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HomeMy WebLinkAboutPermit D17-0135 - DICK'S SPORTING GOODS - STORAGE RACKS AND STANDING MILLWORKDICK'S SPORTING GOODS 17450 SOUTHCENTER PKWY D17-0135 Parcel No: Address: 0 City of Tukwila 0 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 17450 SOUTHCENTER PKWY Project Name: DICK'S SPORTING GOODS Permit Number: D17-0135 Issue Date: 8/1/2017 Permit Expires On: 1/28/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: KIR TUKWILA 050 LLC 3333 NEW HYDE PARK RD #100 C/O KIMCO REALTY CORP, PO BOX 5020 NEW HYDE PK, TX, 11042 DON GARDNER 2655 E AUDIE MURPHY PKWY, FARMERSVILLE, TX, 75442 Phone: (281) 250-6260 IMPACT INSTALLATIONS INC Phone: (530) 268-0440 10091 STREETER RD - SUITE 9 , AUBURN, CA, 95602 IMPACI1943NZ Expiration Date: 6/9/2018 ADVANCED FIXTURES Address: 2655 AUDIE MURPHY PKWY, FARMERSVILLE, TX, 75442 DESCRIPTION OF WORK: STORE SHELVING AND MILLWORK SUPPLIED AND INSTALLED AROUND THE PERIMETER OF THE STORE. FREE- STANDING MILLWORK (PORTALS) IN THE CENTER OF THE STORE THAT HAVE DISPLAY RACKS AND STORE MERCHANDISING. FREE-STANDING MILLWORK "FITTING ROOMS" IN THE CENTER OF THE STORE. PROVIDE AND INSTALL BIKE RACKS IN THE SHOWROOM AND RECEIVING AREA CEILINGS. NO HIGH PILE RACKS. Project Valuation: $117,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $2,929.52 Occupancy per IBC: U Water District: HIGHLINE,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: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 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: 0—\-- l 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 •ermit anagree to the conditions attached to this permit. Date: gilt J [ 7 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. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. 8: 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) 9: 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) 10: 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) 11: Maintain fire extinguisher coverage throughout. 13: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 12: 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). 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 16: 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) 15: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 17: 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) 18: 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) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** C 1400 FIRE FINAL 0409 FRAMING 4046 SI-EPDXY/EXP CONC i CITY OF TU%WFCA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov fl Building Permit No. Dl -0(3 S^ Project No. Date Application Accepted: Date Application Expires: 7 1r --HT1 (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 Site Address: 17450 .Sntithrpntpr Pkwy Tenant Name: Dicks Sporting Goods #1332 King Co Assessor's Tax No.: Suite Number: New Tenant: PROPERTY OWNER Name: Don Gardner, Advanced Fixtures Name: Kimco Realty City: Farmersville State: TX Zip: 75442 Address: 4065 Factoria Mall Ste# F-10 Email: dgardner@advancedfixtures.com City: Bellevue State: WA Zip: 98006 CONTACT PERSON — person receiving all project communication Name: Don Gardner, Advanced Fixtures Address: 2655 E. Audie Murphy Pkwy City: Farmersville State: TX Zip: 75442 Phone: (281) 250-6260 Fax: Email: dgardner@advancedfixtures.com GENERAL CONTRACTOR INFORMATION Company Name: Impact Installation, Inc Address: 10091 Streeter Road, Ste #9 City: Auburn State: CA Zip' 95602 Phone: (530) 268-0440 Fax: shannon@impactinstall.com Contr Reg No.: TBD Exp Date: Tukwila Business License No.: TBD H:WpplicationsWorms-Applications On Line12011 Applications\Pcrmit Application Revised - 8-9-1 I.dooc Revised: August 2011 hh Floor: ❑ Yes m ..No ARCHITECT OF RECORD Name: p4Tf o Company Name: B & B Associates Company Name: Engineer Name: Anoush Bedros PE Architect Name: City: Pasadena State: CA Address: Phone: (626) 204-1088 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: p4Tf o Company Name: B & B Associates City: State: Zip: Engineer Name: Anoush Bedros PE Address: 867 N Fair Oaks Ave, Suite 100 City: Pasadena State: CA Zip: 91103 Phone: (626) 204-1088 Fax: Email: anoush@bnbstructural.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: p4Tf o Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT IIVFORMATIO .06-431-3670 Valuation of Project (contractor's bid price): $ 117,000 Describe the scope of work (please provide detailed information): Store shelving and millwork supplied and installed around the perimeter of store. Free-standing millwork "portals" in the center of the store that have display racks and store merchandising. Free-standing millwork "fitting rooms" in the center of the store. Provide and install bike racks in the showroom and receiving area ceilings. No high pile racks. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: N/A Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: N/A 0 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 N/A ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Form-Applications On Line\2011 Applications\permit Application Revised - 8-9-11.docx Revised: August 201 I bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1'` Floor 53,537 0 0 New Mercantile 2"d Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: N/A Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: N/A 0 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 N/A ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Form-Applications On Line\2011 Applications\permit Application Revised - 8-9-11.docx Revised: August 201 I bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER ' PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: _ As Agent Date: S olzo� � Print Name: Pam Kearney, As Agent Scout Services Day Telephone: (866) 504-3888 X l 0 Mailing Address: 310 Quail Ridge Dr Westmont IL 60559 City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,831.53 D17-0135 Address: 17450 SOUTHCENTER PKWY Apn: 2623049110 $1,831.53 Credit Card Fee $53.35 Credit Card Fee I R000.369.908.00.00 0.00 $53.35 DEVELOPMENT $1,693.72 PERMIT FEE R000.322.100.00.00 0.00 $1,689.22 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $84.46 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12034 R000.322.900.04.00 0.00 $84.46 $1,831.53 Date Paid: Tuesday, August 01, 2017 Paid By: JOE CASSAR Pay Method: CREDIT CARD 411020 Printed: Tuesday, August 01, 2017 12:03 PM 1 of 1 cSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $1,097.99 D17-0135 Address: 17450 SOUTHCENTER PKWY Apn: 2623049110 $1,097.99 DEVELOPMENT $1,097.99 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11534 R000.345.830.00.00 0.00 $1,097.99 $1,097.99 Date Paid: Monday, May 22, 2017 Paid By: ADVANCED FIXTURES INC Pay Method: CHECK 118197 Printed: Monday, May 22, 2017 10:10 AM 1 of 1 erLJ V SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di7-di35 Proj ct: „hoick 5SPm714C, 5" Type of Inspection: Of t.A)96 - -ci NA -y Address: Date Called: Special Instructions: Date Wanted: �l —18 a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: c -8011 -DING— fi Inspector: Date: 1-16 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: biC �p lo6 owb.1 Type of Inspection: -U1 L..bilti6, PiAiAL.. Address: / 7'/ >74C&1=.0 evu,4 Date Called: Special Instructions: 511 Vel N A-1- fR/iiv{iNG- PACK/NG- (..z PaRMirc) Date Wanted: 913/17 Requester: Phone No: 57 5 -71 -Ciro Approved per applicable codes. Corrections required prior to approval. COMMENTS: 47�� •`rF i' -. i //Cep s ?// /ei ,-7-- Inspector: Date: 9,_/7../7, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 cI3S' 0roject: ici S( g- Jbs Type of Inspection S 1- enpcy� ip ecrAiC Address: PIM) Seirn+Caltre f/ oy Date Called: Special Instructions: Date Wapsto 177 a.m. Request• Phone No: _ 7/ ‘e -41 O Of Approved per applicable codes. Corrections required prior to approval. COMMENTS: 126-C— (A-Aic(i&rnf'icmr'S avAcrixe 12t<z•luesi-i-b .7746 11eicA)elA0t Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit N7_ GIs PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -D1C,i &>A16- Zac Type o ection: p2/4744 JAl'e- Address: /74'2' l. PXv Date Called: Special Instructions: Date Wa to : a.m. Request Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: P/ /ix Caoh4AJS4 bot t OX 0.,qe z. A 6 lAk3 Qepoer Inspector: Date: 117 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C/ INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit / -. /d9 '►MI'1 - CY'2 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: LKS Sprinklers: Type of Inspection: '� fr / re A i/,- rr-`_ / /�. r'cC- %C Address: Suite #: I -S % Lr �C l t,„h Contact Person: / Special Instructions: ' Phone No.: Approved per applicable codes. ti Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: — ,k7,4 7"7'37 4dJ-- y, t r/ iGP /i1 ' "fes /.;/)t A. / Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector;5 ? S) Date: 9/ j / [7 Hrs.: / . 0 In - $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 P 3011 South Huson Street, Suite B liminjonnatwild wicssivnai aernce moustnes, Inc. Tacoma, WA 98421 . Consulting .Phone: (253) 589-1804 Tasting Fax: (253) 589-2136 Report No: SIDF:07421713-2 Issue No: 1 These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non - comnon-conceappears on pacts eprojes ,totheextent that the lutionisoutseported non-compliance impacts the project, the resolution is outside the PSI scope of engagement. 444.0(......0... ����.�%„IC.�! Special Inspection Daily Field Report Client: IMPACT INSTALLATIONS INC. CC: 10091 STREETER ROAD SHANNON CASSAR SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWI TUKW I LA, WA Approves Signatory: Eric Alen (trench Manager) Date of Issue: 8@12017 General Details Date: 8/2/2017 General Contractor: Impact Installations, Inc. Permits: _ Weather: Sunny Type of Inspection Performed ❑ Reinforced Concrete ❑ Structural Masonry ❑ Reinforcing Steel ❑ Soils _ ❑ High Strength Bolting ❑ Fireproofing ❑ Welding 4 Other 4 New Inspection ■ Re-Inspection Standby Time: 0 Hrs. Field Observations & Comments 4 Special Inspection ❑ Continuous 4 Periodic Locations)/Item(s): Apparel Portal baseplates (Excluding endwalls) Reference Details/Drawings: FS3, ESR 1917 Remarks: On site for anchor bolt inspection at above locations. 1/2" Hilti Kwik bolts were torqued to a min 40 ft-lbs per ESR 1917. No exceptions noted. were placed with a min 2 5/8" embed. Anchors To the best of PST's knowledge, the work inspected to the approved construction documents are: 4 Conforming 0 Non-Conforming Inspector: Johnathen Nygard Inspector Cert No.: SI 02038 Jobsite Representative: Shannon t\1 Ol7-- 6 2000-2017 OESTLeb by SpectraOEST.com Page 1 of 1 r ��.� Infoin�`''� ToBuildOnl �an.+Ma • Consulting • Muting Daily Field Report Professional Service Industries, Inc. 3011 South Huson Street, Suite B Tacoma, WA 98421 Phone: (253) 589-1804 Fax: (253) 589-2136 Report No: DFR:07421713-3 Issue No: 1 Client: IMPACT INSTALLATIONS INC. 10091 STREETER ROAD SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWILA TUKWILA, WA CC: These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- compliance appears on this report, to the extent that the reported non-compliance Impacts the project, the resolution is outside the PSI scope of engagement. Approved Signatory: Eric Men (Branch Manager) Date of Issue: 8/4/2017 Date: 8/3/2017 Technician: Douglas Boisvert Today I was on site to verify torque of wedge anchors. The anchors used were HILTI KB -TZ 1/2 x 7, ICC -ES ESR -1987. The torque wrench used was PSI serial #51306585360. Six (6) anchors were used to secure the End Walls of nine (9) apparel portals located along grid lines 20, 21 and 22. The anchors were installed prior to my arrival. A torque value of 40 foot pound was verified on all End Wall anchors. The anchors are in compliance with manufactures install recommendations and B+B Assoc. approved Plans Page FS3, View D. No exceptions taken. 