15.5.3.2) weight of rack system = 300 lb. rack weight will be distributed to shelves Number of shelves = 2 Condition a Condition b contents shelf height Seismic Shelf (lb.) above base (in.) Seismic W W #1 200 4 284 150 #2 200 96 284 350 #3 0 0 0 0 #4 0 0 0 0 #5 0 0 0 0 Total W = 568 lb. 500 lb. Note: The steel storage rack system is designed for the following two conditions of operating weight: a. weight of the rack plus every storage level loaded to 67% of its rated load capacity b. weight of the rack plus the highest storage level only loaded to 100% of its rated load capacity AT D2 Advanced Structural Technologies, Inc. Project Best Buy racks Date By Sheet of Seismic Base Shear Importance Factor , I = 1.5 Section 15.5.3.1 Response Mod. Coefficient, R = 4 Section 15.5.3.1 Seismic Response Coefficient Cs calc. = 0.361 Cs min = 0.010 Eqn. 12.8-2: C, = SDs/(R/I) Eqn. 12.8-5 Cs for Design = 0.361 or 36.1% condition a V = 205 lb. Eqn. 12.8-1: V = CSW condition b V = 181 lb. Eqn. 12.8-1: V = CSW Vertical Distribution of Seismic Forces (ASCE section 12.8.3 & RMI section 2.7.4) If centerline of the first shelf level is 12" above the floor or less F1 = CsIpw1 for the first shelf level FX = C,(V - F1) for levels above the first level Cvx = wxhkx sum from level 2 to n sum(w;hki) k = 1.0 ASCE section 15.5.3.3.c Condition a shelf height above base Shelf (in.), hx Seismic W, wx wxhx Cvx Fx OTM at base (lb. -in.) #1 4 284 154 lb. 616 #2 96 284 27264 1.000 51 lb. 4925 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 27264 205 lb. 5540 lb. -in. Condition b shelf height above base Shelf (in.), hx Seismic W, wx wxhx Cvx Fx OTM at base #1 4 150 81 lb. 325 #2 96 350 33600 1.000 99 lb. 9537 #3 0 0 0 0.000 0 lb. 0 #4 0 0 0 0.000 0 lb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 33600 181 9862 lb. -in. D3 AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By Sheet of Load Combinations (ASCE section 12.4.2) SDS 0.963 Load Combination #1: (1.0 + 0.14SDS)D +1- 0.7QE 1.0 + 0.14SDS = 1.135 Load Combination #2 = (0.6 - 0.14SDS)D +1- 0.7QE 0.6 - 0.14SDS = 0.465 Where: D = Dead Load (includes rack weight plus contents) SDS = SDS QE = effects of horizontal seismic forces D4 AT Advanced Structural Technologies, Inc. Project Best Buy racks Date By Sheet This spreadsheet is used to calculate the seismic base shear and vertical distribution of seismic forces for steel storage racks. DESCRIPTION > 8' HIGH , 2x5 overrack > ALTERNATE ANALYSIS Seismic Load Analysis Site Coefficients Ss = 2.493 Si = 0.932 Site Class = D Fa = 1 F = 1.5 Response Spectrum ASCE-7 reference Figures 22-1 through 22-14 Figures 22-1 through 22-14 Table 11.4-1 Table 11.4-2 SMS = SMI = SDs = 5D1= 2.493 1.398 1.662 0.932 Earthquake Design Criteria SMs = FaS, SM1 =F,,S1 SDs = 2/3 SMS SDI = 2/3 Sm Occupency Category = II Table 1-1 Seismic Design Category for SDs = E Table 11.6-1 for SDI = E Table 11.6-2 SDG for Design = E Seismic Weight (per ASCE 7 section 15.5.3.2) weight of rack system = 300 lb. rack weight will be distributed to shelves Number of shelves = 2 Condition a Condition b contents shelf height Seismic Shelf (lb.) above base (in.) Seismic W W #1 200 4 284 150 #2 200 96 284 350 #3 0 0 0 0 #4 0 0 0 0 #5 0 0 0 0 Total W = 568 lb. 500 lb. Note: The steel storage rack system is designed for the following two conditions of operating weight: a. weight of the rack plus every storage level loaded to 67% of its rated load capacity b. weight of the rack plus the highest storage level only loaded to 100% of its rated load capacity AT D5 Advanced Structural Technologies, Inc. Project Best Buy racks Date By Sheet of Seismic Base Shear Importance Factor , I = 1.5 Section 15.5.3.1 Response Mod. Coefficient, R = 4 Section 15.5.3.1 Seismic Response Coefficient Cs calc. = 0.623 Cs min= 0.010 Eqn. 12.8-2: C, = SDSI(R/I) Eqn. 12.8-5 Cs for Design = 0.623 or 62.3% condition a V = 354 Ib. Eqn. 12.8-1: V =CsW condition b V = 312 lb. Eqn. 12.8-1: V = CsW Vertical Distribution of Seismic Forces (ASCE section 12.8.3 & RMI section 2.7.4) If centerline of the first shelf level is 12" above the floor or less F1 = CsIpwi for the first shelf level Fx = C,(V - F1) for levels above the first level Cvx = wxhkx sum from level 2 to n sum(wihki) k = 1.0 ASCE section 15.5.3.3.c Condition a shelf height above base Shelf (in.), fix Seismic W, wx wxhx Cvx Fx OTM at base (lb. -in.) #1 4 284 2661b. 1062 #2 96 284 27264 1.000 891b. 8496 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 0 lb. 0 Totals = 27264 354 Ib. 9558 lb. -in. Condition b shelf height above base Shelf (in.), hx Seismic W, wx wxhx Cvx Fx OTM at base #1 4 150 140 lb. 561 #2 96 350 33600 1.000 1711b. 16454 #3 0 0 0 0.000 Olb. 0 #4 0 0 0 0.000 Olb. 0 #5 0 0 0 0.000 Olb. 0 Totals = 33600 312 17015 lb. -in. D6 AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By Sheet of Load Combinations (ASCE section 12.4.2) Sps = 1.662 Load Combination #1: (1.0 + 0.14SDS)D +/- 0.7QE 1.0 + 0.14SDS = 1.233 Load Combination #2 = (0.6 - 0.14SDS)D +/- 0.7QE 0.6 - 0.14SDS = 0.367 Where: D = Dead Load (includes rack weight plus contents) SDS = Sim QE = effects of horizontal seismic forces Su Pst_ INAJ P.A.71513 NA aO 6 t... - Advanced Structural Technologies, Inc. David Buchanan 2x5 8' overrack - seismic case a loads Wed Jan 28 15:07:55 2009 Advanced Structural Technologies, Inc. David Buchanan 2x5 8' overrack - seismic case a loads Wed Jan 28 15:08:31 2009 0 Advanced Structural Technologies, Inc. David Buchanan 2x5 8' overrack - seismic case a loads Wed Jan 28 15:09:09 2009 9 VisualAnalysis (version 5.50) - 2x5 8' overrack - seismic case b loads, Wed Feb 11 10:58:47 2009 Advanced Structural Technologies, Inc., David Buchanan Dead loads LCA9 5 N3 VisualAnalysis (version 5.50) - 2x5 8' overradc - seismic case b loads, Wed Feb 11 10:58:412009 Advanced Structural Technologies, Inc., David Buchanan Seismic +X loads VisualAnalysis (version 5.50) - 2x5 8' overmck - seismic case b loads, Wed Feb 11 10:58:47 2009 Advanced Structural Technologies, Inc., David Buchanan Seismic *Y loads David Buchanan Advanced Structural Technologies, Inc. 45" UM 61+T Co► -✓Mt-.) it 64 13 SEc,TIotJ PiL0PEA27 t ES Dimensions 1Nid0 t-1: t: Height 500 in Geometric Properties dx 4.30 mkt ty ,14#11100s...1,..4 Sy Right„ in"3 S9 tett Stix Bottomkir_ 1.722 "n"3- Centroid Y_ 0.76 in WO kV 5; itfaiMICAF, Plastic Properties iZx 2.24 1nA3 t4A Y r`F:- . W -X -0.20 in ,r Properties 5.46- 2inM4 t 2.50 in 2.50 in 1 '5.00 in 1.99 in nci ai Properties 11 Theta _ .sP'►ie'>. C Y worse _ Torsion Pro rhes Cw VY Oil:,-, MY P Advanced Properties 4.30 in"4 180 deg 104 in 1.51 inA2 157(`i72au' 0.96-'l 1.97 in".4 -1.9201 ;»? '. 026in^6 -740 0 lb 0 Ib -in 0 u -iri 0 lb 0 ffijin 1596 1 j ifUtke4.77 77. O.1? -0 Nodes 2126 Extreme i is fv(r,e�,sultant) min 0 psi f4t(► )t�3 ti fvymin)0 i M4 fvx (mm 0 si _ _ ii_taim fvt(torsion)�(min psi O fvy(MI)( r"'1: fvx ((ytorsioo�n {(,min j 0 i '� 1M vsk1' •.`.'VZtni fvy (flexure)# min 0 1 fvx (flexure) (m11) 0 si fvx (f(e)jr0' Y' IES ShapeBuilder 4.0 www.iesweb.com AT Project Date By DB Sheet of Pv ` ) MeV 2co i ,rgs";, = C David Buchanan Advanced Structural Technologies, Inc. ?-ii 22 GA. 0/4 SEc_'`10I ES Dimensions Height 94dtrj ,in Ptaftleter Geometric_ Properties 1x 419 mM t " 0 in rx 1 74 in A #io Sy Right 1.14 inA3 SYLaft .4-14004. Sx Bottom 1 91 inA3� Sz TOp 4000'43 Centroid Y 0.42, in . Genirofd X Plastic Properties ZY Zx 346-Y 'NA -X ,,tar Properties .p VP 1 2 44 InA3 i7,4210 -0.24 in 5 92 inM 1,"in 2.50 in 2.50 int 2.00 in Principal Properties 1.141res4 11 4.79 inM 4.88142114i.016*"41 Theta 6 0979e-015 deg *Seat P's SCY 042in 1fg1C ^ 0.Z4t SAy 1 59 mA2 SA = 1,0,41e2 Torsion Properties 1.00 J3 05 in _ M ro 1,43 is Cw 057inA6 VY O lb Vit 0 MY 0 lb -in IAC O P 0 lb T , 0 ip it► Advanced Properties 15 in Nodes fn ftttmin) apsi 140 ft/ (resultant) min) 0 psi fv (may , s fvymm) 0 psi fvxOPsi 0'041 fvy torsion) min) 0 psi foY Oil fvx (torsion) min) 0 psi f0tr(� ti{tl"'' fvY (flexure mm), 0 psi ((flexure min) > O0 pal 5430 IES ShapeBuilder 4.0 www.iesweb.com 04:32 PM David Buchanan Advanced Structural Technologies, Inc. (It` x ' i' Tv (.I i GA•) p t5 S Ec.TIu1J P - ? 1Z—T+ Dimensions fie; ht Geometric Properties 9x rx S Right Sx Bottom c TOp Centroid Y OfirettWX, Plastic Properties ^1' Zx NAY' •NA -X (Ai Pr optlttttas ip I 2 in 0.92 InA3 1.36 InA3 -014 in 3 65 inA4 4 11 Theta SC Y SA Torsion Properties J 2 27 inA4 fi 1idi Cw 0.19 inA£ l'L VY 0 lb Ofb MY 0 Ib -in P 0 lb Advanced Properties is1 41 2.72549e-014 d in Nodes fn (min) fttittilitkYA. fv (resultant) (min 451. �; gad fvY fvx (min), 0 .si itl7t'z.:, torsion (min 0 si fvx torsion min 0 si fvx fvy (flexure min 0 si NY( ° fvx (flexure (min 0 si fiat j IES ShapeBuilder 4.0 www.iesweb.com 01:28 PM David Buchanan Advanced Structural Technologies, Inc. PI i" PI A -6o p4t.... -TvgE 12 16; Dimensions VAdth, fiei ht Geometric Properties Ix A Sy Right Ssftetk :tr7it/ttom Centroid Y Centroid Plastic Properties ZP 7-)( ‘114/.401" 'NA -X OOTn -0:50111 CG 1 in Principal Properties ....„*.blodes' 12 , 043 ire* litXtreiriteetrOSSR0)$$til,' 1 00 in 11 0 03 nM fn (min) 0 psi 721 Iry ' , .&6%4313W4 " ("nod " 01)01 Theta 90 0 deg Iv (resultant). (mit?) Opsi 0,43)0A4 Sti011tit'Ao0101k* (tocit*14411)-ttni,4 Opsi 0 03 inA4 SC Y 040 in0 psi 4**" , Sst:IC,ir 4.10 in , „ 4int't;,1‘4) 0.36 in SAy 0 21 in^2 fvx (min) 0 pm 04'17** SA ‘," 021a2 fvx(ort) (0).04 Tiorsion properties .1,00 fsztyyi t3i3061434, ;Jvt i.olt;"4 f4x riot;I:Intlit74114) /;:it 040 in Cw 6 56438e-006 inA6 fvy (flexure) (mm) 0 psi A1G6, 40104,11,,oluto './P/ ttotttirovi*111***I'''',/%00t 00t. 40,4- VX tC1 :wi 11 f 1 av( oct tZxttuitree; ((rrrt::),4 psi0 0.07 inA3 MY 0 lb -in 4410 ktic. oa*Eri P 0 II) T Gib 006 inA4 Advanced Properties �Mmn fittoittotio" .2850 IES ShapeBuilder 4.0 www.iesweb.com 09:47 AM David Buchanan Advanced Structural Technologies, Inc. S to t V Dimensions Width ha Height 1 50 in Perimeter #44 Geometric Properties ly ' te4, 0 08 in^4 ry , 001C(107' " 0.55 in ASy Right SYx 141t SBottom 0. 0.4111w3 cS)tenrti:IProicl Y ,4042it .69int Ctintrete X „ Plastic Properties 030403, ZY Zx 141n9,. 0.02.. in lar Pr*PettleS 0 13 inA4 ;Pp 0„60:iit 0.50 in 0.7 in in Principal Properties t2 004 keit Ii t) 08 InA4 Ixy 417869.811 tri#4 Theta 0.40'3220-914 de0 $h ProperSCties .;(( , 40)::2t"in SAy 028 in^2 4rser 0211 et/ Torsion Properties H 100 J. ° 10 iinnA4 068 Cw 0 inA6 Apipe4fLoads VY Olt) VX 0 lb T 0 MP -°a° MY lb AdEleirritovan;itsed Properties 3510 ‘°".t\ 7( / CCocs 'Me P40:1- c•F joircK ge..31cr:29 Ef-,A.t."€ -4 CG Q 13- Nodes 3918 Enientik 01$14•10aatItte fn (mini psi *(max) Opsi fv (resultant) (nth) 0 psi (10(reeriete12)1M1:0t) 0 PIO fvy (min) 0 psi *4;000- 0001 fvx (min) 0 psi fvii(max) 0 * fvy (torsion) (min), ()psi fvvttottion)~, 0 psi fvx (torsion) (min,) . psi Amt. oon) (max) 0 pir tvylflexure) (pan) 0 psi *1.00%,* (mite) 0 psi fvx (flexure) (min) 0 psi Vvx titeiture, (MO) 0 PiP IES ShapeBuilder 4.0 www.iesweb.com 09:50 AM AT Advanced Structural Technologies Project 10 r.At-vd-r Date By 173 Sheet of cr4 t•A 4s itp1 vr 1/4* -r) 1 ••••••••• 6,s1 I _ _ • -r- 1 k tfr (171' LA «A PArTt 4` t/ P) 9 2x5 8' overrack - seismic case b loads k PV VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES "older: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. psi psi 3b/inA3 in/in/deg-F ASTM A36 -NA- 29000000.0 0.2900 0.28 0.000 ASTM A65 -NA- 29000000.0 0.2900 0.28 0.000 Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ in in in N1 0.000 0.000 0.000 Yes Yes Yes No No No N2 0.000 72.000 0.000 No No No No No No N3 0.000 96.000 0.000 No No No No No No N4 48.000 0.000 0.000 Yes Yes Yes No No No N5 48.000 72.000 0.000 No No No No No No N6 48.000 96.000 0.000 No No No No No No N7 2.000 72.000 0.000 No No No No No No N8 46.000 72.000 0.000 No No No No No No N9 22.000 96.000 0.000 No No No No No No N10 26.000 96.000 0.000 No No No No No No N11 0.000 0.000 28.000 Yes Yes Yes No No No N12 48.000 0.000 28.000 Yes Yes Yes No No No `N13 48.000 96.000 28.000 No No No No No No N14 0.000 96.000 28.000 No No No No No No Section Properties Section Beta Theta Ax J Iy Iz Sz(+y) Sz(-y) Sy(+z) Sy( -z) deg deg inA2 inA4 inA4 inA4 inA3 inA3 inA3 inA3 1.5x1 c 90.0000 0.0000 0.27627 0.09512 0.08343 0.04440 0.08881 0.08881 0.11124 0.11124 lx1 tub 0.0000 0.0000 0.20917 0.04984 0.03021 0.03002 0.06028 0.06028 0.06041 0.06041 2x4 tub 90.0000 0.0000 1.34274 2.27313 0.92063 2.71527 1.35764 1.35764 0.92063 0.92063 2x5 bas 0.0000 0.0000 1.58274 3.05420 1.13298 4.77200 1.90880 1.90880 1.13298 1.13298 2x5 upr 90.0000 0.0000 1.50253 1.97298 1.12499 4.29659 1.71673 1.71785 1.12909 1.12909 8005200 0.0000 0.0000 0.90693 0.00154 0.43512 8.14152 2.03538 2.03538 0.89117 0.28782 Service Load Cases Load Case Load Source Self Weight Self X Self Y Self Z Load Exclusive Dead loads Dead loads None 0.0000 0.0000 0.0000 4 No Seismic +X loads Seismic +X None NA NA NA 4 Yes Seismic +Y loads Seismic +Y None NA NA NA 4 Yes Member Elements sember Section Material (1)Node (2)Node Length Weight Ryl Rzi Ry2 Rz2 One Way in lb -1-Wed Feb 11 11:01:03 2009 OVA Member Section Material (1)Node (2)Node Length Weight Ryl Rzl Ry2 Rz2 One Way in lb M1 2x5 upr ASTM A36 Ni N2 72.000 30.72 Fix Fix Fix Fix Normal M2 2x5 upr ASTM A36 N2 N3 24.000 10.24 Fix Fix Fix Fix Normal M3 2x5 upr ASTM A36 N4 N5 72.000 30.72 Fix Fix Fix Fix Normal M4 2x5 upr ASTM A36 N5 N6 24.000 10.24 Fix Fix Fix Fix Normal M5 1.5x1 c ASTM A36 N2 N7 2.000 0.16 Free Free Fix Fix Normal M6 1.5x1 c ASTM A36 N7 N8 44.000 3.45 Fix Fix Fix Fix Normal M7 1.5x1 c ASTM A36 N8 N5 2.000 0.16 Fix Fix Free Free Normal M8 2x4 tub ASTM A36 N3 N9 22.000 8.39 Fix Free Fix Fix Normal M9 2x4 tub ASTM A36 N9 N10 4.000 1.53 Fix Fix Fix Fix Normal M10 2x4 tub ASTM A36 N10 N6 22.000 8.39 Fix Fix Fix Free Normal M11 lx1 tub ASTM A36 N7 N9 31.241 1.86 Fix Free Fix Free Normal M12 lx1 tub ASTM A36 N10 N8 31.241 1.86 Fix Free Fix Free Normal M13 2x5 bas ASTM A36 Ni N11 28.000 12.59 Fix Fix Fix Fix Normal M14 2x5 bas ASTM A36 N4 N12 28.000 12.59 Fix Fix Fix Fix Normal M15 800S200 ASTM A65 N6 N13 28.000 7.21 Fix Fix Fix Fix Normal M16 800S200 ASTM A65 N3 N14 28.000 7.21 Fix Fix Fix Fix Normal Member Point Loads Load Case Member Direction Offset Force Moment in lb lb -in Dead loads M13 DY 14.0000 -150.00 -NA- Dead loads M14 DY 14.0000 -150.00 -NA- Dead loads M15 DY 14.0000 -350.00 -NA- Dead loads M16 DY 14.0000 -350.00 -NA- 'Nodal Loads i.oad Case Node Direction Force Moment lb lb -in Seismic +X loads Ni DX 140.000 0.0000 Seismic +X loads N3 DX 171.000 0.0000 Seismic +X loads N4 DX 140.000 0.0000 Seismic +X loads N6 DX 171.000 0.0000 Seismic +Y loads N1 DZ 140.000 0.0000 Seismic +Y loads N3 DZ 171.000 0.0000 Seismic +Y loads N4 DZ 140.000 0.0000 Seismic +Y loads N6 DZ 171.000 0.0000 Member Uniform Loads This item is empty. Check the selection state, or report properties. -2-Wed Feb 11 11:01:03 2009 D O4p6e.. ,G• 9C r‘Dt") Advanced Structural Technologies, Inc. David Buchanan 2x5 8' overrack - seismic case a loads Wed Jan 28 15:16:11 2009 9 444 Advanced Structural Technologies, Inc. David Buchanan 2x5 8' overrack - seismic case a loads Wed Jan 28 15:17:02 2009 2x5 8' overrack - seismic case b loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Nodal Displacements Node Result Case Name DX DY in in DZ in RX deg RE deg RZ deg N3 N3 N3 N3 N3 N3 N3 N3 N6 N6 N6 N6 N6 N6 N6 N6 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D 0.367D 0.367D 0.367D 0.367D 1.233D 1.233D 1.233D 1.233D + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta + 0.7Ex P -Delta + 0.7Ey P -Delta - 0.7Ex P -Delta - 0.7Ey P -Delta 0.67 0.00 0.08 0.08799 -0.00 -0.00 0.44 0.38707 - 0.67 -0.00 0.08 0.08741 -0.00 -0.00 -0.28 -0.21167 0.69 -0.00 7. 0.29828 _Tr-. 00 -0.0000.64:30.60001 - 0.69 -0.00 0.27 0.29632 - 0.00 -0.00 0.67 -0.00 - 0.00 -0.00 - 0.67 0.00 0.00 -0.00 0.69 -0.00 -0.00 -0.00 -0.69 -0.00 0.00 -0.00 -0.09 0.08 0.44 0.08 -0.28 0.27 0.64 0.27 -0.09 - 0.00543 0.08741 0.38707 0.08799 - 0.21168 0.29633 0.60002 0.29829 -0.00543 0.00009 - 0.00000 -0.00011 0.00000 0.00039 -0.00001 - 0.00045 0.00001 0.00011 0.00000 -0.00009 - 0.00000 0.00045 0.00001 - 0.00039 -0.00001 0.00617 0.00008 - 0.00596 0.00008 0.00665 0.00026 - 0.00607 0.00026 0.00596 - 0.00008 - 0.00617 -0.00008 0.00607 -0.00026 -0.00665 -0.00026 P5u- ..r...... = 111 ?-" -1-Wed Feb 11 11:05:28 2009 D D?Z 2x5 8' overrack - seismic case b loads i gyp .