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Home My WebLink AboutPermit D14-0308 - AMERICAN MARAZZI TILE - STORAGE RACKSAMERICAN MARAZZI TILE INC 18436 CASCADE AVE S SUITE 140 D14-0308 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 7888900030 18436 CASCADE AVE S 140 Project Name: AMERICAN MARAZZI TILE INC Permit Number: D14-0308 Issue Date: 11/20/2014 Permit Expires On: 5/19/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: EPROPERTY TAX INC DEPT 207 PO BOX 4900 , SCOTTSDALE, TX, 85261 CHRIS HANSON 10755 SANDHILL RD , DALLAS, TX, 75238 ALAMO INDUSTRIES PO BOX 7169 , GOODYEAR, AZ, 85338 ALAMOI*895R1 AMERICAN MARAllI TILE INC 18436 CASCADE AVE S 140 , TUKWILA, WA, 98188 Phone: (214) 343-9400 Phone: (909) 255-2876 Expiration Date: 12/21/2015 DESCRIPTION OF WORK: RACK STORAGE FOR NEW TENANT IMPROVEMENT Project Valuation: $40,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIA Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $1,415.34 Occupancy per IBC: S-2 Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. SignaturDate: 7/-a20-147 Print Name: /SC, % 729//ii%yre (e.— 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: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: 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) 9: 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) 10: 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) 12: Maintain fire extinguisher coverage throughout. 14: 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) 15: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 16: 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) 17: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 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: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUL ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 6 1-1— 03Og Project No. Date Application Accepted: Date Application Expires: ct-?-3 '4 (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 /1 King Co Assessor's Tax No.: Site Address: 1$43c (4.5Cc J' �111 a 5 Suite Number: ND Floor: Tenant Name: f'11Y1tAcA.h Ok Q-t'v\ PROPERTY OWNER Name: en.,,, _jK Address: 1,0 6 Dy N ito City: sua►h tai. State: jL Zip: S401 CONTACT PERSON — person receiving all project communication Name: f�,, _ ` / L Address: LOriSc 5c,,4hi1( ((11 City: 1--7ml6, State: T X Zip: (7.5- ).% Phone: �7°0 - la (1( Fax: od -1 `3`j �' �3 - ci y 0'4 •00 113`i l - low, Email: Cv‘Soh 6`1Qer1-ar 1YISG�� 4.ov. Y �oM GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: New Tenant: a' Yes .. No ARCHITECT OF RECORD Company Name: O Architect Name: _ �v► 1Sc.r+ c 1 gr .c •-. Address: olsS Sc.rc)te% •l l Jet City: (Nlw) State: Tx Zip. 71a3 8- Phone: a ?goo Fax: i3y3lgy a1Y'3Y1-9ob0 Email: ENGINEER OF RECORD Company Name: S G AS PO-Q.4C Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:oilvli 0104-4,f6-J(A221 Address: tvy3L1, Cas( e telvt. 2 110 City: C Acwt 1o,1/4. State: kAi A, ZipinI It H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-I2.docx Revised: February 2012 bh Page 1 of 4 BUILDING PERMIT INFORMA" 'T - 206-431-3670 Valuation of Project (contractor's bid price): $I Existing Building Valuation: $ Describe the scope of work (please provide detailed information): c ric Will there be new rack storage? litres ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor lain a (w-) 494" sa 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: -IN— Sprinklers 43."-- Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT I1111RMATION — 206-433-0179 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila 0 ...Water District #125 0 .