02000-2017 OESTLab by SpectraOEST.com Page 1 of 1 I"MAl Information IlleMilbBuild On Engineering • Consulting * resting Daily Field Report Professional Service Industries, Inc. 3011 South Huson Street, Suite B Tacoma, WA 98421 Phone: (253) 589-1804 Fax: (253) 589.2136 Report No: DFR:07421713-4 Issue No: 1 Client: IMPACT INSTALLATIONS INC. 10091 STREETER ROAD SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWILA TUKWILA, WA CC: SHANNON CASSAR These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution Is outside the PSI scope of engagement. 4e•e(..-f- Approved Signatory: Eric Allen (Branch Manager) Date of Issue' 8/7/2017 Date: 8/4/2017 Technician: Douglas Boisvert Today I was on site to verify torque of wedge anchors. The anchors used were HILTI KB -TZ 1/2 x 7, ICC -ES ESR -1987. The torque wrench used was PSI serial #51306585360. Ten (10) anchors were used to secure the End Walls of two (2) fitting rooms located along grid lines 21 and 22. The anchors were installed prior to my arrival. A torque value of 40 foot pound was verified on all End Wall anchors. The anchors are in compliance with manufactures install recommendations and B+B Assoc. approved Plans Page FS2, detail 2. No exceptions taken. 62000.2017 QESTLab by SpectraOEST.corn Page 1 of 1 P• inO rofesslonal Service Inaustnes, Inc. 3011 South Huson Street, Suite B Tacoma, WA 98421 o Build On Report No: SIDF:07421713-5 Issue No: 1 These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of engagement. r 4.....,.. 4:14,4_,......... •(,(,l Phone: (253) 589-1804Engineering • Consulting biding Fax: (253) 589-2136 Special Inspection Daily Field Report Client: IMPACT INSTALLATIONS INC. CC: 10091 STREETER ROAD SHANNON CASSAR SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWI TUKWILA, WA Approved Signatory: Enc Allen (Branch Manager) Date of Issue: 8/14/2017 General Details Date: 8/11/2017 General Contractor: Impact Installations, Inc. Permits: Weather: Sunny Type of Inspection Performed ❑ Reinforced Concrete E Structural Masonry ❑ High Strength Bolting ❑ Fireproofing ❑ Reinforcing Steel ❑ Soils ❑ Welding ❑ Other ' New Inspection LJ Re -Inspection Standby Time: 0 Field Observations & Comments E Periodic and 10x3" long standand wooden the And the wall Mont units have a 2 5/16 lag and test to 40 lb per FT. J Special Inspection 0 Continuous Location(s)/Item(s): Various locations throughout the Dick's Sporting Good store for wall units/systems columns. Reference Details/Drawings: FS2/18 and FS1/16 1/2 x 3" x 5 1/2 Hilti TZ ERS 1917 with a min of 2 5/8 imbedment in conc. screws at each stud. Remarks: All work was done per the plans and specifications. All bolts were torque To the best of PSI's knowledge, the work inspected to the approved construction documents are: Q Conforming ❑ Non -Conforming Inspector: Terrance Trent Inspector Cert No.: Jobsite Representative: Dennis Clark 02000-2017 QESTLab by SpectraQEST.com Page 1 of 1 ��i In,�o�n �` .To�uird �n Engineering • Consulting • Tbeting Daily Field Report Professional Service Industries, Inc. 3011 South Huson Street, Suite B Tacoma. WA 98421 Phone: (253) 589-1804 Fax: (253) 589-2136 Report No: DFR:07421713-6 Issue No: 1 Client: IMPACT INSTALLATIONS INC. 10091 STREETER ROAD SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWILA TUKWILA, WA CC: SHANNON CASSAR These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- compliance appears on this report, to the extent that the reported non-compliance impacts the project the resolution is outside the PSI scope of engagement. Approved Signatory: Eric Allen (Branch Manager) Date of Issue: 8/23/2017 Date: 8/22/2017 Technician: Douglas Boisvert I was on site today to verify torque on Hilti Quick Bolt 3/8"x4" wedge anchors at the gun rack. I also verified torque of Powers wedge anchors 3/8"x4" in the footwear area. I verified installation of 1/4"x4" lag bolt anchors and clips installation on the footwear wall panels. The anchors were installed prior to my arrival. Torque on all wedge anchors was verified to be 30 ft lbs. The wedge anchors and wall anchors were positioned in conformance with plans page FS2 & 4. No exceptions taken. 0 2000-2017 QESTLab by SpectreQEST.com Page 1 o(1 • Professional Service Industries, Inc. r'' I „‚fflflJ 3011 South Huson Street, Suite B To Bur ] � OTacoma, WA 98421 n Engktiosing • �� • Phone: (253) 589-1804 Fax: (253) 589-2136 Report No: SIDF:07421713-7 Issue No: 1 These test results applyonly Pe noted and may not rresent any other vocations or elevations. s and materials This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- on- compliancereport, the extent thatIsou idereported nomcoanc a appears impn acts non-compliance impacts the project, the resolution outside the PSI scope of engagement. r 401.0, a"..eie.4........... Special Inspection Daily Field Report Client: IMPACT INSTALLATIONS INC. CC: 10091 STREETER ROAD SHANNON CASSAR SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWI TUKWILA, WA Approved Signatory: Eric Allen (BranchlTanager) Dote or Issue: 8/26/2017 General Details Date: 8/25/2017 General Contractor: Impact Installations, Inc. Permits: Weather: Sunny Type of Inspection Performed • Reinforced Concrete ❑ Structural Masonry 4 High Strength Bolting ■ Fireproofing ❑ Reinforcing Steel ❑ Soils ❑ Welding ❑ Other ✓ New Inspection [` Re -Inspection Standby Time: 0 Hrs. Field Observations & Comments 4 Special Inspection 4 Continuous ✓ Periodic Location(s)/Item(s): Various locations throughout the store. Reference Details/Drawings: Reference Details/Drawings: Reference Details/Drawings: FS 4 view F 1/2" bolt 2 5/8 min embedment Remarks: They used a Hilti TZ ERS #1917 per the plans to a 25 FT Lb torque down. All for the nike Apparel portals 310 of them. I To the best of PSI's knowledge, the work inspected to the approved construction documents are: J Conforming ❑ Non -Conforming Inspector: Terrance Trent Inspector Cert No.: SI #02122 Jobsite Representative: Frank Westrum w/Impact Install ® 2000-2017 QESTLab by SpedreOEST.com page 1 of 1 (i?Information 3011 South Huson StreetSuite B Prossional Service Industries, Inc. tdIFIssue �il ToDui d On Tacoma, WA 98421 EnOnessing ♦ •(,Rating Phone: (253) 589-1804 Fax: (253) 589-2136 Report No: SIDF:07421713-8 No: I These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of engagement. 401.1":„...„... ;ti�'�"7Lri1� Special Inspection Daily Field Report Client: IMPACT INSTALLATIONS INC. CC: 10091 STREETER ROAD SHANNON CASSAR SUITE 9 AUBURN, CA 95602 Project: DICKS SPORTING GOODS TUKWI TUKWILA, WA Approved Signatory: Eric N:en (tianch Manager) Date of Issue: 911/2017 General Details Date: 9/1/2017 General Contractor: Impact Installations, Inc. Permits: - Weather: Sunny Type of Inspection Performed • Reinforced Concrete ❑ Structural Masonry ❑ High Strength Bolting II. Fireproofing ❑ Reinforcing Steel ❑ Soils ❑ Welding J Other New Inspection ❑ Re -Inspection Standby Time: 0 Hrs. Field Observations & Comments Q Special Inspection ❑ Continuous Location(s)/Item(s): Gondola Racks at D -F/1-11 Reference Details/Drawings: 20 on FS1, ESR 1917, ESR 2526 Remarks: On site for anchor bolt inspection at above locations. A mix of Hilti 3/8" anchors were used. (4) plates with (2) anchors per plate were placed base through center per FS1. Verified KB -TZ anchors were torqued to screw anchors were snug tight. Work appears to be done per details and -' Periodic KB -TZ anchors and 3/8" Powers Wedge Bolt+ at endpieces, with (2) plates placed at every other a min. 25 ft -lbs. Visually inspected Wedge Bolt+ manufacturers recommendations. To the best of PSI's knowledge, the work inspected to the approved construction documents are: 4 Conforming ❑ Non -Conforming Inspector: Johnathen Nygard Inspector Cert No.: SI 02038 Jobsite Representative: Shannon w/Impact Installations 02000-2017 QESTLab by SpectraDEST.com Page 1 of 1 Deferred submittal for Dicks #1332 Tenant Improvement project Permit # STRUCTURAL CALCULATION FOR Dick's Sporting Goods #1332 17450 Southcenter Parkway Tukwila, WA 98188 Sales Floor Area Display Fixture Anchorage 31,E2 Prepared for : Advanced Fixtures, Inc. 2655 E. Audie Murphy Parkway Farmersville, TX 75442 TEL: (972) 784-8800 Prepared by : B & B ASSOCIATES INC. 867 N. Fair Oaks Ave., Suite 100, Pasadena, CA 91103 TEL: (626) 204-1088 FAX: (626) 204-1099 10135 17-167 3/3/2017 AAB REVIEWED. FOR CODE COMPLIANCE APPROVED JUN 062011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 22 2011 PERMITCENTER In accepting and utilizing any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall be deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. B & B 'ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. FAIR OAKS AVE , SUITE 1 00, PASADENA, CA 91103 [TEL] 626.204.1 088 [FAX] 626.204.1 099 PAGE: 2 DATE: 4/6/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB TABLE OF CONTENTS Design Criteria Seismic Factors B1 and B2 Bike Rack LOZ1 and LOZ3. M2 Wall Grid Attachment M6 Primier Apparel Wall System X3 Apparel Portal X4 Apparel Fitting Room 3 - 4 - 5 - 9 10 - 16 17 - 18 19 - 22 23 - 25 26 28 L2 Gun Rack 29 - 32 G-2 Bag Wall and Putter wall G4 Faux Column Drawing F5 Nike Footwear Low Gondola F6 Nike Footwear Wall System F7 Nike 12' Accessory Wall F8 Nike 8' Accessory Wall 33 - 34 35 - 36 - 40 41 - 46 47 - 51 52 - 56 B B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. FAIR OAKS AVE., SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.1088 (FAX] 626.204.1099 PAGE: 3 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB DESIGN CRITERIA Building code: 2015 International Bulling Code Concrete Footings and grade beams fc. = 3,000 psi min Reinforcing Steel #4 & smaller A-615, Fy = 40 ksi #5 & larger A-615, Fy = 60 ksi Weldable rebar A-706 Structural steel Structural shapes A-992, Fy = 50 ksi Pipe sections A-53, Type "E", Grade B, Fy= 36 ksi Tube sections A-500, Fy = 46 ksi Bars, plates, angles & anchor bolts A-36, Fy = 36 ksi Welds E-70XX Masonry CMU construction ASTM C-90, Type II, Grade N fm = 1,500 psi w/ special inspection Mortar ASTM C-270, Type "S" Grout ASTM C-476, fc. = 2,000 psi (full grout) Metal Studs 12, 14 & 16 GA studs and joists ASTM A-570, Fy = 50 ksi 18 & 20 GA studs and joists ASTM A-570, Fy = 33 ksi Slab on grade is 5" concrete fc' =3,000 psi min PAGE: 4 B Sc B ASSOCIATES, INC ■ DATE: 4/5/2017 STRUCTURAL ENGINEERS PROJECT: Dick's Sporting Goods 867 N. FAIR OAKS AVE., SUITE 100, PASADENA, CA 91 103 JOB NO: 17-167 [TEL] 626.204.1 088 [FAX) 626.204.1 099 BY: AAB From Tenant improvement drawings. Seismic Design Category'D' Ss = 1.458 Sl = 0.544 Sos = 0.972 Sol = 0.544 B & B Associates Inc. Page: 5 Structural Engineers Date: 04/05/17 867 N. Fair Oaks Ave.,Suite 100, Pasadena, CA 91103 Project: Dick's Sporting Goods Tel:(626) 204-1088 Fax: (626) 204-1099 Job No.: 17-167 By: AAB SEISMIC 0.4 aRSDS IP ( 1 + 2 h ) Wp P [REF. Eq. 13.3-1, ASCE 7-10] 0.4 x 1.0 0.97 x 1.00 ( 1+ 2 x 2) Wp 2.5 = 0.467 Wp < Fp, min Fp, max = 1.6 SDs Ip Wp [REF. Eq. 13.3-2, ASCE 7-10] 1.6 x 0.97 x 1.00 Wp 1.56 Wp Fp, min = 0.3 SDs Ip Wp [REF. Eq. 13.3-3, ASCE 7-10] = 0.3 x 0.97 x 1.00 Wp = 0.29 Wp Ev = 0.47 Wp 0.2 X SD; X Wp = 0.2 x 0.97 x Wp = 0.19 Wp I .= 1.00 SDs = 0.97 ap = 1 Rp = 2.5 z = 2 h = 7 n 0 O II L,.. I ow. w. 0 0 O LLJ I CC) O N J w Q z tn # `b`- CO LI CC N O Z ? a- g CIL i, o W 0 a) Tr 0 No J 0 Li (L)I O N m 6 O N 'es, O O U O n CC . I n X Q h.N U, co Q N D w . Z r) N N N ciJ W /.