` 6 wTs `VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M3 0.367D - 0.7Ex P -Delta 0.00 353.9 -0.48 121.2 -0.34 -16.1 1830 Max My M4 1.233D - 0.7Ex P -Delta 0.00 -530 -2.50 -418 0.15 8944 6,l80�56- Max Mz M3 1.233D + 0.7Ey P -Delta 0.0 431 122 -0.04 0.05 -0.00 L1 1 r *-ei^ Max Torsion M3 1.233D + 0.7Ex P -Delta 0.00 - 2 0.37 -123 1.83 -43.4 6095 Max Vy M1 1.233D - 0.7Ey P -Delta 0.00 -431 120.1 0.04 0.03 0.01 -5491 Max Vz M3 0.367D - 0.7Ex P -Delta 0.00 353.9 -0.48 121.2 -0.34 -16.1 : 0 Min Axial M1 1.233D - 0.7Ex P -Delta 0.0.4001 0.38 123.5 -1.83 43.4'...609 L. -L-4.. Min My M2 1.233D + 0.7Ex P -Delta 0.0'460110-2.50 418.8 -0.15 :..244.1 L..4...4„1 Min Mz M3 0.367D - 0.7Ey P -Delta 0.00 -128 120.0 -0.01 -0.01 -I t0 -9731 Min Torsion M1 1.233D - 0.7Ex P -Delta 0.00 -922 0.38 123.5 -1.83 43.40 6095 Min Vy M4 1.233D + 0.7Ey P -Delta 0.00 -429 -123 0.93 0.08 -2.53 8985 Min Vz M1 1.233D - 0.7Ex P -Delta 0.00 -922 0.38 123.5 -1.83 43.40 6095 -1-Wed Feb 11 11:09:15 2009 2x5 8' overrack - seismic case b loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M14 0.367D - 0.7Ey P -Delta 0.00 0.00 374.9 0.00 0.00 -0.01 -9728 Max My M14 1.233D + 0.7Ex P -Delta 0.00 0.00 -124 -0.24 0.00 6.81 6076 Max Mz M14 1.233D + 0.7Ey P -Delta 0.00 0.00 -543 -0.00 0.00 0.05 17807 Max Torsion M14 1.233D + 0.7Ex P -Delta 0.00 0.00 -124 -0.24 0.00 6.81 6076 Max Vy M14 0.367D - 0.7Ey P -Delta 0.00 0.00 374.9 0.00 0.00 -0.01 -9728 Max Vz M14 0.367D - 0.7Ey P -Delta 0.00 0.00 374.9 0.00 0.00 -0.010 - 22 Min Axial M14 1.233D + 0.7Ey P -Delta 0.00 0.00-0.00 0.00 0.0 17 Min My M13 1.233D - 0.7Ex P -Delta 0.00 0.00 -124 0.24 -0.00 -6.81 6076 Min Mz M14 0.367D - 0.7Ey P -Delta 0.00 0.00 374.9 0.00 0.00 -0.01 -9728 Min Torsion M13 1.233D - 0.7Ex P -Delta 0.00 0.001-124_,0.24 -0.00 -6.81 6076 Min Vy M14 1.233D + 0.7Ey P -Delta 14.00 0.00 0.00 0.00 0.02c10198.) Min Vz M14 1.233D + 0.7Ey P -Delta 0.00 0.00 -543 -0.00 0.00 0.05 17807 -1-Wed Feb 11 11:09:32 2009 2x5 8overrack- ' overra- seismic case b loads k F>F (('6' I• VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M10 1.233D + 0.7Ex P -Delta 0.00 536.6 0.21 -101 10.29 1106 -4.71 Max My M8 1.233D + 0.7Ex P -Delta 0.00 -538 0.15 -99.2 -46.7 1109 0.00 Max Mz M9 1.233D - 0.7Ex P -Delta 4.00 -1.40 2.55 -544 16.48 -1073 9.97 Max Torsion M10 1.233D - 0.7Ex P -Delta 0.00 -538 0.21 99.24 46.96 -1073 -4.62 Max Vy M9 1.233D - 0.7Ex P -Delta 0.00 -1.40 2.55 -544 16.48 1106 -0.21 Max Vz M10 1.233D + 0.7Ex P -Delta 0.00 536.6 0.21 -101 10.29 1106 -4.71 Min Axial M8 1.233D + 0.7Ex P -Delta 0.00 -538 0.15 -99.2 -46.7 1. 0.00 Min My M10 1.233D + 0.7Ex P -Delta 22.00 36.• 0.21 -101 10.29 112 0.00 Min Mz M8 1.233D - 0.7Ex P -Delta 22.00 536.6 -0.58 101.3 -9.95 1106 -12.8 Min Torsion M8 1.233D + 0.7Ex P -Delta 0.00 -538 0.15 -99.2 -46.7 1109 0.00 Min Vy M9 1.233D + 0.7Ex P -Delta 0.00 -1.40 -2.67 544.9 -16.3 -1073 4.59 Min Vz M8 1.233D + 0.7Ex P -Delta 0.00 -538 0.15 -99.2 -46.7 1109 0.00 -1-Wed Feb 11 11:09:53 2009 2x5 8' overrack - seismic case b loads L--0‘14 1'sve-.\ VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M5 1.233D + 0.7Ex P -Delta 0.00 543.7 -4.65 588.5 22.01 0.00 0.00 Max My M6 1.233D - 0.7Ex P -Delta 44.00 6.32 -0.20 53.77 0.86 1177 -6.34 Max Mz M5 1.233D - 0.7Ex P -Delta 2.00 -531 5.12 -594 24.67 -1189 10.24 Max Torsion M5 1.233D + 0.7Ey P -Delta 0.00 -0.96 0.08 -2.08 31.50 0.00 0.00 Max Vy M5 1.233D - 0.7Ex P -Delta 0.00 -531 5.12 -594 24.67 0.00 0.00 Max Vz M5 1.233D + 0.7Ex P -Delta 0.00 543.7 -4.65 588.5 22.01 0.00 0.00 Min Axial M7 1.233D + 0.7Ex P -Delta 0.014:E53171-0.45 594.5 -24.61C4TWi0.91 Min My M5 1.233D - 0.7Ex P -Delta 2.00 -531 5.12 -594 24.67 -1189 10.24 Min Mz M5 1.233D + 0.7Ex P -Delta 2.00 543.7 -4.65 588.5 22.01 1177 -9.30 Min Torsion M7 1.233D + 0.7Ey P -Delta 0.00 -0.96 -0.05 2.06 -31.4 -4.12 0.10 Min Vy M5 1.233D + 0.7Ex P -Delta 0.00 543.7 -4.65 588.5 22.01 0.00 0.00 Min Vz M7 1.233D + 0.7Ex P -Delta 0.00 -531 -0.45 594.5 -24.6 -1189 0.91 -1-Wed Feb 11 11:10:14 2009 2x5 8' overrack - seismic case b loads (F- VisualAnalysis 5.50 Report _ Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: 8' overrack - case b - WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Member Min/Max Forces Extreme Item Member Result Case Name Offset Fx Vy Vz Mx My Mz in lb lb lb lb -in lb -in lb -in Max Axial M12 1.233D - 0.7Ex P -Delta 0.00 838.8 0.00 -0.31 -13.4 26.66 0.00 Max My Mil 1.233D + 0.7Ey P -Delta 31.24 -2.70 0.00 0.05 16.63 28.60 0.00 Max Mz M12 1.233D - 0.7Ex P -Delta 31.24 838.8 0.00 -0.31 -13.4 17.10 0.00 Max Torsion M11 1.233D + 0.7Ey P -Delta 0.00 -2.70 0.00 0.05 16.63 27.14 0.00 Max Vy M12 1.233D - 0.7Ex P -Delta 0.00 838.8 0.00 -0.31 -13.4 26.66 0.00 Max Vz M12 1.233D - 0.7Ex P -Delta 0.00 838.8 0.00 -0.31 -13.4 26.66 0.00 Min Axial Mil 1.233D - 0.7Ex P -Delta 0.0 0.00 0.11 12.68 22.29 0.00 Min My M11 0.367D - 0.7Ey P -Delta 0.00 -'.80 0.00 0.23 0.35 -1.62 0.00 Min Mz M12 0.367D + 0.7Ex P -Delta 27.08 -823 0.00 -0.04 -3.76 7.09 0.00 Min Torsion M12 1.233D + 0.7Ey P -Delta 0.00 -2.69 0.00 -0.05 -16.6 28.59 0.00 Min Vy Mll 1.233D + 0.7Ex P -Delta 0.00 838.8 0.00 0.31 13.42 17.06 0.00 Min Vz Nil 1.233D - 0.7Ex P -Delta 0.00 -841 0.00 0.11 12.68 22.29 0.00 -1-Wed Feb 11 11:10:27 2009 2x5 8' overrack - seismic case b loads VisualAnalysis 5.50 Report Company: Advanced Structural Technologies, Inc. Engineer: David Buchanan Project File: B' overrack - case b-- WITH 2 SHELVES Folder: N:\CA 1085 - BB Racks - Duarte, CA\Structural Analysis - Calculations\2x5 8' overrack\ Nodal Reactions u Ps s Node Result Case Name FX FY FE MX MY ME lb lb lb lb -in lb -in lb -in Ni Ni N1 N1 Ni N1 N1 Ni/ N1 Ni N1 N4 N4 N4 N4 N4 N4 N4 N4 C.367D + 0.7Ex P -Delta 0.367D + 0.7Ey P -Delta 0.367D - 0.7Ex P -Delta 0.367D - 0.7Ey P -Delta 1.233D + 0.7Ex P -Delta 1.233D + 0.7Ey P -Delta 1.233D - 0.7Ex P -Delta 1.233D - 0.7Ey P -Delta Dead loads P -Delta +X loads P -Delta +Y loads P -Delta Seismic Seismic 0.367D + 0.7Ex P -Delta 0.367D + 0.7Ey P -Delta 0.367D - 0.7Ex P -Delta 0.367D - 0.7Ey P -Delta 1.233D + 0.7Ex P -Delta 1.233D + 0.7Ey P -Delta 1.233D - 0.7Ex P -Delta 1.233D - 0.7Ey P -Delta N4 Dead loads N4 N4 N11 0.367D + 0 Nil 0.367D - 0 N11 0.367D - 0 Nil 1.233D + 0 Nil 1.233D + 0 N11 1.233D - 0 Nil 1.233D - 0 N11 Dead loads Nil Seismic +X Nil Seismic +Y N12 0.367D + 0. N12 0.367D + 0. N12 0.367D - 0. N12 0.3670 - 0. N12 1.233D + 0. N12 1.233D + 0. N12 1.233D - 0. N12 1.233D - 0. N12 Dead loads N12 Seismic +X N12 Seismic +Y -221 -391 -0.71 -NA- -NA- -NA- 0.01 -320 -217 -NA- -NA- -NA- 212.0 574.6 0.71 -NA- -NA- -NA- 0.01 503.4 217.7 -NA- -NA- -NA- -219 -190 -2.41 -NA- -NA- -NA- 0.03 - -217 -NA- -NA- -NA- 209.8 2.42 -NA- -NA- -NA- 0.04 720.0 217.7 -NA- -NA- -NA- 0.03 247.2 0.00 -NA- -NA- -NA- - 320 -684 0.00 -NA- -NA- -NA- -0.00 -586 -311 -NA- -NA- -NA- -212 574.6 0.71 -NA- -NA- -NfA- - 0.01 -320 -217 -NA- -NA- -NA- %- 0.71 -NA- -NA- -NA- -..01 503.4 217.7 -NA- -NA- -NA- - 209 798.1 2.41 -NA- -NA- -NA- -0.03 -111 -217 -NA- -NA- -NA- 219..6 -190 -2.42 -NA- -NA- -NA- -0.04 720.0 217.7 -NA- -NA- -NA- Seismic +X Seismic +Y P -Delta loads P -Delta loads P -Delta x -De to .7Ey P -Delta .7Ex P -Delta .7Ey P -Delta .7Ex P -Delta .7Ey P -Delta .7Ex P -Delta .7Ey P -Delta P -Delta loads P -Delta loads P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ey P -Delta 7Ex P -Delta 7Ev P -Delta P -Delta loads P -Delta loads P -Delta -0.03 247.2 -0.00 -NA- -NA- -NA- -301 684.0 0.00 -NA- -NA- -NA- -0.00 -56 11 -NA- - ssirammommome - •2.9 .-30 -NA- -NA- -NA- 0.00 504.1 0.00 -NA- -NA- -NA- 0.86 -0. - 2.9 0.0 2.98 309.4 -0.00 -103 0.00 252.7 0.00 0.00 0.00 586.2 -0.86 91.25 - 0.00 504.1 0.86 92.99 0.00 -319 - 2.98 309.5 -0.00 728.4 2.96 315.4 0.00 -103 -0.00 252.7 0.00 0.00 0.00 586.2 0.00 -NA- -NA- -NA- .00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- 0.00 -NA- -NA- -NA- -1-Wed Feb 11 11:30:33 2009 AO- Q *, M EMgEL.. ANAL -1513 % v -5tGta 9? -9 Commentary on the 2001 North American Cold -Formed Steel Specification Table C -C4 i. Effective Length Factors K for Concentrically Loaded Compression Members shape of column 1s shown dashed Ina (s) - I I t (b) r i s *$+i,'4+ (0) l , s (d) i r (0) ,Buckled r (n i II, , Theoretics, K value 0.5 0.7 1.0 1.0 2.0 2.0 Recommended K value when ded 4.65 0.80 1.20 2.10 2A u Rotation fixed. Translation Axed End condition code f7 Rotation free. Tr elation tboed t Rotation axed. Translation free f Rotation tree. Translation free KL P � 1 Figure 001-6 laterally Unbraoed Portal Frame provisions would be the same as the curve for LRFD. (e) Effective Length Factor, K The effective length factor K accounts for the influence of restraint against rotation and translation at the ends of a column on its load - carrying capacity. For the simplest case, a column with both ends hinged and braced against lateral translation, budding occurs in a single half - wave and the effective length KL, being the length of this half -wave, is equal to the actual physical length of the column (Figure C -C4-4); December 2001 91. - SO AT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI Nmerican Specification for the Design of Cold -Formed Steel Structural Members - DESCRIPTION > 2x5 Upright V APPUED LOADS (service) - ua to three (3) load cases may be entered P1 = 922 lb. P2 = 431 lb. P3 = 530 lb. Mix = 6095 in -lb M2x = 17829 in -lb M3x = 6056 in -lb M1y = 0 in -lb M2y = 0 in -lb M3y = 8944 in -lb UNBRACED LENGTHS Lx= Ly = 96 in. 2.1 Kix = 76 In. Ky = 1 KLy = section = 2x5 overrack upright Fy = Fr = 36 ksi 10 ksi yield stress residual stress 201.6 in SECTION PROPERTIES b x = , 2 in width parallel X-axis (horizontal dimension) dy = 5 in width parallel Y-axis (vertical dimension) t = 0.12 in thickness of tube wail Ae = 1.5 in"2 effective area X-axis Y-axis I = 4.3 1.12 in"4 moment of inertia S = 1.72 1.13 in"3 section modulus Z = 2.24 1.28 in"3 plastic section modulus r= 1.69 0.87 in radius of gyration J = 1.97 inA4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 600 bit = 14 < 500 hit = 39 < 500 KUr x = 119 CONTROLS! KL/ry = 90 Xc = 1.34 Xc = KUr max*(Fy/E7"2)"0.5 00= 1.80 F„ = 17020 psi <=1.5 P" = 25530 lb. Pawn, = 14183 !b. = 54000 lb. Xc > 1.5 F„ = (0.858"Xc"2)Fy F" _ (0.877/Xc"2)Fy P0= F0Ae Panow = Pr/JAe Pe0 = FyAe FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis 78 in Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 M0 = SeFr AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet X Axis Bending: M„x = 61920 in -Ib ab = 1.87 Mxoow = 37078 in -lb Mallow = MA* Y -Axis Bending: Mny = 40680 in -lb Da = 1.67 !Whom = 24359 in -lb Manbw = MJ lb INTERACTION EQUATION: Section C5.2 OaP/Pn = 0.065 0cP/Pn = 0.030 QcP/Pn = 0.037 If O P/Pn <= 0.15: QCP/Pn + QbMx/Mx + Qbj,JMny<=1.0 OcP/Pn + 121,Mn/Mn,r + QbM IMny = fcP/Pn + QbMJM,= + 12bMyIMny = 14P/Pn + QbMJ/M„x + 12bmytmay = If ilcP/Pn > 0.15: OcP/Pa + DbMdMnx + QbMylMny<= 1.0 OCP/Pno + LZOMJMnx + QbM,/Mm = DSP/Pno + QbM,/M + QbMy/M„y= QcP/Pno + QbMJ/Mmc + obMy/M++y= AND 0.229 0.51 0.57 QC'/Pn + QDCmxMx/MmAX + QbC,nyMy/Mnyay<= 1.0 a.= 1 - QCP/PEX ax= 0.945 ax= 0.974 ax= 0.968 Cmx = 0.85 ay = 1 - QCP/PEy ay= 0.969 ay= 0.985 ay= 0.982 Cray = 0.85 PEx = ir2s. KxL,JZ= PE, = TrEIy/1KyLy)`= O P/Pn + QbCmxMx/Mn:ax + QbCmyMyJMnyay = 1V/Pa + QbCmxMx/Mnxax + ObCmyMylMxyay= 1lcP/Pn + AbCmxMx/Mnxax + QbCmyMJMnyay = Load case 1 Load case 2 Load case 3 Load case 1 oad case 2 Load case 3 Load case 1 Load case 2 Load case 3 30282 lb 52690 lb Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Eq. C5,2,1-4 Load case 1 Eq. C5.2.1-6 yad case2 Load case 3 0.21 0.46 0.50 Load case 1 Load case 2 Load case 3 C AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members • DESCRIPTION > Base Leg APPLIED LOADS (service) - u P1 = 0 lb. Mix = 17807 in -lb M1y = 0 in -lb UNBRACED LENGTHS Lx = 30 in. Ly = 90 in. section = 2x5 base leg SECTION PROPERTIES b_x = 2 in d_r = 5 in t = 0.12 in A, _, 1.59 in"2 e (3) load cases may be entered P2 = 0 lb. P3 = M2x = 0 in -lb M3x = M2y = 0 in -lb M3y = Fy = Fr = 2.1 1 36 ksi 10 ksi KLx = KLy = yield stress residual stress width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I= 4.79 1.14 in"4 moment of inertia S = 1.91 1.14 in"3 section modulus Z = 2.44 1.28 in"3 plastic section modulus r = 1.74 0.85 in radius of gyration J = 3.05 in"4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 b/t = 14 < 500 hit = 39 < 500 Kik x = 36 CONTROLS! KUr y = 35 Xc = 0.41 Xc = KUr max•(Fy/En"2)"0.5 nc= F„ = 1.80 33599 psi X,c <= 1.5 P„ = 53423 lb. Pa w, = 29679 lb. = 57240 lb. Xc > 1.5 F„ = (0.8584X,c"2)F„ F„ = (0.877/hc"2)F, Ps, = Fie Patww = PJAc P„o = FyAe FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral toslonal buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis 0 lb. 0 in -lb 0 in -lb 63 in 30 In Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = SeF1 AST Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X-Axls Bending: Mnx = 68760 in -lb Oboe 1.67 Mx,��by = 41174 in -lb Mallow= Mn/Ob Y -Axis Bending: M„y = Db= MYonow = 41040 in -lb 1.87 24575 in -lb Mxnm,„ = MJO INTERACTION EQUATION: Section C5.2 OcP/Pn ObP/Pn = o P/Pn = 0.000 0.000 0.000 If OOP/Pn <= 0.15: DoP/Pn + DbMx/Mnx + ObM,Mny<= 1.0 ObP/Pn + 12bMx/Mnx + QaM./Mny = O<P/Pn + ABMJMnx + Amy/Kw = OcP/Pn + at,Mx1M„x + 126My/Mny = If DcP/Pn > 0.15: OcP/Pn + ObMx1M,, + DbMy/Mny<=1.0 u�P/P,m + AbMJMM„x + ObM,/M„y = CicPIPno + QbMJMnx + 0bMy/Miir ObPIPne + abMxIMnx + QbMyIMny = AND 0.432 0.00 0.00 DbP/Pn + C'bCmxMx/Mmaax + ObCmyMy/Mnyay<= 1.0 ax = 1 - O P/PEx ax= 1.000 ax= 1.000 0x= 1.000 Ce„„ = 0.85 ay = 1 - O P/PEy ay = 1.000 ay= 1.000 ay= 1.000 Cmy = 0.85 Load case 1 Load case 2 Load case 3 Load case 1 v7 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 PEx = Tr2E11(Kx412 = 345423 lb PEy=Tf EIy/(KyLy)-= 362543 lb 0..P/Pn + ObCmXMx/Mnxax + ObCmyMy/Mryay= ObP/Pn + flbCmxMJMnxax + ObCmyM,IMnyay = 11cP/Pn + ObCmxMx/MnAx + QbCmy nyay= 0.37 0.00 0.00 Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 o34 AvT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North Arperican Specification for the Design of Cold -Formed Steel Structural Members DESCRIPTION > BF upper horizontal i"/". > APPLIED LOADS (service) - up to three (3) load cases may be entered P1 = 536 lb. P2 = 0 lb. P3 = Mix = 0 in -lb M2x = 0 in -lb M3x = M1y = 1123 in -lb M2y = 0 in -lb M3y = 0 lb. 0 in -lb 0 in -lb UNBRACED LENGTHS Lx = 48 in. Kx = 1 Kix = 48 in Ly = 48 in. Ky = 1 KLy = 48 in section = 2x4 cross tube SECTION PROPERTIES b_x 2 in dy= 4in t = 0.12 in Ae = 1.35 in"2 Fy = Fr = 36 ksi 10 ksi yield stress residual stress width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I = 2.72 0.92 irM4 moment of inertia S = 1.36 0.92 in"3 section modulus Z = 1.71 1.05 in"3 plastic section modulus r= 1.42 0.83 in radius of gyration J = 2.27 in"4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 bit = 14 < 500 hit = 30 < 500 KUr_x = 34 KUry = 58 CONTROLSI ),c = 0.65 A.c = KUr max`(Fy/Err"2)"0.5 Oc = F„ = 1.80 30188 psi A.c <=1.5 Pe = 40754 lb. Papaw = 22641 lb. P110 = 48600 lb. Fn = (0.658"lie2)Fy ?c> 1.5 Fn = (0.877/A.c" 2)Fy Fon = FnAe Panow = Pri«c ono = Fype FLEXURAL DESIGN STRENGTH: From AISI commentary. section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buddliing is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = S,Fy Aca" Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X -Axis Bending: M„,, = 48960 in -lb Qb = 1.67 Mxa, = 29317 in -lb Meow = MnlL2b Y -Axis Bending: Mny a' 33120 in -lb 0b = 1.67 Myanow = 19832 in -lb Know = Mnlnb INTERACTION EQUATION: Section C5.2 QQPlPn ocP/Pn = ocP/Pn 0.024 0.000 0.000 If D.P/Pn <= 0.15: QcP/Pn + ObMI/M.. + QbMy/M„y<= 1.0 rtePfpn + QbMx/Mnx + QbMvnfim = LZP/Pn + QbMx/Mnx + QbMyIMny = acPIPn + tlblylx/M,n, + abMynym= If D.P/Pn > 0.15: OcP/Pn + DAM.. + fbMy/Mny<= 1.0 pcP/Pno + QZM„lMnx + ChNiAlm = lZ P/Pn, + QbMJMrec + flbMy/M„y = QcP%Pna + AMA. + CleMOMny = AND 0.080 0.00 0.00 QGP/Pn + QbCmxMJMmxax + QbCmyM,fMmtly<= 1.0 G.= 1 - O P/PEx a.