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View ❑ ... Renton 0 ...Sewer Availability Provided ❑... Renton ❑... Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ ... Geotechnical Report 0 .. Bond ❑... Insurance ❑... Easement(s) ❑...Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities 0 .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) ❑ ... Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use — Potential Disturbance ❑... Work in Flood Zone ❑... Storm Drainage O ... Abandon Septic Tank ❑... Curb Cut 0...Pavement Cut O ...Looped Fire Line ❑... Grease Interceptor ❑... Channelization ❑ ... Trench Excavation 0...Utility Undergrounding ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) ❑ .. Water Only Meter Size WO # 0 .. Deduct Water Meter Size ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0 " WO# " WO# FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip HAApplications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: Mailing Address: (b4lQ Sr" S1rC S c ,%5"- Date: q'a? 3 -/ Day Telephone: OS/ ` 1 - 3 ii 2 LW t�"1tJ5 City State Zip H:WpplicationsWorms-Applications On Line\2012 Apphcations\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,913.83 D14-0307 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $2,037.93 DEVELOPMENT $1,941.10 PERMIT FEE R000.322.100.00.00 0.00 $1,936.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $96.83 TECHNOLOGY FEE R000.322.900.04.00 0.00 $96.83 D14-0308 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $875.90 DEVELOPMENT $834.40 PERMIT FEE R000.322.100.00.00 0.00 $829.90 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $41.50 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3590 R000.322.900.04.00 0.00 $41.50 $2,913.83 Date Paid: Tuesday, November 18, 2014 Paid By: JS CONSTRUCTION Pay Method: CHECK 11337 Printed: Tuesday, November 18, 2014 12:16 PM 1 of 1 Ci!SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R3128 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAI D $2,001.35 D14-0307 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $1,258.79 DEVELOPMENT $1,258.79 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,258.79 D14-0308 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $539.44 DEVELOPMENT $539.44 PLAN CHECK FEE R000.345.830.00.00 0.00 $539.44 EL14-0912 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $76.80 ELECTRICAL $76.80 PLAN CHECK FEE I R000.345.832.00.00 0.00 $76.80 M14-0180 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $77.44 MECHANICAL $77.44 PLAN CHECK FEE R000.322.102.00.00 0.00 $77.44 PG14-0147 Address: 18436 CASCADE AVE S 140 Apn: 7888900030 $48.88 PLUMBING $48.88 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R3128 R000.322.103.00.00 0.00 $48.88 $2,001.35 Date Paid: Tuesday, September 23, 2014 Paid By: JS CONSTRUCTION Pay Method: CHECK 11242 Printed: Tuesday, September 23, 2014 11:35 AM 1 of 1 SYS7Ek15 INSPECTION RECORD Retain a copy with permit)1K-03d3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION41— (206) 431-3670 Projec - S 9 Rmi'1 r te- Type of Inspectio . T--((�a e'Qr 'Address- Address- It?', "f.K 04-eczobkvRjet Date Called. Special Instructions: ., 1i r See )(Uo IA v%E'GeAtt4 S`lare. !� $�` �J Date Warted: a,m. Requester s Phone No: err f' 771- 5-7� Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector\cL REINSPECTION FEE REQUIRED, Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN PECTION NO. INSPECTION RECORD Retain a copy with permit bill -03°g 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: c r 44 A ar 4? ?1''. i 77 fia Type of Inspection: /7==A-feral' 14.'4 f-i pa 'Address: if)Li 36 ac fr ck de,4 c,fo Date Called: 1 Special Instructions: Lou, f if, f Date Wanted: a.m. Requester: Phone No: SaApproved per applicable codes. EJCorrections required prior to approval. COMMENTS: Inspector:4C._ E Dat7 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: 'at02-?