\. X w j 2 w 2 Z mi4r F OUIZUj M qI2 J = J w CO it)r") U r-. F¢- w N) J I N D 0 arn?O COCL LL- - r < H M W O < • J 2 C -./ m } W CC LJ ~ N • Z Z 0 J�� a FJ in o O ¢ .t w X IL U X' U)0 OX a) 0 X H Z X W X .0 = X Z ~ X O I- XN— LAJ W Q Q OC OMS •U) a C.3 0 0 0 Z 1 0 //a. ClJ U X W U cc 73 U) 0 0 5a ¢ n. C 0 0 z Y Q Q 0 E 0 >-. IW- O Uwl . m 2S 0 D _W O a o a)> LC Dco D a7 c 6D N.0 0 aQ o ^o u ac 0 2 z a_ O 0 U) S 0 0 0 a_ W U, U) ac a: Z 0 B & B Associates Inc. Page: 7 Structural Engineers Date: 04/05/17 867 N. Fair Oaks Ave.,Suite 100, Pasadena, CA 91103 Project: Dick's Sporting Goods Tel:(626) 204-1088 Fax: (626) 204-1099 Job No.: 17-167 By: AAB CHECK Hanging Rod (Bike) B2 - 30ft Unistrut Bike Rack Roof //ff`I h Vj Fp. Rods @ 48" O.C. / Spray -wire U = 20 ft L = 30 ft > Bike Rack h = 6 ft Weight = 700 lb = Wp # of Rod = 8 total dia. Of Rod = 1/2 " diameter Brace Cable = 0.185 diameter 45 degrees 7x7 Galvanized aircraft cable CHECK ROD (Tension) Due Vertical Loads (Wp + Ev ) / 8 136 ) / 8 = 717 lbs to each rod x h /( U x 3) 6 /( 20 x 3 ) = 33 lbs to each rod + 33 750 lbs to each rod = (700+ Due Horizontal Loads Fp = 326.6 x Total Trod = 717 Lateral Fp = 0.47 x 700 = 326.6 lb Fp„ = 0.194 x 700 = 136 lb USE min 1/2 " rod @ 8 locations Taw = FtAD = 0.33 F„ AD 3.76 kips O.K. Check Brace cables T/C = F /cos45 / 4 = 327 / cos45 / 4 = 115 lbs USE min 0.185 " dia wire @ 4 locations Taw = FAD = 0.33FuAD = 0.514 kips O.K. Fu= 58 ksi AD= 0.20 in2 A Fu= 58 ksi AD= 0.03 in2 N c0 downword load 0.9 x 700 / 8 = 78.8 136 / 8 = 17 net comp 82 + 17 - 78.8 = 20 • B & B Associates Inc. Page: Structural Engineers Date: 04/05/17 867 N. Fair Oaks Ave.,Suite 100, Pasadena, CA 91103 Project: Dick's Sporting Goods Tel:(626) 204-1088 Fax: (626) 204-1099 Job No.: 17-167 By: AAB CHECK Hanging Rod (Bike) B1 - Premier Static Bike Rack 1st Floor plan h = 6 ft Weight = 450 lb # of Rod = 4 total dia. Of Rod = 1/2 " diameter Brace Cable = 0.185 diameter 45 degrees aircraft cable = 10 ft Bike Rack Lateral F = 0.47 x 450 = 210 lb FP„ = 0.194 x 450 = 87 lb CHECK ROD (Tension) Due Vertical Loads (Wp + Ev ) / 4 = ( 450 + 87 ) / 4 = 472 lbs to each rod Due Horizontal Loads Fp x h / ( L x 2 ) = 210 x 6 /( 10 x 2 ) = 63 lbs to each rod Total Trod = 472 + 63 = 535 lbs to each rod USE min 1/2 " rod @ 4 locations Taw = FtAD = 0.33F„ Ao = 3.76 kips O.K. Check Brace cables T/C = F. /cos45 / 4 210 / cos45 / 2 = 148 lbs USE min 0.185 " dia wire @ 4 locations Tallow = FtAD = 0.33F„An = 0.514 kips O.K. Fu= 58 ksi AD= 0.20 in2 A use Simpson Titen HD 1/2" Rod Hanger LO 0 downword load Fu= 58 ksi 0.9 x 450 / 4 = 101 AD= 0.03 in2 87 / 4 = 21.9 net comp 105 + 21.9 - 101 = 26 Wp e = 8" See LOZ3 Calcs H 10 Use 5/16" diameter lag screw I B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: (0 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: MB Gondolas LOZ1 Ground Floor Attach to Wall (One Side) Attachment at 4 ft O.C. Loading Fp = 0.29 Wp Ev = 0.2 x Sps x Wp = 0.2 x 0.97 x Wp = = 0.19 x 700 = 136 lb Own Weight = 200 lb Merchandise P1 = 500 x 100 Total Wp = 700 x 1.2 = 0.19 Wp H' 9.5 i A 20" 20 " 20 " 20" 20" 20" = 500 lbs Max 840 lb LRFD F = 0.29 x 700 = 204 lb (SEISMIC) Mi _ . Ev x e = 136 x 0.67 = 90.7. lb -ft (Gravity) M2 = 1.2 x Wp x e = 700 x 0.67 = 467 #-ft M 1+M2 = 90.72 + 1 x 467 M3 = F x h= 204 x 5 LRFD Total M = 557 + 1021 = 1578 Tension loads at top connection Tu = M / H' = 1578 / 9.5 = 166 lb Shear load at Bot connection R = M / H' = 1578 / 9.5 = Wall connection Wallow W= 266 # (8 ft O.C.) = 557 lb -ft = 1021 lb -ft 0.67 ft 100 lbs 100 lbs O0lbs n ► F 00 lbs OOlbs h 5 ft V M1+M Ml+M2+M3 2 Connection and 2 bolt 2 Connection and wall mount center bracket 1 bolt wall mount end bracket half load 166 lb 1 Connection and 2 bolt 2 Connection and 2 bolt Per Bolt W' = W x KF X it, X W' = 266 x 3.32 x 0.65 x 1 = 574 lb per screw Tu = 166 = 166 lb / 4 = 42 lb O.K. ASD Per Manuf - anchorage pull-out is required at min. 4.33' and with min capacity for W' = W x 2 = 266 x 2 = 532 lb O.K. Design connection for 450 lbs O.K. Floor mount center bracket Floor mount end bracket half load 0 0 1 3.3125 1 wall mount center bracket 450 lbs B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 11 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Floor Mount plat design Check Connection plate for Shear detail 20A/FS1 Shear load per connection = 166 / 1 = 166 11 GA plate Fy = 25 ksi Sx = 0.0250 in3 A = 0.241 in = 0.12 in b = 1.06 in Zx = 0.0375 in3 bolt Size = 3/8 in3 7.063 " Shear stress LRFD b = 1.13 in a = V / A = 166 /( 1.125 * . 0.12 ) = 1230 psi [SHEAR STRESS] Fv = 0.6 * Fy= 0.6 ` 25 = 15000 psi GOOD Check Connection plate for Shear detail 20B/FS1 13 GA plate t = 0.09 in b = 1.5 in Fy = 25 ksi 3.06 ' 1 see attached sec property 3 1/2" Ono Shear stress LRFD d = edge distancf - ((bolt dia +1/8) / 2) = 0.75 - 0.4 / 2 = 0.56 in a = V / A = 166 / ( 0.563 * 0.09 ) = 3281 psi [SHEAR STRESS] Fv = 0.6 * Fy = 0.6 * 25 = 15000 psi GOOD to B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 12 - DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB S2 = 1.0 ACI 318-11 Section D.3.3.4.3 (b) S2 Tactual = V actual = 1 x 166 / 4 = 42 lbs for each 1 x 166 / . 2 = 83.1 lbs for each CHECK ANCHORAGE het = 1.4 in fc = 3000 psi Slab thickness = 4 " min Ase = 0.103 in2 4)Ns = 4 n Ase fut 0.75 X 3/8 Bolt. s= in single anchor n= 1 1 x 0.1 x 125,000 = 9656 lbs 1.9fya = =1.9 x 100,000 = 190000 psi > fut = 125,000 psi OK 125,000 psi Ncbg ANC • ''ec,N'ed,N''c,N 'cp,N Nb ANCO ANc = (1.5hef+c)(3hef+s) = 18.3 in^2 ANco = 9hef 2 = 18.3 in"2 Nb = Kcxsgrt(fc)xhat"1.5 = lbs Nb = 17 x V 3000 x 1 1.5 = 1584 Cmin = 2.14 " (not at edge) > Cac hmin 4 " < slab thickness, O.K. 1.6 ft W 8.54 ft plan view 'c,p = Y'ec,N = 1 Single row of bolts `f'ed,N = 1 No adjacent edge effects Tc,N. • = 1 cracked 'cp N = 1.5xhef/Cac 1.5hef_ 1.5 x 1 Y'cp,N _ _Cac 5.5 0.389 Kc = 17 Post installed Anchors Cac = 5.5 Cac = 4hef min ACI 318-11 D.8.6 Tcp,N = 1 no critical edge distance Concrete Breakout Ncbg = 0.75 x 0.65 x 18.3 / 18 x 1 x 1 x 1.0 x 1.00 x 1584 = 772 lbs Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = 1085 n Npn,fc 0.75 x 0.65 x 1 x 1085 x sqrt( 3000 / 2500 )= 579 lbs (Tactual = 42 # < 579 # OK I IVactual = 83 lbs < Vallow = 832 lbs I Use 0.38 diameter Power Wedge Bolt w/ 2 1/8" min embed (ESR#2526) ' Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 4)sa Vsa = 1 x 0.65 x 2255 = 1466 lb Concrete Pryout strength of anchor in shear 4) VcP9 = Kg, Ncbg = 0.7 x 1.0 x 1188 = 832 lb Nua Vua 42 83 4)N + 4)V 579 + 832 = 0.17 OK < 1.2 n Title Eicck Line 1 Ycu can change this area using the "Settincgg' rreru item and then using the ninting & T(de Bock' selecticn. Tle8�kLine6 Ned ID 120W General Section Property Calculator Fie= p:114163 DSG#I1e2- Turicd‘ CA1S-1ca 132turicck INERCkg M19312314,- B.old6.14.1.2g ilieA0M0600022P65-:,W, ..;.:=7,;MU,4Alei-,;04ta,Z4g-#41;a74:4A-Viatfta..*:tatlirk-V5W7t.t. SdertittiMIbf4WOlaW raj, • Dasmption 11Ge •Rnal Secticn •Total Area : Q2407 in"2 Calculated final C G. distance frcrn Caturn: X cg Cist . 0.0 in Ycg .•Q0 in Edge CiganmsfromOS. : +X Qin -0.6850 +Y Q1294 in -Y • -Q3C88 in bc(= • 0.1303340 InA4 IYY= • QCE562 inA4 3 • Sc< : - Y QCr1083 inA3 0.C2581 inA3 QC6119 int6 0.33119 inA3 Syy: -X Siy +;( no 01178 in r yy • 048071n General Siapes C: Top Range Wdth BdtcmFlaicy Wdh Nee= Q241 inA2 Xog = QOM in Ycg = OJ in •Rotation = 27C dec CCW 0.439in Top RangeTtid = Q1Zin WO Tlicicrs = Q12C in 0438in EtrttanFlange Thic 0.1a in Top Haight= 1.37Cin Iv= QC03 inA4 Sc< = 0011 inA3 Roc= Q118 in lyy= QC55 inA4 Syy = 0_081 inA3 Ryy= 0481 in B Sc B ASSOCIATES, INC. PAGE: %4 STRUCTURAL ENGINEERS DATE:4/5/2017 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 PROJECT: Dick'S Sporting Goods Tel: (626) 204 1088 Fax: (626) 204 1099 JOB NO: 17-167 BY: AAB Gondolas SEISMIC FP Two side Gondolas LOZ3 Ground Floor 0.4 apSos Ip ( 1 + 2 h ) WP R[REF. Eq. 13.3-1, ASCE 7-10] P 0.4 x 1.0 2.5x 0.97 x 1.00 ( 1 + 2 x 0) Wp = 0.16 Wp < Fp, min Fp, max = 1.6 SOS lP WP = 1.6 x 0.97 x 1.00 Wp = 1.56 Wp FP. min = 0.3 Sps Ip Wp 0.3 x 0.97 x 1.00 Wp = 0.29 Wp [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] Fp = 0.29 Wp Ev 0.2 x Sp;x Wp 0.2 x 0.97 x Wp = 0.19 Wp loading % Own weight W = 240 Merchandise P1 = 500 x 100% = 500 lbs Max Merchandise P2 = 500 x 100% = 500 lbs Max Total Wp = 1240 lbs V = 0.29 x ( 240 + 500 + 500 ) = 362 (SEISMIC) Mi = 362 x 4 = 1446 #-ft (Gravity) M2 = ( 500 - 500 x 10 / 12 = M1+M2 = 1446 + 0 = 1446 #-ft Side2 A� 15 15 15 15 15 22 P1 10" I = 1.00 Sps = 0.97 ap = 1 Rp = 2.5 z = 0 h = 2 P2 15 15 15 15 15 22 0 #-ft 4.8 ft RM loads = ( 0.9 - 0.2Sos) x Wp x B/2 RM loads = ( 0.9 - 0.19 ) x 1240 x 2.38 = 2078 #-ft NO Uplift Overturning _ RM _ 2078 = 1.44 Ratio M 1446 elev view Provide 3/8" KBZ bolt Uplift force - OTM-RM _ 1,446 2078 = -133 lb B 4.75 Critical load per 12.5.4 Shear on corner bolts = 181 + 0.30 x 181 = 235 lbs By inspection shear force are small B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 15 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB S2 = 1.0 ACI 318-11 Section D.3.3.4.3 (b) Q Tactual = C V actual = 1 x -133 / 1 = -133 lbs for each connection 1 x 362 / 2 = 181. lbs for each connection CHECK ANCHORAGE 3/8 Bolt hef = 1.4 in fc = 3000 psi Slab thickness = 4 " min Ase = 0.103 in2 4Ns=4OAsefut= 0.75 x s = 2.38 in n= 2 2 x 0.1 1.9fya = =1.9 x 100,000 = 190000. psi 125,000 psi x 125,000 = 19313 lbs > fut = 125,000 psi OK Ncbg = ANC 'Pec,N 1ed,N''c ANCO Tcp,N Nb ANC ANCO Nb Nb Cmin hmin = 4 = (1.5hef+c)(3hef+s) = = 9hef 2 = 18.3 inA2 = Kcxsgrt(fc)xhef^1.5 = lbs = 17 x V 3000 x 1 1.5 = 1584 = 2.138 " (not at edge) 28.5 inA2 Cac < slab thickness, O.K. Tc,p 'ec,N Ted,N Tc,N 'cp,N 4.8 ft 8.0 ft plan view Single row of bolts No adjacent edge effects 1 cracked 1.5xhef/Cac 1.5hef _ 1.5 x 1 Wcp,N = Cac Kc = 17 Cac = 5.5 'cp.N = 5.5 Post installed Anchors Cac = 4hef min ACI 318-11 D.8.6 no critical edge distance = 0.389 Concrete Breakout (0,,g = 0.75 x 0.65 x 28.5 / 18 x 1 x 1 x 1.0 x 1.00 x 1584 = 1202 lbs Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = 1085 (I) n Npn,pc 0.75 X 0.65 x 2 x 1085 x sqrt( 3000 / 2500 )= 1159 lbs (Tactual = -133 # < 1159 # OK I IVactual = 235 lbs < Vallow = 1295 lbs Use 0.375 diameter Power Wedge Bolt w/ 2 1/8" min embed (ESR#2526) Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 4)sa Vsa = 2 x 0.65 x 5495 = 7143.5 lb Concrete Pryout strength of anchor in shear Vcpg = (1) Kcp Ncbg = 0.7 X 1.0 Nua �Nn + 4)Vn 1159 1295 Vua 0 235 + = 0.18 x 1849 = OK 1295 lb < 1.2 B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 14 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Floor Mount plat design Check Connection plate for bending detail 20A/FS1 Detail 20A is for end of the fixture the load is half uplift loasd per connection = -133 / 1.0 = -133 lb M = -133 x 3.06 = -407 lb -in 11 GA plate t = 0.12 in b = 1.06 in Fy = 25 ksi 7.063 " 3.06" For plate design see F4 design Sx = 0.0250 in3 Zx = 0.0300 in3 see attached sec property Mn = Mp 1.6My = 1.6 x 25 x 0.0250 = 1 kip -in Mp = 50 x 0.0300 = 1.5 kip -in LRFD c,„Mn = 0.9 x 1.500 = 1.35 K -ft = 1350 lb -in OK Check Connection plate for bending detail 20B/FS1 uplift loasd per connection = -133 lb M = PL _ -133 x 2.00 _ 66 lb -in 4 4 Fo r o 3 1 1@"" 3 /2 13 GA plate thickness = 0.091 in b = 1.50 Fy = 30 ksi Sx = 0.0021 in3 Zx = 0.0031 in3 Mn = Mp 1.6My = 1.6 x 30 x 0.0021 = 0.09937 kip -in Mp = 30 x 0.0031 = 0.09 kip -in LRFD 4Mn = 0.9 x 0.09 = 0.08 K -ft = 84 lb -in x 1 = 84 OK One Plate "t¢'/l%///f/l/;//./%//%/////f///.///6/7 /i///f!//f',/"-//M//fff/frf///r/f//f/flf%! //ff7Tf f.l% flTITI/7ff/lfffff/J/Tf/7ff.Tl /,O////rl'////f/////// ////f//f//ff/f// //Hi // f///// y" ffff//fff//f//f%/f//fr///f//fru//f %///%L/!Cthw!/!/, m,,/!