= 0.997 ax= 1.000 ax = 1.000 Cmx = 0.85 ay = 1 - QcP/PEy ay= 0.992 ay= 1.000 ay= 1.000 Cmy = 0.85 PE. = tr2EIX/(Kxt-x)2 = Load case 1 Load case 2 Load case 3 dcase l Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 337896 lb Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 PEy = trEly/(KyLyr= 114288 lb Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 n.PIPn + f bC„,XMxAynxax + ObC,nyMy/M„yay = OCP!Pn + Q CmxMJMnxax + QbCmyM,%Mmay = DDP/Pn + fbCmxMx xax + L CmyMy/Mnyay= 0.07 0.00 0.00 Load case 1 Load case 2 Load case 3 O7 Ac'T Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members - DESCRIPTION > SF lower horizontal > members 5 & 7 APPUED LOADS (service) - up to three (3) load cases may be entered P1 = 531 lb. P2 = 0 lb. P3 = Mix = 0 in -lb M2x = 0 in -lb M3x = M1y= 1189 in -lb M2y= 0 in -lb May= UNERACED LENGTHS Lx= 4 in. Kx= 1 KLx= Ly = 4 in. Ky = 1 Kly = section = 1-112 x 1 cross tube Fy = 36 ksi Fr = 10 ksi yield stress residual stress SECTION PROPERTIES b x = 1 in width parallel X-axis (horizontal dimension) dy = 1.5 in width parallel Y-axis (vertical dimension) t = 0.06 in thickness of tube wall Ae = 0.28 in"2 effective area X-axis Y-axis I = 0.08 0.04 !n^4 moment of inertia S = 0.11 0.09 inA3 section modulus Z = 0.14 0.1 in"3 plastic section modulus r = 0.55 0.4 in radius of gyration J = 0.1 in"4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed 500 bit = 14 < 500 hit = 22 < 500 KUr_x = 7 KUry = 10 CONTROLS! Xc = 0.11 Xc = KUr max`(Fy/E+r"2)"0.5 �c = 1.80 F„ = 35811 psi Xc <= 1.5 P„ = P,now = P,0 = 10027 lb. 5571 lb. 10080 lb. Xc > 1.5 (0.658"Xc"2)Fy F„ _ (0.877IXc"2)Fy P„ = F,A, PNS. = Pd4 P„e = FA, FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis 0 lb. 0 in -lb 0 in -lb 4 in 4 in Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 M, = SeFy AceT Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X -Axis Bending: May = 3960 in -Ib Qb = 1.67 Mxa„ow = 2371 In -lb Maw, = MnIQb YAxis Bending: Mny = 3240 in -lb Ob s 1.67 Myann„ = 1940 in -Ib Mew, = Mn/Qb INTERACTION EQUATION: Section C5.2 Q,P/Pn QcP/Pn = QcPIPn = 0.095 0.000 0.000 if OnP/Pn <= 0.15: QcP/Pn + fIbMx/Mnx + QbMy/Mny<= 1.0 QcPIPn + QbM./Mn. + QbMyIMm•= Q.P/Pn + QbMx/Mnx + QbMy/Mny= QnP/Pn + QbM,/Mnx + OA/Any= if II,P/Pn > 0.15: DnP/Pn + ObMx/Mnx + DbM,/M„„<= 1.0 fkP/Pno + QbMx/Mn. + QeMy/Mny = QcP/Pno + QbMx/Mnx + QbMt/Mny = acP/Pno + QbMx hin + Q+My/Mny = AND 0.708 0.00 0.00 OaP/Pn + I2bCn,xMx/Mrixa„ + DbCmyMyIMnyay<=1.0 ax= 1 - uN /'E. ax= 0.999 ax= 1.000 ax = 1.000 C,nx = 0.86 ay= 1 - fkP/PEy ay = 0.999 ay = 1.000 ay= 1.000 Cmy = 0.86 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 Pe, =1r EIx/(K, L.j2= 1431090 ib PE, =1r-Ely/(KyLy)` = 715545 Ib QxP/Pn + QbC "/M, 0X + QbCmyMy/Mnyay = QQP/Pn + QbCmxMJMnxa. + QbCmyNiy/Mmay= QZPiPn + ObComMJMna. + QbC,nyMr/Mma = Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 zr Load case 2 Load case 3 0.62 0.00 0.00 Load case 1 Load case 2 Load case 3 AST Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the interaction equation for symmetric cold -formed box sections with combined axial & flexural forces, using AISI North American Specification for the Design of Cold -Formed Steel Structural Members DESCRIPTION > BF diagonals APPLIED LOADS (service) - ug4'o three (3) load cases may be entered P1 = 841 lb. 7 P2 = 0 lb. P3 = Mix = 0 in -lb M2x = 0 in -lb M3x = M1y = 0 in -lb M2y = 0 In -lb M3y = UNBRACED LENGTHS Lx = 32 in. Kx = Ly = 32 in. Ky = section = 1x1 tube SECTION PROPERTIES b_x = 1 in d_y = 1 in t = 0.058 in Ae = 0.21 in"2 Fy = Fr = 1 1 36 ksi 10 ksi Kix = KLy = yield stress residual stress 0 lb. 0 in -lb 0 in -lb 32 in 32 in width parallel X-axis (horizontal dimension) width parallel Y-axis (vertical dimension) thickness of tube wall effective area X-axis Y-axis I = 0.03 0.03 in"4 moment of inertia S = 0.06 0.06 in"3 section modulus Z = 0.07 0.07 inA3 plastic section modulus r = 0.38 0.38 in radius of gyration J = 0.05 in"4 torsional constant AXIAL COMPRESSIVE STRENGTH: Check width -to -thickness ratios - must not exceed S00 b/t = 14 < 500 tit = 14 < 500 KUr_x = 84 CONTROLS! KUr_y = 84 A c = 0.94 7,,C = KUr max*(Fy/Ea"2)"0.5 D.= 1.80 Fn = 24784 psi P. = Patlow = Pno= 5205 lb. 2891 lb. 7560 lb. kc<=1.5 F, = (0.658"ac42)Fy ?.c > 1.5 Fn = (0.877/Xc"2)Fy P, = F,AA Pillow = Pn«e P,, = F,Ae FLEXURAL DESIGN STRENGTH: From AISI commentary, section C3.1.2.2: Due to the high torsional stiffness of closed box sections, lateral tosional buckiling is not critical in typical design considerations, even for bending about the major axis Therefore, only the nominal section strength is considered in this analysis Eqs. C4-4 & C4.1.1 Section C4 Eq. C4-2 Eq. C4-3 Eq. C4-1 Procedure I - based on initiation of yielding Section C3.1.1 Mn = SeFy AST Project Best Buy racks Date By DB Advanced Structural Technologies, Inc. Sheet X -Axis Bending: Mu = 2160 in -lb Ob ° 1.67 Mx,,,b,,, = 1293 in -lb M„ kn. = MbJA Y -Axis Bending: M„y = 2160 in -lb Qb = 1.67 MYaiaw = 1293 in -lb Know= M„K!b INTERACTION EQUATION: Section C5.2 AcP/Pn =, 0.291 OcP/Pn = 0.000 OcP/Pn = 0.000 If OcP/Pn <= 0.15: OcP/Pn + O,,MJMm, + ObM/Mny<= 1.0 QcP/Pn + CibM„JM,,,, + QbMy/Mm c OcP/Pn + ObMxr/Mnx + QbAy/Mny = OcP/Pn + n,MJ/Mnx + nbMy/M„y = ff4P/Pn>0.15: O P/Pn + QbMIIMnx + QbMy/Mny<=1.0 O P/P,ro + OI,Mx/Mnx + ObM1/Mny = 4P/PDD + OLMJ/Mnx + QbMy/Mny = CicP/Pn, + nbMx/Mnx + QbM,/Mny= AND 0.00 0.00 0.20 QJP/Pn + QbCnucMJ/Mmax + QbCmyMy/MnyOy<= 1.0 ax= 1 0P/PE, ax= 0.819 ax = 1.000 ax= 1.000 Cmx = 0.85 ay= 1 - Q,P/PEy ay= 0.819 ay= 1.000 ay= 1.000 Cmy = 0.85 PEx = Tr2Ey(KxL„)2= Load case 1 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 ✓ Load case 1 Load case 2 Load case 3 8385 lb PEy =11`Eiy/(KyLy?` = 8385 lb OGP/Pn + nbCmxMJ/Mm,ax + ObCmyMyJMnyay = OcP/Pn + O CmxM,/Mrucax + AbCmyMyJMnyOy= OcP/Pn + O CmxMJ/M,, ax + aeCmyMy/Mnyay= 0.29 0.00 0.00 Eq. C5.2.1-3 Eq. C5.2.1-2 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Eq. C5.2.1-4 Load case 1 Eq. C5.2.1-6 Load case 2 Load case 3 Load case 1 Load case 2 Load case 3 V Advanced Structural Technologies, Inc. Project Best Buy Racks Date By DB Sheet of This spreadsheet determines if the member welds are adequate to carry the prescribed design loads DESCRIPTION > Base Leg to upright weld APPLIED LOADS (service) - up to three load ses may be entered Ml = 17807 in -lb / M2 = 10198 in -lb M3 = in -lb V 1 = 543 lb. � V2 = 728 lb. V3 = lb. T1 = lb. T2 = lb. T3 = lb. PROPERTIES OF ANCHORS AND SLAB ON GRADE Weld Properties V Length = 5 in. T, r"` j size, a = 0.25 in. (`j, 1 FExx = 70000 psi base material t = 0.125 in. Y base material, Fu = 58000 psi Direct Shear Direct tension TY = ry = ry= rx = rx = rx = 543 lb/in. 72.8 lb/in. 0 lb/in. 0 lb/in 0 lb/in 0 lb/in Shear due to applied moment CASE #1 Sxx = 8.33 in^3/in. rx = 2137 lb/in Resultant r = sgrt(r,^2 + ry^2) CASE #1 r = 2138 lb/in rallowable = rallowable = O.K. CASE #1 CASE #2 CASE #3 CASE #1 CASE #2 CASE #3 x CASE #2 Sxx = 8.33 in^3/in. rx = 1224 lb/in size " length CASE #3 Sxx = 8.33 in^3/in. rx = 0 lb/in Z ---CASE #2 CASE #3 r = 1226 lb/in 3712 lb/in t,/ WELD 3625 lb/in BASE MATERIAL r = 0 lb/in BASE PLATE & ANCHOR DESIGN EXPANSION ANCHOR SEE DETAIL 1 O/5-HR.7 !/8' THICK BASE PLATE 2"x 5" x 1 I GA. UPRIGHT COLUMN SEE DETAIL 4/S-HR.7 BASE LEG SEE DETAIL 9/5-HR.7 5" 2" 3/4" TYP. ;- 1/8 2 1/2 COL. TO 1 /8 2 1/2 BASE PL. .arn 0 1/41/ 5 1/4 I BASE LEG TO 5 COI. 04' 2"x 5"x 1 I GA. BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL I O/5-HR.7 5" BASE PLATE 1/8" THICK 0,9 AuT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: I. the allowable concrete bearing stress 2. allowable bedning in base plate NOTE: ONLY 2"X5" AREA OF BASE PLATE LINER COLUMN IS CONSIDERED. THEREFORE, THERE IS NO BENDING IN PLATE DESCRIPTION > Best Buy Racks > 5x5 base plate (overrack upright column) APPLIED LOADS Pdkwabk = 3750 lb. MAX applied load = See Nodal Reactions at Base PROPERTIES OF PLATE, FOUNDATION, AND COLUMN 798 lb. Foundation W= 36 in L= 36 in A2 = 1296 in2 Pc = 2500 psi Column d b= Base Plate B= N= fy= tp = 5.00 in 2.00 in assumed slab width assumed slab length assumed slab area area assumed slab concrete strength Column Depth Column Width 2.00 in Plate Width (related to column width) 5.00 in Plate length (related to column depth) 36000 psi Plate yield strength 0.125 in plate thickness REQUIRED BEARING AREA FOR CONCRETE fc = 2500 psi P = 3750 lb. Al = 10 int A2 = 1296 in2 fba,;e= 750 psi faaowabfe= 750 psi O.K. applied bearing stress = lesser of: (P/A1)"2 or (P/Aj)*sgrt(A2/Ai) allowable bearing stress = 03rc PLATE THICKNESS BASED ON EXTENSION BEYOND COLUMN PERIMETER m = 0.00 in a = 375 psi w = 1875 lb/in. M = 0 lb -in. , ■ ■ , N S = 0.0130208 inA3 fb = 0 psi O.K Limit fb to 0.75Fy = 27000 psi fb = applied bending stress column 1)43 AciT Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: 1. uplift and allowable bending of base plate DESCRIPTION > Best Buy Racks > Sz5 base plate (ov)IFack upright column) 473 lb. 1VIAX Uplift to anchor = 391 lb. APPLIED LOADS To.abk = PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Column d= b= 5.00 in 2.00 in Base Plate B = 5.00 in N = 5.00 in fy = 36000 psi tp = 0.125 in Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness PLATE THICKNESS BASED ON UPLIFT m = 0.75 in M = 355 lb -in. S = 0.0130208 in^3 lb = 27245 psi O.K Limit ib to 0.75Fy = 27000 psi lb = applied bending stress anchor bolt T m I column base plate �44 AST Advanced Structural Technologies, Inc. Project Best Buy racks Date By DB Sheet of This spreadsheet checks the capacity of the rack base plates based on: I. the allowable concrete bearing stress 2. allowable bedning in base plate NOTE: ONLY 3"X2" AREA OF BASE PLATE UNDER COLUMN IS CONSIDERED. THEREFORE, NO BENDING IN PLATE DESCRIPTION > Best Buy Racks > 3x5 base plate (base I APPLIED LOADS i P = 2250 lb. t/' MAX applied load = 728 lb. See Nodal Reactions at Base PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Foundation W = 36 in assumed slab width L = 36 in assumed slab length A2 = 1296 in2 assumed slab area area fc = 2500 psi assumed slab concrete strength Column d = .3.00 in b = 2.00 in Base Plate B = 2.00 in N= 3.00 in fy = 36000 psi tp = 0.125 in Column Depth Column Width Plate Width (related to column width) Plate length (related to column depth) Plate yield strength plate thickness REQUIRED BEARING AREA FOR CONCRETE Pc = 2500 psi P = 2250 lb. Ai = 6 int A2 = 1296 in2 fbe,,,,,t 750 psi fismak= 750 psi O.K. applied bearing stress = lesser of: (P/A2)*2 or (P/AZ)*sgrt(A2/Ai) allowable bearing stress = 0.3Pc PLATE THICKNESS BASED ON EXTENSION BEYOND COLUMN PERIMETER m = 0.00 in n = 0.00 in a = 375 psi a = 375 psi w = 1125 lb/in. w = 750 lb/in. M = 0 lb -in. M = 0 lb -in. S = 0.0078125 inA3 fb = 0 psi O.K Limit tb to 0.75Fy = 27000 psi lb = applied bending stress S = 0.0052083 inA3 fb = 0 psi O.K column Aca Advanced Structural Technologies, Inc. This spreadsheet checks the capacity of the rack base plates based on: 1. uplift and allowable bending of base plate DESCRIPTION > Best Buy Racks > 3x5 base plate (bjs!'feg) APPLIED LOAD Project Best Buy racks Date By DB Sheet of Tano,.abre = 390 lb. MAX Uplift to anchor = 319 lb. See Nodal Reactions at Base PROPERTIES OF PLATE, FOUNDATION, AND COLUMN Column d= b= 3.00 in 2.00 in Column Depth Column Width Base Plate B = 5.00 in Plate Width (related to column width) N = 3.00 in Plate length (related to column depth) fy = 36000 psi Plate yield strength tp = 0.125 in plate thickness PLATE THICKNESS BASED ON UPLIFT m = 0.530 in M = 207 lb -in. S = 0.0078125 in^3 tb = 26458 psi O.K Limit fb to 0.75Fy = 27000 psi fb = applied bending stress anchor bolt IT Aim column base plate DAC AST Advanced Structural Technologies, Inc. Project Best Buy Racks Date By Sall Sheet of This spreadsheet determines is the expansion bolts are adequate to carry the prescribed design loads DESCRIPTION > See Nodal Loads at Base for loads APPLIED LOADS (service) - up to three load cases may be entered Tl = 391 lb. T2 = lb. T3 = lb. VI = 222 lb. V2 = lb. V3 = lb. PROPERTIES OF ANCHORS AND SLAB ON GRADE Slab on Grade fc = 2500 psi (assumed) h = 4 in. total thickness of slab Expansion Anchor Information Type = Hilti Kwik Bolt TZ Carbon Steel Expansion Anchor Approval = ICC Evaluation report #ESR -1:917 diameter = embedment = 0.375 in. 2.5 in. critical edge distance = 4.5 in. minimum ancnor spacing = 2.25 in. OC' -6" Tallow = 1212 lb. (see attached ACI appendix D calculations) van„„ = 344 lb. (see attached ACI appendix D calculations) INTERACTION EQUATION T/Tauow + VNaiiow.,, 1.2 Load case 1: T/Tanow + VNallow Load case 1: Mallow + V/Vallow= Load case 1: T/Tailow + VNanow = (see ICC Report, section 4.2.2) 0.97 O.K. 0.00 O.K. 0.00 O.K. Project Best Buy racks Ac4nTDate 12/10/2007 By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the punching shear cmE1....7 for the slab on grade DESCRIPTION > Best Buy racks > 5z5 base plate (warehouse rack) PUNCHING SHEAR LYSIS Base plate dimensions c1= 5 in. c2 = 5 in. fic= 1.00 Slab information Pc = 2500 psi h (total thickness) = 4 in. V� a 100 psi Ire ,,t .2jpc]*fc"2 </= 21'cA2 critical. section Applied load, P = 10400 lb. v (service load) d = 0.811= 32 in. bo= 32.8 in. Conservatively assume that P = V v = VI(bad) _ 99 psi v/Ve a 0.99 O.K. i P 94 AvT Project Best Buy racks Date 12110/2007 By DB Advanced Structural Technologies, Inc. Sheet This spreadsheet calculates the punching shear ca.. paclltty for the slab on grade DESCRIPTION > Best Buy racks > 3x5 base plate (base leg) PUNCHING SHE,.ARANAL.YSIS Base plate dimensions c1= 3 in. c2 = 5 in. Pc _ 1.67 Slab Information fc = 2500 psi h (total thickness) = 4 in. vc * 100 psi v * tt . y11cJ*fc^2 <1= 2`Pc"2 Applied load. P = 9250 lb. d=0.8h= t 0t 3.2 in. 28.8 In. Conservatively assume that P = V v += V/(bod) = 100 psi critical section S. base plate Iservice IoMi4 Wye, 1.00 NO % • DI 0' dR 014 cr 0 4 cv2i d/2 C2 d/2 Qitct Acal Advanced Structural Technologies, Inc. This spreadsheet calculates: 1-1T Project Best Bw racks Date 12!10/2007 By DB Sheet 1. the area of slab required to hely support the aplied loads (base on allowable soil bearing 2. the tensile stress due to bending in a concrete slab -on- pressure) grade due to c�acxntrated loads. DESCRIPTION > Best Buy racks General Information pi Y h t r r r t t t t r t 'fgt. 4, Slab, soil and loading information Applied Axial Load = 3000 lbs Concrete Strength (Pc) = 2500 psi Slab Depth (t) = 4.0 in base plate dimension (c) 3.0 in Allowable soil bearing pressure (qJ = 500.0 psf allowable modulus of rupture (4) 5.0 sqrt(fc) Concrete Elastic Modulus (Ec) = 2850000 psi Soil Slab required area, A = 6.0 R ^2 A = P/9A L = 2.45 ft. L = sqrt(A) = square dimension of "footing" w= 1225 plf w=qA*L b = 13.2 in. b M = 8888 lb -in. M = (w+b"2)/2 = applied moment in slab S = 78 in•"3 S = L•t^2/6 = section modulus for slab 4= fr O.K. 113 psi 250 psi tension in slab = M/S allowable modulus of rupture • STORK® Materials Technology 961 Stork Twin City Testing Corporation JOB NUMBER: 30160 06-80905 PAGE: DATE: CALIBRATED TEST EQUIPMENT: Dial Indicator, Phase 11 s.n. 26024, calibrated 7/06 Dial Indicator, Phase II s.n. 13286, calibrated 7/06 I '& 60tJae•as Dial Indicator, Phase It s.n. 26076, calibrated 7/06 Dial indicator, Phase II s.n. 13797, calibrated 7/06 G11 elLeArt x:., ' Dial Indicator, Phase H s.n. 68388, calibrated 7/06 Dial Indicator, Phase 11 s.n. 15955, calibrated 7/06 SWL.F4 ^� Dial indicator, Phase it s.n. 633116, calibrated 7/06 String Transducer Mdi. JX -PA -10-N13-111-416 s.n.30020352 String Transducer Md. JX -PA -10-N13-111.414 s.n.29110612 String Transducer Mdl. JX -PA -10-N13-111-416 s.n.30020353 Manometer, Dwyer Series 477 Id. # 30001322, Calibrated 2-9-06 UNCALIBRATED TEST EQUIPMENT: Holding grips, fixtures and damps Martin Stopwatch workforce 16' tape measure Building air supply I Beam load frame Assorted hand tools Lumber and general hardware Air Bag 3 of 12 January 8, 2007 `ITi !JG P -6 -344y - TEST DATA: MkA 0-koril ane aaaa. .. ti adf mat and ardaa aam reastr, t&mrta►andl0r ap eolkaiara bombhad byte ebsd and odds any a�p�alesa sr tngpPry- bloanike *„ �l 1 rM NJ MOWararMataforawmazrf aeoraaR Msro a bihreaideAatteaadopt to IAA, swlaait wean appmutt et airs tabaatmy. fir moobre ot tWs. iotabus ar f ori i* abaseant a anaaa Hs aloovtna*ar r e p ixW. emo yun not be rel Mama beano Fader lawn's it Clwah r47 may b, Pu+tera as fray aver Federal etn+a Shit rw i cky Tasting Corporation Is an opens kno Unita( Mork serials Technology av , Amsterdam, The Netherlands. which h a fttemberd the Sbrk Group 6 T1' : PRO • • 3 2 fhw v 16qt-AD 6 DETAIL A MEASURED TO BIM OF FORM opt t1.1412AZasapEam. Wr•Var.A.IM"."4.. SoTnoltonattei="4:41Wre•TWAL.1"Zga===.2.2:4=FAUP:428W. A LA. dArtliNg compaNy .44 , . ISRACCEI HD LH Ct oi y Ot,,Awoh.....,...t-•t to 6066 yr, is C.11, 65(6 WAIN 3 NOW 124980. • 'AT Advanced Structural Technologies 0-(c z( -- P51 Project el (*ZAr–VV Date ByPi Sheet of t Terkz14,4,44. i I "-- -11,4g •••••••••••• „ "" 4t- `,) • ..?". 4 A( it) 67.)! Aoce--1-- VW -1(4.'3-J cd61-- Ng- F""-- 0 * 1 J--7-:..;.,..... --- ; I 1 7 -CC t19 , 1 I —... 