—f Tr le Type of Inspectiop: Fr Q!C Address: 1 ZL}3 (as ad , fh//s+ t Date Called: # 10 Special Instructions: O QAtM Date Wanted:. 1--' 7-^1.5- a.m. p.m. Requester: Phone No: EjApproved per applicable codes. COMMENTS: q �6t ix/Cot "t i i.co v 1;?tCorrections required prior to approval. Qlk ectvaLof fe_s Inspector: Dat ri REINSPECTION FEE REQUIRED. Prior to next ins paid at 6300 Southcenter Blvd.. Suite 100. Call to s 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) 431-2451 Project: Typ of Inspection: A dress..., VG t #LfO Date Called: Special Instructions: 4ii41-r�. ate Wanted:. a.m. Requester: Phone No: Approved per applicable codes. COMMENTS:Pt es prdr • fro t< fe Inspector: Corrections required prior to approval REINSPECTION FEE REQUIRED. Prior to next insppdtiOft fee paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reins 4r) rel _0344 INSPECTION NO. PERMIT NO.zyli CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit Project: a ft-AA Q!. !- ,1 /U A/ 4 LZ, Type of Ins ection: rr 1 ( T / CJ AL__ Address: / �e / 5 b (Asal �' ^ I Date Called: -- Special nstructions: ` Date Wanted: z - � — p.m. Requester: /— Phone No: Approved per applicable codes.Corrections required prior to approval. COMMENTS: !Veto /) ) ,2 -s' i ia it-t a-5 - .- 4..> ,ill t / / / AJr (6 ,I; -t / iJ Al Inspectq`r: } ,/ Date: / ( 3 _ 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 Of4 030 Project: `Type A AA r I , c- A1 ifi A--/A-2? , of Inspection:I -C. m PJ-7,7 ' 1.-- ,.....TA ,. Address: 4 0.* ill-S(A-DP Ajr__. DafECalleti: t Special Ihstructions: Date Wanted: 13 ,15 p.m. 'Requester: 'Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ije t afe LA14-. 63_7 5- t ---/ ct Inspe or: Date:1_, I 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION N PERMIT NO. A CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit D104,6308 Project: r t Type of Inspection: Address: r '43$ z / Date Called: Special Instruc ions: 146 p...b/eics-T-6 pcl, ,..„ ate Wanted: rt..r, i p.m. Requestet\ phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: 13 - 15 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be 3`paid at 6300 Southcenter Blvd., Suite 100. Cate to schedule reinspection. f) IN PECTION NO. INSPECTION RECORD ;z., Retain a copy with permit,919-05U 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: VI /1V 416 AO (V) A ZA2-. 1 Type_of inspection: i dr s: A\ 04 (0 0 e‘ c4D 4 LIE Date Called: Special Instructions: • Date Wanted: Requester: Phone No: LJApproved per applicable codes. Corrections required prior to approval. .• COMMENTS: r-AN.I" L.-- v,c-ce-. A___, ,,\J(tk i...i,, ...„Jsfd ........--, ,e( 1,..- ....woo" 1 i N Date: 2 1 - R I1SPECTION FEE REQUIRED. Pri r to next inspection. fee must be patd at 6300 Southcenter Blvd.. Suite 100, Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 9l4_ Q c PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 ��,, Project: Mt,licAvl , _,1 So 4- I 6- Z 7 , 1 1,-e / Type of Insp/e� ction: Address: Suite #: /eK 3�, f--e, �e 7`l0 Contact Person: Special Instructions: Phone No.: NIApproved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: _ ,c)i( Date: 0/03/%c---- Hrs.: %. O $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 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER - 1/ j '-7) 36)-) PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:t e>‹-a' ` /1 Ai I / E f 2-7-, / / I? Type of Inspection: j Address: i 6 ,/ Suite #: ,5/7Oalkr 7 .. G Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: / e._e_ 44( i'e I / Ill (\r i� 1� 1.