/,(%//wome/03 /fff///f/ffff/f, MN///ff/f////r% F //�f/f/,;////f/f///f/f7 H Lu U m 0 W Z 0 1/4-20 x .51 SCREW 3/8-16 x .5"L SCREW / 1/4-20 x .5"L SCREW 1/4-20 HEX NUT 7 REAR 3D VIEW WALL MOUNTED BRACKET ///// /MI fff/1" /////r//f/./1/1 f ///ffff//i ///////r//rr/ff, /fff////f/////f/11 / SLAT GRID PANEL FRONT 3D VIEW 1 TOTAL SHEETS:3 o rEg O r N U A B & B Associates Inc. Structural Engineers 867 N. Fair Oaks Ave.,Suite 100, Pasadena, CA 91103 Tel:(626) 204-1088 Fax: (626) 204-1099 PAGE: 17 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: MT Wall Grid Attachments TYP Sleeper Attachment 2x4 to exsiting building M2 Metal/Wood Stud Metal Screews to 18 GA metal Stud Capacity #10 screws @ 12" o.c. T/C = 116 #/screw V = 143 #/screw Wood Stud Wall Capacity 10d nails @ 12" o.c. T/C = 36 #/nail. V = 133 #/nail ESR 1976 NDS Table 11.2C NDS Table 11.P H 9.25 ft Concrete Wall Masonry Wall Capacity 3/8" diameter Hilti TZ @ 32" o.c. w/2.5" min embed T/C = 579 #/bolt see calcs for LOZ1 V = 832 #/bolt see calcs for LOZ1 = 0.5 ft V/2 V h ## ft 52 " wide max 3/8" diameter Hilti KB -3 @ 32" o.c. w/ 4" min embed T/C = 626 #/bolt (ESR 1385) V = 764 #/bolt • • Wp = 300 # max ( 5 psf x 9 ft x 4 ft = 200 # + 100 #) V = 0.47 Wp See seismic factor calculation for bike Fixture = 0.47 x 300 = 140 lbs Ev = 0.19 Wp = 0.19 x 300 = 58 lb / 2 = 29 lb P = 300 lbs / 2 = 150 lbs Load at top and Bottom Shear = P/2 + Ev/2 = 150 + 29 = 179 lb M = P x e = 300 x 0.5 = 150 lb -ft TIC = M / H + V / 2 = 150 / 9.25 + 140 / 2 = 86 lb By observation the loads are very small CHECK Shear @ top 2 - 1/4"dia thru 11 ga plates Vallow = 1266 lbs Each bolt Vactuai = 179 lbs O.K. @ wall 2 - 3/8" dia lag screws CHECK Pullout Tarim = 305 lbs Each Bolt Tactual = 86 lbs O.K. ESR 1976 NDS Table 11.2A IMMINIMMINE W mu, m Nui o51 zZm 0 0 ce N.pw pa" Qw Ci ems( a m CDZ 0 a J w Z a ►- PAP.T5 LIST: 3 0 FF - Y oZ ZZ' 00LjE5 pdza fav I -Ow.. Wow- <11i - Q- 0 a 0 W ff 0 N. U O YQw_ Z. zm=. thoace mpOW oao- FUW �• cc ao�ci 0 a Z F LL 0 UJZ zzzm Npaw oaf° #0Ov aozCC F U- 0 Z 0_ t U Q 0 H wz zZiwm ooQc auw a u ce F-UW� ax) w 1/ 0 Fp 0.29 Wp I B & B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 2.0 4/5 DATE: /JEC: Dicks JOB PRONO:T17-1672017 BY: MB Premier Locker System M6 SEISMIC Fp 0.4 apRSps 1p( 1 + 2 h ) W [REF. Eq. 13.3-1, ASCE 7-10] P 0.4 x 1.0 2 x 0.97 x -1.00 ( 1+ 2 x 2) Wp = 0.156 Wp < Fp, min Fp, max = 1.6 Sips Ip Wp = 1.6 x 0.97 x 1.00 Wp _ 1.56 Wp Fp, min = 0.3 Sps Ip Wp. = 0.3 x .0.97 x 1.00 Wp 0.29 WP [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] Ev = 0.2 xSD: x Wp = 0.2 x 0.97 x Wp = 0.19 Wp Loading cases with seismic factor for Floor Mount system own weight + 67% Merchandise load W1 = 250 + 7 x 80 # x 0.67 = 625 lbs V M1 = 0.29 x 625 x 4.92 = 896 lb -ft ^ ► 13 own weight + Upper two shelfs load [REF. ASCE 7-10 15.5.3.6] 13 W2 = 250 + 2 x 80 # = 410 lbs 13 M2 = 0.29 x 410 x 8.75 = 1046 lb -ft 13 own weight + 100% Merchandise load 13 W3 = 250 + 7 x 80 # x 1.0 = 810 lbs v 13 M3 = 0.29 x 810 x 4.92 = 1161 lb -ft Governs Case 1 Case 2 Case 3 (SEISMIC) (GRAVITY) LRFD Pullout = 1.00 Sps = 0.97 ap = 1 Rp = 2.5 z = 0 h = 2 e1 = 8 " = 0.67 ft P1 = 80 # per shelf 9.83 ft max T 1.8 ft 20.5 Calculate for Load case 3 Assume loads only one side TIC V = Fp x Wp + Fp x P1 V = 0.29 x 250 + 0.29 x 560 = 72.9 + 163.3 = 236 lb Ms= V x H + P1 x h + Ev x e Ms = 72.9 x 4.915 + 163 x 4.92 + 0.19 x 560 x 0.67 = 1233 #-ft MG = W merchandise - x e Gravity moment only from merchandise loads MG = ( 560 x 8 / 12 ) = 373 #-ft X 1.2 = 448 #-ft LRFD RM loads = (0.9 - 0.19 ) x (Wp+P1) x B / 2 = 0.71 x( 250 + 560 )x 1.8 / 2 = 514 #-ft M = Ms + MG - RM = M = 1233 + 448 - 514 = 1167 #-ft T/C = 1167 / 9.8 = 119 lb Total F Load = T/C + ( V / 2 ) = 119 + ( 236 / 2 ) = 237 lb. / 3 = 78.9 LB Shear At bottom = V / 2 = 236 / 2 = 118 lb Critical load per 12.5.4 Shearon comer bolts = 118 + 0.30 x 118 = 154 lbs B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 24 DATE: 4/5/2017 PROJECT: Dicks JOB NO: 17-167 BY: AAB 1.0 ACI 318-11 Section D.3.3.4.3 (b) O. Tactual1-2 = V actual = 1 x 237 / 2 = 118 lbs for each connection x 154 / 4 = 38 lbs for each connection CHECK ANCHORAGE het = 2.1 in fc = 3000 psi Slab thickness = Ase = 0.103 in2 3/8 Bolt s= 4 " min n= 1 in single anchor Ns = 4 n Ase fut = 0.75 x 1 x 0.1 x 125,000 = 1.71 ft 9656 lbs 1.9fya = =1.9 x 100,000 = 190000 psi > fut = 125,000 psi OK 125,000 psi Ncbg = ANC ANCO �ec,Ned,Nc,N 'cp,N Nb ANc = (1.5hef+c)(3hef+s) = 39.7 in^2 ANC() = 9hef 2 = 39.69. in^2 Nb = Kcxsgrt(fc)xhef^1.5 = lbs `Pcp.N - Cac 5.5 = 0.573 Nb = 17 x V 3000 x 2 1.5 = 2834 Kc = 17 Post installed Anchors Cmin = 3.15 " (not at edge) > Cac Cac = 5.5 Cas = 4het hmin = 4 " < slab thickness, O.K. min ACI 318-11 D.8.6 cp,N = 1 no critical edge distance plan view Tec,N = 1 Single row of bolts Ted,N = 1 No adjacent edge effects `Yc,N . = 1 cracked Yfbp N 1.5xhef/Cac 1.5hef 1.5 X 2 ft max Concrete Breakout Ncbg = 0.75 x 0.65 X 39.69 / 40 x 1 x 1 x 1.0 x 1.00 x 2834 = Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = 1085 n Nem., = 0.75 x 0.65 x 1 x 1085 x sqrt( 3000 / 2500 )= 579 lbs (Tactual = 118 # < 579 # OK I IVactua = 38 lbs < Vallow = 1488 lbs 1 I Use 0.38 diameter Powers Wedge -bolt+ w/ 3" min embed (ESR#2526) I 1381 lbs Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n Osa Vsa = 1 x 0.65 x 7950 = 5167.5 lb Concrete Pryout strength of anchor in shear Vcpg = I Kcp Ncbg = 0.7 x 1.0 x 2125 = 1488 lb Nus Vua 118.4 38.4 (I)Nn 4 Vn 579.4 + 1488 = 0.23 OK B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 : 2 . DATE: 4/5/2017 PROJECT: Dicks JOBPAGENO: 17-167 BY: AAB Check Connection plate for bending detail 51FS2 T/C Uplift load per connection = 119 / 2 = 59 lb M = 59 x 0.75 = 45 lb -in 11 GA plate thickness b = 1 = 0.12 in Fy = 30 ksi 1 C 0.75 / Sx = 0.0024 in3 Zx = 0.0036 in3 Mr, = Mp 1.6My = 1.6 x 30 x 0.0024 = 0.12 kip -in Mp = 30 x 0.0036 = 0.11 kip -in LRFD 4 Mn = 0.9 x 0.11 0.097 K -ft = 97 lb -in x 1 = 97 lb -in OK 1 Plates Shear stress d = edge distance = 0.281 in = V / A = 38 / ( 0.12 * 0.28 ) = 1138 psi [SHEAR STRESS] Fv = 0.4 * Fy = 0.4 * 30000 = 12000 psi GOOD Top Connection ASD Capacity of # 10 Pull out = 109 x 2 = 218 lb per clip Shear = 117 x 2 = 234 lb per clip T = 118 / 1.4 = 85 lb/ clip GOOD V = 38 / 1.4 = 27 lb/ clip GOOD TV 85 27 + = + = 0.51 OK W Z 218 234 L3x3x12GA X6" W (2)412 Metal Screws Check Connection plate for Shear loads. (no uplift load on the bracket) 12GA plate thickness t = 0.105 in b = 3 in Fu = 34 ksi Fy = 25 ksi Sx= bt2/6 in3 Zx = bt2/4 in3 Sx = 0.0055 in3 Zx = 0.0083 in3 Screw dia = 0.19 in d = edge distance - ((bolt dia +1/8) / 2) = 1 - 0.07 / 2 = 1 in a = V / A = 234 / ( 0.11 * 0.72 ) = 3106 psi [SHEAR STRESS] Fv = 0.4 * Fy = 0.4 * 25000 = 10000 psi GOOD ›- co uj (/) CNI > o ;1— CO 0 LE- /- N LL J a:w ^ LL . z xa N a a ❑ ca3 J U N S U q 1- I- a_ ¢a a 3 LL a c w a a • qJ qJU J dl• A • Z ❑ I 1.7 • d VI • N N F> ru .> 2 -1 1.7 U N ('1 fI (7 > I I g z q Z. . 1 U U J a U P." a o u N= 63 1 Ia g 3 W Y � O CCJ W OJ> Ud o_ a. d a. a.0 ? z a O Z Z 0 Z Q X i E g q q q i i a' q NNGaq NG]F� NG] q gG]gGq W J L. I,- L.- 1,- w l., L. w 0 Q 0000000 3 fA IAHNNNNN NH N 000(4 C4 CAI - J J J J" Q Q Q Q Q Q Q¢ Q a Q Q¢ QQ Q Q Q Y❑ cj W W W W W WWW W W • W W w W W W W f q F- /- /- I- I- rr rl-r rl-y,., 1n QQ¢Q¢QQQhxzizzzzxwz EsfxsfZZX s r z Z Z Z Z Z Z Z Z Z Z • Z Z Z Z Z Z Z w l.- Z QQaQaQ¢QQQaQ¢Q¢QQQo❑ J J J J J J J J J J U J J J J J J J J J J J J J J J J J J J J J J J J J J J J Q J¢ a Q¢ Q Q Q.¢ ¢ .4, a a a 'a QQQrrrt-F-rr-1-!- O . F. F-{--rr 1- rt1- yry NN 0(.(11400. y V1 Vi(N(0 VINZNZZ Z ZZZZ Z.Z' Zz z.zzzzzz„Z mI I'1 1 1'1 I..I.1 I_' ,Q I I I �. 1 I' I I I o - C' ('1 v. U] 'D N m N N.. ..r _: N m e tri �0 h co Q; 23 PLICIT WRITTEN PERMISSION WHOLE OR PART. PATH ®ml �Ixe,nta. r>.a��sm.�x��sann-n;� 2 B B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. FAIR OAKS AVE., SUITE 100, PASADENA, CA 91 103 CTEL] 626.204.1088 [FAX] 626.204.1099 P SATE:AGE: 4/5£4/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Apparel Portal X3 SEISMIC 0.4 aRSDs IP ( 1 + 2 h ) WP P [REF. Eq. 13.3-1, ASCE 7-10] I = 1.50 Sos= 0.97 ap = 1 = 0.4 x 1.0 x 0.97 x 1.50 ( 1 + 2 x 0) WP Rp = 2.5 2.5 2 z = 0 = 0.23 Wp < FP. min h = 2 Fp, max = 1.6 SDS Ip Wp [REF. Eq. 13.3-2, ASCE 7-10] = 1.6 x 0.97 x 1.50 Wp 2.33 Wp Fp. min = 0.3 Sos Ip Wp [REF. Eq. 13.33, ASCE 7-10] = 0.3 x 0.97 x 1.50 Wp = 0.44 Wp (govern) Fp = 0.44 Wp Ev = 0.2 x So; x Wp = 0.2 x 0.97 x Wp = 0.19 Wp Wp = P= 2000 lbs 1500 lbs V = 0.44 x( 2000 + 1500 ) _ 1531 lbs M = 1531 x 7 ft = 10716.3 #-ft (SEISMIC) RM loads = ( 0.9 - 0.19 ) x (Wp+P) * 0.67 = 821 #-ft T/C = (M - RM) / B = T/C = 10716 - 821 / 1.33 = 7440 lbs UPLIFT B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. FAIR OAKS AVE., SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.1088 [FAX] 626.204.1 099 PAGE: 25 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB CHECK ANCHORAGE het = 2 in fc = 3000 psi Slab thickness = 4 " min Ase = 0.101 in2 ACI 318-11 Section D.3.3.4.3 (b) Tactual = 7440 / 7 = 1063 lbs for each V actual = 1531 / 14 = 109 lbs for each 1/2" Bolt s= n= 1 in single anchor 4 Ns = n Ase fut = 0.75 x 1 x 0.1 x 125,000 = 1.9fya = =1.9 x 100,000 = 190000 psi Ncbg = ANC ANCO 'T'ec,N �'ed,N 1.33 ft plan view 9468.75 lbs 1.33 ft 125,000 psi fut = 125,000 psi IJc,p = �'c,N �'cp,N Nb `I'ec,N = 1 Single row of bolts 'ed,N = 1 No adjacent edge effects 'f c,N = 1 cracked ANc = (1.5hef+c)(3hef+s) = 36 inA2 'cpN = 1.5xhef/Cac ANco = 9hef2 = 36 inA2 _ 1.5hef _ 1.5 x 2 Nb = Kcxsgrt(fc)xhef^1.5 = lbs tPcp,N Cac 5.5 = 0.545 Nb = 17 x V 3000 x 2 1-5 = 2634 Kc = 17 Post installed Anchors Cmin = 3 " (not at edge) > C„C„= 5.5 C„= 4hef hmin = 4 " < slab thickness, O.K. min ACI 318-11 D.8.6 q'cp,N = 1 no critical edge distance O.K. Concrete Breakout Ncbg = 0.75 x 0.65 x 36 / 36 x 1 x 1 x 1.0 x 1.00 x 2634 = 1284 lbs Pullout strength if is not provided by the ESR report denotes that the value does not control by design Npn,a = N/A n Npn,fc 0.75 x 0.65 x 1 x 0 x sqrt( 3000 / 2500 )= 0 lbs 'Tactual = 1063 # < 1284 # OK I NVactual = 109 lbs < Vallow = 1383 lbs Use 3/8" diameter Hilti TZ Carbon Steel w/ 2.5" min embed (ESR#1917) I Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n tt,sa Vsa = 1 x 0.65 x 5495 = 3571.75 lb Concrete Pryout strength of anchor in shear Vcpg = Kcp Ncbg = 0.7 x 1.0 x 1975 = 1383 lb Nua Vua = (1)Nn+ 4Vn 1063 + 109 = 0.91 OK < 1.2 1284 1383 17 ft max • 0 .x to1/3r d !L 0 0 � X . t� 3 B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 FAIR OAKS AVE., SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.1088 [FAX] 626.204.1099 PAGE: 2 7 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Apparel Fitting Room X4 SEISMIC Fp 0.4 apRSDs 1p ( 1 + 2 h ) WP P I = 1.50 SDs= 0.97 [REF. Eq. 13.3-1, ASCE 7-10] ap = 2.5 0.4 x 2.5 x 0.97 x 1.50( 1 + 2 x 0WP Rp = 2.5 2.5 2 ) z = 0 = 0.583 WP < Fp.min h = 2 Fp, niax = 1.6 SDs Ip Wp [REF. Eq. 13.3-2, ASCE 7-10] = 1.6 x 0.97 x 1.50 Wp = 2.33 Wp Fp, min = 0.3 SPS lP WP [REF. Eq. 13.3-3, ASCE 7-10] = 0.3 x 0.97 x 1.50 W, = 0.44 Wp (govern) Fp = 0.58 Wp Ev = 0.2 x SDs X Wp = 0.2 x 0.97 x Wp = 0.194 Wp Wp = 4500 lbs V = 0.58 x 4500 + 2624 lbs M = 2624.4 x # 10 ft = 26244 #-ft (SEISMIC) RM loads = ( 0.9 - 0.19 ) x W x 3 = 9525.6 T/C = M - RM / B = T/C = 16718 / 6 ft = 2786 lbs UPLIFT B & B ASSOCIATES, INC. STRUCTURAL..,0011400 ENGINEERS 667 FAIR OAKS AVE., SUITE 1 00, PASADENA, CA 91103 (TEL) 626.204.1088 (FAX) 626.204.1 099 PAGE: SATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: MB ACI 318-11 Section D.3.3.4.3 (b) Tactual = 2786 / 4 = 697 lbs for each 2624 / 4 = 656 lbs for each CHECK ANCHORAGE het = 2 in fc = 3000 psi Slab thickness = Ase = 0.101 in2 4)Ns=4nAse fut = 1/2" Bolt s= 4 " min 0.75 x 0 in n= 1 1 x 0.101 x 1.9fya = =1.9 x 100,000 = 190000 psi 125,000 psi 125,000 = Ncbg = ANC ANCO '1ec,N 'ed,N 1c,N ''cp,N Nb ANC ANCO Nb = Nb Cmin = hmin = (1.5hef+c)(3hef+s) = 9hef2 = 36 inA2 Kcxsgrt(fc)xhef^1.5 = 17 x V 3000 x 2 1.5 3 " (not at edge) 4 " < slab thickness, O.K. 36 inA2 lbs = 2634 Concrete Breakout 4) Ncbg = 0.75 x 0.65 Pullout strength n Npn.t'c = 0.65 9468.75 lbs fut = 125,000 psi Tc,p Tec,N 1 6ft plan view O.K. Single row of bolts 'ed,N _. 