1,I SECTION P PACIFIC SALES PARTIAL HEIGHT WALLS AND HANGING GRID AT Project Best Buy 447 Date 2-5-16 P1 By PES Sheet of SEISMIC ANALYSIS OF NEW I WALLS AND FIXTURES FOR PAC SALES AREA @ EXISTING BEST BUY STORE BEST BUY #447 17364 SOUTHCENTER PARKWAY TUKWILA, WA 98188 APPLICABLE BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE W- WASHINGTON STATE AMENDMENTS ASSUME SITE CLASS D TO DETERMINE SEISMIC DESIGN PARAMETERS: Ss = 1.445 S1 = 0.538 Sds = 0.963 Shc = 0.538 Best Buy Tukwila in Tukwila, Washington (http://www.bestbuy.com) Page 1 of 2 P2 • Store Locator (http://www.bestbuy.com/site/store-locator) Best Buy Tukwila .. # 4.1 (695 Reviews) Write a Review (http://reviews.bestbuy.com/3546/447/submission.htm?return=http%3A%2F% 2Fstores.bestbuy.com%2F447&submissionurlhttp%3A%2F%2 Fwww. bestbuy.com%2Fsite%2Folspage.jsp% 3Fid%3Dpcat17100%26type%3Dpage) Weekly Ad (http://deals.bestbuy.com/stores?storelD=447) 17364 Southcenter Pkwy Tukwila, WA 98188 (206) 574-4617 (te1:2065744617) Send an email (mailto:S-000447-Leaders@bestbuy.com) About Best Buy Tukwila At Best Buy Tukwila, we specialize in helping you find the best technology to fit the way you live. Together, we can transform your living space with the latest HDTVs, computers, smart home technology, and gaming consoles like Xbox One, PlayStation 4 and Wii U. We can walk you through updating your appliances with http://stores.bestbuy.com/wa/tukwila/17364-southcenter-pkwy-447.html 2/5/2016 iTouchMap.com Mobilo end Desktop Maps Home » Latitude and Longitude of a Point P3 Maps l Country - State I Places I Cities I Lat - Long To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... Address: 17364 Southcenter Parkway, Tukwila, GO Nearby Places of Interest Mao Utilities: Measure Size. Get Address. Street View. Lamer Mao ( Got A Lifetime Limited Powertrain Warranty On It* All new Honda Accord Latitude and Longitude of a Point t Walker (H.;)r Nov Through Monday, Feb. 15th! SHOP NOW © Show Point from Use this if you know a point and want Use: + for N Lat Example: +40.689060 Note: Your entry Decimal Deg. Latitude: Decimal Deg. Longitude: Latitude and Longitude the latitude and longitude coordinates to see where on the map the point or E Long - for S Lat or W Long. -74.044636 should not have any embedded of is. spaces_ Clear / Reset Remove Last Blue Marker Center Red Marker Get the Latitude When you click address the latitude are inserted in Latitude: Longitude: and Longitude on the map, move and longitude the boxes below. of a Point the marker or enter an coordinates of the point 47.447625 -122.260041 Show Point Example: +34 Latitude: Longitude: 40 50.12 for 34N 40' 50.12" Degrees Minutes Seconds Latitude: Longitude: Degrees Minutes Seconds 47 28 51.45 -122 15 36.1476 Show Point iTouchMap.com 2007-2015 gums Design Paps Summary Report User -Specified Input Report Title Best Buy 447 - Tukwila, WA Mon February 8, 2016 17:03:32 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4476°N, 122.26°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Vc sh on r, FL R► itat enton Burien HATTL* TAC9.."41 I c', q; Des :Vloirte%, (4, 4''r USGS-Provided Output Ss= 1.4458 51 = 0.538 g 4 SMs = 1.445 g SMS = 0.807 g • •t `Kent ti' aLq►,. 1 s�,aquall Maple Vali - Sos = 0.963 g Sol = 0.538 g ovi n gton 1 � To v.,. 4 For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.50 1.35 1.20 1.05 C• i 0.50 • 0.75 0.60 0.45 0.30 0.15 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.60 0.20 1.00 1.20 1.40 Period. T (sec) 1.10 1.00 0.50 0.40 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Design Response Spectrum 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 Period, T (sec) P4 • 2.00 1 P5 rusGsDesign Maps Detailed Report 2012 International Building Code (47.4476°N, 122.26°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) El) S5 = 1.445 g From Figure 1613.3.1(21E23 Si = 0.538 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. Site Class 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS vs or Ties ss A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength s.. < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 P6 ' Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 S5 = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A B C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1,0 1.0 1.6 1.4 2.5 1.7 1.2 1.0 0.9 0.9 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and Ss = 1.445 g, F. = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S,<_0.10 S, = 0.20 S,=0.30 S,=0.40 S,>_0.50 A B C 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 E 3.5 3.2 F 1.8 1.6 2.8 2.4 See Section 11.4.7 of ASCE 7 1.5 2.4 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Sl = 0.538 g, F„ = 1.500 P7 Equation (16-37): Equation (16-38): SMS = FaSS = 1.000 x 1.445 = 1.445 g SM, = FSS, = 1.500 x 0.538 = 0.807 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.445 = 0.963 g Equation (16-40): SD, = % SM3 = % x 0.807 = 0.538 g P8 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF S05 RISK CATEGORY I or II III IV Sps<0.167g A A A 0.167g S Sas < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 Sos D D D For Risk Category = I and SOS = 0.963 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1 -SECOND PERIOD RESPONSE ACCELERATION VALUE OF Sol RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g S S01 < 0.133g B B C 0.133g <_ Sin < 0.20g C C D 0.20g 5 So, D D D For Risk Category = I and Sp, = 0.538 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category =_ "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf AT Project Best Buy 447 Date 2-5-16 P9 By PES Sheet of NEW I WALLS @ PAC SALES DISPLAY AREA 4 NEW I WALL ASSEMBLIES WILL BE INSTALLED IN THE PAC SALES AREA. 2 ASSEMBLIES WILL BE TYPICAL I WALLS. 1 ASSEMBLY WILL BE A TYPICAL I WALL WITH AN INTERSECTING T WALL 1 ASSEMBLY WILL BE T WALLS THAT INTERSECT. THE DISPLAY WALLS ARE APPROX. 8' HIGH, PRE -ASSEMBLED LIGHT GAGE STUD FRAMED PANELS. PANELS ARE ANCHORED TO THE FLOOR AND TIED TOGETHER ALONG THE TOP OF THE WALL WITH A MEMBER WHICH TRANSFERS LATERAL LOADS TO THE PERPENDICULAR END WALL PANELS WHICH PROVIDE LATERAL STABILITY. THE WALL PANELS MAY HAVE DISPLAY CABINETS MOUNTED NEAR THE TOP ON 1 OR BOTH SIDES. ASCE 7-10, CHAPTER 13 IS USED TO DETERMINE THE FORCES ON THE WALL. THE MAXIMUM WALL LENGTH CONSIDERED IS 21'-9 1/2" THE ROOF HEIGHT FOR THE BUILDING IS APPROXIMATELY 25' 0 ZO CO P CIFCS LES2X3GRID SUSPENDED @ 9'-0" A.F.F. TO BOTTOM. (-YP.) V{o 4 K4 V45 36'-4" KB OI, 20'-0" rfgal "r N�1 'c 1I�1Ika9 GMA 1 trsi+ls - �as-� i GM7-i:"5,—G•11--GAS M2 4 GM7 B04 003 B01 [ T9 s4, 22'-3" 0 GP1 VL9 VL9. JAB I JA2 i PACIFIC SALES 2 X 3 GRID SUSPENDED @ 9'-0" A.F.F. T BOTTOM. (TYP.) PPS ir cad N 4,11 911. 161 _ $IIsi wi N VL9 JAB KA9 KA11 rD JA7 KA10 KAB II P10 DEPARTMENT FOCAL -COLLA F 9'-0" - X 18'-0" X 1'-11" TALL SUSPENDED @ 10'-8" A.F.F. TO BOTTOM. 3 a IA A AT Advanced Structural Technologies, Inc. Project Date By Sheet P11 WA 1021 2/8/2016 PES of This spreadsheet is used for the design for the remodel of existing Best Buy Stores. Input fields are in blue, or a drop box DESCRIPTION > Design of new walls and anchorages to floor for new Pacific Sales area fixture > walls Author: MAS Revised: 5/21/2013 Design Criteria Building Code: 2012 International Building Code w- Washington State Amendments Project Location: 173645outhcenter Parkway Latitude: 47.4476 Tukwila, WA 98188 Longitude: 122.26 Occupancy Category: :1 Site Soil Classification: ' o (stiff Soil -Default) Seismic Design Coefficients: D Seismic Design Category: (Assumed) Ss = 1.445 Sos = 0.963 Find Seismic Design Values Herel S1= 0.538 S01 = 0.538 Wall segments will be constructed with light gauge steel stud framing. Segment properties: Height: 96 in Main Wall Length: 5.448 ft Total Number of Segments: 4 End segment Length: 4.547 ft The segments will have strap bracing to provide lateral support. Some plywood sheathing will be installed to provide anchorage to attach cabinets. Weights to consider for walls: Steel Studs: 0.80 psf Track (Top & Bottom): 0.40 psf Sheathing/Bracing: 4.00 psf Miscellaneous: 0.30 psf Total = 5.50 psf Cabinets may be hung from the fixture walls on either or both sides of the wall. Allow 2.5 psf for surface area of cabinets Consider 8 ft2/ft as potential cabinet area on the wall Consider 20 plf of cabinet weight along the wail, possibly on each side of wall The fixture walls will be I shaped. The framing of the individual segments along the wall will span vertically. A beam segment will be designed to span along the top of the wall, between the end walls. The segments along the wall will be screwed together to transfer vertical shear forces between them. The segments will be anchored to the floor with power driven fasteners to resist sliding in either direction. The end wall segments will act as shear walls and be braced and anchored to the floor to resists overturning. Typical studs will be: 5 1/2" x 1 5/8" 20 ga (5505162-33) P12 ' Seismic Analysis of Walls: For Architectural Components: Interior Nonstructural Walls and Partitions -All other walls and partitions V ! Fp = 0.4 ap 5os Wp Rp/Ip h= 25 ft z = 8.00 ft Ip= i ap = 1 Rp = 2.5 F,, = 1.59 psf (1 + 2(z/h)) (ASCE 7: 13.3-1) Average roof height of structure with respect to the base Height In structure of point of attachment of component with respect to the base. *For working loads, use 0.7E Fp = 1.11 psf (Lateral force against studs) Lateral Load to top and bottom of wall: 4.45 plf Fasteners to concrete: Hilt! X -U Power Driven Fasteners @ 24" o.c. Min. embedment: 1,1 +. in Vm�"w = 190 lb Vanwr= 12 lb/fastener OK! (Typically use 3/panel (approx. 24" o.c.) with 1" min. embed) Force at top of wall: 7.08 plf - lateral force due to cabinets on each side of wall. (Assuming cabinets on both sides of wall) Total force at top of wall: 11.52 plf Beam member at top of wall: Light Gauge Steel Members: L = 22.292 ft M = 8590 in -lb A 2.21 in 0 _ 5wl2 384E1 Studs 550S162-54 w' Tracks: Assembly: fp = 550T125.54 7i Total = 5.99 ksi Stiffness: 0.54 in 2.324 in4 1.784 in4 4.108 in" OK! S,p 0.845 in3 0.589 in3 1.434 in3 L/ 498 NO GOOD, Use 2 sets of tracks and studs Stiffness of 2 Sets: 0.27 in 1/ 995 Force at end of beam: 128 lb Allowable shear for (2) #10 screws: 586 lb OKI Steel Channel: L= 22.292 ft Wp = 62 plf + member weight C5x6.7 Member Weight: 6.7 plf Total Wp = 69 plf Force at top of wall: 12.15 plf (Assuming cabinets on both sides of wall) Inc = 7.48 ina 2.33 in = 0.31 in L Force at end of beam: 135 lb End Walls: 135 lb 253 lb Hold down: Simpson S/LTT20 = 96 in 253 lb Anchor Bolt: 1/2"0 HILTI Kwik Bolt TZ w/2" min. embed, fe = 3 ksi (cracked conc.) Slab thickness: 4 in Required slab area to resist uplift: 5.06 Ft2 Tension Strap: Width: 1.5 in Thickness: 20 V Gauge Area = 0.0519 !n2 f0= 5526 psi # of #l0 Tek screws at 3 each end of strap: 859 OKI T11= 1600 lb OK! = 1167 lb OK! 420 lb OKI P13 AT Project Best Buy #447 Date 2-5-16 P14 By PES Sheet of SUPPORT FOR NEW GRID SYSTEM SUPPORTING EXHAUST HOODS/FANS ABOVE OVEN DISPLAY AREA 2- 6' x 9' (2x3) GRIDS WILL BE INSTALLED AND SUPPORTED BY THE ROOF STRUCTURE 4 HOODS OF VARIOUS WEIGHTS WILL BE SUPPORTED BY THE GRID SYSTEM. 5/32" DIA. AIRCRAFT CABLE WILL PROVIDE VERTICAL & LATERAL SUPPORT FOR THE GRIDS 4 CABLES WILL SUPPORT THE VERTICAL LOAD AT EACH GRID. 2 SETS OF DIAGONAL CABLES IN EACH DIRECTION WILL RESIST THE LATERAL FORCES. THE ROOF STRUCTURE FOR THIS PROJECT IS STEEL JOISTS SUPPORTED BY STEEL JOIST GIRDERS. IN THE AREA OF THE WORK THE MAXIMUM JOIST SPACING IS 6'-1 1/2". TYPICAL P1000 UNISTRUT CAN SPAN 6'-4" AND SUPPORT THE LOADS FROM WIRES SUPPORTING THE GRID SYSTEM. P15 AT Advanced Structural Technologies, Inc. Project Date By Sheet WA 1021 2/8/2016 PES of This spreadsheet is used for the design for the remodel of existing Best Buy Stores. Input fields are in blue. DESCRIPTION > Design of support for new light weight aluminum ceiling grids Author: MAS > Potential exhaust hood to be carried by system Revised: 5/21/2013 Grids: Light weight aluminum grids will be hung over some of the display areas. Width (ft) Length (ft) Typical Grid Size: 3 3 Typical Grid Aluminum Channels: Height: 4 In Width: 2 in Thickness: 16 gauge Weight: 1 plf Misc. materials weight: 0.25 plf Total weight: 1.25 plf Cables: Grids are supported by 3/32"0 aircraft cable. Typical breaking strength: 1200 lb Factor of Safety: 5 Max allowable load to cable: 240 lb Possible exhaust hood display: The hood will be anchored to a piece of ply wood Plywood Area: Plywood Weight: 9 ft2 23 lb Max. Hood Weight: 160 lb Total Weight: 183 lb Total # of hangers that carry hood Typical grid layouts: weight # of grids # of grids Total Total Total # of Hoods Weight of Total (depends on Weight layout) Layout#1: 0 0 0 0 0 0 0 0.0 lb 16 0 OKI Layout 442: 0 0 0 0 0 0 104 0.0 lb 7 0 OKI Layout#3: 2 3 6 9 51 1 59 575.8 lb 4 144 OK! 1 68 1 133 1 160 Lateral Bracing of Grids Celings Fp = h= z Ip = 0.4apS55Wp Rp/Ip (1+2(z/h)) ap= 1 Rp= 2.5 1 Layout #1: Wp = 0 lb Fp = 0.00 psf `For working loads, use 0.7E Fp = 0.00 psf 0 of Cables: 45 Max lateral load to each cable: 170 lb Sets of lateral bracing cables (each way): 0 Connection to Existing Ceiling: Joist Spacing: 6.20 ft Using P1000 Unistrut: M.,,,,,,= 5040 In -lb = 420 ft -lb Lateral Bracing Reduction Factor. 0.75 M,, = 315 ft -lb = 203 lb (ASCE 7: 13.3-1) Layout #2: Wp= 0 lb Fp = 0.00 psf *For working loads, use 0.7E Fp= 0.00 psf 0 of Cables: 45 Max lateral load to each cable: 170 lb Sets of lateral bracing cables (each way): 0 OKI Layout #3: Wp = 575.75 lb Fp = 266.13 psf *For working loads, use 0.7E Fp = 186.29 psf 0 of Cables: Max lateral load to each cable: Sets of lateral bracing cables (each way): 45 170 lb 2 P16 SECTION TM FIXTURE TYPE TM.17 (7'-9" HIGH TOTEM FIXTURE) TM.1 Elevations Detail Ref. Sheet No: El (s6 o) f 0 0 0 �590� Canon rmoomirowmoor • TM.2 • ITEM Detail Ref. Sheet No: ' Elevations 1 E2 ITEM PART NUMBER DESCRIPTION OTY 1 275000 SKELETON ASSEMBLY - 6FT TOTEMMN 1 2 275007 CANON PANEL, 8FT TOTEM, FRONT 1 3 275002 SIDE PANEL, TOTEM 1 4 275003 SID PANEL, TOTEM , POWER 1 5 275449 WELMENT, MONITOR BRACKET 2 6 275004 STORAGE CASE, BOTTOM, TOTEM 1 7 275005 JUNCTION BOX PLATFORM 1 275006 FIXTURE EXTENSION - MOUNTING PLATE 1 9 275001 CANON PANEL, S `TOTEM„ REAR 1 10 275008 LENS CASE ASSEMBLY 11 275010 PANEL, TOTEM, TOP 12 184175 SCREW, 1/4-20 X 1.5" LG„ HEX HD 6 13 225259 BOLT, EXPANSION ANCHOR - 318` DIA. X 34A" LONG 4 Inputs: Seismic Design Force for Non -Structural Components: (CH. 13 ASCE 7-10): M.3 Ss:= 340% Mapped Spectral Response Acceleration at Short Periods (Figure 22-1) Si := 100% Mapped Spectral Response Acceleration at Long Periods (Figure 22-2) n:D J Soil Site Class (Assume Site Class "D" if Unknown per Section 20.1) SSC => RC=> Wp:= 1 ap:= 1 Rp:= 2.5 z:= 0 h:= 1 Calculations: p:= 1.0 Fa = 1.00 Fv = 1.50 SDS := (2 + 3)• Fa• Ss = 227.% SDI := (2 - 3)-FvS1 = 100•% Ip = 1 II I psf `. Risk Category (Table 1.5-1) Effective Seismic Weight of Component 1 Component and Anchor Amplification Factor (Table 13.5-1) Component and Anchor Response Modification Factor (Table 13.5-1) Height in Structure of Point of Attachment of Component With Respect to Base Average Roof Height of Structure With Respect to the Base Note: fixture is designed for: Ss = 3.4 S1 = 1.0 Actual seismic coefficients are: Ss = 1.445 S1 = 0.538 All Calculations Below This Line Are Automatic Redundancy Factor (See Section 12.3.4) Short -Period Site Coefficient (Table 11.4-1) Long -Period Site Coefficient (Table 11.4-2) Design Spectral Response Acceleration at Short Period (Eqn 11.4-3) Design Spectral Response Acceleration At Long Period (Eqn 11.4-4) Component Importance Factor (See Section 13.1.3) 0.4ap•SDSz' fp:- 1 + 2• i = 0.36 Rp = 1p h )] Fpmin 0.3• SPS• Ip = 0.68 Fpmax:= 1.6• SDS• Ip = 3.63 Fpunit:= Fpmin if fp < Fpmin Fpmax if fp > Fpmax fp otherwise Fp := Fpunit: Wp• unit = 0 psi D:= Wp• unit = 0.01 psi = 0.68 (Eqn 13.3-1 with Wp Excluded) (Eqn 13.3-3) (Eqn 13.3-2) Fpunit = 0.68 Fpvunit:= 0.2•SDS = 0.45 Unfactored Seismic Lateral Force Unfactored Component Dead Loads Unfactored Unit Seismic Lateral Force Unfactored Unit Seismic Vertical Force Actual Forces on Component/Anchor (Load Combinations per Section 12.4.2.3) ASD: LRFD: Seismic Lateral Load SEVEN_TENTHSpQE:= 0.7p•Fp = 0.00psi PQE P• Fp = 0.00psi Wp = 1000 pounds Seismic Design Category (SDC) per ASCE 7 Section 11.6 SDC = "E" Min. Seismic (Downward Vertical) Dead Load (0.6 - 0.14 SDS.D = 0.00psi (0.9 - 0.2. SDS.D = 0.00psi Unit Forces on Component/Anchor (Load Combinations per Section 12.4.2.3) Seismic Lateral Load ASD: ELhASDunit:= 0.7p•Fpunit = 0.48 LRFD: ELhLRFDunit:= P• Fpunit = 0.68 Min. Seismic (Downward Vertical) Dead Load ELuvASDunit:= 0.6 - 0.14 SDs = 0.28 Max. Seismic (Downward Vertical) Dead Load (1.0 + 0.14SD4D = 0.01 psi (1.2 + 0.2SD4D= 0.01 psi Max. Seismic (Downward Vertical) Dead Load ELdvASDunit:= 1.0 + 0.14SDS = 1.32 ELuvLRFDunit:= 0.9 - 0.2•SDS = 0.45 ELdvLRFDunit:= 1.2 + 0.2SDS = 1.65 Detail Ref. Sheet No: Max Seismic (USA) 01 Ss:= 340% Mapped Spectral Response Acceleration at Short Periods (Figure 22-1) Si := 100% Mapped Spectral Response Acceleration at Long Periods (Figure 22-2) n:D J Soil Site Class (Assume Site Class "D" if Unknown per Section 20.1) SSC => RC=> Wp:= 1 ap:= 1 Rp:= 2.5 z:= 0 h:= 1 Calculations: p:= 1.0 Fa = 1.00 Fv = 1.50 SDS := (2 + 3)• Fa• Ss = 227.