<" < ' 4�; j� ( � � _ F �jj / .— A, , ' SS -- ---- ',�/y j/ Ai Af �' /1 //! / 740 f t s' ✓ V 3' 4 t - ,,.1 . s-Ac i - - 7 it '` j,6: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector�'�<-- _ Date: ;,/` '� Hrs.: /. S $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: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P iling S teel S oils Wood December 19, 2014 File No. 14-699 Building Official City of Tukwila Building Department 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Project: Address: Permit: Daltile 19436 Cascade Ave. S. D 14-0308 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND .t.ATERIAL TL STING NATIONALLY ACCEPTED LABORATORY This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and a copy of our inspection report has already been forwarded to you. 1. Proprietary anchor bolt installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. Aie‘tm.,ui Kimberle Anderson President CC: KLM-Kris Maudslien Dan Gruner RECEIVED CITY OF TDK/ILA DEC 2 2 2014 PERMIT CENTER Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 Structural Concepts Engineering, Inc. Date: 12/19/2014 Re: American Vlarazzi Tukwila 18436 Cascade Ave S Tukwila, WA 98188 SCE Project 0-090514-2 Hilti Anchor Approval To whom it may concern: For the installation of the storage racks at the above referenced facility, I do hereby approve the use of Hilti Kwikbolt TZ wedge anchors in lie of the Powers Powerstud+ SD2 anchors as called out on the approved plans. The Hilti anchors shall be 1/2" diameter x 3.25" minimum embedment or better. The same quantities and special inspection requirements apply to either brand of anchors. Please fee free to call ny questions. i Respectfully, Ali Abolhassani, P.E. Structural Concepts Engineerir,- $ 10i ;% DEC 19 2014 RECEIVED CITY OF TUKWILA DEC 2 2 2014 PERMIT CENTER Page of 1200 N..,efferson Ste, Ste F Arehe m, GA .92807 Tel: 714.632.7330 r-cx: 714-.632.7763 Field Report Report #: 060529 Client: KLM 16923 32nd Ave. S.W. Burien, WA 98166 Contact: Kris Maudslien Project Number: 14-699 Permit#: D14-0308 Project Name: Daltile Address: 19436 Cascade Ave. S. Inspection Performed: Proprietary Anchors Date: 12/2/2014 Time: Temperature: On site to torque test anchors for pallet racking systems. Seven total bays of 1-1/2" Hilti Kwik Bolt T2 were tested to the specified 40 fi/Ib, Kwik bolts were used in lieu of Powers Powerstud noted on the plans. Kwik bolts were found to be in conformance. EC 15 2014 PERrvleT CERr ER Distribution: • ❑Q Distribute Client ❑ Distribute Contractor [J Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other Distribute Architect ❑ Distribute Other Inspector: Horton, Tim Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except In full without the written consent of A.A.R. Testing is strictly forbidden Crow structural Concepts REVIEWED FOR CODE COMPLIANCE APPROVED NOV 12 2014 City of BUILDING Tukwila DIVISION ngineering 1200 N. Jefferson St, Ste F Anaheim, CA 32807 Tel: 714.632-7330 Fax: 714.032-7703 e-mail: mail@sceinc.net Project Name : AMERICAN MARAZZI TILE TUKWILA Project Number : 0-090514-2 Date : 09/15/14 Street Address : 18430 CASCADE AVE S City/State : TUWILA, WA 98188 Scope of Work : SELECTIVE RACK b 14O3O8 RECEIVED CITY OF TUKWILA SEP 232014 PERMIT CENTER SEP 1 5 2014 .