1 No adjacent edge effects `Yc,N = 1 cracked `f`cp.N = 1.5xhef/Cac 1.5hef 1.5 X 2 '1cp,N — Cac Kc = 17 Cac = 5.5 5.5 Post installed Anchors Cac = 4hef min ACI 318-11 D.8.6 no critical edge distance = 0.545 x 36 / 36 x 1 x 1 x 1.0 x 1.00 x 2634 = 1284 lbs x n X Np,cr x sqrt( fc / 2500 )= if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = n Npn,rc 0.75 x N/A 0.65 x 1 x 0 x sqrt( 3000 / 2500 )= 0 lbs lbs (Tactual = 697 # < 1284 # OK I IVactual = 656 lbs < = = 1164 lbs I 'Use 3/8" diameter Hilti TZ Carbon Steel w/ 2.5" min embed (ESR#1917) Steel Strength Anchor in Shear n 4)sa Vsa = 1 x 0.65 X 1790 = 1164 lb Concrete Pryout strength of anchor in shear Vcpg = Kcp Ncbg = 0.7 X 1.0 X 1975 = 1383 lb Nua Vua 697 656 ONn + �Vn 1284 + 1164 1.11 OK < 1.2 9 ft 17 ft max J 0 w G - HUNTING LODGE 48" GUN RACK MELAMI 3 Q0 WOO: p 0do- W C3 C\I z 0u 3Q M m cV Zt Mango xrd)N. •0- N m 0 CN -J • .611 0 Z 0 .0 _ LL O Z > a O (:J V 0 O CC . J 0 c. 0_0 AY/ •< 0 0 I- uJ w 0 44444 0 0m c 00 o0 E< a) 0E o z ,L m 'n p 00 o 0:0 m rn >. c c 0 E 000 up C C W a C m 0 a m x B & B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 3 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Gun Rack L2 SEISMIC Detail 8/FS2 FP 0.4 a, Sos I, ( 1 + 2 z ) WP h- RP 0.4 x 1.0 x 0.97 x 1.00 2.5 = 0.156' Wp < Fp, min [REF. Eq. 13.3-1, ASCE 7-10] ( 1 + 2 x Fp, max = 1.6 SIDS 1p Wp = 1.6 x 0.97 x 1.00 W, = 1.56 Wp Fp. min = 0.3 SIDS Ip Wp = 0.3 x 0.97 x 1.00 Wp = 0.29 W, 0 -2-) Wp [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] EV = 0.2 x SIDS X Wp 0.2 x 0.97 x W, = 0.19 W, Base Upper Own weight W = 200 + 100 = 300 lb Merchandise P1 = 500 + 360 Total Wp = 700 + 460 = 1160 lb V 1 = 0.29 x 700 = 204 lb V 2 = 0.29 x 460 = 134 lb V = 338 lb (SEISMIC) M1 = 204 x 1.5 306 #-ft M2 = 134 x 6.5 = 865 #-ft Total OTM = M1 + M2 = 306 + 865 = 1171 #-ft Evi = 0.19 x 700 = 136 lb Ev1 = 0.19 x 460 = 89 lb Wall Connection pull out force = OTM H 1,171 9.9 118 lb = T V2 ; CID V1 -1 = 1.00 Sos = 0.97 ap = 1 Rp = 2.5 z = 0 h = 2 Wall • 2.00 ft B Section view H = 3.0 + 6.9 = 9.9 6.9 ft max 3.0 ft Shear = Evi + Evz = 136 + 89 = 226 lb / 2 = 113 lb top and bottom Base connection Clips Shear Force = V T = 338 - 118 = 220 lb / 4 = 55 lb per Clip Pull out force = 112.8 lb / 4 = 28.2 lb per Clip B 8c B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 31 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: MB Base connection ACI 318-11 Section D.3.3.4.3 (b) Tactual = V actual = 113 / 2 = 56.4 lbs for each connection 220 / 4 = 55 lbs for each connection CHECK ANCHORAGE hef = 1.425 in fc = 2500 psi Slab thickness = Ase = 0.103 in2 4>Ns= (I)nAs. fut= 3/8 Bolt s= 4 " min Power Wedge+ Screws 0 in single anchor n= 1 0.75 x 1 x 0.1 x 125,000 = 1.9fya = =1.9 x 100,000 = 190000 psi 125,000 psi 9656 lbs > fut = 125,000 psi OK Ncbg = ANc ANCO Tec,N Ted,N Tc, N Wcp,N Nb ANC = ANCO Nb Nb = Cmin = hmin = (1.5hef+c)(3hef+s) = 18.3 inA2 9hef 2 = 18.3 inA2 Kcxsgrt(fc)xhe{^1.5 = 17 x V 2500 x 1 2.138 " (not at edge) 4 " < slab thickness, O.K. lbs 1.5 = 1446 > Cac Tc,p = "ec,N Ted,N Tc,N 'cp,N =. Tcp,N = Kc = Cac = 1 1 1 2.3 ft. plan view Single row of bolts No adjacent edge effects cracked 1.5xhef/Cac 1.5hef 1.5 x 1 Cac 5.5 17 Post installed Anchors 5.5 Cac = 4hef min ACI 318-11 D.8.6 Y'cp,N = 1 no critical edge distance ft = 0.389 Concrete Breakout Ncbg = 0.75 x 0.65 x 18.3 / 18 x 1 x 1 x 1.0 x 1.00 x 1446 = 705 lbs Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = 1085 chnNpn,fc = 0.75 x 0.65 x 1 x 1085 x sqrt( 2500 / 2500 )= 529 lbs 'Tactual = 56 # < 529 # OK I Padua' = 55 lbs < Vallow = 759 lbs Use 0.375 diameter Power Wedge+ Screws 2 1/8" min embed (ESR#2526) Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 4>sa Vsa = 1 X 0.65 x 3670 = 2386 lb Concrete Pryout strength of anchor in shear Vcpg = 4) Kcp Ncbg = 0.7 X 1.0 x 1084 = Nua Vua 56.4 55 �N + �V 529 + 759 = 0.18 OK n n 759 lb B & B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 3 Z. DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Wall Connection LRFD Capacity of # 12 Wood scew in shear to wall Z' = Z x KF X b x x = 103 x 3.32 x 0.65 x 1 = 222 lb per Screw Vu = 232 / 2 = 116 lb / 2 = 58 lb Per screw L3x3x12GA X3" W (2)412 Wood Screw Withdraw from wall #12 Wood scew to wall W' = w x KF X t x x CD = 154 x 3.32 x 0.65 x 1 x 1 = 332 lb x 2 = 665 lb Capacity per Clip Tu = 118 / 2 = 59 Ib/ clip / 2 = 30 lb per Screw GOOD Tu + Vu = 30 + 58 = W' Z' 332 222 0.35 OK Top Connection to shelf LRFD Capacity of # 8 Wood scew in shelf Z' Z x KF . X X X = 103. x .3.32 x 0.65 x 1 = 222 lb per Screw Vu= 232 / 2 = 116 lb / 2 = 58 lb GOOD Per Screw Check Connection plate for bending due to uplift detail 8/FS uplift loasd per connection = 56 lb M = 56 x 1.5 = 85 lb -in 12GA plate thickness t = 0.105 in b = 3 in Fu = 33 ksi Fy = 25 ksi Sx = b t2 /6 in3 Zx = b t2 /4 in3 Sx = 0.0055 in3 Zx = 0.0083 in3 Mn = Mp 1.6My = 1.6 x 25 x 0.0055 = 0.22 kip -in = FyZ < 1.6My Mp = 25 x 0.0083 = 0.21 kip -in LRFD (I)bMn = 0.9 x 0.21 = 0.19 K -in = 186 lb -in OK Shear stress d = edge distance - ((bolt dia +1/8) / 2) = 1.5 - 0.25 / 2 = 1.38 in = V / A = 55 / ( 0.11 * 1.38 ) = 381 psi [SHEAR STRESS] Fv = 0.4 * Fy = 0.4 * 25000 = 10000 psi GOOD 33 —J LU H 0 —1 CO C U) LU LU I 0 LL 0 a) cc B Sc B ASSOCIATES, INC. STRUCTURAL ENGINEERS 867 N. Fair Oaks Ave, Suite 100, Pasadena CA 91103 Tel: (626) 204 1088 Fax: (626) 204 1099 PAGE: 3 4 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Baa Wall and Putter Wall SEISMIC Fp G2 0.4 ap- RSps Ip ( 1 + 2 h ) Wp [REF. Eq. 13.3-1, ASCE 7-10] p 0.4 x 1.0 2x5 0.97 x 1.00 ( 1 + 2 x 2) Wp = 0.156 Wp < Fp, min Fp, max = 1.6 SD5 Ip Wp = 1.6 x 0.97 x 1.00 Wp = 1.56W Fp, min = 0.3 Sps Ip Wp = 0.3 x 0.97 x 1.00 Wp = 0.29 .Wp [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] Ev = 0.2 x Sps x Wp 0.2 x 0.97 x Wp = 0.19 Wp Total Fixture weight + merchandise = 200 lb 25 psf total 8 ft) V = 0.29 x 200 = 58 lb (Gravity) M = 200 x 0.8 = 160 #-ft Ev = 0.19 x 200 = 39 lb (SEISMIC) M = 39 x 0.80 = 31 #-ft Total M = 160 + 31 = 191 #-ft = 1.00 Sps = 0.97 ap = 1 Rp = 2.5 z = 0 h = 2 Ev -, Wall Wp .4-01 0 2 ft 4.6 ft max Total Moment 191 Pull out force = H = 0.2 = 1,144 lb Total Tension on Screws = 1,144 + ( 58 / 1 ) = 1203 Total Shear on Screws = 200 + 39 = 239 lb 5 Brackets 1.60 ft B Section view 5 -Brackets Tactual = V actual = 1203 / 5 = 241 lbs for each connection 239 / 5 = 48 lbs for each connection LRFD Capacity of # 10 Wood screw in shear Z' = Z x KF x 4 x x = 60 x 3.32 x 0.65 x 1 = 129 lb / Screw Vu = 48 / 2 = 24 lb / Screw OK I.- wall plan view 2x4 W #10 Wood Screw Withdraw W' = w x KF X 4) X = 270 x 3.32 x 0.65 x 1 = 583 lb / Screw OK Penetration length = 2 Tu = 241 / 1 = 241 lb per Screw T V„_ 241 24 0.60 OK < 1.2 W' + Z' 583 + 129 0 0 w = 135 x 2 = 270 0= > o Z 0 2-1n O cZ P1 mm Nom' Z > 00 0 C) y P1 C) C) Z U, (n m I > I zCD Cn CD 0 N 0 0 LC1) 0 m m o 0. 0 n O N 0 z f' 0 0 0X n 0 A a CD CD Cn 0 0 0 n X -0 r- X O C X R- o- z .O C o d = co z n • • C? Z 0 ^z 0 m H D F XX XX XX D X { >0 n O > OS 00 �) Z —I Z V) 00 --4 II II II II c) m CD 0k V C —fn °2 OO 200 r cn Co N X > N Z n r -m 0 0 0 0 O %D 35 m 0 N 0 *Q Cp O o Q !El 1u w� 00 LU J N o� Z Q 33 mW 00 0w CZ w< CD F--0 Ow az w O Lu =02,w zo �3 B Sc B ASSOCIATES, INC. S TR U CTU RAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASAOENA, CA 91 103 [TEL] 628.204.1088 EFAx1626.204.1099 PAGE: 37 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Nike Footwear LOW GONDOLA SEISMIC 0.4 aRSDs IP ( 1 + 2 h ) Wp P 0.4 x 1.0 x 0.97 x 1.00 0.16 Wp 2.5 Fp, max = 1.6 Sos Ip WP = 1.6 x 0.97 x 1.00 Wp = 1.56 Wp FP, min = 0.3 SDs Ip Wp 0.3 x 0.97 x 1.00 Wp 0.29 Wp F5 [REF. Eq. 13.3-1, ASCE 7-10] ( 1 + 2 x Fp, min 0 -T) WP [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] Ev = 0.2 x SDs x Wp = 0.2 x 0.97 x Wp = 0.194 Wp Loading cases with seismic factor for Wall Mount system own weight + 67% Merchandise load Case 1 W1 = 610 + 5 x 10 # x 0.67 = 644 lbs M1 = 0.29 x 644 x 2.35 = 441 lb -ft Case 2 own weight + Upper two shelfs load [REF. ASCE 7-10 15.5.3.6] W2 = 610 + 2 x 10 # = 630 lbs V1 M2 = 0.29 x 630 x 3.53 = 648 lb -ft Governs Case 3 own weight + 100% Merchandise load W3 = 610 + 5 x 10 # = 660 lbs M3 = 0.29 x 660 x 2.35 = 452 lb -ft = 0.29 Wp I = 1.00 Sos= 0.97 aP = 1 Rp = 2.5 z = 0 h= 2 5- Sections Each Section = 3.52 ft e1 = e2 = 16 " = 1.33 P1 = 10# P2= per shelve A h t ft 10 # per shelve Calculate for Load case 2 Assume loads only one side 2.0 ft V = Fp x Wp + Fp x P1 B V = 0.29 x 610 + 0.29 x 20 = 178 + 5.832 = 184 lb (SEISMIC) M= V x H + P1 x h + Ev x e M = 178 x 2.35 + 5.83 x 3.525 + 0.19 x 20 x 1.33 = 444 #-ft (GRAVITY) M = W merchandise x e Gravity moment only from merchandise loads M = (20 x 16 / 12 = 26.7 #-ft X 1.2 = 32 #-ft LRFD RM loads = (0.9 - 0.19 ) x (Wp+P1) x B / 2 = 0.71 x( 610 + 20 )x 2 / 2 = 445 #-ft LRFD M = 444 + 32 - 445 = 31 #-ft Pullout T/C = 31 / 2.0 = 16 lb Shear = 184 lb B 8c B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.1088 [FAX] 626.204.1099 PAGE: 3 S DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB S2 = 1.0 ACI 318-11 Section D.3.3.4.3 (b) n Tactual c2 V actual = 16 / 1 = 16 lbs 184 / 2 92 lbs for each connection CHECK ANCHORAGE hef = 2.0 in fc = 2500 psi Slab thickness = Ase = 0.103 in (Ns= 4)nAse fut = 1.9fya = 3/8" Bolt min 4 " min 0.75 x =1.9 x 100,000 = s = 2.25 in n= 2 2 x 0.103 x 190000 psi 125,000 psi 125,000 = 19313 lbs > fut = 125,000 psi OK Ncbg = ANC ANCO "ec,N "Ped,N ''c,N ''cp,N Nb ANc = (1.5hef+c)(3hef+s) = 49.5 inA2 ANCO = 9hef 2 = 36 in"2 Nb = Kcxsgrt(fc)xhef^1.5 = lbs Nb = 17 x V 2500 x 2 1.5 = 2404 Cmin = 3 " (not at edge) > Cac hmin = 4 " < slab thickness, O.K. 'Pc,p Tec,N 'ed,N "Pc, N ''cp,N 'cp,N Kc Cac = 1 Single row of bolts = 1 No adjacent edge effects 1 cracked 1.5xhef/Cac _ 1.5hef _ 1.5 x 2 _ Cac 5.5 17 Post installed Anchors = 5.5 Cac = 4het min ACI 318-11 D.8.6 ''cp,N = 1 no critical edge distance 0.545 Concrete Breakout (I) Ncbg = 0.75 x 0.65 x 49.5 / 36 x 1 x 1 x 1.0 x 1.00 x 2404 = 1612 lbs Pullout strength if is not provided by the ESR report denotes that the value does not control by design Npn,cr = NA (I) n Npn,fc = 0.75 x 0.65 x 2 x 0 x sgrt( 2500 / 2500 )= 0 lbs (Tactual = 16 # < 1612 # OK I IVactual = 92 lbs < VailoW = 1736 lbs I I Use 3/8" diameter Power Wedge Bolt Carbon Steel w/ 2 1/2" min embed (ESR#2526) I Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 4)sa Vsa = 2 x 0.65 x 3670 = 4771 Ib Concrete Pryout strength of anchor in shear Vcpg 4 Kcp Ncbg Nua Vua 4Nn OVn = 0.7 x 1.0 16 + 92 1612 1736 x 2479 0.06 OK 1736 < 1.2 Ib B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 1 00. PASADENA. CA 91 103 [TEL] 626.204.1088 [FAX] 626.204.1099 PAGE: 3 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Floor Mount plat design Check. Connection plate for Shear Shear load per connection = 92 11 GA plate Fy = 25 ksi 91.9 7.063 " 2.5 " t = 0.12 in b = 1.06 in Sx = 0.0220 in3 Zx = 0.0330 in3 A = 0.241 in bolt Size = 3/8 in3 Shear stress LRFD b = 1.13 in a= V / A = 92 /( 1.125 * 0.12 ) = 680 pSi [SHEAR STRESS] see attached sec property (I)Fv= 0.6*Fy = 0.6 25 = 15000 psi Check Connection plate for bending Uplift load per connection = 16 lb M = 16 x 2.5 = 39 lb -in 11 GA Plate = 0.12 in b = 1.03 Fy = 25 ksi Sx = 0.0220 in3 Zx = 0.0330 in3 Mn MP GOOD 1.6My = 1.6 x 25 x 0.0220 = 0.88 kip -in Mp = 25 x 0.0330 = 0.83 kip -in O LRFD 4Mn = 0.9 x 0.83 = 0.74 K -ft = 743 lb -in x 1 = 743 lb -in OK 1 Plates 40 Title B&id< Line 1 Ycu cane tris area uingdie"S egs"rrenuitem andthen using tee"Printing8 Title Bfcdf's letticn Title Bat Lire 6 General Section Property Calculator Fkged IQ R =P 14-163€IG#1172 T4100; ci.4; 1 11&2hilydp.r 5ERC4LC, INC: i83- }15:tuiitt6.t5.12J,V05.92ij Desuiption e CA e kr Nike.Grxida RnarSection'Properties Total Area 024 irt^2 G larile 1 firs# G.G. &tarefrcm Clean: X cg Dist 0.0 in Y cg C:st 0.0 in Edge Cistr>c fromCt3. ba= iyy= 'qac; -Y Sox :+Y riot rw Getierlhape C #1 Tcp Race U1f h B1an 1:1arxle V4idrh Area= 051V in^2 0.7135 in -0.7186 in 0.1872 in -0.4.28 in 0.009537 it> 0.08186 irr4 0.021971rP3 9.05078 ire3 0.1139 ir>r3 0.1139 iry'3 0.1803 in 0.5291 in cs ctx Y:g= 0,000`iri Top RaigeTtid<= BultanFge i1c 0.010 414 S = 0.082ire4 9yy= Ycg= 0.000 in Retlion= 270 dee CON 0.1Xin L1 Ttlido= 0.1200n 0.120in Top Fkight= i.437i1 0022 iir'3 Roc= 0.180 in. 0:114 ir1'3 giy= 0E29 in. 0 0 0 u_ w W 0 0 Z 0 co m K w (5 H 0 z LT: Wri B I& B ASSOCIATES, INC. STRUCTURAL ENGINE RS B67. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 (TEL] 626.204.1013B (FAX) 626.204.1099 PAGE: Az. DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Nike Footwear Wall System SEISMIC 0.4aRSpslp ( 1 + 2 h ) Wp 0.4 x 1.0 x 0.97 x 1.000 ( 1+ 2 x ) Wp F6 [REF. Eq. 13.3-1, ASCE 7-10] 2.5 = 0.16 Wp < Fp. min Fp, max = 1.6 Sps IP WP = 1.6 x 0.97 x 1.00 Wp = 1.56 Wp Fp, min = 0.3 Sps 1p Wp 0.3 x 0.97 x 1.00 Wp 0.29 Wp [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] 0.29 Wp Ev _ 0.2 x Sos x Wp = 0.2 x 0.97 x Wp = 0.194 Wp Loading cases with seismic factor for Wall Mount system own weight + 67% Merchandise load Case 1 W1 = 435 + 4 x 100 # x 0.67 = 703 lbs M1 = 0.29 x 703 x 5.219 = 1070 lb -ft Case 2 own weight + Upper two shelfs load [REF. ASCE 7-10 15.5.3.6] V1 W2 = 435 + 2 x 100 # = 635 lbs M2 = 0.29 x 635 x 7.83 = 1450 lb -ft Governs Case 3 own weight + 100% Merchandise load W3 = 435 + 4 x 100 # = 835 lbs M3 = 0.29 x 835 x 5.219 = 1271 lb -ft Calculate for Load case 2 V = Fp x Wp + Fp x P1 V = 0.29 x 435 + 0.29 x 200 = 127 + 58.32 = (SEISMIC) M= V x H+ P1 x h + Ev x e M = 127 x 5.22 + 58.3 x 7.83 + 0.19 x 200 x 0.83 = 1151 #-ft (GRAVITY) M = W merchandise x e Gravity moment only from merchandise loads M = ( 200 x 10 / 12 = 167 #-ft X 1.2 = 200 #-ft LRFD RM loads = (0.9 - 0.19 ) x (Wp+P1) x B / 2 = 0.71 x( 435 + 200 )x 1.67 / 2 = 374 #-ft LRFD M = 1151 + 200 - 374 = 977 #-ft I = 1.00 Sps= 0.97 ap = 1 Rp = 2.5 z = 0 h= 2 e = 10 " = 0.83 ft P1 100 # x m E 0 I 185 lb 1.67 ft B 3 rows of anchorage Pullout T/C = 977 / ( 6.25 + 2.15 / 2 ) = 133 + 185 / 3 = 195 / 6 = 33 lb Shear = 1.2 x 185 + 0.19 x 635 = 346 / 9 = 38 lb B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.1088 [FAx] 626.204.1099 PAGE: 4 3 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB LRFD Capacity of # 12 Wood screw in shear with 11 GA Side member d = 0.22 Z' = Z x KF X X = 147 x 3.32 x 0.65 x 1 = 317 lb per Screw screw penetration in blocking = 6 d = 1.3 in Vu = = 38 lb GOOD Withdraw W' = w x KF x 4, x 2,, x CD = 154 x 3.32 x 0.65 x . 1 x 1 = 332 lb Tu = 33 , / 1 = 33 lb GOOD Tu Vu 33 38 1N' + Z' 332 317. + = 0.22 OK B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 [TELA 626.204.1088 [FAX) 626.204.1099 PAGE: 41 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB S2 = 1.0 ACI 318-11 Section D.3.3.4.3 (b) Tactual SI V actual = 1 x 0 / 2= 0 lbs No tension 1 x 346 / 2 = 173 lbs for each connection CHECK ANCHORAGE hef = 2.0 in fc = 2500 psi min Slab thickness = Ase = 0.103 in2 41 Ns= 4nAse fut= 3/8" Bolt 4 " min 0.75 x s = 2.25 in n= • 1 1 x 0.103 x 1.9fya = =1.9 x 100,000 = 190000 psi 125,000 psi 125,000 > fut = Ncbg = ANC Tec,N''ed,N'c,N'c ACO N Nb ANC = (1.5hef+c)(3hef+s) = 49.5 inA2 ANco = 9hef 2 = 36 inA2 Nb = Kcxsgrt(fc)xhef^1.5 = lbs Nb = 17 x V 2500 x 2 1.5 = 2404 Cmin = 3 " (not at edge) > Cac hmin = 4 " < slab thickness, O.K. = 9656 lbs 125,000 psi OK JC Tec,N _ Ted,N = 'cp,N = Tcp,N Kc Cac Single row of bolts No adjacent edge effects cracked 1.5xhef/Cac 1.5hef _ 1.5 X 2 _ Cac 5.5 = 17 Post installed Anchors = 5.5 Cac = 4hef min ACI 318-11 D.8.6 `1'cp,N = 1 no critical edge distance 0.545 Concrete Breakout 4, Ncbg = 0.75 x 0.65 x 49.5 / 36 x 1 x 1 x 1.0 x 1.00 x 2404 = 1612 lbs Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = NA (I) n Npn,Fc = 0.75 x 0.65 x 1 x 0 x sqrt( 2500 / 2500 )= 0 lbs ITactual = IUse 0 # < 1612 # OK I IVactual = 173 lbs < Vallow = 1736 lbs 1 3/8" diameter Power Wedge Bolt Carbon Steel w/2 1/2" min embed (ESR#2526) I Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 41sa Vsa = 1 x 0.65 x 3670 = 2386 lb Concrete Pryout strength of anchor in shear Nua �Nn Vcpg = (I) Kcp Ncbg 0.7 x 1.0 + Vua = 0 + 173 4Vn 1612 1736 = 0.10 x 2479 = 1736 OK < 1.2 lb B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 567. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 (TEL) 626.204.1055 (FAX) 626.204.1099 PAGE: 45 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Check Connection plate for bending detail 8/FS1 Uplift load per connection = 0 / 1. M = 0 x 2.5 = 0 lb -in 11 GA plate thickness b = 1.5 0.12 in Fy = 25 ksi Sx = 0.0036 in3 Zx = 0.0054 in3 lb M� = Mp 1.6My = 1.6 x 25 x 0.0036 = 0.14 kip -in Mp = 25 x 0.0054 = 0.14 kip -in LRFD (¢bMn = 0.9 x 0.14 = 0.122 K -ft = 122 lb -in x 1 = 122 lb -in OK 1 Plates Shear stress d = edge distance = 0.56 in a = V / A = 38 / ( 0.12 * 0.56 ) = 568.5 psi [SHEAR STRESS] Fv = 0.4 * Fy = 0.4 * 25000 = 10000 psi GOOD B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 CTEV) 626.204.1088 [FAX) 526.204.1099 PAGE: DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: MB Nike 12' Accessory Wall F7 SEISMIC F 0.4 ap SDs IP 1+ 2 W P { h ) P 0.4 x 1.0 0.97 x 1.00 ( 1+ 2 x 0) WP 2.5 = 0.16 Wp < Fp, min [REF. Eq. 13.3-1, ASCE 7-10] Fp, max = 1.6 SDs IP WP = 1.6 x 0.97 x 1.00 Wp = 1.56 Wp Fp, min = 0.3 Sos Ip Wp 0.3 x 0.97 x 1.00 WP = 0.29 Wp Ev = 0.2 x SDs x Wp = 0.2 x 0.97 x Wp = 0.194 Wp Loading cases with seismic factor for Wall Mount system own weight + 67% Merchandise load W1 = 1291 + 4 x 100 # x 0.67 = 1559 lbs M1 = 0.29 x 1559 x 5 = 2273 lb -ft own weight + Upper two shelfs load [REF. ASCE 7-10 15.5.3.6] V1 W2 = 1291 + 2 x 100 # = 1491 lbs M2 = 0.29 x 1491 x 7.50 = 3261 lb -ft Governs own weight + 100% Merchandise load W3 = 1291 + 4 x 100 # = 1691 lbs M3 = 0.29 x 1691 x 5 = 2465 lb -ft Case 1 Case 2 Case 3 [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] Fp = 0.29 Wp Calculate for Load case 2 V = Fp x Wp + Fp x P1 V = 0.29 x 1291 + 0.29 x 200 = 376 + 58.32 = (SEISMIC) M= V x H + P1 x h + Ev x e M = 376 x 5 + 58.3 x 7.50 + 0.19 x 200 x 0.33 = 2333 #-ft (GRAVITY) M = W merchandise x e Gravity moment only from merchandise loads M = ( 200 x 4 / 12 = 66.7 #-ft X 1.2 = 80 #-ft LRFD RM loads = (0.9 - 0.19 ) x (Wp+P1) x B / 2 = 0.71 x( 1291 + 200 )x 1 / 2 = 526 #-ft LRFD M = 2333 + 80 526 = 1887 #-ft For Top and Floor Connections 4 rows of anchorage Pullout T/C = 1887 / 10 = 189 + 435 / 4 = 297 / 4 = 74 lb For intermediate wall connections Floor 297 / 2 = 149 lb Pullout T/C = V / 4 = 435 / 4 = 109 lb Shear = x + 0.19 x 1491 = 290 / 8 = 36 lb I = 1.00 Sos= 0.97 ap = 1 RP = 2.5 z = 0 h= 2 e = 4 " = 0.33 ft P1 100 # x m E 435 lb 1 ft B • B 8c B ASSOCIATES, INC. S T R U CTU RAL ENGINE RS 867. N. FAIR OAKS AVE. SUITE 100, PASADENA, CA 91 103 [TEL) 626.204.1088 (FAX) 626.204.1099 PAGE: 4. DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB For intermediate connection LRFD Capacity of 1/4" Lag Screw in shear with 11 GA Side member D = 0.216 Z'= Z x KF x 4) x 120 x 3.32 x 0.65 x 1 = 259 Ib per Screw Capcity based on = 8 D Z' = 259 x p / 8D = 259 x 1.00 / 1.73 = 150 Ib per Screw = 1.73 150 x 2 = 300 Ib Capacity / clip penetration = p = 1 in Vu = = 36 Ib GOOD screw penetration in blocking in Withdraw W'= w x KF x x x = 225 x 3.32 x 0.65 x 1 x Tu = 109 / 1 Tu Vu W, Z' = 109 Ib 109 36 971 + 300 CD 1 = 486 Ib x 2 = - 971 Ib Capacity per Clip GOOD 0.23 OK B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.108S CFAX7 626.204.1099 PAGE: 49 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB 12 = 1.0 ACI 318-11 Section D.3.3.4.3 (b) C Tactual = 1-2 V actual = 1 x 36 / 1 = 36 lbs 1 x 149 / 1 = 149 lbs for each connection CHECK ANCHORAGE het = 2.0 in fc = 2500 psi min Slab thickness = 4 " min Ase = 0.103 in2 cl)Ns= lnAse fut = 0.75 x 3/8" Bolt s = 2.25 in n= 2 2 x 0.103 x 125,000 = 19313 lbs 1.9fya = =1.9 x 100,000 = 190000 psi > fut = 125,000 psi OK 125,000 psi Ncbg = ANC ANCO 'ec,N 'ed,N 'c,N "cp,N Nb ANc = (1.5hef+c)(3hef+s) = 49.5 inA2 ANC() = 9het 2 = 36 inA2 Tcp,N Tc,p = �ec,N ''ed,N Tc,N "Pcp,N 1 Single row of bolts 1 No adjacent edge effects 1 cracked 1.5xhef/Cac 1.5het _ 1.5 x 2 Nb = Kcxsgrt(fc)xhefA1.5 = lbs Cac 5.5 Nb = 17 x \ 2500 x 2 1.5 = 2404 Kc = 17 Post installed Anchors Cmin = 3 " (not at edge) > Cac Cac = 5.5 Cac = 4hef hmin = 4 " < slab thickness, O.K. min ACI 318-11 D.8.6 Tcp,N = 1 no critical edge distance 0.545 Concrete Breakout Ncbg = 0.75 x 0.65 x 49.5 / 36 x 1 x 1 x 1.0 x 1.00 x 2404 = 1612 lbs Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = NA OnNp,,,fc = 0.75 x 0.65 x 2 x 0 x sgrt( 2500 / 2500 )= 0 lbs 1Tactual = 36 # < 1612 # OK I I\factual = 149 lbs < Vallow = 1736 lbs J I Use 3/8" diameter Power Wedge Bolt Carbon Steel w/2 1/2" min embed (ESR#2526) I Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 4sa Vsa = 2 X 0.65 x 3670 = 4771 lb Concrete Pryout strength of anchor in shear Vcpg = Kcp Ncbg = 0.7 x 1.0 x 2479 = 1736 lb Nua Vua _ 36 + 149 ¢Nn 4V„ 1612 1736 0.11 OK < 1.2 B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91103 [TEL] 626.204.1088 [FAX) 626.204.1099 PAGE: S DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: MB Check Connection plate for bending detail 2/FS2 Uplift load per connection = 36 / 1 = 36 lb M = 36 x 2.5 = 91 lb -in 11 GA plate thickness b = 1.5 = 0.12 in Fy = 33 ksi Sx = 0.0036 in3 Zx = 0.0054 Mn = Mp LRFD 4Mn = 0.9 x in3 1.6My = 1.6 x 33 x 0.0036 = 0.19008 kip -in Mp = 33 x 0.0054 = 0.178 kip -in 0.18 = 0.160 K -ft = 160 lb -in x 1 _ 160 lb -in OK 1 Plates Shear stress d = edge distance = 0.56 in a = V / A = 149 / ( 0.12 ' 0.56 ) = 2201 psi [SHEAR STRESS] Fv = 0.4 * Fy = 0.4 * 33000 = 13200 psi GOOD B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 1 00, PASADENA, CA 91 103 [TEL) 626.204.1088 [FAX] 626.204.1099 PAGE: 52 -- DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB Nike 8' Accessory Wall F8 SEISMIC 0.4 a- RSps IP ( 1 + 2 h ) Wp P 0.4 x 1.0 x5 0.97 x 1.00 ( 1 + 2 x 2 ) Wp 2. Fp, min [REF. Eq. 13.3-1, ASCE 7-10] = 0.16 Wp Fp, max = 1.6 Sips Ip WP = 1.6 x 0.97 x 1.00 Wp = 1.56 Wp Fp, min = 0.3 Sps Ip Wp 0.3 x 0.97 x 1.00 .Wp 0.29 Wp [REF. Eq. 13.3-2, ASCE 7-10] [REF. Eq. 13.3-3, ASCE 7-10] Fp = 0.29 Wp I = 1.00 Sips= 0.97 ap = 1 Rp = 2.5 z = 0 h= 2 Ev = 0.2 x Sips x Wp = 0.2 x 0.97 x Wp = 0.194 Wp e = 4 " = 0.33 ft Loading cases with seismic factor for Wall Mount system P1 own weight + 67% Merchandise load Case 1 W1 = 800 + 4 x 75 # x 0.67 = 1001 lbs 75 # II M1 = 0.29 x 1001 x 5 = 1459 lb -ft ca Case 2 own weight + Upper two shelfs load [REF. ASCE 7-10 15.5.3.6] V1 W2 = 800 + 2 x 75 # = 950 lbs M2 = 0.29 x 950 x 7.50 = 2078 lb -ft Governs Case 3 own weight + 100% Merchandise load W3 = 800 + 4 x 75 # = 1100 lbs M3 = 0.29 x 1100 x 5 = 1604 lb -ft Calculate for Load case 2 V = Fp x Wp + Fp x V = 0.29 x 800 + 0.29 x (SEISMIC) M= V x H + P1 x M = 233 x 5 + 43.7 x (GRAVITY) M = W merchandise X e P1 150 = 233 + 43.74 = h + Ev x e 7.50 + 0.19 x 150 x 0.33 = 1504 #-ft Gravity moment only from merchandise loads 277 lb 1 ft B M = ( 150 x 4 / 12 = 50 #-ft X 1.2 = 60 #-ft LRFD RM loads = (0.9 - 0.19 ) x (Wp+P1) x B / 2 = 0.71 x( 800 + 150 )x 1 / 2 = 335 #-ft LRFD M = 1504 + 60 - 335 = 1229 #-ft For Top and Floor Connections 2 rows of anchorage Pullout T/C = 1229 / 7.7 = 160 + 277 / 2 = 298 / 2 = 149 lb For intermediate wall connections Floor 298 / 2 = 149 lb Pullout = V / 4 = 277 / 4 = 69 lb Shear = x + 0.19 x 950 = 185 / 4 = 46 lb • B B ASSOCIATES, INC. STRUCTURAL ENGNERS 567. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 1 03 bra" [TEL] 626.204.1085 (FAX] 626.204.1099 PAGE: .53 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB For intermediate connection LRFD Capacity of 1/4" Lag Screw in shear with 11 GA Side member D = 0.216 Z' _ .Z x KF X (I) x 120 x 3.32 x 0.65 x 1 = 259 Ib per Screw Capcity based on = 8 D Z' = 259 x p / 8D = 259 x 1.00 / 1.73 = 150 Ib per Screw = 1.73 in = 150 x 2 = 300 Ib Capacity / clip penetration = p = 1 in Vu = = 46 Ib GOOD screw penetration in blocking Withdraw W' = w x KF x x X x CD = 225 x 3.32 x 0.65 x 1 x 1 = 486 Ib x 2 = 971 Ib Capacity per Clip Tu = 69 / 1 = 69 Ib Tu Vu 69 46 + W' Z' 971 + . 300 0.23 OK GOOD B Sc B ASSOCIATES, INC. STRUCTURAL ENGINE RS 667. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 CTEL] 626.204.10E38 CFAx1 626.204.1099 PAGE: DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: AAB S2 = 1.0 ACI 318-11 Section D.3.3.4.3 (b) CHECK ANCHORAGE hef= 2.0 in fc = 2500 psi min Slab thickness = 4 " min Ase = 0.103 in2 (I)NS= 4nAse fut= 3/8" Bolt s = 2.25 in n= 2 0.75 x 2 x 0.103 x 1.9fya = =1.9 x 100,000 = 190000 psi 125,000 psi 125,000 = 19313 lbs > fut = Ncbg = ANC gjeb,N'ed,N'Vc,N'cp N Nb ANCO ANC ANCO Nb Nb Cmin hmin (1.5hef+c)(3hef+s) = 49.5 in^2 9hef 2 = 36 in"2 Kcxsgrt(fc)xhefA1.5 = lbs 17 x \J 2500 x 2 1.5 = 2404 3 " (not at edge) 4 > Cac < slab thickness, O.K. 125,000 psi OK 'pc,p �ec,N 'ed,N Wcp,N 'cp,N Kc Cac 1 Single row of bolts = 1 No adjacent edge effects = 1 cracked = 1.5xhef/Cac _ 1.5hef _ 1.5 X 2 _ Cac 5.5 = 17 Post installed Anchors = 5.5 Cac = 4hef min ACI 318-11 D.8.6 Tcp,N = 1 no critical edge distance 0.545 Concrete Breakout Ncbg = 0.75 x 0.65 x 49.5 / 36 x 1 x 1 x 1.0 x 1.00 x 2404 = 1612 lbs Pullout strength if Npn,cr is not provided by the ESR report denotes that the value does not control by design Npn,cr = NA 4)nNpn,fc = 0.75 x 0.65 x 2 x 0 x sqrt( 2500 / 2500 )= 0 lbs (Tactual = 46 # < 1612 # OK IVactual = 149 lbs < Vallow = 1736 lbs I I Use 3/8" diameter Power Wedge Bolt Carbon Steel w/ 2 1/2" min embed (ESR#2526) I Check Shear for Anchors far from the edge per ACI section D.6.1 and D.6.3 Steel Strength Anchor in Shear n 4)sa Vsa = 2 x 0.65 x 3670 = 4771 lb Concrete Pryout strength of anchor in shear 4) Vcpg = 4) Kcp Ncbg = 0.7 x 1.0 x 2479 = 1736 Nua �Nn + Vua = 46 + 149 4)V, 1612 1736 0.11 OK < 1.2 lb r B B ASSOCIATES, INC. STRUCTURAL ENGINE RS 867. N. FAIR OAKS AVE, SUITE 100, PASADENA, CA 91 103 [TEL] 626.204.1086 [FAx] 626.204.1099 PAGE: 35 DATE: 4/5/2017 PROJECT: Dick's Sporting Goods JOB NO: 17-167 BY: ma Check Connection plate for bending detail 6/FS2 Uplift load per connection = 46 / 1 46 lb M = 46 x 2.25 = 104 lb -in 11 GA plate thickness b = 1.5 Sx = 0.0036 in3 Mn = Mp 0.12 in Fy = 33 ksi Zx = 0.0054 in3 1.6My = 1.6 x 33 x 0.0036 = 0.19008 kip -in Mp = 33 x 0.0054 = 0.178 kip -in LRFD 4bMn . = 0.9 x 0.18 0.160 K -ft = 160 lb -in x 1 = 160 lb -in OK 1 Plates Shear stress d = edge distance = 0.56 in a = V / A = 149 / ( 0.12 * 0.56 ) = 2206 psi [SHEAR STRESS] Fv = 0.4 * Fy = 0.4 * 33000 = 13200 psi GOOD PERMIT COORD COPY o --- - PLAN REVIEW/ROUTING SLIP' PERMIT NUMBER: D17-0135 PROJECT NAME: DICK'S SPORTING GOODS SITE ADDRESS: 17450 SOUTHCENTER PKWY DATE: 05/22/17 X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ OrM Kw11411 Fire Prevention Structural Planning Division Permit Coordinator p PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 05/23/17 Structural Review Required DATE: CI APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 06/20/17 ❑ 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 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 IMPACT INSTALLATIONS INC Home Espanol of Contact Safety & Health Claims & Insurance Washington State Department of )Labor & Industries Search L&I A -Z Index Help Page 1 of 2 My MI Workplace Rights Trades & Licensing IMPACT INSTALLATIONS INC Owner or tradesperson Principals CASSAR, JOE, PRESIDENT CARUSO, EMIL, VICE PRESIDENT CARUSO, LAURA, SECRETARY CASSAR, KRISTIN, TREASURER Doing business as IMPACT INSTALLATIONS INC WA UBI No. 602 636 796 10091 STREETER RD STE #9 AUBURN, CA 95602 530-268-0440 Business type Corporation Governing persons EMIL CARUSO LAURA CARUSO; JOSEPH CASSAR; KRISTIN CASSAR; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ................................._........._...._............ Meets current requirements. License specialties Insulation and Acoustical License no. IMPACII943NZ Effective — expiration 08/09/2006— 06/09/2018 Bond AMERICAN CONTRACTORS INDEMNITY Bond account no. 299694 $6,000.00 Received by L&I Effective date 08/09/2006 08/07/2006 Expiration date Until Canceled Insurance .................. TOKIO MARINE SPECIALTY INSURAN $1,000,000.00 Po:icy no. PPK1530163 Received by L&I Effective date 08/03/2016 08/01/2016 Expiration date 08/01/2017 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602636796&LIC=IMPACII943NZ&SAW= 8/1/2017 IMPACT INSTALLATIONS INC 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 Latex 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. 629,327-00 ................................. Doing business as IMPACT INSTALLATIONS INC Estimated workers reported Quarter 2 of Year 2017 "0" Workers L&I account contact T2 / KATHY ULRICH (360)902-4829 - Email: WITE235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602636796&LIC=IMPACII943NZ&SAW= , 8/1/2017 SPORTING GOODS DICK'S SPORTING GOODS STORE 0332 17450 SOUTH CENTER PARKWAY TUKWILA, WA 88188 SINGLE LEVEL DESIGN NOTES: DIC SPORTING GOODS TENANT DICK'S SPORTING GOODS 345 COURT MEET CORAOPOLIS, PA 15108 CONTACT: DIRECTOR OP CONSTRUCTION PFI (124) 2133400 1. ALL MATERIALS & WORKMANSHIP SHALL FOLLOW IBC 2015. 2. SPECIAL INSPECTION IS REQUIRED DURING ANCHORAGE OF DISPLAY MERCHANDISE SHELVES. SEE SPECIAL INSPECTION NOTES ON 11/FS2. DESIGN CRITERIA: SEISMIC FOR FIXTURE ANCHORAGE Ss =1.458 SI =0.544 Sips =0.972 Sol =0.544 SEISMIC IMPORTANCE FACTOR (Ip) =1.0 RISK CATEGORY = II SEISMIC DESIGN CATEGORY = D SEISMIC SITE CLASS = D (E) 5- THICK CONCRETE SLAB ON GRADE. f'c=3000psi (V.I.F.) AREA MAP cal r to 0a AREA OF WORK Tuesday Morning Americas Best -Bath d Body Works Lifeway Christian Store `-Ulla Cosmetics —Thal laati aetod -Capriotti's Sandwich Shop Cold Stone Creamery Stanford's rang S!0 Bar & Grin 8 p Pacific Dental F Sprint PCS Soothcellt" pit ` Hobby Town Famous Doves mol oma B&B ASSOCIATES STRUCTURAL ENGINEERS "" ''....._-. 867 N. Fair Oaks Avenue, Suite 100, Pasadena, CA 91103 T [626] 204.1088 F [6261204.1099 www.bnbstructural.com SHEET INDEX: T1.0 FS1 FS2 FS3 FS4 FS5 A11.0 COVER SHEET GONDOLA & PREMIER DETAILS ATTACHMENT DETAILS FITTING ROOM & APPAREL PORTAL PLANS NIKE GONDOLA & NIKE 4' FOOTWEAR WALL SYSTEM NIKE 12' & 8' ACCESSORY WALL ARCHITECTURAL FIXTURE PLAN SCOPE OF WORK: SEPARATE PE ;s-�iiT AEQUiRE_,! OR: 9/jechanical aut Electncat rerPlumbing IGas Piping City of Tukwila BUILDING DIVISION SALES AREA SHELVING ANCHORAGE: A) MERCHANDISE FLOOR AND WALL MOUNT SHELVES (LOW UNITS UNDER 10 FEET) (3) FOOTWEAR/GUN RACK/CHANGING ROOM WHERE APPLICABLE. C) HANGING SIGNS AND RACKS (NOT RESPONSIBLE FOR ATTACHMENT TO STRUCTURAL MEMBERS) D) GOLF PORTAL, WHERE APPLICABLE. SITE PLAN FILL ICOY Y Permit ®. t)l'i— Q 122� Plan revi i opprt7.7;, is subject to errors and on t ..ions. Approval of const .,icon docurnents doss not au -i13;1:0, the violation of any adopted code or ordinance. Rccoipt of approved Fig ', i .. _ .. i is acknowledged: rREVISIONS No chances shall ho made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will raquiro a nsw plan submlttaI and may insiude additional plan review fees City of Tukwila BUILDING DIVISION ranlilyrztiii Centcr8. ,Liulfi t nkk's PestaLoora S 150th Si S It ttv St S 01 5173rd StY. :VIEWED FOR )E COMPLIANCE APPROVED JUN 0 6 2017 RECEIVED CITY OF TUKWILA MAY 22 2017 PERMIT CENTER PROJECT LOCATION EXPIRES: 06 /01 / bl3o 135 Date Issue XX -XX -XX Bid 4 Permit • • • Drawn By: Project No.: T.B.A. V/ 0 0 0 0 SPORTING ")S f.— or .^ W Gi , 514 W w o.e 6 M 1 Z W YM J .ii Q �l Cd9 K sict U i cita COVER SHEET T1.0 In accepting and utiliz ng any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall be deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. The Client agrees not to reuse these electronic files, in whole or in part, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in my way from any unauthorized changes to or reuse of the electronic files for any other project by anyone other than B&B Associates, Inc. Drir 0122g / EXISTING / EXISTING 4'-0" 4'-0" // WALL 3'-0" & 4'-0" /� illor/ `r i.411 / WALL FOR WALL * * * 2"x2"x16GA TUBE \ / \ / / (J J to % / / MOUNTED BRACKET SEE DETAIL t6 e TYP. / / WOOD BLK'G FINISH BY OTHERS * * BY OTHERS / WALL MOUNTED BRACKETS 3/16" HOT ROLLED STEEL � (( / / 13" & 1'-4" TYP. / AT TOP AND BOTTOM SEE 1 /q"� WIRE GRID ,T;WV� / (Fy=45ksi) ,..._________/---- / / 100# / [1,1/ / 2-'/4"0 THRU BOLTS WALL MOUNT / /toN. / '/q" MASONITE PEGBOARD/ * * / / 100# / 11GA STL PLATE I / 63, U O 'co t/ / / / I bIn I 2-3/8"0 LAG SCREWS W/ MIN. 1" EMBEDMENT / / 0 o ® Z� X / 100# / / O * * 0 ot " / / / 100# oo I RECEIVED / CITY OF TUKWILA / MAY 22 2017 / 1 / PERMIT CENTER FINISH & BLK'G BY OTHERS / / / / 100# / / TC / / taill SEE A11.0 FOR LOCATION. Ito/ * * v FRONT VIEW SIDE VIEW /I PREMIER WALL SYSTEM 2 o / 5'-O" WALL AT TOP END 'POSITIONER' I _ / �C * * BASE * / \ * / ` 3'-0" & 4'-0' 2'-4" 2'-4" ‘.. �'1� ECU208 did .. ink 441°1 Mr v u Ba': FRONT VIEW CONCRETE AKRON � 8:= ARCHER KATE v SIDE VIEW tiii 0 TYP TYP v 3/16" HOT ROLLED �f� TYP TYP ✓ AC% /16HOT ROLLED STEEL ! (Fy=45ksi) = -_,ff STEEL (Fy=45ksi) M. TYP �A/!► OA 0B 2v 1 al AtliDi v v ,t 100# 100# Trp TYP _ 1Yp TYP ( A�' 1 NOTE; ANCHORS REQ'D ON BOTH END UPRIGHTS TYP. END CAP &EVERY OTHER INTERMEDIATE UPRIGHT RECEIVED PLAN VIEW t� SEE A11.0 FOR LOCATION. ili Of TYP (A1008) CITY OF TUKWILA MAY 22 2017 NOTA' 1. ALL MATERIALS & WORKMANSHIP SHALL FOLLOW IBC.2015. 2. SPECIAL INSPECTION IS REQUIRED DURING ANCHORAGE OF DISPLAY MERCHANDISE SHELVES. SEE SPECIAL INSPECTION NOTES ON 11/FS2. SCOPE OF WORK; s'il NP r- r" TYP 1A 8'-0" O.C. v W-* NP (N.T.S.) ANCHORS v fie* TYP REQ'D ON �' BOTH END UPRIGHTS * - DENOTES ANCHOR LOCATION / MAX. / PLAN VIEW & EVERY OTHER INTERMEDIATE UPRIGHT oI o0 CO it 100# PERMIT CENTER 1OO# •D) SALES AREA SHELVING ANCHORAGE: A) MERCHANDISE FLOOR AND WALL MOUNT SHELVES (LOW UNITS UNDER 10 FEET) B) FOOTWEAR/GUN RACK/CHANGING ROOM WHERE APPLICABLE. C) HANGING SIGNS AND RACKS (NOT RESPONSIBLE FOR ATTACHMENT TO STRUCTURAL ERS) OLFMEMBPO IAL, WHERE APPLICABLE. GONDOLAS (WALL UNITS) 15 3/6"0 3 1/2" 2" J DESIGN CRITERIA USE POWERS WEDGE -BOLT+ W/ 2 3/8" NM BOLTS MUST BE LOCATED 5 ti`s " "tea )y4 BOLTS MUST BE LOCATED FLUTE OF 38x45' 5 USE 2- /ts"� LAG SCREWS 100# 100# SEISMIC FOR FIXTURE ANCHORAGE Ss =1.458 Si =0.544 RISK CATEGORY = II SEISMIC DESIGN CATEGORY = D I 1 2 /g" MIN. EMBED ALONG LOW FLUTE OF a"X 1�s2"'�`s ALONG LOW CONCRETE DECK. x CONCRETE DECK. (ESR 2526) 'ac I I I I OPTION: is a 1T. o fO USE 3/8"0 HILTI TZ II 2q" I' CARBON STEEL r f Ind W/ 25/8" EMBED 2-13GA STL PLATES] OPPOSITE SIDES f I f ,j �(— SECTION A A .38 .1,, 1 38" M = I S� =0.972 �t =0.544 SEISMIC IMPORTANCE (E) 5" THICK CONCR FACTOR { 19ARO SEISMIC SITE CLASS = 0 Ip =1.0 ., '.=3000psi (V.I.F.) iv WA.SFIjj_ (ESR#1917) BASE BRACKET ANCHOR PLATE O / 3'/2" 11 GA STL PLATE 4" / FLAT VIEW - J VF w 0 .26 , T 7'/t6" REF 31A6" /16" M L.L.L C `A , • ;' r /16' TYP 'r _ \ W Lr- — REVIEWED r CODEASSOCIATEShs COMPLIA , :..' 1� MO 11 II A M - I * * fi I* *I 4'-9" TYP. �. APPROV % ►1 _ ` 43019 �V' P • R O 1STE&c�(J�' Q � STRUCTURAL ENGINEERS \_- �. `p �N 12GA STL PLATE „..•-•`..° �� ai �\ h \ FRONT VIEW NOTE: SIT, SIT, VIEW JUN 0 6 2017 SSIO Y NAS 867 N, Fe'r Oaks Aveaca, Sino 100, Pasadena, CA 91103 1[626}204.1088 F 62bi20a.I099 L,,�a,.:�.,Uttu" �\ R3/16 937/16 O A USE 2-5/16"0 LAG SCREWS 12GA STL PLATE 11/32" 3AA REF I I, / www SEE A11.0 FOR LOCATION. SEE DETAILS 15/FS1 & 20/FSISIDE FOR BOTTOM CONNECTION * - DENOTES ANCHOR LOCATI N E ' ' ,fi 01 " " �Q a & PREMIER DETAILS 60 (2) PLS ANCHOR PLATE WALL MOUNT CENTER BRACKET END "iii BRACKET GONDOLAS he SLULDING C ty of Tukwila DIVISI .. OS: r ICK'S SPORTING GOODS #1332 PARKWAYSUPPERCENTERTUKWILA, WA DRAWING NUMBER: FSI TYPICAL ANCHOR PLATE DETAIL 20 TYPICAL WALL MOUNTED BRACKET DETAIL 116 In accepting and utiliz ng any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall be deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. The Client agrees not to reuse these electronic files, in whole or in part, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in my way from any unauthorized changes to or reuse of the electronic files for any other project by anyone other than B&B Associates, Inc. Drir 0122g 0 U) E N 0 n 0 0 In accepting and utilizing any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall Se deemed the author, and shall retain all common law, statutory low and other rights, including copyrights. The Client agrees not to reuse these electronic files, rn whole or in part, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in any way from any unauthorized changes to or reuse of the elect onic files for any other project by anyone other than B&B Associates, Inc. rvop)g' 6'-3Y4" P1010 UNISTRUT UNISTRUT CHANNEL NUT P1001 W/ SPRING NOTE:. PROVIDE 0.1850 AIRCRAFT CABLE AT 1O'-0" O.C. MAX. WALL SYSTEM--- m m m _ • (AND AT EA END AND MIDPOINT) b4IE: NUT & WASHER 24'-0" 4'-O" TYP. SEE A11.0 FOR LOCATION. * v v v * * ^ / \ STRUCTURAL CONNECTION © �c- DENOTES ANCHOR LOCATION FIXTURE PLAN A11.0 FOR LOCATION. TO ROOF BY OTHERS 0 m - HOOK, 3 - - FRAME, W - 4^ 2. PROVIDE SEISMIC BRACKETS AT EACH BACKSIDE PANEL '� 0.1850 AIRCRAFT CABLE AT 10'-0" O.C. (2 BRACE PER SIDE MIN.) SEE S 1 AIR BY OTHERS TMP BY OTHERS 7/8"'� 5Y8^ \ • riD o R.125 �I�� J\ R.06 R 188 11GA BRACKET 0. ma M\- I/ 30'-O" BY OTHERS BY OTHERS SECTION 0/2" / 3/8"0x4" HD CONCRETE LONG TITEN \ SCREW / % CP I r Q 0 :\17-167 DSG #1332 - L 0 N 0 N 0 2x4 PRESSURE TREATED WOOD & 3/4" FIRE TREATED MDF W/ 1/2"0x7" HILTI TZ (ESR#1917) W/ MIN. 25/8" EMBEDMENT IN CONC. SPACING AS SHOWN ON. PLAN 15'-10" 15'-41/4" 0 0 0 o\ 0 1 In IV—F SHELVES c0 — 0s (E) 5" S.O.G. VIEW 'D' #10-16x3/4" PHILUPS PAN HEAD 11W BUILDEX TEKS (ESR #1976) 1/4"0 POWERS WEDGE—BOLT+-J W/ 2" EMBEDMENT (ESR 2526) PER 11/FS2 (E) 5" S.O.G. * — DENOTES ANCHOR LOCATION VIEW 'E' 14'-101/2" SHORT WALL 14'-1)" 15'-10)2" CABLE SLEVES EYE BOLT OELEVATION OSIDE ELEVATION J'LOTE: INSTALL EYE BOLT AT SHORT WALL ONLY, TYP. 3/32" CABLE 1— SEE A11.0 FOR LOCATION. 