% SDI := (2 - 3)-FvS1 = 100•% Ip = 1 II I psf `. Risk Category (Table 1.5-1) Effective Seismic Weight of Component 1 Component and Anchor Amplification Factor (Table 13.5-1) Component and Anchor Response Modification Factor (Table 13.5-1) Height in Structure of Point of Attachment of Component With Respect to Base Average Roof Height of Structure With Respect to the Base Note: fixture is designed for: Ss = 3.4 S1 = 1.0 Actual seismic coefficients are: Ss = 1.445 S1 = 0.538 All Calculations Below This Line Are Automatic Redundancy Factor (See Section 12.3.4) Short -Period Site Coefficient (Table 11.4-1) Long -Period Site Coefficient (Table 11.4-2) Design Spectral Response Acceleration at Short Period (Eqn 11.4-3) Design Spectral Response Acceleration At Long Period (Eqn 11.4-4) Component Importance Factor (See Section 13.1.3) 0.4ap•SDSz' fp:- 1 + 2• i = 0.36 Rp = 1p h )] Fpmin 0.3• SPS• Ip = 0.68 Fpmax:= 1.6• SDS• Ip = 3.63 Fpunit:= Fpmin if fp < Fpmin Fpmax if fp > Fpmax fp otherwise Fp := Fpunit: Wp• unit = 0 psi D:= Wp• unit = 0.01 psi = 0.68 (Eqn 13.3-1 with Wp Excluded) (Eqn 13.3-3) (Eqn 13.3-2) Fpunit = 0.68 Fpvunit:= 0.2•SDS = 0.45 Unfactored Seismic Lateral Force Unfactored Component Dead Loads Unfactored Unit Seismic Lateral Force Unfactored Unit Seismic Vertical Force Actual Forces on Component/Anchor (Load Combinations per Section 12.4.2.3) ASD: LRFD: Seismic Lateral Load SEVEN_TENTHSpQE:= 0.7p•Fp = 0.00psi PQE P• Fp = 0.00psi Wp = 1000 pounds Seismic Design Category (SDC) per ASCE 7 Section 11.6 SDC = "E" Min. Seismic (Downward Vertical) Dead Load (0.6 - 0.14 SDS.D = 0.00psi (0.9 - 0.2. SDS.D = 0.00psi Unit Forces on Component/Anchor (Load Combinations per Section 12.4.2.3) Seismic Lateral Load ASD: ELhASDunit:= 0.7p•Fpunit = 0.48 LRFD: ELhLRFDunit:= P• Fpunit = 0.68 Min. Seismic (Downward Vertical) Dead Load ELuvASDunit:= 0.6 - 0.14 SDs = 0.28 Max. Seismic (Downward Vertical) Dead Load (1.0 + 0.14SD4D = 0.01 psi (1.2 + 0.2SD4D= 0.01 psi Max. Seismic (Downward Vertical) Dead Load ELdvASDunit:= 1.0 + 0.14SDS = 1.32 ELuvLRFDunit:= 0.9 - 0.2•SDS = 0.45 ELdvLRFDunit:= 1.2 + 0.2SDS = 1.65 Load Combinations Combinations I Design 13J [B Description 2 3 4 5 6 7 4dx,446, Seismic X (Small) TM.4 Load Combinations Detail Ref. Sheet No: 02 LC Factor DL 1 LC Factor DL .28 ELX -.48 Seismic X (Large) DL 1.32 ELX -.48 Seismic Z (Small) DL 28 Eli -.48 Seismic Z (Large) DL 1.32 Eli -.48 Seismic Neg Z (Small) DL 28 ELZ .48 Seismic Neg Z (Large) DL 1.32 Eli 48 LC1 1.0 DL LC2 0.28 DL -0.48 EL LC3 1.32 DL -0.48 EL LC6 LC7 0.28 DL 1.32 DL 0.48 EL 0.48 EL '101elik 422*,. Global Parameters Description I Solution Codes I Concrete I LC4 0.28 DL -0.48 EL HR Steel: t OA .1X X> ,,t4* ,ops 122* , 1224 ' 14" AISC 9th: ASD cPsteel:lAlsl 5100-07 ASD LC5 1.32 DL -0.48 EL 222* '12 122*...10210 222 4.2 ,10 21to 11*22* 4„,„„44,5 191e0 2* ("BLC Description" "Category" "X Gravity" "Y Gravity" "Z Gravity" "Joint" "Weight (Y)" "DL" —1.13 "Weight (X)" "ELX" —1.13 110 "Weight (Z)" "ELZ" "Applied Load (Y)" "DL" "Applied Load (X)" "ELX" "Applied Load (Z)" "ELZ" 111/ 011 1111 1111 —1.13 1111 1111 1111 1111 14 14 14 ) 'Inputs: Fy:= 80000 psi tplate 0.25•in INPUT •_ Yield Strength (psi) Thickness of Plate TM.5 Steel Plate Check Detail Ref. Sheet No: (Von Mises Check) "Sigma2[psi]" 03 "LC" "Plate Label" "Loc" "Sigmal[psij" "Sigma2[psi]" "Tau Max[psi]" "Angle[rad]" "Von Mises[psij" 1 "P34" "T" 28.067 0 14.034 1.576 ... IPlate Label IVon Mises[psi] N Column of Interest crUNIT:= psi �I� INPUT Pressure Unit Item Label Index Calculations: -, psi Use 12-1/4" x 4" x 1/4" Thick Plate as Shown. (Yield Strength: Fy = 80 ksi MINIMUM) 0.156 4- 0.156 —*.''+- 0 0 0.200 All Calculations Below This Line Are Automatic Fb:= 0.75.Fy= 60000 psi Allowable Stress Max Stress = ("LC" "Plate Label" "Von Mises[psi]" "Interaction" 1 "P2386 - T" 1223.59 0.02 2 "P811 - B" 56841.51 0.95 3 "P811 - B" 50076.87 0.83 4 "P811 - T" 47661.37 0.79 5 "P4058 - B" 34411.01 0.57 6 "P2418 - B" 46395.85 0.77 7 "P5698 - T" 29285.93 0.49 INTERACTION := '(Max StressMax Index, 3) = 0.95 < 1.00 PASS" CONTROLLING LC := Max StressMax Index, 0 = 2 1 Target := Fb _ aUNIT = 60000 Target Value for Column Of Interest Critical Stress(s) _ ("LC" "Plate Label" "Von Mises[psi]" "# Over All." 1 1 {1,1) {1,1) 0 2 {1,1) {1,1) 0 3 {1,1) {1,1) 0 4 {1,1} {1,1) 0 5 {1,1} {1,1} 0 6 {1,1) {1,1} 0 7 {1,1} {1,1} 0 J numLC = 7 Number of Load Cases nitems = 6176 Number of Unique Elements RISA 3-D Results: TM.6 Steel Plate Check Detail Ref. Sheet No: (Von Mises Check) 03 A z x "LC" "Plate Label" "Von Mises[psi]" '# Over All."ll 2 ("P811") (56841.51 ) 0 Plato Von Mises Top psi > 60200 60200 53600 46800 40100 33400 26700 20000 13300 6600 -100 Results for LC 62, Seismic X (Small) "LC" "Plate Label" "Von Mises[psi]" "# Over All." ("P811") (50076.87) 0 I] Plate Von Mises Top psi I 0020o 60200 53500 40000 40100 33400 26700 20000 13300 5000 -loo Results for LC 1, Seismic X (Large) RISA 3-D Results: TM.7 Steel Plate Check Detail Ref. Sheet No: (Von Mises Check) 03 B "LC" "Plate Label" "Von Mises[psi]" "# Over All." 1 ("P811") (47661.37) 0 J r 0 x LC(5) _ Plate Von Mises Top psi > 80200 80200 53600 46800 40100 33400 26700 20000 13309 0600 .100 Results for LC 4, Seismic Z (Small) "LC" "Plate Label" "Von Mises[psi]" "# Over Ali." 1 5 ("P4058" ) (34411.01) 0 1 Plate Von Mises Top psi I 80500 54400 46300 42200 56103 30000 23300 17800 11700 5600 -500 Results for LC 5, Seismic (Large) RISA 3-D Results: TM.8 Steel Plate Check Detail Ref. Sheet No: (Von Mises Check) 03 C "LC" "Plate Label" "Von Mises[psi]" "# Over All." 6 ("P2418" ) (46395.85) 0 I J Piste Von Mises Top !Ki I > eon a 60200 53500 46800 40100 33409 26700 20000 13300 6600 •100 Results for LC 6, Seismic Neg Z (Small) "LC" "Plate Label" "Von Mises[psi]" "# Over All." Il 7 ("P5698" ) (29285.93) 0 J Piste Von Mises Top psi I 60690 84490 48300 42200 36100 30000 23900 17800 11700 5600 -500 Results for LC 7, Seismic Neg Z (Large) Inputs: Box Weld Pattern (See Diagram) TM. Weld Properties: t:= 0.125in Line/Weld Thickness d:= 3in Depth b:= lin Width (Not Applicable for Single Line or Circular Weld, Insert "0") FEXX:= 70000psi Ultimate Tensile Strength I' Fillet Weld (Check this Box) Insert Custom Weld Properties (If chosen from drop down menu above. Otherwise, Skip): Awcustom:= Oin2 Custom Line Weld Area Custom Line Weld Section Modulus About X -Axis Swcustomx:= Oin3 Swcustomy:= Oin3 Custom Line Weld Section Modulus About Y -Axis Jwcustom Oin4 Custom Line Polar Moment of Inertia Modulus About Z -Axis Base Metal Properties: tb:= 0.1196•in Fy:= 36000psi Fu:= 58000psi Thickenss of Steel Joined (Thinner Part) Yield Stress Ultimate Tensile Stress ASD Forces Acting at Centroid of Weld Pattem(Note Z -Axis is Perpendicular to Plane of Weld Pattern): Ry:= 'mid(WELD, 2) lbf Rx:= 'mid(WELD, 4) lbf Rz:= 'mid(WELD, 3) lbf Calculations: My := 'mid( WELD, 5) lbf• in Mx :_ 'mid( WELD, 7) lbf. in Mz:= 'mid(WELD, 6) lbf in (Torsion) Weld Pattern Detail: All Calculations Below This Line Are Automatic Weld Pattern Section Properties: F = 0.71 Weld Section Reduction Factor (Fillet Welds) Aw = 0.66• in2 Jw = 0.94• in4 Swx = 0.51in3 ,= max(b, d) = 2 = 1.5•in Swy= 0.29•in3 Weld Stress Check: fbx = Mx _ (Swx) fby:= My = Swy fbz (MzC) _ Jw fvx:= Rx = Aw fvy:= Ry + Aw fVz:= Rz = Aw fw:= fbx2 + fby2 + fvx2 + fvy2 + fbz + fvz Fw:= 0.6FEXX = 42000psi 12w:= 2.00 Rwa:= (FwAw) - ftw= 139191bf Fwa := Rwa _ Aw = 21000psi Iw:= fw- Fwa Weld Stress Utilization Ratio '(max(lwy)) ="0.47 < 1.00 PASS" Base Metal Stress Check: Stbmy:= 1.5 SZbmr:= 2.00 Abm:= (Aw _ F).(tb = 0.9 in2.0 Rbmy:= 0,6•FyAbm _ Stbmy = 129171bf Rbmr := 0.6 Fu' Abm _ nbmr = 15608 lbf Rbm:= min(Rbmy,Rbmr) = 129171bf Fbma Rbm _ Abm = 14400psi Ibm := Cl fw t _ tb) _ Fbma] '(max(Ibm)) _ "0.72 < 1.00 PASS" Base Metal Stress Utilization Ratio Detail Ref. Sheet No: AISC Base Weld Check 04 Weld Properties: t:= 0.125in Line/Weld Thickness d:= 3in Depth b:= lin Width (Not Applicable for Single Line or Circular Weld, Insert "0") FEXX:= 70000psi Ultimate Tensile Strength I' Fillet Weld (Check this Box) Insert Custom Weld Properties (If chosen from drop down menu above. Otherwise, Skip): Awcustom:= Oin2 Custom Line Weld Area Custom Line Weld Section Modulus About X -Axis Swcustomx:= Oin3 Swcustomy:= Oin3 Custom Line Weld Section Modulus About Y -Axis Jwcustom Oin4 Custom Line Polar Moment of Inertia Modulus About Z -Axis Base Metal Properties: tb:= 0.1196•in Fy:= 36000psi Fu:= 58000psi Thickenss of Steel Joined (Thinner Part) Yield Stress Ultimate Tensile Stress ASD Forces Acting at Centroid of Weld Pattem(Note Z -Axis is Perpendicular to Plane of Weld Pattern): Ry:= 'mid(WELD, 2) lbf Rx:= 'mid(WELD, 4) lbf Rz:= 'mid(WELD, 3) lbf Calculations: My := 'mid( WELD, 5) lbf• in Mx :_ 'mid( WELD, 7) lbf. in Mz:= 'mid(WELD, 6) lbf in (Torsion) Weld Pattern Detail: All Calculations Below This Line Are Automatic Weld Pattern Section Properties: F = 0.71 Weld Section Reduction Factor (Fillet Welds) Aw = 0.66• in2 Jw = 0.94• in4 Swx = 0.51in3 ,= max(b, d) = 2 = 1.5•in Swy= 0.29•in3 Weld Stress Check: fbx = Mx _ (Swx) fby:= My = Swy fbz (MzC) _ Jw fvx:= Rx = Aw fvy:= Ry + Aw fVz:= Rz = Aw fw:= fbx2 + fby2 + fvx2 + fvy2 + fbz + fvz Fw:= 0.6FEXX = 42000psi 12w:= 2.00 Rwa:= (FwAw) - ftw= 139191bf Fwa := Rwa _ Aw = 21000psi Iw:= fw- Fwa Weld Stress Utilization Ratio '(max(lwy)) ="0.47 < 1.00 PASS" Base Metal Stress Check: Stbmy:= 1.5 SZbmr:= 2.00 Abm:= (Aw _ F).(tb = 0.9 in2.0 Rbmy:= 0,6•FyAbm _ Stbmy = 129171bf Rbmr := 0.6 Fu' Abm _ nbmr = 15608 lbf Rbm:= min(Rbmy,Rbmr) = 129171bf Fbma Rbm _ Abm = 14400psi Ibm := Cl fw t _ tb) _ Fbma] '(max(Ibm)) _ "0.72 < 1.00 PASS" Base Metal Stress Utilization Ratio TM.10 ("LC" "Weld" "Fl" "F2" "F3" "Ml" "M2" "M3" "Weld Filler" "Base Metal" ) 2 "a" 82 -103 -221 -362 -92 -180 0.05 0.07 2 "b" -178 -92 306 -408 42 121 0.07 0.1 2 "c" 592 282 -559 -2032 45 -3105 0.46 0.7 2 "d" -495 206 -24 -2101 -27 3191 0.46 0.7 3 "a" -32 158 -252 -659 -107 326 0.12 0.18 3 "b" -65 194 258 -715 40 -423 0.14 0.21 3 "c" 605 626 -518 -1905 12 -3171 0.47 0.72 3 "d" -508 407 16 -1961 -10 3144 0.45 0.69 4 "a" 633 1150 239 1201 -81 -3149 0.42 0.64 4 "b" -381 -1003 259 1308 98 1726 0.2 0.3 4 "c" 633 1150 -239 -1209 81 -3169 0.44 0.67 RESULTS = 4 "d" -381 -1003 -259 -1302 -98 1717 0.18 0.28 5 "a" 580 1420 224 1122 -75 -3104 0.43 0.66 5 "b" -329 -728 190 955 88 1245 0.15 0.22 5 "c" 581 1421 -224 -1113 75 -3082 0.44 0.67 5 "d" -329 -728 -190 -948 -88 1232 0.13 0.2 6 "a" 344 -982 249 1281 -64 -1684 0.18 0.28 6 "b" -596 1128 231 1192 44 3143 0.43 0.65 6 331 -951 -245 -1249 35 -1639 0.19 0.28 6 -583 1099 -235 -1196 -42 3107 0.42 0.64 7 "a" 254 -623 161 815 -36 -1047 0.12 0.18 7 "b" -505 1315 202 1051 29 2909 0.41 0.63 7 "c" 254 -623 -161 -814 35 -1044 0.12 0.18 7 "d" -506 1316 -202 -1055 -30 2922 0.41 0.62 ) Use 1/8" Thick Welds (All Around) to connect Vertical to Base Plate as Shown. (E70XX Filler; Ft = 70 ksi or Better) DETAIL A Detail Ref. Sheet No: AISC Base Weld Check 04 A ("LC" "Weld" "Fl" "F2" "F3" "Ml" "M2" "M3" "Weld Filler" "Base Metal" ) 2 "a" 82 -103 -221 -362 -92 -180 0.05 0.07 2 "b" -178 -92 306 -408 42 121 0.07 0.1 2 "c" 592 282 -559 -2032 45 -3105 0.46 0.7 2 "d" -495 206 -24 -2101 -27 3191 0.46 0.7 3 "a" -32 158 -252 -659 -107 326 0.12 0.18 3 "b" -65 194 258 -715 40 -423 0.14 0.21 3 "c" 605 626 -518 -1905 12 -3171 0.47 0.72 3 "d" -508 407 16 -1961 -10 3144 0.45 0.69 4 "a" 633 1150 239 1201 -81 -3149 0.42 0.64 4 "b" -381 -1003 259 1308 98 1726 0.2 0.3 4 "c" 633 1150 -239 -1209 81 -3169 0.44 0.67 RESULTS = 4 "d" -381 -1003 -259 -1302 -98 1717 0.18 0.28 5 "a" 580 1420 224 1122 -75 -3104 0.43 0.66 5 "b" -329 -728 190 955 88 1245 0.15 0.22 5 "c" 581 1421 -224 -1113 75 -3082 0.44 0.67 5 "d" -329 -728 -190 -948 -88 1232 0.13 0.2 6 "a" 344 -982 249 1281 -64 -1684 0.18 0.28 6 "b" -596 1128 231 1192 44 3143 0.43 0.65 6 331 -951 -245 -1249 35 -1639 0.19 0.28 6 -583 1099 -235 -1196 -42 3107 0.42 0.64 7 "a" 254 -623 161 815 -36 -1047 0.12 0.18 7 "b" -505 1315 202 1051 29 2909 0.41 0.63 7 "c" 254 -623 -161 -814 35 -1044 0.12 0.18 7 "d" -506 1316 -202 -1055 -30 2922 0.41 0.62 ) Use 1/8" Thick Welds (All Around) to connect Vertical to Base Plate as Shown. (E70XX Filler; Ft = 70 ksi or Better) DETAIL A Inputs: thk:= 11 'Gauge = 0.1196 in Fy:= 36000•psi INPUT •_ Thickness of Material Yield Strength Target := 1.0 Target Value for Column Of Interest "LC" Detail Ref. Sheet No: Member Check "Loc[in]" 05 Target := 1.0 Target Value for Column Of Interest "LC" "Member" "Shape" "UC Max" "Loc[in]" "Shear UC" "Loc[in]" "Dir" 1 "Ml" ar - 3" x 1" x 11ga" 0.074 4.43 1.10-3 4.43 IMember UC Max Item Label Index Column of Interest Use 3" x 1" x 11ga_Steel Tubing For Upright and Horizontal Members As Shown Below (Blue & Green]. (Yield Strength: Fy = 36 ksi or Better) UPRIGHT HORIZONTAL TOTEM END Calculations: Max Stress = Use 2.75" x 0.641" x 12ga Steel Channel For Totem End Members As Shown Below (RedJ. (Yield Strength: Fy = 36 ksi MIN) Member Code Checks Displayed All Calculations Below This Line Are AutomE ("LC" "Member" "UC Max" 1 2 3 4 5 6 7 1 2 3 4 5 6 7 "Ml" 0.07 "M2" "Ml" "Ml" "Ml" "M28" "M2" "M6" "MT, "M33" "M8„ "M8" "M34" "M8„ 0.58 0.59 0.61 0.67 0.6 0.62 0.02 0.99 0.95 0.54 0.46 0.58 0.48 "Interaction" 0.07 0.58 0.59 0.61 0.67 0.6 0.62 0.02 0.99 0.95 0.54 0.46 0.58 0.48 INTERACTION:='(max(mid(Max Stress, 3))) = "0,99 < 1.00 PASS" Critical Stress(s) = ("LC" "Member" "UC Max" 1 2 3 4 5 6 7 1 2 3 4 5 6 7 "# Over All." 0 0 0 0 0 0 0 0 0 0 0 0 0 0 nLC = 14 Number of Load Cases nitems = 17 Number of Elements per LC REM PART NUMBER DESCRIPTION ON 1 2150112 TOTEM END FRM 5PNR 3 2 275012.3 TOTEM END FRM RASE PLT 1 3 275012.1 UPRIGHT, 2.00'X3.0D X 71.06'. SLOTTED 2 4 05165!1171 NUT. a-32 Wf .0911 IAN PMI. THK. CLINCH 6 TM.12 Member Check Detail Ref. Sheet No: 05 A 33.000 PP 65.000 PP PP OO PO PO bP r° 1 DESCRIPTION: UPRIGHT, JOT X 3.00" X 71,06". SLOTTED • 1 TGA RECT CRS TUBE DESCRIPTION: T TEM TEND FP RJI SPIV 5.938 2,750 1.563 2,531 0575 2X 00213 0.375 V .12 \3x MATERIAL 12 GA 1018 CRS • TM.13 Member Check Detail Ref. Sheet No: 05 B ITEM PART NUMBER DESORB'T?ON OTY 275013-1 TOP PANEL RETAINER BEAM 2 TOP PANEL RETAINER END PLATE 3 03500A140 NBT, 114-20. WELD 4 47.000) •t V < TAC 4x O 0 O Inputs: t:= 6 Gauge = 0.194in Thickness of Bracket Fy = 36000. psi Yield Strength INPUT •_ TM.14 Horizontal Connections Detail Ref. Sheet No: 06 F Member End Results ONLY "LC" "Member Label" "Sec" "Axial[Ib]" "y Shear[Ib]" "z Shear[Ib]" "Torque[Ib-in]" "y -y Moment[Ib-in]" 1 "M53" 1 0.209 0 -6.918 5.10.3 ... Fv = 0.4. Fy = 14400 psi Fby = 0.75 Fy = 27000 psi Fbx = 0.6. Fy = 21600 psi All. Shear Stress All. Wk. Bending Stress All. Str. Bending Stress Combined Unity I q / 2 2• My))rfbx(—Mz) fby(_Pz,_Mx) ) Fbx + Fby ) _Px, _Py, _Pz, _Mx, _My, _Mz) () Fv Tall= 716•Ibf Allowable Tension (1/4" Fastener-AAMA) Vail := 364•Ibf Allowable Shear (1/4" Fastener-AAMA) Use 3" x 3.188" x 6ga End Plate To Connect Horizontal Members to Uprights As Shown (Yield Strength: Fy = 36 ksi or Better) Calculations: Max Stress = Critical Stress(s) _ a m y1=0.5.in y2 = 1.688• in y3 = 1 • in x1 = 0.75 in x2= 1.5 in x3=0.75in Plate Section Properties Sy:= I(x)•t2 _ 6 = 0.0188in3 Sx:= t. (x)2 + 6 = 0.11 in3 All Calculations Below This Line Are Automatic ("LC" "Member Label" "Sec" "Shear - Unity" "Bending (Str.) - Unity" "Bending (Wk.) - Unity" "Combined Unity" 1 1 2 3 4 5 6 7 "M61" 1 0 0 "M59" 5 0 —0.05 "M59" 5 0 0.02 "M61" 1 0 —0 "M61" 1 0 -0 "M62" 1 0 —0 "M62" 1 0 0 "Combined Unity" "# Over All." 1 LC" "Member Label" 1 {1,1} (1,1) 0 2 (1,1) (1,1) 0 3 {1,1} (1,1) 0 4 {3,1) (3,1) 2 5 {1,1} {1,1} 0 6 (1,1) {1,1} 0 7 (1,1) (1,1) 0 PLATE := '(max(mid(Max Stress, 6))) = "1.02 < 1.05 PASS" — 0.15 0.02 — 0.87 0.85 —0.87 0.72 1.01 1.02 0.61 0.37 0.98 0.96 0.52 0.27 Number of Load Cases numLC = 7 Number of Elements numltemsPerLC = 9 ‘Ca/cs Con't Fasteners = TM.15 ("LC" "Member Label" "Sec" "Shear (1) lbf "Shear (2) Ibf' "Tension (1) Ib? "Tension (2) Ibf" "I - Max (Bolt 1)" "I (Bolt 2)" ) 1 "M60" 1 104.27 161.58 4.64 4.64 0.08 0.2 2 "M59" 5 98.32 116.32 481.05 481.05 0.52 0.55 3 "M60" 1 272.16 253.89 26.33 26.33 0.56 0.49 4 "M59" 1 133.62 103.03 15.94 15.94 0.14 0.08 5 "M60" 5 221.9 353.48 -1.15 -1.15 0.37 0.94 6 "M59" 5 151.66 88.79 -4.41 -4.41 0.17 0.06 l 7 "M59" 1 125.29 247.44 -3.44 -3.44 0.12 0.46 ) BOLT:= '(max(mid(Fasteners, 7))) = "0.56 < 1.00 PASS" Welds: = OKAY BY INSPECTION Use (2) 1/4" Fasteners To Attach Each End of The Horizontal to The Upright as Shown (Yield Strength: Fy = 30 ksi or Better Use (2) 1/8" Thick Welds (3" Long) to Attach Horizontal To End Plate As Shown. (E70XX: Ft = 70 ksi or Better) v. r, 0.125" Detail Ref. Sheet No: Horizontal Connections os A ("LC" "Member Label" "Sec" "Shear (1) lbf "Shear (2) Ibf' "Tension (1) Ib? "Tension (2) Ibf" "I - Max (Bolt 1)" "I (Bolt 2)" ) 1 "M60" 1 104.27 161.58 4.64 4.64 0.08 0.2 2 "M59" 5 98.32 116.32 481.05 481.05 0.52 0.55 3 "M60" 1 272.16 253.89 26.33 26.33 0.56 0.49 4 "M59" 1 133.62 103.03 15.94 15.94 0.14 0.08 5 "M60" 5 221.9 353.48 -1.15 -1.15 0.37 0.94 6 "M59" 5 151.66 88.79 -4.41 -4.41 0.17 0.06 l 7 "M59" 1 125.29 247.44 -3.44 -3.44 0.12 0.46 ) BOLT:= '(max(mid(Fasteners, 7))) = "0.56 < 1.00 PASS" Welds: = OKAY BY INSPECTION Use (2) 1/4" Fasteners To Attach Each End of The Horizontal to The Upright as Shown (Yield Strength: Fy = 30 ksi or Better Use (2) 1/8" Thick Welds (3" Long) to Attach Horizontal To End Plate As Shown. (E70XX: Ft = 70 ksi or Better) v. r, 0.125" Inputs: t:= 14 Gauge = 0.075in Thickness of Bracket Fy = 36000. psi Yield Strength INPUT •_ TM.16 - F. Member End Results ONLY "LC" Detail Ref. Sheet No: Splice Checks "y Shear[Ib]" 07 F. Member End Results ONLY "LC" "Member Label" "Sec" "Axial[Ib]" "y Shear[Ib]" "z Shear[Ib]" "Torque[Ib-in]" 'y -y Moment[lb-in]" 1 "M25" 1 -3.971 0.167 0.083 0.913 ... Fy = 0.4 Fy = 14400 psi Fby = 0.75 Fy = 27000 psi Fbx = 0.6. Fy = 21600 psi All. Shear Stress All. Wk. Bending Stress All. Str. Bending Stress calculations: Max Stress = Critical Stress(s) = Use 14ga Formed Channel (as Shown) To Attach the Upper Side Frame to the Lower Side Frame (Yield Strength: Fy = 36 ksi or Better) Section Properties Sy:= 0.027•in3 Sx:= 0.156•in3 All Calculations Below This Line Are Automatic ("LC" "Member Label" 1 "M25" 2 "M25" 3 "M25" 4 "M26" 5 "M26" 6 "M51" 7 "M25" t"LC" "Member Label" 1 {1,1) 2 {1,1) 3 {1,1} 4 {1,1} 5 {1,1} 6 {1,1) 7 {1,1) "Sec" "Shear - Unity" "Bending (Str.) - Unity" 1 "N/A" 0.02 1 "N/A" 0.15 1 "N/A" 0.16 1 "N/A" —0.06 1 "N/A" —0.05 5 "N/A" 0.34 5 "N/A" 0.14 "Combined Unity" "# Over All." ) {1,1) 0 {1,1} 0 {1,1} 0 {1,1) 0 {1,1} 0 {1,1} 0 {1,1} 0 ) PLATE := '(max(mid(Max Stress, 6))) _ "0.47 < 1.00 PASS" "Bending (Wk.) - Unity" "Combined Unity" 1 0 0.02 0.28 0.43 0.31 0.47 —0 —0.06 0 —0.05 0 0.34 0 0.15 Number of Load Cases numLC = 7 Number of Elements numltemsPerLC = 4 Inputs: Ltot:= 95 -inch Height of Unit RISA -3D •_ JOINT DEF. BY LC TM.17 Deflection Check Detail Ref. Sheet No: 08 "LC" "Joint Label" "X [in]" "Y [inj" "Z [in]" "X Rotation [rad]" "Y Rotation [rad]" "Z Rotation [rad]" 1 "N6" 0 0 -5.10-3 -1.764.10-5 -1.872.10- -1.852.10.6 1 "N8" 0 0 -5.10-3 -2.216.10-5 -2.118.10-6 ... IJoint Label Joint Label (ItemlIbelIndex) cob Direction 1 (var= cobDirectioni) cobDirection2 (oar= cobDirection2) cobDirection3 (oar= cobDirection3) Target .= 180 = 0.53•inch Target Value for Column Of Interest Calculations: IstMaxValues = ("LC" 1 2 3 4 5 This Totem Meets A Deflection Criteria of L/180 All Calculations Below This Line Are Automatic "Joint Label" "X [in]" "Interaction" �1 "N6" 0 0 "N8" 0.53 1 "N8" 0.48 0.9 "N6" 0 0 "N6" 0 0 6 "N6" 0 0.01 "N6" 0 0 "Joint Label" "Y [in]" "Interaction" 1 "N6" 0 0 "N463 -A" 0.02 0.03 "N463 -A" 0.01 0.02 "N8" 0.02 0.04 "N8" 0.02 0.03 "N3407A" 0.02 0.04 "N6" 0.02 0.03 "Joint Label" "Z [in]" "Interaction" 1 1 "N6" 0.01 0.01 2 "N6" 0.02 0.04 3 "N9" 0.02 0.05 4 "N433 -B" 0.33 0.63 5 "N433 -B" 0.27 0.51 6 "N463 -A" 0.35 0.67 "N433 -B" 0.26 0.5 JJ 7 '"LC" 1 2 3 4 5 6 7 /"LC" 7 IstOVERvalues = "L- C" "Joint Label" "X [in]" "# Over All." 11 1 ("N6") (0) 0 2 ("N8" ) (0.53) 0 3 ("N8" ) (0.48 ) 0 4 ("N6" ) (0) 0 5 ("N6" ) (0) 0 6 ("N6" ) (0) 0 7 ("N6") (0) 0 J "L- C" "Joint Label" "Y [in]" "# Over All." 1 1 ("N6" ) (0) 0 2 ("N463 -A" ) (0.02 ) 0 3 ("N463 -A" ) (0.01 ) 0 4 ("N8" ) (0.02) 0 5 ("N8" ) (0.02 ) 0 6 ("N3407A" ) (0.02) 0 7 ("N6" ) (0.02 ) 0 J "L- C" "Joint Label" "Z [in]" "# Over All." 1 1 ("N6" ) (0.01 ) 0 2 ("N6" ) (0.02 ) 0 3 ("N9" ) (0.02 ) 0 4 ("N433 -B" ) (0.33 ) 0 5 ("N433 -B" ) (0.27 ) 0 6 ("N463 -A" ) (0.35 ) 0 7 ("N433 -B" ) (0.26 ) 0 J J Ipx:= '(max(mid(IstMaxValues0, 3))) = "1 < 1.00 PASS" 1 ` LXmax --> 0.526. in = 13.36• mm Ipy:= '(max(mid(IstMaxValuesl, 3))) = "0.04 < 1.00 PASS" LYmax -> 0.023. in = 0.58mm IAZ:-'(max(mid(IstMaxValues2,3))) = "0.67 < 1.00 PASS" LZmax -> 0.353- in = 8.97• mm nLC = 7 ` 1 Number of LC nitems = 26 Number of Unique Elements TM.18 RISA 3-D Data: Results for LC 2, Seismic X (Small) Deflection Check Detail Ref. Sheet No: 08A Results for LC 4, SeismicZ (Small) AST TM.19 Project Date By DB Sheet of 1 05 = :4 ) 4 ACTUAL SDS = 0.963 74. Fp aci 1`x_1 4 Er - =-- bo/.2.!, L,02-47.9.. CaOee-_ciq<Ici 432r 0 AT Project Date By TM.20 DB Sheet of 62.1 .k-* T 1#)o-•) k V 4 44`k._1/:4. j r (3 (7:424.1 ,5-40 t'7C 0 5 AuT Advanced Structural Technologies, Inc. Project Best Buy Racks Date TM.21 By SaH Sheet of This spreadsheet determines is the expansion bolts are adequate to carry the prescribed design loads DESCRIPTION > APPLIED LOADS (service) - up to three load cases may be entered T1 = 953 lb. T2 = 0 lb. V 1 = 122 lb. V2 = 0 lb. T3 = V3 = lb. lb. PROPERTIES OF ANCHORS AND SLAB ON GRADE Slab on Grade fc = 2500 psi (assumed) h = 4 in. total thickness of slab Expansion Anchor Information Type = Hilti Kwik Bolt TZ Carbon Steel Expansion Anchor Approval = ICC Evaluation report #ESR -1917 diameter = 0.375 in. embedment = 2.5 in. critical edge distance = 4.5 in. minimum ancnor spacing = 2.25 in. Tallow = 1561 lb. Vallow = 687 lb. (see section B appendix D calculations) (see section B appendix D calculations) INTERACTION EQUATION Mallow + "allow U= 1.2 Load case 1: Mallow + V/Vallow = Load case 1: T/Tallow + V/Vallow = Load case 1: T/Tallow + V/Vallow = (see ICC Report, section 4.2.2) 0.79 O.K. 0.00 O.K. 0.00 O.K. 11/1/2016 City of Tukwila Department of Community Development LINDSAY FLEENER 999 18TH ST #3000 DENVER, CO 80202 RE: Permit No. D16-0042 BEST BUY 17364 SOUTH CENTER PKWY Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/11/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/11/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D16-0042 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 March 09, 2016 City of Tukwila Department of Community Development LINDSAY FLEENER 999 18TH ST #3000 DENVER, CO 80202 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0042 BEST BUY - 17364 SOUTH CENTER PKWY Dear LINDSAY FLEENER, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Code references on the cover sheet and other documents or calculations refer to the current 2012 IBC codes. However there are a number of inconsistencies where in the calculations and plan notes, to include notes on sheet S-2, refer to California analysis and codes. Also some notes in the calculations, the 2009 codes and California structural analysis are referenced. The ESR report is outdated (2007) where ICC has "Reissued May 2015" revised Feb 22, 2016. Please replace California code references and notes with structural calculations, plan notes and references all updated to be consistent with current Washington State codes, ICC ES reports and 2012 IBC codes. Include if necessary updated special inspections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at (206)433-7165. Sincerely, WM� Rachelle Ripley124/ Permit Technician File No. D16-0042 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0042 DATE: 05/09/16 PROJECT NAME: BEST BUY SITE ADDRESS: 17364 SOUTHCENTER PKWY Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kW& cilli Building Division Public Works n Fire Prevention Structural n Planning Division riPermit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/10/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/07/16 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0042 DATE: 02/22/16 PROJECT NAME: BEST BUY SITE ADDRESS: 17364 SOUTHCENTER PKWY X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PO (ANL Building Division PrWorks 1/A-- Am AwG �I2 Fire Prevention Structural /OM- Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/23/16 Structural Review Required REVIEWER'S INITIALS: DATE: 111 APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 03/22/16 n REVIEWER'S INITIALS: DATE: Permit Center Use Only �f,I CORRECTION LETTER MAILED: Departments issued corrections: Bldg 11 Fire ❑ Ping 0 PW 0 Staff Initials: r ►' 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: May 6, 2016 Plan Check/Permit Number:D16-004 2 ❑ Response to Incomplete Letter # [3 Response to Correction Letter # _ 1 _ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Best Buy #447 Remodel Project Address: 17364 South Center Parkway, Tukwila, WA 98188 Contact Person: Paul Stole Phone Number: 952-854-9302, x 204 Summary of Revision: Coordinated and revised code references in the drawings and calculations to be consistent with 2012 IBC per Washington State Building Code RECEIVED CITY OF TUKWILA MAY 092016 PERMIT CENTER SheetNumber(s)• Drawing Sheet S-2, Sheets B70 - B83, & B87 in Calculations "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [Entered in TRAKiT on S t _I co W:\Pcrmit Ccntcr\Tcmplatcs\Forms\Rcvision Submittal Form.doc Rcviscd: August 2015 v. HORIZON RETAIL CONST INC Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Search L&I Page 1 of 2 *SEARCH. A -Z Index Help My L&1 Workplace Rights Trades & Licensing HORIZON RETAIL CONST INC Owner or tradesperson Principals HENDERSEN, JON E GUSTIN, ROBERT L HENDERSON, JON E JAWORT, DAN, AGENT Doing business as HORIZON RETAIL CONST INC WA UBI No. 601 483 044 1500 HORIZON DRIVE STURTEVANT, WI 53177 262-638-6000 Business type Corporation Governing persons DAN SIUDAK ERIC NIEDEFFER; JON E HENDERSEN; PAT CHRISTENSON; PATRICK J CHRISTENSEN; ROBERT L GUSTIN; TOM SCHAEFER; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. HORIZRC072N5 Effective — expiration 08/2511993— 04/15/2017 Bond HANOVER INS CO Bond account no. 1592447 $12,000.00 Received by L&I Effective date 04/15/2002 04/10/2002 Expiration date Until Canceled Insurance Zurich American Ins Co $1,000,000.00 Policy no. 5919211 Received by L&I Effective date 03/21/2016 03/29/2016 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601483044&LIC=HORIZRC072N5&SAW= 6/14/2016 HORIZON RETAIL CONST INC Expiration date 03/29/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is current. 861,958-00 Doing business as HORIZON RETAIL CONSTRUCTION Estimated workers reported Quarter 1 of Year 2016 "4 to 6 Workers" L&I account representative T2 / LINDA ALGUIRE (360)902-4678 - Email: POTH235@Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601483044&LIC=HORIZRC072N5&SAW= 6/14/2016 BEST BUY STORE #447 17364 SOUTH CENTER PAR TU ILA, WA 98188 INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED -FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. STRUCTU QUI MENTS FOR: • STEEL STO y GE CK INST TION w (OVER 5'-9" T L CKS) • PAC SALES PARTI 2 HEIGHT W,1LS AND HANGING FIXTU S D' •WING INDEX STRUCTU NOTES SHEET NUMBER SHEET TITLE S100 S-HR.3 S-HR.4 S-HR.7 S-OR.1 S -MQ S -TM S-2 TITLE SHEET 8'-O" HIGH 3x6 HALF GONDOLA OVERRACK 12'-0" HIGH 3x6 HALF GONDOLA OVERRACK 8'-O" HIGH 2x5 HALF GONDOLA OVERRACK 8'-O" HIGH 3x6 FULL GONDOLA OVERRACK 10'-0" HIGH ED END CAP CONNECTIONS 7'-9" HIGH TOTEM FIXTURE (TM.17) PARTIAL FLOOR PLAN AND DETAILS - PAC REMODEL SPECI • INSPECTION PROG (STRUCTURAL STEEL RACKS ONLY - SEE S-2 FOR PAC SALES INSPECTIONS / TESTS) A SPECIAL INSPECTOR SHALL BE RETAINED BY THE OWNER (OR THE OWNER'S AGENT) TO PROVIDE SPECIAL INSPECTIONS FOR THE FOLLOWING PORTIONS OF RACK INSTALLATION. THE SPECIAL INSPECTOR SHALL DOCUMENT THEIR INSPECTIONS AND SUBMIT WRITTEN REPORTS TO THE ENGINEER, BEST BUY STORES, L.P. AND THE BUILDING OFFICIAL. I . SPECIAL INSPECTOR SHALL VISIT SITE DURING INSTALLATION AND VERIFY THAT THERE ARE NO CONTROL/ CONSTRUCTION JOINTS OR SUBSTANTIAL CRACKS WITHIN 4" OF ANCHORS PER DETAILS ON THE STRUCTURAL DRAWINGS. 2. ANCHOR BOLT INSTALLATION REQUIRED PER ICC EVALUATION REPORT #ESR- 19 1 7): THE INSPECTOR SHALL BE ON SITE TO VERIFY ANCHOR TYPE, HOLE DIMENSIONS, ANCHOR SPACING, EDGE DISTANCES, CONCRETE SLAB THICKNESS, ANCHOR EMBEDMENT AND TIGHTENING TORQUE. TESTING FREQUENCY: RANDOM INSPECTION OF MINIMUM 15% OF ANCHORS. I. DESIGN DATA A. BUILDING CODES/DESIGN STANDARDS I . INTERNATIONAL BUILDING CODE - 201 2 EDITION WITH WASHINGTON STATE AMENDMENTS. 2. RMI SPECIFICATION FOR THE DESIGN, TESTING AND UTILIZATION OF INDUSTRIAL STEEL STORAGE RACKS. 3. ASCE 7- I 0 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. 4. AISI NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. B. DESIGN LOADS/DESIGN CRITERIA I. EARTHQUAKE DESIGN DATA a. SEISMIC IMPORTANCE FACTOR, I I .5 b. RESPONSE MODIFICATION FACTOR, R 4.0 c. MAPPED SPECTRAL RESPONSE ACCELERATIONS 55 S1.445, I 0.538 d. SPECTRAL RESPONSE COEFFICIENTS Sips 0.963, SDI 0.538 e. DESIGN SITE CLASS f. OCCUPANCY CATEGORY II g. SEISMIC DESIGN CATEGORY D 2. RACK LOADS SEE INDIVIDUAL RACK SHEETS FOR RACK STORAGE CAPACITIES. D (ASSUMED) II. GENERAL NOTES I. THE INSTALLATION CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE STEEL STORAGE RACK SUPPLIER'S SHOP AND ASSEMBLY DRAWINGS. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE ADDITIONAL INSTALLATION REQUIREMENTS TO ENSURE THAT THE STEEL STORAGE RACKS PERFORM ADEQUATELY IN THE EVENT OF THE DESIGN EARTHQUAKE. WHEN A CONFLICT OCCURS BETWEEN THE SUPPLIER'S SHOP/ASSEMBLY DRAWINGS AND THE STRUCTURAL DRAWINGS, THE STRUCTURAL DRAWINGS SHALL TAKE PRIORITY AND THE ENGINEER NOTIFIED IMMEDIATELY. 2. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE STRUCTURAL DRAWINGS. 3. IT SHALL BE THE INSTALLATION CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOBSITE AND TO CROSS CHECK ALL DETAILS AND DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS. THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES PRIOR TO THE INSTALLATION CONTRACTOR COMMENCING WORK. 4. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF THE STORED MATERIAL AND THE SPRINKLER DEFLECTOR. THE INSTALLATION CONTRACTOR SHALL VERIFY THIS CLEARANCE REQUIREMENT WITH THE LOCAL BUILDING OFFICIAL AND NOTIFY THE ENGINEER AND BEST BUY STORES, L.P. IN WRITING IF MORE CLEARANCE IS REQUIRED. III. SLAB ON GRADE/ SOILS I . SLAB ON GRADE WAS ANALYZED ASSUMING A MINIMUM THICKNESS OF 4 INCHES AND A CONCRETE COMPRESSIVE STRENGTH, f'c = 2500 PSI. 2. THE SLAB ON GRADE WAS ANALYZED USING A MODULUS OF SUBGRADE REACTION, k = GO pc 3. AN ALLOWABLE SOIL BEARING PRESSURE OF 500 PSF WAS USED IN THE ANALYSIS OF THE RACK BASE. IV. STEEL STORAGE RACKS A. COLD -FORMED STEEL MATERIAL PROPERTIES (THE RACK SUPPLIER SHALL PROVIDE THAT ALL MATERIAL PROVIDED MEETS THE FOLLOWING SPECIFICATIONS): I . STEEL PROPERTIES: a. WAREHOUSE RACK MEMBERS b. GONDOLA OVERRACK MEMBERS c. BASE PLATES d. BOLTS, U.N.O. e. WELDING ELECTRODES f. RIVETS WRITTEN VERIFIC\TION TO ENGINEER FY, PSI 50,000 36,000 36,000 (Fu = 45,000) E70XX 50,000 ASTM A572 A3G A3G A307 A233 A502-3 g. EXPANSION BOLTS (ANCHORS) - 3/8" DIAMETER x 3 3/4" LONG HILTI KWIK-BOLT TZ CARBON STEEL EXPANSION ANCHOR - SEE INDIVIDUAL RACK SHEETS FOR ANCHOR EMBEDMENT AND LOCATIONS (ANCHOR IS APPROVED PER INTERNATIONAL CODE COUNCIL REPORT #ESR- 19 17) B. INSTALLATION I. THE STEEL STORAGE RACKS ARE PREFABRICATED, THEN ASSEMBLED AT THE SITE. ALL WELDING IS TO BE PERFORMED AT THE SUPPLIER'S SHOP AND NO FIELD WELDING WILL BE ALLOWED. 2. EXPANSION ANCHOR INSTALLATION. a. DRILL 3" DEEP HOLE IN SLAB USING A HILTI CARBIDE TIPPED DRILL BIT. HOLE DIAMETER MUST BE EQUAL TO THAT OF THE ANCHOR. DO NOT DRILL THROUGH SLAB. b. DRIVE THE ANCHOR INTO THE HOLE USING A HAMMER. A MINIMUM OF (4) THREADS MUST BE BELOW THE FASTENING SURFACE (TOP OF BASE PLATE) PRIOR TO APPLYING INSTALLATION TORQUE. c. TIGHTEN THE NUT TO 25ft-IL's. PER HILTI RECOMMENDATIONS. d. ALL ANCHORAGE IS DESIGNED ASSUMING CRACKED CONCRETE AND ANCHORS ARE PRE -QUALIFIED VIA TESTS DESCRIBED IN ACI 355.2 - QUALIFICATIONS OF POST -INSTALLED ANCHORS IN CONCRETE. 3. RACKS SHALL BE INSTALLED PLUMB. MAXIMUM TOLERANCE FROM THE VERTICAL IS 0.5 INCHES IN I 0 FEET OF RACK HEIGHT. 