�--a`f 1 n G _19/16• 3 GENERAL PROJECT NOT p HNOTES 1. DESIGNED PER W MC,NOS A SECSECT., SONSEI O r.n. DESIGNSITE BLASS D, SEISMIC 1ONOEcLRrn.. -� s6YPE A �.F �r euELETN. ' POWERS�SC ESTI nm I+Ia ANCHOR PER wsEruEn r.EMBEDMENT MREWIRED CNN. ANCHOR„,NTuu,m CONCRETE THICKNESS a COMPRESS. STRENGTH +om I EARINGC R SRa me. rs ERS PRESSURE AlE �500 P5F /U WAIN OR eFTTER. DESxiN BY OTTERS Al;SOONE On MORE CONSPICUOUS LOUMkB A ahlsl. EACH OE SHALL HAVE 6N AREA OF NOT LESS THAN 50 SQUARE INCHES. PLACATES MALL SHOW IN CLEAR, LEGERE g THE MA SWUM PERMISSIELE LOAD RDLEVEL.I 6 REPOraH&nv OF THE TOWNER TO sWE THAT THE RACK SYSTEM IS NOT ALTERED SO THAI' 1HE PLAGUE INFORMAI1071 IS RIVAL MATED. DINM.CONTACT D FABR.ATOR BY AWS CERTIFIED WELDERS EAU ELECTRCOE OP BETTER FIELD WELCH r BE PROVIDED DER ME SUPERVISION OF A AMENS. DEPUTY INSPECTOR. SPRINMER DEFLECT... 12. MINIMUM INSTANCE RAGMAN TTOP OF THE STORAGE ARO THE ASV BHwdx OMPONENTCMS FROM LET DRIFT DIRECTION. 2 V O TRANSVERSE (CROSS AISLE, w+BTBRECTmECE I uLU250KR I I• t19/16"12„MIN. y 1- 1/2' COLUMN • 1�1 ,le� I 1 YR. --�t, * OB 2 NOTES I EB L J ED 6 B• �- 3 1/4„ BACKER RECTO UP TO BB' ELEV. H•5 r1 = II,1ry tH la t 7 ��'{ NOTES: 111 IIJ, USE DBL NOR.& DIAS. BRACE BOTTOM 2 PANELS 2A @ NOTES: (4) STD ROW SPACERS REQUIRED PER BACK TO BACK UPRIGHT PAIR 10 NOTES: USE @ ALL COLUMN/BASE LOCATIONS TYP. DESCRIPTION BASE PLATE: 10.x 10. DESCRIPTION COLUMN: LU75/LU2S BKR. DESCRIPTION BRACING: HOR12. 8 DIAG. DESCRIPTION STD ROW SPACER NOTES: MATERIAL 5/B' THICK PLATE MATERIAL 13 GAGE THK. MATERIAL 16 GAGE NOTES: MATERIAL 1/B' THICK ATTACH WITH (4) 7/16"0 GRADE5 STEEL YIELD ASTM A570, Fy=55,000 PSI BOLTS, (2) @ EACH END STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fye55,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BRACE LOCATIONS ENO. 4 I--1 5 1 3/4 =1 •/ 6 1,—, 6/B•-t 9 CB 02 1 �6. 4 3/4„ ai ® ,; 1. - / ® f s ItaI I'NTYP.i1/B' , JJ/I6'OSAFEtt r PIN 7GA 4.t- 7/16. 0 OR RIVET 33/e' 506'0 SAFETY MN 1--a'--4 7/1515 GR 55 RIVET DESCRIPTION 3.PIN CONNECTOR DESCRIPTION SPIN CONNECTOR DESCRIPTION 4.3/4' BEAM (INTLK 47E) MATERIAL 15 GAGE NOTES: MATERIAL 7 GAGE NOTES: UBEpALL BEAM TO COLUMN CONNECTION MATERIAL 7GAGE NOTES: USE@ LVL I BEAM TO COLUMN CONNECTION STEEL YIELD ASTM A570. Fy=S5,000 PSI LOCATIONS TYPUON. STEEL YIELD ASTM A570. Fy-55,000 PSI USE W ALL BEAM LOCATIONS TIP. STEEL YIELD ASTM A570. Fy-55,000 PSI LOCATIONSTYP TYPE A SELECTIVE RACK SGL ROW TYPE B SELECTIVE RACK DBL ROW _ 7 1� } 7 SLF /Q' }— I r+' e S 5000 LB, _ SE x l y6 0 r0.0 All1_!.. MIN.EMBED. e ©_ 1 44' P o 4. o IIVII i`"�#4�e 1/2"d° 4 • ii kl GI o i- C11 B fl. : a R. COTZIM O.A.. OF ANCHORS ENSURE REQUIRED EMBEDMENT WITH INSTALLER TO IS OBTAINED FRONT VIEW SIDE VIEW oo FRONT VIEW SIDE VIEW — ee DESCRIPTION POWERS POWERSTUD+ SD2 MATERIAL 1/2.0 x 3.3/4' MIN. EMBED. NOTES: DESCRIPTION I STORAGE RACK ELEVATIONS ME 2502 SEE NOTES#4 ABOVE FOR ANCHOR SPECTS 0-0905814-2 SCE 1 OF 1 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Design Data 1) The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2013 CSC Section 2209A ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks '2012 RMI Rack Design Manual" ASCE7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 6" thick with minimum 4000 psi compressive strength. Allowable Soil bearing capacity is 1500 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Frame Height Beam Produc Bea m Length Bea m Spacing Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors Panel Height Frame Depth Section A: Cross Aisle (Transverse) Frame Horizontal Brace Diagonal Brace AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK '.lq-e)OWdi-9ADS Y A 9/1 5/201 4 StrAtural oncepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Configuration & Summary: TYPE B SELECTIVE RACK DBL ROW „ 180" 44 96" 