2— NEW SHELVING AND RACKING SHALL NOT OBSTRUCT OR BLOCK FIRE SPRINKLER HEADS OR EXIT SIGNS. VIEW 'F' FITTING ROOM PORTAL (X4) 0 1 m I 't0 0 0 15'-10" 14'-2" / 0/ 0 1 14'-1)" 15'-10)2" 1 OELEVATION \ F 0 0 1 In 0\ c0 1 SHELVES 0s — OSIDE ELEVATION 2x4 PRESSURE TREATED WOOD & 3/4" FIRE TREATED MDF W/ 1/2"0x7" HILTI TZ (ESR#1917) W/ MIN. 2%" EMBEDMENT IN CONC. SPACING AS SHOWN ON. PLAN 15'-41/4" #10-16x3/4" PHILLIPS PAN HEAD mg BUILDEX • TEKS (ESR #1976) to 04 VIEW 'D' * — DENOTES ANCHOR LOCATION 35.75" 1/4"0 POWERS WEDGE—BOLT+ W/ 2" EMBEDMENT (ESR 2526) PER 11/FS2 L3x3x3/16x0'-4" W/ (2) #12-14x3/4" WASHER HEAD SELF DRILLING SCREWS 11 W BUILDEX TEKS (ESR #1976) (E) 5" S.O.G. VIEW 'E' INSTALL EYE BOLT AT SHORT WALL ONLY, TYP. 14'-83/4" 14'-101/2" RECEIVED CITY OF TUKWILA MAY 22 2017 PERMIT CENTER I 1101E31 1— SEE A11.0 FOR LOCATION. 2— NEW SHELVING AND RACKING SHALL NOT OBSTRUCT OR BLOCK FIRE SPRINKLER HEADS OR EXIT SIGNS. JUN 0 6 2017 1/2"0x3" HILTI TZ (ESR#1917) W/ MIN. 25/8" EMBEDMENT IN CONC. SPACING AS SHOWN ON PLAN VIEW 'F' VIEW 'G' EXPIRES: 06 / 01 / /A APPAREL PORTAL (X3) DRAWING NAME: ADDRESS: ISE WEIGHT: 1200LBS B ASSOCIATES 'STRUCTURAL ENGINEERS 67 N. Fair O Avenue, Su'8 100, Pcsadenq CA 91103 T (6261204.1088 F (6261204.1099 FITTING ROOM & APPAREL PORTAL PLANS DICK'S SPORTING GOODS #1332 PARKWAY SUPERCENTER TUKWILA, WA DRAWING NUMBER: FS3 In accepting and utilizing any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall be deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. The Client agrees not to reuse these electronic files, in whole or in part, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in soy way from any unauthorized changes to or reuse of the electronic files for any other project by anyone other than B&B Associates, Inc. DM' D2,9' May 11,2017 — 11:05 am ; User: john ; X:\17-167 DSG #1332 — Tukwila, WA\17-167 STRUCTURAL\17-167_FS4 DETAILS.dwg ID '-1Y8" 3'-6j/4" 3'-6}/4" 3'-6y4" 3'-6y4" 4'-73/8" 1'-05/8" / m /Nti / ro , �,•� 1'T'l \...,/ v v '-\ ••• ' \J,/ / 4'-678" '• v '-5' //51.,\ 2A I-1 2A * I-1 I-1 2A * (--, 2A I-1 2A •� 2A / * n n n n 1-1 ' I-1 17-1 I I * I-I I—1 * * J LJ L -J * LJ L_J LJ * L___J U L-1 * LJ L_1 L-1 * LJ L-1 L_1 * * 2A 2A 2A 2A 2A 2A 2A 2A PLAN VIEW OA -WD 17'-7Y4" '-03/8" fCABT DP • •-�• . •.••••••• • •-�• �• • ••mm• • ••�• • • • •--••• • •--.• • • •.momm• • •••••• • — • • •�• • • •mmimm• • • •mmomm• • •�m10 • •,�• • • •—omm• • •••••—• • •—•—• • • •.--••• • •---.• • •—•--• • • a-�• • •�• • 41•••••••=11 • • •-,m—• • •.....••• • — • • ••••••••• • •--•—• • ts—.—• • • • •—••—• • •—•—• • • • •.•••••••• • V• • • •••mm• • •--••••• • — • • •---• • •.•-..-• • •--•••• • • �• • •�-•• • 4• • • • •---• • •--�• • •••••—• • • •---may • Fes• • •.may • • ••.•••••• • •-MII• • 6•••••••• • • •--•—• • ••••• • flm•i• • • ••••••••••,• • .••••••••• • •.—.-• • • ••-•—• • • • • •.-•—• • ••.m--• • •--mmo• • • ••••••••• • •ormwm•• • •--mm• • 2A * * * 2A FRONT VIEW 3/4" y4 114311 SEE A11.0 FOR LOCATION. * - DENOTES ANCHOR LOCATION 11GA STL PLATE \ Y2" DETAIL A 1'-11" (2) 3/8"0 POWERS WEDGE -BOLT+ W/ 3" MIN. EMBED (ESR 2526) y2" ID O ee N I .0 SIDE VIEW 1 I L • N N ID (E) 8" CONC. SLAB FIELD VERIFY NIKE GONDOLA (DSG-NK-2OLG-V2) (F5) 2 " 3'-6Ya" \ m /Nti / ro , �,•� 1'T'l \...,/ v v '-\ ••• ' \J,/ in N \ v '• v '-5' \\,1 \../ M I io r T AA •� v 1 FRONT VIEW 1 1/2" SQR TUBING * - DENOTES ANCHOR LOCATION 2" SIDE VIEW 4" 2" i (2) 3/8"0 POWERS WEDGE -BOLT+ W/ 3" MIN. EMBED (ESR 2526) ,03 PLAN VIEW 7/8 41/8" 7/8" FRONT VIEW DETAIL A ADJ. WALL STRAP SECURE W/ #8 FLAT HEAD SH. METAL SCREWS (2 PER BRACKET) DETAIL B NOTE: SEE A11.0 FOR LOCATION. DETAIL C ADJUSTABLE WALL STRAP TO SECURE ACCESSORY WALL TO PERIMETER WALL BLOCKING (2x8) 0.313"0 HOLE FOR #12-2" LONG WOOD SCREW TO FASTEN TO BACKING BEHIND WALL (2x8) EXPIRES: 06 /01 / / P5 REV EWED FOR CODE COMPLIANCE APPROVED JUN 062017 RECEVED CITY OF TUKWILA MAY 22 2017 PERMIT CENTER City of Tukwila BUILDIL DIVISIONI NIKE -GONDOLA & NIKE 4' FOOTWEAR WALL SYSTEM B&B ASSOCIATES STRUCTURAL ENGINEERS 867 N. Fah Oaks Avence, S::'e 100, Pasadena, CA 91103 T. (6261204.1001 F 16261204.1099 www .bnbslructsud, c<m NIKE 4' FOOTWEAR WALL SYSTEM (DSG-NK-4FVWVP) (F6) 8 ADDRESS: DRAWING NUMBER: DICK'S SPORTING GOODS #1332 PARKWAY SUPERCENTER TUKWILA, WA FS4 In accepting and utilizing any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files ore instruments of service of B&B, who shall cc deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. The Client agrees not to reuse these electronic files, in whole or in part, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in any way from any unauthorized changes to or reuse of the electronic fifes for any other project by anyone other than B&B Associates, Inc. DM- (Mg May 11,2017 — 11:06 am ; User: john ; X:\17-167 DSG #1332 — Tukwila, WA\17-167 STRUCTURAL\17-167_FS5 DETAILS.dwg q 0 d 0 0 12'-0" O.A. 3'-103" 4'-0" 3'-11%%g" o * n* PLAN VIEW 12'-0" n* * 1 i r l ELEVATION VIEW 3"x11/2" RECTANGULAR TUBE 14GA WALLS 16GA CRS SIDE COVERS, (2x) 2x2x14GA CLIP ANGLE W/ 1/400 LAG SCREW TO WALL AND #10 METAL SCREW TO TUBE TOTAL 4 -CLIPS LEM SEE A11.0 & A11.1 FOR LOCATION. MAX. MERCHANDISE WEIGHT: 300 LBS ✓o *� / * - DENOTES ANCHOR LOCATION (2) 3/8"0 POWERS WEDGE -BOLT+ W/ 3" MIN. EMBED (ESR 2526) 4" 2" seirime iiiiiiiiii EL Ari: col PLAN VIEW /8 ADJ. WALL STRAP SECURE W/ #8 FLAT HEAD SH. METAL SCREWS (2 PER BRACKET) 41/8" J, 17/8" FRONT VIEW I �v n DETAIL A DETAIL C 1 1/4" 1.07" %8 ISOMETRIC VIEW .3130 THRU-ALL R 1/4" TYP SIDE VIEW ADJUSTABLE WALL STRAP TO SECURE ACCESSORY WALL TO PERIMETER WALL BLOCKING (2x8) (2) 0.313"0 HOLE FOR 1/4"0-3" LONG LAG BOLT TO FASTEN TO 2x8 BLOCKING NIKE 12' ACCESSORY WALL (DSG NK-EWP12-V2) (F7) 2 0 CD 8'-0" O.A. 3'-10}'g" 3'-103" 0 0 * * PLAN VIEW 8'-0" * 1 8D N_ 1 1 { —7 3"x11/2" RECTANGULAR TUBE 14GA WALLS 0 1 ELEVATION VIEW 16GA CRS SIDE COVERS, (2x) 2x2x14GA CLIP ANGLE W/ 1/400 LAG SCREW TD WALL AND #10 METAL SCREW TO TUBE * - DENOTES ANCHOR LOCATION SECTION B ADJ. WALL STRAP SECURE W/ #8 FLAT HEAD SH. METAL SCREWS (2 PER BRACKET) DETAIL C 1/4" DETAIL D (2) 3/8"0 POWERS WEDGE -BOLT+ W/ 3" MIN. EMBED (ESR 2526) PLAN VIEW X 41/8" 17/8" i FRONT VIEW DETAIL A ADJUSTABLE WALL STRAP TO SECURE ACCESSORY WALL TO PERIMETER WALL BLOCKING (2x8) (2) 0.313"0 HOLE FOR 1/4"0-3" LONG LAG BOLT TO FASTEN TO 2x8 BLOCKING J40TE: SEE A11.0 & A11.1 FOR LOCATION. MAX. MERCHANDISE WEIGHT: 250 LBS 1.07" ISOMETRIC VIEW .3130 THRU-ALL R 1/4" TYP SIDE VIEW RECEIVED ITY OF TUKWILA MAY 222017 PERMIT CENTER EXPIRES: 06 /01 / / RE\d IEVvhu I -OK CODE COMPLIANCE APPROVED JUN 0 6 2017 Citypott.Trazyi BulLniNn nINVi r11� NIKE 8' ACCESSORY WALL (DSG-NK-EWP8-V2) (F8) 8 B&B ASSOCIATES STRUCTURAL ENGINEERS 6677 N. Fc4 Oe.s Avenue, Suite 100, Pc:ojena, CA 91103 T [626) 204.1068 F [624J 204.1099 wuw bnb:rw<n,:d axn & 8' ACCESSORY WALL 82213 99: DRAWING NUMBER: DICKS SPORTING GOODS #1332 PARKWAY SUPERCENTER TUKWILA, WA FS5 In accepting and utilizing any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall be deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. The Client agrees not to reuse these electronic files, in whole or in port, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in any way from any unauthorized changes to or reuse of the electronic files for any other project by anyone other than B&B Associates, Inc. DI/14-0192q LEGEND ITEM B1 B2 G2 G4 X3 X4 LOZ1 LOZ3 M2 M6 L2 F5 F6 DESCRIPTION 10' UNISTRUT BIKE RACK REF. SHEET FS2, DETAIL 2 AT OVERHEAD 34'-Irl'4° 54'-1P 0 304'-10)/4' 55'-0" 0 0 55' PREMIER STATIC BIKE RACK BAG WALL & PUTTER WALL FS2, DETAIL 9 AT OVERHEAD FS2, DETAIL 7 AT WALL FAUX COLUMN FS2, DETAIL 18 AT WALL, DETAIL 15 AT FLOOR APPAREL PORTAL FITTING ROOM PORTAL LOZIER GONDOLA WALL UNIT 120" LOZIER GONDOLA FLOOR UNIT 96" PREMIER WALL GRID SYSTEM FS3 DETAIL 8 AT FLOOR FS3, DETAIL 2 AT FLOOR FS1, DETAILS 15 AND 16 AT WALL, DETAILS 15 AND 20 AT FLOOR FS1, DETAILS 8 AND 20 AT FLOOR PREMIER APPAREL WALL SYSTEM TWO TIER GUN RACK FS1, DETAIL 2 AT FLOOR FS2, DETAIL 5 AT FLOOR FIRE PHONE FS2, DETAIL 8 AT WALL AND FLOOR PREMIER NIKE GONDOLA PREMIER NIKE 4' FOOTWEAR WALL PREMIER NIKE 12' ACCESSORY WALL F8 PREMIER NIKE 8' ACCESSORY WALL B&B ASSOCIATES REVIEW IS ONLY LIMITED TO LEGEND NOTES REFERENCING FROM THIS SHEET TO FS SHEETS. FS4, DETAIL 2 FLOOR A FS4, DETAIL 8 FLOOR A, AT WALL B AND C FS5, DETAIL 2 FLOOR A, AT WALL B, C, AND D FS5, DETAIL 8 FLOOR A, AT WALL B, C, AND D REVIEWED 0 REJECTED 0 REVISE AND El FURNISH RESUBMIT' a '"N AS CORRECTED Correction, or comments made on the `'hop dratrvings during this review do not relieve contractor from compliance with requirements of the drawings and c ^ificatoner" This is only for review of the general conformance with the design concept ct the project and general cornp,iance with the information given in the contract documents. The contractor is responsible for: Confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction: coordinating his or her work with that of all other trades and preforming all work in a safe and satisfactory manner. 113 81 B1.4" OC ATE', INC, Date 'J/I /1 7 SCOPE OF WORK: PERMIT ONLY FOR CLOUDED FIXTURES. ALL OTHERS NOT CLOUDED AND REFERENCED ARE N.I.C. REFERENCE TENANT IMPROVEMENT DOCUMENTS FOR SPECIAL INSPECTION REQUIREMENTS OF MECHANICAL ANCHORS. ) I' FIXTU� OTES ALL FIXTURING SHOWN TO BE RRCHASED BY G.G. FROM VENDOR sI AND VENDOR sl TO INSTALL (UNLESS NOTED OTHERWISE) FIXTURING TO BE INSTALLED BY GE, CONTRACTOR TO COORDINATE INSTALLATION OF FIXTURING w/ MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. ALSO COORDINATE w/ DSO's ON SITE FIELD REPRESENTATIVE AND VENDOR. ALL TRIM 5140WN AGAINST SLATWALL 15 TO BE PURCHASED AS PART OF THE VENDOR I PACKAGE. Fl = P 1 COMPLIA APPROVED JUN 0 6 2017 AR la N RECEIVED fY OF TUKWILA MAY 222017 PERMIT CENTER 1 ild• 0 N IS BASED ON DSG FIXTURE DATED FEBRUARY 25, 2017 Design end construction documents as c instruments of s are given Inconfidence and remain the property of Herschmen Architects. The use of this design and these construction documents for purposes other than the specific project named herein is strictly prohibited without expressed written consent of Herschman Architects, Incorporated. Date Issue 2/22/2011 DID/REMIT SET Drawn By: Project No.: 15'122.00 (%) n 0 0 0 H ry 0 /nnn V1 W I— z W O CC W 0_ N < rr) V)Lij �I) Q Q O Q �I- 0I—(!) it IrA HERSCHMAN ARCHITECT`_ INCORPORATED 25001 EMERY ROAD, SUITE 400 CLEVELAND, OH 44128 TEL (2161 223-3200 FAX 1216) 223-3210 www.herschmanarchitects.com ARCHITECTURAL FIXTURE PLANS A11.0