4. RACKS ARE FREE STANDING AND BOLTED TO SLAB ON GRADE. RACKS SHALL NOT BE BRACED AGAINST BUILDING STRUCTURE. PROVIDE A MIN. 2" CLEARANCE BETWEEN RACK AND STRUCTURE. REVISIONS No chanaes sh<<t ho made to the s ape of work withc.ut prior approval o y'.',.*:;!3 BL' irirrg Division. NOTE: iT viii require a flaw p!an sl.bmittal r::, J may i suds adiftional plan review f r , FILE Copy Permdt00 F[7,71 i 'w s rr aro, ^i is subject to errors �r ;, � �) ;, fir, �-,� and �r _! ��s. r` n on documents does the viC)r, F , i; ado Z coda of appro'le.i ;€J i Copy ' nd , 'Lr r+irali 7L.�:...] i:1 6J c2 avi:i li'7Qu S.F'?rJ• ``J „ Date: City of T hkwia BUILDING DIVISION RSD 32% 112016 giTitbN LTR# bioo�z SEE FIXTURE PLAN (F1) FOR LOCATION OF FIXTURES r EQUii `.. D FOR: ,27 Mechanical Electrical 21 Plumbing ?Gas Piping City of TUk viE,. tilt_.17'b a DIVISION REVIEWED FOR ,ODE COMPLIANCE APPROVED MAY 16 2016 _ , IZI City of Tukwila BUILDING DIVISION I RECEIVED CITY OF TUKWILA MAY 0 9 2016 PERMIT CENTER U 0 0 z ooz 0WWaQw 0o0OQO >z}BOO a5 I W am -- W W w J W d Z J >- QOOQ wI D00c 0 0 0E- 0 V co01-0 aF-W lU) F- N 0 z U a 0 SQ. FT. CALCS RETAIL: 38,966 SF 876 SF 4,890 SF 1,153 SF 45,885 SF 6,767 SF OFFICES & ASSEMBLY: STORAGE/ REMAINING: INSTALL: TOTAL: REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: G.O. -21 FIXTURE REL. XX/XX/XX G.O. -13 FINAL REL. XX/XX/XX BID & PERMIT SET 02-09-16 REV DATE TITLE SHEET 5100 SLAB ON GRADE EXPANSION ANCHOR SLAB ON GRADE CONTROL (OR CONSTRUCTION) JOINTS ANCHOR EDGE DISTANCE I 1/2" = 1 '-O" 14 GA. BEAM I2 UPPER ASSEMBLY CONNECTIONS J WASHER TYP. 5 -HR.3 O 0 O 0 SIDE ELVEATION I" = I-0 EXPANSION ANCHOR SEE DETAIL I O/S-HR.3 C" 3" 0 1/4" THICK BASE PLATE w/ Thk 1/2" DIA. HOLES TO ACCOMODATE ANCHOR(5) 3"x6"x II GA. UPRIGHT COLUMN SEE DETAIL 4/S-HR.3 FOR COLUMN PERFORATIONS BASE LEG SEE DETAIL 9/5-HR.3 1/8 I/8 1/4 SLAB ON GRADE 2 I /2 2 I /2 CCOL. TO BASE 4 PL. 1/4 r-3/4" TYP. BASE DETAIL @ UPRIGHT COLUMN 3" = I '-O" 4 2 I /2" x 4" x 1/8" BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL 10/5- H R.3 WASHER TYP. i► 3/4" TYP. 5II/1G" 1/8" THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHORS) UPRIGHT COLUMN BASE LEG BASE PLATE " DEEP I1OLE 3/8" D AMETER HILTI KB - TZ EXPANSION ANCHOR (SEE SHEET 5100 FOR APPROVAL INFORMATION) ANCHOR BOLT DETAIL 1" = I '-O" SEE SHEET S 100 FOR EXPANSION BOLT INSTALLATION INSTRUCTIONS BASE C LEG TO COL. PROVIDE (2) 3/8" DIA. BOLTS TYPICAL AT ALL BRACED FRAME CONNECTIONS TO COLUMN AFTER BEAM IS LOCKED IN PLACE, SCREW CLIP PLATE TO COLUMN WITH (2) NO. 12-14 SCREW (ITW BUILDEX) TYPICAL AT EVERY BEAM CONNECTION 200# MAX / SHELF 200# MAX / SHELF SEE FIXTU PLAN (F1) FOR LOCATION OF FIXTU '' S RACK IS DESIGNATED AS HRDL4896 AND HRDL9696 ON FIXTURE PLAN SHELF BRACKET TO UPRIGHT CONNECTION UPPER ASSEMBLY CONNECTIONS 1/4 1/4 / 4 4 3/8" WIDE x 3/4" TALL OPENINGS SPACED @ I "o.c. VERTICALLY TYP. BASE PLATE SEE DETAIL 8/S-HR.3 (4 LOWER ASSEMBLY CONNECTIONS 2 3/101 TYP. BEAM NOT SHOWN FOR CLARITY I/8 {l[ 15 FRONT ELVEATION I/2" = I'-0" I/8 .; • • - I" x I I /2" x I GGA. (TUBE) /TYPICAL DIAGONAL TO HORIZ. TUBE WELD a0 00 y I°x I"x ICGA. DIAGONAL TUBE 6 BRACED FRAME 4' - 0" BAY TYP. ALL RACK INSTALLATION AND RACKS MANUFACTURED IN CONFORMITY WITH THE CODE SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE WITH AN AREA OF NOT LESS THAN 50 SQUARE INCHES. PLAQUE(5) SHALL SHOW IN CLEAR LEGIBLE PRINT THE FOLLOWING INFORMATION: "MAXIMUM LOAD PER SHELF = 200 POUNDS" GENERAL FRAME ASSEMBLY AND SHELF CAPACITIES UPRIGHT COLUMN (w/ BASE PLATE) - SEE 8/5-HR.3 BASE LEG (w/ BASE PLATE) - SEE 9/5-HR.3 © BRACED FRAME - SEE 6/S -11R.3 Q2 1/2' x 4° x I I GA. SHELF BRACKET © TIE TUBE OUPPER SHELF ASSEMBLY, SEE 5/S -11R.3 LOWER SHELF ASSEMBLY, SEE 4/5-HR.3 (8) BEAM SEE DETAIL 12/5-HR.3 1. SHELF CAPACITIES SHOWN ARE FOR EACH 4'-0" LENGTH BETWEEN UPRIGHT COLUMNS. INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED -FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I . STRUCTURE IS POST -TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK 1,12018 ELEVATION (2 ANCHORAGE/BASE PLAN I " = I '-o" NOTE: ON PLAN DENOTES ANCHOR LOCATION. SEE DETAIL 10/5-11R.3 FOR ADDITIONAL INFORMATION. SEE I 1/5-HR.3 FOR EDGE DISTANCE REQUIREMENTS. EVIEWED FOR DE COMPLIANCE APPROVED It 16 2016 City of Tulrila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 0 9 2018 PERMIT CENTER W U m Z C7 (n w 0 C7 z z - Z 0_o J L..1 C.) • v w w ~ U IX CC ¢m 0 z_ 0 J _ 5 000 E 71-Miso 0 in I • Z N. - U 'L If) 0 Z ^E 2 N — 0 ss 0 Cz— s= 3 p J o z !L O viLia w Q • c, Z O • c —=< 1— co .2 IL w W .n Z U u) RETAIL: 38,966 SF OFFICES & 76 S F ASSEMBLY: 8 V STORAGE/ 4,890 SF REMAINING: INSTALL: 1,153 S F TOTAL: 45 SF 6,767 SF REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: XX.XX.XX G.O. -21 FIXTURE REL. XX/XX/XX M G.O. -13 FINAL REL. XX/XX/XX PROTOTYPE DATE: XX/XX/XX STORE NUMBER: 0447 BID & PERMIT SET 02-09-16 8'-0" HIGH 3x6 HALF GONDOLA OVERRACK S-HR.3 SLAB ON GRADE EXPANSION ANCHOR SLAB ON GRADE CONTROL (OR CONSTRUCTION) JOINTS ANCHOR EDGE DISTANCE 14 GA. BEAM I 1/2" = ILO" UPPER ASSEMBLY CONNECTIONS 6 -HR.4. 0 O 0 0 0 0 0 0 0 SIDE ELEVATION I 0 WASHER TYP. 10 S-HR.4 SLAB ON GRADE 6" 3° EXPANSION ANCHOR SEE DETAIL I 0/S-11R.4A I /4° THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHOR(S) 3"x6°x I IGA. UPRIGHT COLUMN SEE DETAIL 4/S-HR.4A FOR COLUMN PERFORATIONS BASE LEG SEE DETAIL 9/S-HR.4A \ \ 1/8 1/8 1/4 PROVIDE 3/8" DIA. BOLTS TYPICAL AT ALL BRACED FRAME CONNECTIONS TO COLUMN AFTER BEAM IS LOCKED IN PLACE, SCREW CLIP PLATE TO COLUMN WITH (2) NO. 12-14 SCREW (11 W BUILDEX) TYPICAL AT EVERY BEAM CONNECTION 2 1 /2COL. TO 2 1/2 <BASE 4 PL. 1/4 /1/ TYP. BASE DETAIL @ UPRIGHT COLUMN 3 = I -O 2 I/2"x4°x I I GA. BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL I O/S-HR.4A m 3/4" TYP. / 0 7 m WASHER TYP. 5 11/16" 1/8" THICK BASE PLATE w/ 1/2° DIA. HOLES TO ACCOMODATE ANCHOR(5) UPRIGHT COLUMN BASE LEG BASE PLATE " DEEP HOLE 3/8° D AMETER HILT! KB -TZ EXPANSION ANCHOR (SEE SHEET S 100 FOR APPROVAL INFORMATION) SEE SHEETS 100 FOR EXPANSION BOLT INSTALLATION INSTRUCTIONS S-HR.4A - ANCHOR BOLT DETAIL I " = I '-O" BASE C LEG TO COL. UPPER ASSEMBLY CONNECTIONS 3/8" WIDE x 3/4" TALL OPENINGS SPACED @ I "o.c. VERTICALLY TYP. / 4 • 4 �J BASE PLATE SEE DETAIL 8/S-HR.4A n4 LOWER ASSEMBLY CONNECTIONS 1"x I I /2" x I GGA. (TUBE) I"x I"x IGGA. DIAGONAL TUBES 4 13/16" TYP. -81/8" TYP. BEAM 2 3/ 16" TYP. 0 0 0 BEAM NOT SHOWN FOR CLARITY I ' 00 00 9Q 8 1/8 1/8 TYPICAL DIAGONAL TO HORIZ. TUBE WELD FRONT ELEVATION 1/2" = I'-0" 200# MAX / SHELF 200# MAX / SHELF SEE FIXTURE PLAN (F1) FOR LOCATION OF FIXTURES RACK IS DESIGNATED AS HRC.PFW. 144 AND HTCS48144 ON PLAN FASTEN EXTENSIONS TO LOWER UNITS WITH (2) NO. 12-14 ITW BUILDEX SCREWS TYP. ALL RACK INSTALLATION AND RACKS MANUFACTURED IN CONFORMITY WITH THE CODE SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE WITH AN AREA OF NOT LESS THAN 50 SQUARE INCHES. PLAQUE(S) SHALL SHOW IN CLEAR LEGIBLE PRINT THE FOLLOWING INFORMATION: "MAXIMUM LOAD PER SHELF = 200 POUNDS" GENERAL FRAME ASSEMBLY AND SHELF CAPACITIES LEGEND: UPRIGHT COLUMN (w/ BASE PLATE) - SEE 8/S-HR.4A BASE LEG (w/ BASE PLATE) - SEE 9/5-HR.4A BRACED FRAME - SEE 5/S-HR.4A SHELF BRACKET (6) TIE TUBE UPPER SHELF ASSEMBLY, SEE 5/S-HR.4A LOWER SHELF ASSEMBLY, SEE 4/S-HR.4A (8) BEAM SEE DETAIL 12/S-HR.4A NOTES: I. SHELF CAPACITIES SHOWN ARE FOR EACH 4'-0" LENGTH BETWEEN UPRIGHT COLUMNS. INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED -FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I . STRUCTURE IS POST -TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK `J , y � 11 ,2 1 a. 2U18 REVIEWED FOR CODE COMPLIANCE APPROVED A' 6 2016 ELEVATION ANCHORAGE/BASE PLAN NOTE: I. / 0 ON PLAN DENOTES ANCHOR LOCATION. SEE DETAIL I 0/S-HR.4A FOR ADDITIONAL INFORMATION. SEE I I /5-HR.4A FOR EDGE DISTANCE REQUIREMENTS. CITY OF 11J KW SLA MAY 0 9 2016 PERMIT CENTER z o°z 0wwe-¢w jQ_ Z OJ Z = 0<0 Z> ~0Z - < 0 Z O I.LWF- �W O jWDLij Z j >- Q 00< reD'V00E a~Opwl- �0 00HQ W — IX .n z a C R D.BUCHANAN T m -o Y U N 0 SQ. FT. CALCS RETAIL: 38,966 SF 876 SF 4,890 SF 1,153 SF OFFICES & ASSEMBLY: STORAGE/ REMAINING: INSTALL: TOTAL: REMODEL AREA: CONCEPT: 45,885 SF 6,767 SF 45K CS1.9 CONCEPT DATE: G.O. -21 FIXTURE REL. XX/XX/XX G.O. -13 FINAL REL. PROTOTYPE DATE: XX/XX/XX STORE NUMBER: 0447 BID & PERMIT SET 02-09-16 12'-0" HIGH 3x6 HALF GONDOLA OVERRACK S-HR.4 2'x5"x I I GA. BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL I 0/S-HR.7 WASHER TYP. I 4GA. "FIN" PLATE SQUARE\ I /4 TUBE TO ) BASE PL./ I /4 3/4 3/4 BASE DETAIL @ BASE LEG 3" = l'-0" /5 1/8 /"FIN° PLATE TO BASE PLATE I/8" MIN. THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHOR(S) 2 2 SQUARE TUBE TO "FIN" PLATE UPRIGHT COLUMN BASE LEG 3/8" DIAMETER HILTI KB -TZ EXPANSION ANCHOR (SEE SHEET S 100 FOR APPROVAL INFORMATION) ANCHOR DOLT DETAIL in I '-0" SLAB ON GRADE SEE SHEET S 100 FOR EXPANSION BOLT INSTALLATION INSTRUCTIONS 3" DEEP IIO EXPANSION ANCHOR SLAB ON GRADE CONTROL (OR CONSTRUCTION) JOINTS ANCHOR EDGE DISTANCE I 1/2" = I '-0" UPPER BRACKET ASSEMBLY CONNECTIONS 2" x 4" x 1 IGA. (TUBE) PROVIDE 3/8" DIA. BOLTS TYPICAL AT ALL BRACED FRAME CONNECTIONS TO COLUMN UPPER ASSEMBLY CONNECTIONS I'x I" x 0.058" THICK DIAGONAL TUBES I" x I 1/2" x I GGA. (TUBE) SEE 5/S-HR.7 FOR ADDITIONAL INFORMATION CG) BRACED FRAME @-) SIDE ELEVATION 1/2" = I '—O" WASHER TYP. MIN. 7 GA. BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHOR(S) 2"x5"x I IGA. UPRIGHT COLUMN SEE DETAIL 4/5-HR.7 FOR COLUMN PERFORATIONS BASE LEG SEE DETAIL 9/5-HR.7 I/8 I/8 2 1/2 <\ / COLUMN TO 2 1/2 BASE PLATE EXPANSION ANCHOR SEE DETAIL I O/S- H R.7 1/4 / 5 1/4 08 BASE DETAIL @ UPRIGHT COLUMN 3" = I '-0" 5 BASE LEG TO COLUMN 3/8" WIDE x 3/4" TALL OPENINGS SPACED @ I "o.c. VERTICALLY BASE PLATE SEE DETAIL 8/5-11R.7 LOWER ASSEMBLY CONNECTIONS I/8 TYPICAL DIAGONAL TO FRONT ELEVATION 1/2" = 1 '-0" 200# MAX / SHELF RACK IS DESIGNATED AS HRV.RC.48.96 ON PLAN SEE FIXTU '' PLAN (F1) FOR LOCATION OF FIXTU'` S SHELF ASSEMBLY NOT SHOWN FOR CLARITY ELEVATION ALL RACK INSTALLATION AND RACKS MANUFACTURED IN CONFORMITY WITH THE CODE SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE WITH AN AREA OF NOT LESS THAN 50 SQUARE INCHES. PLAQUE(S) SHALL SHOW IN CLEAR LEGIBLE PRINT THE FOLLOWING INFORMATION: "MAXIMUM LOAD PER SHELF = 200 FOUNDS" V 0IGENERAL FRAME ASSEMBLY AND SHELF CAPACITIES LEGEND: UPRIGHT COLUMN (w/ BASE PLATE) - SEE 8/5-HR.7 BASE LEG (w/ BASE PLATE) - SEE 9/S-HR.7 BRACED FRAME - SEE G/S-HR.7 SHELF BRACKET (G) TIE TUBE UPPER SHELF ASSEMBLY, SEE 3/SHR.7 � LOW SHELF ASSEMBLY, SEE 4/S-HR.7 INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED—FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I. STRUCTURE IS POST—TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK I) (=) .,� 111 Y w. r J 1° 6 ELEVATION ®ANCHORAGE/BASE PLAN I" = I '-0" NOTE: ON PLAN DENOTES ANCHOR LOCATION. SEE DETAIL I 0/S-HR.7 FOR ADDITIONAL INFORMATION. SEE I 1/S-HR,7 FOR EDGE DISTANCE REQUIREMENTS. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 IC �/ i of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 09 2016 PERMIT CENTER 0 w C.) m ZN0o0 o Es w 0 '- I • J =D r - Do In ZN E (1)wC\I— Q ^ CO O 0-I � Z � 0=Q '- Z z < < Z0 H5n-LIw od Z OWU- z 0 owwaQw 0O00Q0 >z>-~00 <Q5 0Z(=j u WF-wWw J W O Z J >-< 2 00< 1CCD00D WOCCZ 00000 fxD(0OF-D _w�� OO C/) F- F- F- D o) D_ SQ. FT. CALCS 38,966 SF 876 SF 4,890 SF 1,153 SF 45,885 SF 6,767 SF OFFICES & ASSEMBLY: STORAGE/ REMAINING: REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: G.O. -13 FINAL REL. XX/XX/XX PROTOTYPE DATE: XX/XX/XX STORE NUMBER: 0447 co CO 00 Lct J BID & PERMIT SET 02-09-16 RV I \ I ILII\IL. I UUL VVI -LL/ TYP, \ \/ i / \ 1 9 a I 2 9/IG" TYP. CO 1 FRONT ELEVATION 1/2" = 1 '-0" 200# MAX / SHELF RACK IS DESIGNATED AS HRV.RC.48.96 ON PLAN SEE FIXTU '' PLAN (F1) FOR LOCATION OF FIXTU'` S SHELF ASSEMBLY NOT SHOWN FOR CLARITY ELEVATION ALL RACK INSTALLATION AND RACKS MANUFACTURED IN CONFORMITY WITH THE CODE SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE WITH AN AREA OF NOT LESS THAN 50 SQUARE INCHES. PLAQUE(S) SHALL SHOW IN CLEAR LEGIBLE PRINT THE FOLLOWING INFORMATION: "MAXIMUM LOAD PER SHELF = 200 FOUNDS" V 0IGENERAL FRAME ASSEMBLY AND SHELF CAPACITIES LEGEND: UPRIGHT COLUMN (w/ BASE PLATE) - SEE 8/5-HR.7 BASE LEG (w/ BASE PLATE) - SEE 9/S-HR.7 BRACED FRAME - SEE G/S-HR.7 SHELF BRACKET (G) TIE TUBE UPPER SHELF ASSEMBLY, SEE 3/SHR.7 � LOW SHELF ASSEMBLY, SEE 4/S-HR.7 INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED—FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I. STRUCTURE IS POST—TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK I) (=) .,� 111 Y w. r J 1° 6 ELEVATION ®ANCHORAGE/BASE PLAN I" = I '-0" NOTE: ON PLAN DENOTES ANCHOR LOCATION. SEE DETAIL I 0/S-HR.7 FOR ADDITIONAL INFORMATION. SEE I 1/S-HR,7 FOR EDGE DISTANCE REQUIREMENTS. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 IC �/ i of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 09 2016 PERMIT CENTER 0 w C.) m ZN0o0 o Es w 0 '- I • J =D r - Do In ZN E (1)wC\I— Q ^ CO O 0-I � Z � 0=Q '- Z z < < Z0 H5n-LIw od Z OWU- z 0 owwaQw 0O00Q0 >z>-~00 <Q5 0Z(=j u WF-wWw J W O Z J >-< 2 00< 1CCD00D WOCCZ 00000 fxD(0OF-D _w�� OO C/) F- F- F- D o) D_ SQ. FT. CALCS 38,966 SF 876 SF 4,890 SF 1,153 SF 45,885 SF 6,767 SF OFFICES & ASSEMBLY: STORAGE/ REMAINING: REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: G.O. -13 FINAL REL. XX/XX/XX PROTOTYPE DATE: XX/XX/XX STORE NUMBER: 0447 co CO 00 Lct J BID & PERMIT SET 02-09-16 5 -OR. I 0 0 4,, d C. SLAB ON GRADE 5 -OR. I - SIDE ELEVATION SLAB ON GRADE I" = I' -O" EXPANSION ANCHOR SLAB ON GRADE CONTROL (OR CONSTRUCTION) JOINTS ANCHOR EDGE DISTANCE 1/2" = I '-O" 14 GA. BEAM ■ BEAM SECTION 6=I -O UPPER ASSEMBLY CONNECTIONS 1/4" THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHOR(S) 3"xG"x I IGA. UPRIGHT COLUMN SEE DETAIL 4/S -OR. I FOR COLUMN PERFORATIONS BASE LEG SEE DETAIL 9/5 -OR. I 0 0 100# MAX / SHELF== 100# MAX / SHELF 100# MAX / SHELF SEE FIXTU ' ' PLAN (F1) FOR LOCATION OF FIXTU S RACK IS DESIGNATED AS ORNL 4896 AND ORNL 9696 ON PLAN PROVIDE (2) 3/8" DIA. BOLTS TYPICAL AT ALL BRACED FRAME CONNECTIONS TO COLUMN AFTER BEAM IS LOCKED IN PLACE, SCREW CLIP PLATE TO COLUMN WITH (2) NO. 12-14 SCREW (ITW BUILDEX) TYPICAL AT EVERY BEAM CONNECTION 100# MAX / SHELF 13- UPPER ASSEMBLY CONNECTIONS SHELF ASSEMBLY NOT SHOWN FOR CLARITY 100# MAX ! SHELF 100# MAX / SHELF 3/8' WIDE x 3/4" TALL OPENINGS SPACED @ I "o.c. VERTICALLY TYP. SHELF BRACKET TO UPRIGHT CONNECTION 1/4 1/4 14 4 BASE PLATE SEE DETAIL 8/S -OR. I ALL RACK INSTALLATION AND RACKS MANUFACTURED IN CONFORMITY WITH THE CODE SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE WITH AN AREA OF NOT LESS THAN 50 SQUARE INCHES. PLAQUES) SHALL SHOW IN CLEAR LEGIBLE PRINT THE FOLLOWING INFORMATION: "MAXIMUM LOAD PER SHELF = 100 POUNDS" BASE DETAIL @ UPRIGHT COLUMN 3" = I'-0" 2 1/2" x 4" x I IGA. BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL I 0/S -OR. I WASHER TYP. I /8" "FIN" PLATE SQUARE I /4 TUBE TO BASE PL. I /4 3/4 I/8 3/4" TYP. 0 — 5" 3/4 /8 BASE PLAN @ BASE LEG 3" = I'-0" UPRIGHT COLUMN BASE LEG BASE PLATE I/8 "FIN" PLATE TO BASE PLATE 1/8" MIN. THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHORS) 2 2 /SQUARE TUBE TO "FIN° PLATE 14 LOWER ASSEMBLY CONNECTIONS BEAM NOT SHOWN FOR CLARITY 413/IG° TYP. I/8 I/8 L. ° CTYPICAL DIAGONAL TO HORIZ. TUBE WELD • a SI - , 4' • FRONT ELVEATION 3/8" D AMETEK HILTI KB - TZ EXPANSION ANCHOR (SEE SHEET S 100 FOR APPROVAL INFORMATION) ' •d SEE SHEET 5 100 FOR EXPANSION BOLT INSTALLATION INSTRUCTIONS ANCHOR BOLT DETAIL 1" = I '-O" • I/2" = I' -O" I" x I 1/2" x I GGA. (TUBE) I"x I"x IGGA. DIAGONAL TUBE BRACED FRAME 0 / I GENERAL FRAME ASSEMBLY AND SHELF CAPACITIES LEGEND: UPRIGHT COLUMN (w/ BASE PLATE) - SEE 8/S -OR. I BASE LEG (w/ BASE PLATE) - SEE 9/S -S -OR. I BRACED FRAME - SEE G/S-S-OR. I 2 1/2" x 4" x II GA. SHELF BRACKET TIE TUBE UPPER SHELF ASSEMBLY, SEE 5/S -OR. I LOWER SHELF ASSEMBLY, SEE 4/S -OR. I (8) BEAM SEE DETAIL 12/S -OR. I INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED -FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I . STRUCTURE IS POST -TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK f«` j Cr+ 1121116 U Q OU Z O W Z U U)wZai D Z OJ Z = -j >Z> -!O° Q �2 I-2 < U U Z u- W1—w Ww O 1— zJ LU O_Z J coi— >-<o0< D000: 0�co0I--� 0-pc—w1- F— _ (n> I— @(OI—>(O C' 0 U a) 0- D. BUCHANAN v a) U a) 0 SQ. FT. CALCS RETAIL: 38,966 SF 876 SF 4,890 SF 1,153 SF 45,885 SF 6,767 SF OFFICES & ASSEMBLY: STORAGE/ REMAINING: INSTALL: TOTAL: REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: G.O. -21 FIXTURE REL. PROTOTYPE DATE: XXIXX/XX STORE NUMBER: 0447 BID & PERMIT SET 02-09-16 TYP. ELEVATION NOTE: ON PLAN DENOTES ANCHOR LOCATION. SEE DETAIL I 0/S -OR. I FOR ADDITIONAL INFORMATION. SEE I I/S-OR. I FOR EDGE DISTANCE REQUIREMENTS. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 RECEIVED CITY OF ThKW LA MAY 0 9 2016 PERMIT CENTER 8'-0" HIGH 3x6 FULL GONDOLA OVERRACK S -OR. 1 / I 13/IG" 13/IG" / k Lo '7,,:.,h. N .4- N. BEAM SECTION 6=I -O UPPER ASSEMBLY CONNECTIONS 1/4" THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHOR(S) 3"xG"x I IGA. UPRIGHT COLUMN SEE DETAIL 4/S -OR. I FOR COLUMN PERFORATIONS BASE LEG SEE DETAIL 9/5 -OR. I 0 0 100# MAX / SHELF== 100# MAX / SHELF 100# MAX / SHELF SEE FIXTU ' ' PLAN (F1) FOR LOCATION OF FIXTU S RACK IS DESIGNATED AS ORNL 4896 AND ORNL 9696 ON PLAN PROVIDE (2) 3/8" DIA. BOLTS TYPICAL AT ALL BRACED FRAME CONNECTIONS TO COLUMN AFTER BEAM IS LOCKED IN PLACE, SCREW CLIP PLATE TO COLUMN WITH (2) NO. 12-14 SCREW (ITW BUILDEX) TYPICAL AT EVERY BEAM CONNECTION 100# MAX / SHELF 13- UPPER ASSEMBLY CONNECTIONS SHELF ASSEMBLY NOT SHOWN FOR CLARITY 100# MAX ! SHELF 100# MAX / SHELF 3/8' WIDE x 3/4" TALL OPENINGS SPACED @ I "o.c. VERTICALLY TYP. SHELF BRACKET TO UPRIGHT CONNECTION 1/4 1/4 14 4 BASE PLATE SEE DETAIL 8/S -OR. I ALL RACK INSTALLATION AND RACKS MANUFACTURED IN CONFORMITY WITH THE CODE SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE WITH AN AREA OF NOT LESS THAN 50 SQUARE INCHES. PLAQUES) SHALL SHOW IN CLEAR LEGIBLE PRINT THE FOLLOWING INFORMATION: "MAXIMUM LOAD PER SHELF = 100 POUNDS" BASE DETAIL @ UPRIGHT COLUMN 3" = I'-0" 2 1/2" x 4" x I IGA. BASE LEG (TUBE) EXPANSION ANCHOR SEE DETAIL I 0/S -OR. I WASHER TYP. I /8" "FIN" PLATE SQUARE I /4 TUBE TO BASE PL. I /4 3/4 I/8 3/4" TYP. 0 — 5" 3/4 /8 BASE PLAN @ BASE LEG 3" = I'-0" UPRIGHT COLUMN BASE LEG BASE PLATE I/8 "FIN" PLATE TO BASE PLATE 1/8" MIN. THICK BASE PLATE w/ 1/2" DIA. HOLES TO ACCOMODATE ANCHORS) 2 2 /SQUARE TUBE TO "FIN° PLATE 14 LOWER ASSEMBLY CONNECTIONS BEAM NOT SHOWN FOR CLARITY 413/IG° TYP. I/8 I/8 L. ° CTYPICAL DIAGONAL TO HORIZ. TUBE WELD • a SI - , 4' • FRONT ELVEATION 3/8" D AMETEK HILTI KB - TZ EXPANSION ANCHOR (SEE SHEET S 100 FOR APPROVAL INFORMATION) ' •d SEE SHEET 5 100 FOR EXPANSION BOLT INSTALLATION INSTRUCTIONS ANCHOR BOLT DETAIL 1" = I '-O" • I/2" = I' -O" I" x I 1/2" x I GGA. (TUBE) I"x I"x IGGA. DIAGONAL TUBE BRACED FRAME 0 / I GENERAL FRAME ASSEMBLY AND SHELF CAPACITIES LEGEND: UPRIGHT COLUMN (w/ BASE PLATE) - SEE 8/S -OR. I BASE LEG (w/ BASE PLATE) - SEE 9/S -S -OR. I BRACED FRAME - SEE G/S-S-OR. I 2 1/2" x 4" x II GA. SHELF BRACKET TIE TUBE UPPER SHELF ASSEMBLY, SEE 5/S -OR. I LOWER SHELF ASSEMBLY, SEE 4/S -OR. I (8) BEAM SEE DETAIL 12/S -OR. I INSTALLATION CONTRACTOR MUST VERIFY THAT ALL PARTS AND PIECES INSTALLED MATCH THOSE SHOWN ON THESE DRAWINGS, INCLUDING BRACED -FRAME CONFIGURATION, DIMENSIONS, BASE PLATE * HOLE SIZES. ANY DISCREPANCIES MUST BE IMMEDIATELY REPORTED, IN WRITING TO ADVANCED STRUCTURAL TECHNOLOGIES. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I . STRUCTURE IS POST -TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK f«` j Cr+ 1121116 U Q OU Z O W Z U U)wZai D Z OJ Z = -j >Z> -!O° Q �2 I-2 < U U Z u- W1—w Ww O 1— zJ LU O_Z J coi— >-<o0< D000: 0�co0I--� 0-pc—w1- F— _ (n> I— @(OI—>(O C' 0 U a) 0- D. BUCHANAN v a) U a) 0 SQ. FT. CALCS RETAIL: 38,966 SF 876 SF 4,890 SF 1,153 SF 45,885 SF 6,767 SF OFFICES & ASSEMBLY: STORAGE/ REMAINING: INSTALL: TOTAL: REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: G.O. -21 FIXTURE REL. PROTOTYPE DATE: XXIXX/XX STORE NUMBER: 0447 BID & PERMIT SET 02-09-16 TYP. ELEVATION NOTE: ON PLAN DENOTES ANCHOR LOCATION. SEE DETAIL I 0/S -OR. I FOR ADDITIONAL INFORMATION. SEE I I/S-OR. I FOR EDGE DISTANCE REQUIREMENTS. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 RECEIVED CITY OF ThKW LA MAY 0 9 2016 PERMIT CENTER 8'-0" HIGH 3x6 FULL GONDOLA OVERRACK S -OR. 1 TYPICAL MOD, MQT OR ED END CAP SEE 2/S -MQ FOR BASE CONNECTION SEE 1/S -MO FOR TOP CONNECTION SEE FIXTU'' PLAN (F1) FOR LOCATION OF FIXTU'''' S IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I . STRUCTURE IS POST -TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK ED.33. 120 AND ED.G7. 120 END CAP CONNECTIONS (2)BASE CONNECTION TOP CONNECTION UPPER STEEL TAB WELDED TO MQD OR MQT FIXTURE BASE LOWER STEEL TAB WELDED TO ADJACENT FIXTURE COLUMN STEEL BRACKET ATTACH STEEL TAB TO TOP OF ADJACENT FIXTURE COLUMN. SLIDE STEEL BRACKET THROUGH BOTH TABS TO SECURE BASE O E t ^teocq 71- N1 iwn� nI- .=r- D EnI') inDL ZEz ^ 0 Y ,,coOa O Z- 0 � z0 Q 0=Q U�Z= < < zo»: H oo - O u W 0ZOU OOcVQ0 Z oooZ A(Jw W _ Z -I Z >>-1-p0 z Q� <0 O Z O LI- W W OI-wIII az� >-¢�oc OOQ 1 I 000 F-0 Li: 0I w D_ D: - W I- ©COF=-D CO N 0 n E Z a) a) 0 0 O- .BUCHANAN v m U 0 SQ. FT. CALCS RETAIL: 38,966 SF OFFIC S:I< ASSEMBLY: 876 SF ASSEM STORAGE/ 4,890 SF REMAINING. INSTALL: 1,153 SF TOTAL: 45,885 SF REMODEL 6 ,7 67 SF AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: G.O. -21 FIXTURE REL. XX/XX/XX G.O. -13 FINAL REL. XX/XX/XX PROTOTYPE DATE: XX/XX/XX STORE NUMBER: 0447 •f 11z0t6: BID & PERMIT SET 02-09-16 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 City of Tukwila BUILDING DIVISION RECEIVED CTYCFTUKWILA MAY 09 2016 PERMIT CENTER 0 6'-0" HIGH MQD AND MQT END CAP CONNECTIONS S -MQ ITEM PART NUMBER DESCRIPTION QTY 1 0051984 SKELETON ASSEMBLY - 8FT TOTEM 1 2 0052016 CANON PANEL, 8FT TOTEM, FRONT 1 3 0051964 SIDE PANEL, TOTEM 1 4 0051965 SIDE PANEL, TOTEM , POWER 1 5 0052046 WELMENT, MONITOR BRACKET 2 6 0051985 TOE KICK 2 7 0051955 STORAGE CASE, BOTTOM, TOTEM 1 8 0003392 FIXTURE EXTENSION - MOUNTING PLATE 1 9 0052012 JUNCTION BOX PLATFORM 1 10 0052038 CANON PANEL, 8FT TOTEM, REAR 1 11 0052037 LENS CASE ASSEMBLY 1 12 0052052 PANEL, TOTEM, TOP 1 13 0052054 SCREW, 1/4-20 X 1.5" LG, HEX HD 6 14 0050505 BOLT, EXPANSION ANCHOR - 3/8" DIA. X 3-3/4" LONG 4 NOTES: 1. TRIM TOE KICK (0047794) TO FIT AND PEEL AND STICK TO FRONT PANEL. IF EITHER OF THE FOLLOWING CONDITIONS EXISTS, NOTIFY ENGINEER IN WRITING IMMEDIATELY AND DO NOT PROCEED WITH WORK: I . STRUCTURE IS POST -TENSIONED CONCRETE 2. CONCRETE SLAB IS LESS THAN 4" THICK TM.17 FIXTU E TM. 17 FIXTURE SEE FIXTU''' ' PLAN (F1) FOR LOCATION OF FIXTU '' ' S DEC 1 ? 2016 OMzb, /i ,'-5.4 Vii//% " Zi/ii 00057,•' o Amono FASTEN BASE P LATES TO SL U SING (2) 1/2" D IAMETER HIL KWIK BOLT TZ RECEWED CITY OF TUKWILA MAY 09 2016 PERMIT CENTER i EVIEWE E COMP APPROV MAY 16 City of Tu BUILDING DI ANCHORS WITH 2-1l2" EMBEDMENT �riirrlrrf,.ori,��raiai�.yigarziair�liiiiiiiriirilr,.sir„�iroffii,�rrrrr.�irirar•„rFi�r,��,� Z OVZ (I)W ilZU aWp3D QW 000OQo ; DESIGN DATA BUILDING CODE 1. INTERNATIONAL BUILDING CODE 2012 EDITION W WASHINGTON STATE AMENDI ITS DESIGN LOADS/DESIGN CRITERIA. 1. EARTHQUAKE DESIGN DATA. SEISMIC IMPORTANCE FACTOR-- OCCUPANCY ACTOR,.-OCCUPANCY CATEGORY--------------- I MAPPED SPECTRAL RESPONSE ACCELERATIOINS Saw— 1A45 Si-- 0.5 38 SPECTRAL: RESPONSE COEFFICIS SIS.._.._..,. 0,9C3 517)---- 0.538 SITE CSS..,... ., ,...,._..._--_.., ,,,....—.., 0 (ASSUMED) ALTERNATE DESIGNS ALTERNATE STRUCTURAL SYSTEMS $ DETAILS WILL ONLY BE CONSIDERED PROVIDED THEY ARE SUBMITTED WITH CALCULATIONS CERTIFIED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT. THE CALCULATIONS MUST SHOW THE EQUIVALENCY OF THE ALTERNATE. ACCEPTANCE OF THE ALTERNATE BY THE ENGINEER: OF RECORD MUST BE IN WRITING. GENERAL NOTES 1. IN ALL CASES WHERE A CONFLICT MAY OCCUR, SUCH AS BETWEEN REQUIREMENTS IN THE SPECIFICATION AND RE UIREMENTS ON THE DRAWINGS, THE STRUCTURAL ENGINEER OF RECORD SHALL BE IMMEDIATELY NOTIFIED IN WRITING AND THE STRUCTURAL ENGINEER OF RECORD SHALL INTERPRET THE: INTENT OF THE CONTRACT DOCUMENT. 2. IN NO CASE, SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR. DETAILS ON THE STRUCTURAL DRAWINGS. 3. IT SHALL BE THE: CONTRACTOR'S RESPONSIBILITY'' TO VERIFY ALL DIMENSIONS AND CONDITIONS AT THEJOSSITE AND TO CROSS CHECK ALL DETAILS AND DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED REQUIREMENTS ON THE ARCHITECTURAL, MECHANICAL, ELECTRICAL., AND CIVIL DRAWINGS AND NOTIFY THE ENGINEER,. OF ANY DISCREPANCIES PRIOR TO COMMENCING OR STEL... STEEL MATERIAL PROPERTIES I . STEEL PROPERTIES: FY, PSI ASTM A. STRUCTURAL WIDE FLANGE SHAPES-- -50,000 A992 B. OTHER STR;OCT. SHAPES 4 PLATES, ---------3C,000 A3G C. EXPANSION BOLTS SHALL. BE HILTI III, BOLT TZ OR PRE -AP B. STRUCTURAL STEEL I . STRUCTURAL STEEL DESIGN 4 CONSTRUCTION SHALL CONFORM T. IBC * AFTER 22, SECTION 2201,.AIISC LOAD RESISTANCE FACTOR DESIGN SPECIFICATION FOR. STRUCTURAL STEEL BUILDINGS" * MSC "CODE OF STANDARD PRACTICE," APPLY U.N.0, D EQUAL. LIGHT GAGE IMTAL. STUD FRAMING LIGHT GAGE FRAMING I . LIGHT GAGE FRAMING SHALL BE DESIGNED 4 CONSTRUCTED IN ACCORDANCE WIT FORMED STEEL. APT 22, SECTION 2205 — COLD STUD DESIGNATION SIGNATION RELATED ACCESSORIES ON DRAWINGS ARE FOR DIETRial INDUSTRIES, INC. OTHER. MANUFACTURERS RS SHAD.. FURNISH ELEMENTS OF EQUAL OR GREATER SECTION PROPERTIES, MATERIAL STRENGTHS *STIFFNESS, F' 33,000 psi (STUDS = I8 GA 4 THINNER). Fit : 50,000 psi (STUDS = G GA THICKER). ry = 33,000 psi (`LACI. 3. STEEL THICKNESS GAGE 20 18 IG 14 12 10 ALL STUDS SHALL BE DESIGNATED CSJ PER, ET CH OR, EQUAL, MINI MUM DELIVERED THICKNESS (IN.) 0.0329 0.0428 0.0538 0.0.77 0,09CC 0,1180 STATEMENT OF TESTING THE OWNER SHALL EMPLOY ONE OR MORE TESTING AGENCIES TO PROVIDE STRUCTURAL TESTING DURING CONSTRUCTION. THE MINIMUM STRUCTURAL TESTING -- REQUIRED IN ACCORDANCE WI THE IBC SECTION 1704 - IS SUMMARIZED BELOW. THE TESTING AGENCY SHALL SUBMIT A SCOPE OF SERVICES FOR APPROVAL PRIOR TO COMMENCING CONSTRUCTION. IN ADDITION, THE TESTING AGENCY SHALL SUBMIT QUALIFICATIONS ASSOCIATED WITH EACH TYPE OF TESTS THAT WILL BE PERFORMED. THE TESTING AGENCY SHALL SUBMIT TEST RESULTS TO THE STRUCTURAL ENGINEER OF RECORD DURING CONSTRUCTION FOR. VERIFICATION, INCLUDING A FINAL REPORT IN ACCORDANCE WITH SECTION 1704.2.4 OF THE TABLE I - SUMMARY OF REQUIRED STRUCTURAL TESTS VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE YES NO NA 1. CONCRETE a. Cylinder Compression Testing _ X ASTM C33 1905 KWIK BOLT TZ ESR -I917 HILTI b. Beam flexure testing for wall panels - X ASTM C78 - X c. Preconstruction testing of shotcrete- X Section 1913 X 2. MASONRY a. hollow Unit Block Compression Tests (Unit Strength Method) - X ASTM C90 Section 2105 X 3. POST -INSTALLED CONCRETE ANCHORS ** a. Expansion anchorsSection - X ICC -ES ACI 33 1912 X b. Adhesive anchorsSection - X ICC -ES AC308 1912 X ** WHEN DIRECTED BY THE STRUCTURAL ENGINEER OF RECORD TO PROVIDE POST -INSTALLED ANCHORAGES THE FOLLOWING GUI DELI NES SHALL BE FOLLOWED: I. A REPRESENTATIVE OF THE ANCHOR. MANUFACTURER OR. PROJECT SPECIAL INSPECTOR SHALL BE ON SITE TO OVERSEE THE INSTALLATION OF THE FIRST FOUR ANCHORS FOR EACH TYPE OF ANCHOR INSTALLED. THIS MEASURE SHALL BE TAKEN FOR EACH INSTALLER OF THE ANCHORS. 2. THE FIRST FOUR ANCHORS SHALL BE TENSION TESTED ONCE INSTALLATION IS COMPLETE FOR 100% OF THE SERVICE LEVEL LOAD CAPACITY AS SPECIFIED BY THE STRUCTURAL ENGINEER OF RECORD.. SCREW PLYWOOD TO CONNECTION HARDWARE OF GRID SYSTEM - (2) SCREWS @ OPPOSITE CORNERS, MIN. 3/4' PLYWOOD MOUNTING PLATE HOOD AND TRIM VERIFY ATTACHMENT w/ MANUFACTURER C7) DETAIL I 1/2" = I '-O" P 1000 UNISTRUT w/ 1/2" 0 THRU BOLTS © JOIST TOP CHORDS GRID RUNNER 3/32" 0 AIRCRAFT CABLE Ct.:?) DETAIL 1 1/2" = 1 '-O" HANGING FIXTURE BY SUPPLIER (MAX. TOTAL WEIGHT = 250 POUNDS) DIAGONAL BRACE EACH DIRECTION, EACH CORNER SEE DETAIL 10/5-2 FOR CONNECTION TO STRUCTURE ABOVE 3/32" 0 EYEBOLT w/ P 1008 SPRING NUT @ P2863 PLATE WASHER TYP. VERTICAL HANGER SEE DETAIL 8/5-2 FOR CONNECTION TO STRUCTURE ABOVE ALL CABLE CONNECTION TO FIXTURE BY HANGING FIXTURE SUPPLIER 96 PLAN DETAIL' 1/4"= I -O DIAGONAL CABLE BY HANGING FIXTURE SUPPLIER REF 8/5-2 FOR ATTACHMENT AT ROOF EXISTING ROOF HILTI X-CC27 U22 CLIP EXISTING JOIST DETAIL - DIAGONAL CABLE CONN. @ STEEL STRUCTURE ABOVE I I /2" = I '-0" EMT STRUT TIGHT TO UNISTRUT ABOVE SEE CHART FOR SIZE 1/8" 0 CABLE DRILL 5/32" HOLE FOR 1/8" BOLT LOCK NUT AFTER GRID IS LEVEL ELECTRICAL METAL TUBING (EMT) ONLY: SIZE (DIA) 1/2" 3/4" I" I 1/4" I 1/2" 2" 2 1/2" 3" LENGTH (MAX. HT.) 4'-0" 5'-2" 6'-C" 8'-6" 9'-6" 12'-6" 16'-6" 20'-0° • NOTE: STRUTS, OTHER THAN EMT MAY REQUIRE ENGINEERING CALCULATIONS DRILL HOLE AS REQUIRED FOR DIAGONAL BRACES GRID MAIN RUNNER HILTI X -U FASTENERS @ 24"o. c. z STEEL STUD FRAMED PANELS BY OTHERS EXISTING CONCRETE SLAB DETAIL - STEEL TRACK TO EXISTING SLAB CONNECTION 3" = I '-0" SIMPSON S/LTT20 TENSION TIE @ EACH END OF WALL I/2" 0 HILTI KWIK BOLT TZ EXPANSION ANCHOR DETAIL - END WALL FRAME ANCHORAGE WALL STUD FRAMED PANELS w/ STRAP BRACING, BY OTHERS I 1/2" - 20 GA. STRAP BRACE (3) - # I O TEK SCREWS EXISTING 5" THICK FLOOR SLAB 1 1/2" = I '-0" C5x6.7 CONT. FULL-LENGTH w/ (2) - #1 0 TEK SCREWS @ 24"o.c. EXTEND CHANNEL ACROSS END WALL PANELS AND PROVIDE (4) SCREWS TO END WALL PANELS. PRE -DRILL CHANNEL WEB w/ 3/10 0 HOLES FOR SCREWS - PROVIDED BY PANEL SUPPLIER IN LINE WALL SECTION (5 1/2" STEEL STUD FRAMES BY OTHERS) % DETAIL ' TOP OF WALL STIFFENER (MAX. LENGTH = 35'-O") 3=I -O (3) - #1 0 TEK SCREW INTO END WALL PANEL DETAIL - END WALL FRAME ANCHORAGE CONT. C5, SEE DETAIL 4/5-2 (2) - #1 O TEK SCREW INTO END WALL PANEL END WALL FRAME BY OTHERS I 1/2° - 20 GA. STRAP BRACE BY OTHERS INLINE WALL FRAME BY OTHERS 3" = I '-0" 3/32" 0 CABLE COORDINATE CABLE LAYOUT w/ GRID SUPPLIER SEE DETAIL 8/5-2 FOR ANCHORAGE OF CABLE @ ROOF 3/32" 0 DIAGONAL CABLE @ 45°± BRACES, (2) TYP. EACH DIRECTION (8 TOTAL) U.N.O. - ANCHOR TO END @ JOIST TOP CHORD PANEL POINTS, SEE DETAIL I O/S-2 HOOD MOUNTING PLATE w/ 3/4" PLYWOOD BACKER SEE DETAIL 7/5-2 COORDINATE HOOD LOCATION w/ PS CPM ALUMINUM HANGING GRID BY PACIFIC SALES FIELD VERIFY DIMENSIONS 6 PLAN DETAIL 3" = I '-0" 4 '-0" TOGRID 3 5 0 O 50'-0" T0GRID 5 y I'-0" A 25' - C' S 42'-0° TO GRID C EXISTING STEEL JOIST GIRDER , EXISTING STEEL JOIST GIRDER EXISTING STEEL JOISTS TYP. @ FLOOR L— I EXISTING STEEL JOIST I II II I I II 11 I I II 11 I I II II I GIRDER I II II I II 11 I �II II I II II I--I.II---II-- '1I II II _I � S S S EXISTING STEEL JOIST GIRDER EXISTING SLAB ON GRADE EXISTING STEEL JOISTS ti r PARTIAL FLOOR PLAN - PAC SALES REMODEL I/8" = I'-0" PIAN NOTES: I. FIELD VERIFY ALL EXISTING DIMENSIONS AND ELEVATIONS. 2. SEE ARCH. DRAWINGS FOR NEW WORK AND LOCATION OF NEW WORK IN THE STORE. 3. SEE ARCH. DRAWINGS FOR ANY DEMO WORK. 4. ITIS ASSUMED THE EXISTING BUILDING WAS CONSTRUCTED IN CONFORMANCE WITH THE ORIGINAL STRUCTURAL DRAWINGS NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES WITH ACTUAL EXISTING CONDITION. 5. EXISTING SLAB ON GRADE ELEVATION = 100-0" (REF). G. LIGHT -GAGE FRAMED I -WALL PANELS, TOP CHANNEL, AND HANGING FIXTURES ARE PROVIDED BY OTHERS. INSTALLATION PER THE PLAN * DETAILS BY INSTALLATION CONTRACTOR. 7. INSTALLATION OF NEW POST INSTALLED EXPANSION OR ADHESIVE ANCHORS IN EXISTING CONCRETE REQUIRES SPECIAL INSPECTION PE '1: 1704.13. 8. SEE FIXTURE DRAWINGS FOR OTHER ITEMS HANGING FROM THE ROOF STRUCTURE. SEE DETAIL 8/5-2 SIM. FOR DETAIL @ ROOF. ICC -ES SCHEDULE ICC -ES REPORT NUMBERS FOR STRUCTURAL ELEMANTS COMPONENT REPORT NUMBER REPORT HOLDER STEEL STUD FRAMING ESR -3064P SSMA POWER DRIVEN FASTENERS ESR -2269 HILTI SELF TAPPING SCREWS ESR -1976 ITW-BUILDEX KWIK BOLT TZ ESR -I917 HILTI EXISTING STEEL JOISTS @ ROOF ABOVE (FIELD VERIFY) INSTALL FIXTURE WALLS FURNISHED BY PACIFIC SALES TYP. ADD HOLD DOWN @ WALL INTERSECTION INSTALL PACIFIC SALES FURNISHED HANGING GRID © 9'-0" AFF. CENTER ABOVE ISLAND SEE DETAIL 6/S-2 HANGING FIXTURE BY SUPPLIER SEE DETAIL 9/5-2 INSTALL PACIFIC SALES FURNISHED HANGING GRID @ 9'-0" AFF. CENTER ABOVE ISLAND SEE DETAIL 6/S-2 ADD HOLD DOWN @ WALL INTERSECTION KEY PLAN O 12016 ...- ..-_ � •:'Vila ,� ,'FruWMl1`i' N REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2016 City of Tukwila BUILDING DIVISION I I CEN CITY OF `I- UKWILA HAY 0 9 2010 PERMIT CENTER Z Q U Z C) LU Z U) 0wpp Qw �� 0000<0 00000 Z J Z0= LL J >z> -:oz ¢ <0 WZ V Llwl—WW OI-waZ� �<200< wWDOOWILIDOwzD � :D O i W ?— � Ci) E- O) N 0 n z U 4) a SQ. FT. CALCS RETAIL: 38,966 SF OFFICES 8 876 S F ASSEMBLY: V RTORAGE/ REMAIN4,890 SF ING: INSTALL: 1 ,153 SF TOTAL: 45,885 SF 6,767 SF REMODEL AREA: CONCEPT: 45K CS1.9 CONCEPT DATE: XX.XX.XX G.O. -21 FIXTURE REL. XX/XXIXX G.O. -13 FINAL REL. XX/XX/XX PROTOTYPE DATE: XXIXX/XX STORE NUMBER: 0447 BID & PERMIT SET 02-09-16 REV DATE 05/05/16 REVISION 1 PARTIAL FLOOR PLAN AND DETAILS - PAC REMODEL