52" 32" 32" -4- **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 160 lb AXIAL LL= 11,2001b SEISMICAXIAL Ps=+/- 12,360 lb BASE MOMENT= 8,000 in-ib Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.418, Fa=1 4 32 in 180.0 in 3 96 in Single Row Component Description STRESS Column Fy=55 ksi INTLK LU75/3x3x13ga P=5680 Ib, M=13883 in-Ib 0.49-OK Column & Backer To Level 2 INTLK LU75-LU25/3x3x13ga/3x1-5/8x13ga p= 11360 Ib, M= 28962 in-Ib 0.63-OK Beam Fy=55 ksi Intlk 47E 4.758Hx2.75Wx0.063'Thk Lu=96 in Capacity: 6264 Ib/pr 0,89-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=12494 in-Ib Mcap=15230 in-Ib 0.82-OK Brace -Horizontal Fy=55 ksi Intlk Dbl 1-1/2x1-1/4x3/8x16ga 0.22-OK Brace -Diagonal Fy=55 ksi Intik Dbl 1-1/2x1-1/4x3/8x16ga 0.53-OK Base Plate Fy=36 ksi 10x10x5/8 _ Fixity= 8000 in-Ib 0.64-OK Anchor 4 per Base 0.5" x 3.75" Embed POWERS POWERSTUD+ SD2 ESR 2502 Inspection Reqd (Net Seismic Uplift=8776 Ib) 0.992-OK Existing Slab & Soil 6" thk x 4000 psi slab on grade. 1500 psf Allowable Soil Bearing Pressure @ Grade or better 0.95-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 5,600 Ib 44.0 in 52.0 in 362 Ib 180 Ib 11,360 Ib 28,962 "# 17,771 "# 4 pin OK 2 3 4 5,600 Ib 5,600 Ib 5,600 Ib 44.0 in 44.0 in 44.0 in 52.0 in 62.0 in 724 Ib 1,087 Ib 1,449 Ib 361 Ib 541 Ib 721 Ib 8,520 Ib 5,680 Ib 2,840 Ib 17,850 "# 12,494 "# 13,883 "# 9,023 "# 7,933 "# 4,164 "# 3 pin OK 3 pin OK 3 pin OK ** Load defined as product weight per pair of beams Total: 3,622 Ib 1,803 Ib Notes 4 PIN D WELD LEVEL 1 3 PIN C WELD LEVEL 2-4 DOUBLED HORIZ AND DIAGONAL BRACE MEMBERS BOTTOM 2 PANELS AMERICAN MARAZZI TILE TUKWILA 0-0905I 4-2 LEVEL RACK Greif LOWchf0A�T1I'E B 9/I5/2014 StrAtural V oncepts Engineering -�� "�-•� 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Configuration & Summary: TYPE A SELECTIVE RACK SGL ROW UNITS 44.. 44" 180" 44" 3pi_ .41.1A 3 V 96" N 62" 52" 32" **RACK COLUMN REAC77ONS ASO LOADS AXIAL DL= 160 /b AXIAL LL= 11,200 /b SEISMIC AXIAL Ps=+/- 12,360 lb BASE MOMENT= 8,000 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.418, Fa=1 4 32 in 180.0 in 3 96 in Single Row Component Description STRESS Column Fy=55 ksi INTLK LU75/3x3x13ga P=5680 Ib, M=13883 in-Ib 0.7-OK Column & Backer To Level 2 INTLK LU75-LU25/3x3x13ga/3x1-5/8x13ga p= 11360 Ib, M= 28962 in-Ib 0.63-OK Beam Fy=55 ksi Intik 47E 4.758Hx2.75Wx0.063"Thk Lu=96 in Capacity: 6264 Ib/pr 0.89-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=12494 in-Ib Mcap=15230 in-Ib 0.82-OK Brace -Horizontal Fy=55 ksi Intik Dbl 1-1/2x1-1/4x3/8x16ga 0.22-OK Brace -Diagonal Fy=55 ksi Intik Dbl 1-1/2x1-1/4x3/8x16ga 0.53-OK Base Plate Fy=36 ksi 10x10x5/8 Fixity= 8000 in-Ib 0.64-OK Anchor 4 per Base 0.5" x 3.75" Embed POWERS POWERSTUD+ SD2 ESR 2502 Inspection Reqd (Net Seismic Uplift=8776 Ib) 0.992-OK Existing Slab & Soil 6" thk x 4000 psi slab on grade. 1500 psf Allowable Soil Bearing Pressure @ grade or better 0.95-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column _ Axial Column Moment _ Conn. Moment Beam Connector 1 5,600 Ib 44.0 in 52.0 in 362 Ib 180 Ib 11,360 Ib 28,962 "# 17,771 "# 4 pin OK 2 5,600 Ib 3 5,600 Ib 4 5,600 Ib 44.0 in 44.0 in 44.0 in 52.0 in 62.0 in 724 Ib 1,087 Ib 1,449 Ib 361 lb 541 Ib 721 Ib 8,520 Ib 5,680 Ib 2,840 Ib 17,850 "# 12,494 "# 13,883 "# 9,023 "# 7,933 "# 4,164 "# 3 pin OK 3 pin OK 3 pin OK ** Load defined as product weight per pair of beams Total: 3,622 Ib 1,803 Ib Notes 4 PIN D WELD LEVEL 1 3 PIN C WELD LEVEL 2-4 RACK DESIGNED TO ACCOMMODATE 5600 LB PER BEAM LEVEL DOUBLED HORIZ AND DIAGONAL BRACE MEMBERS BOTTOM 2 PANELS AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK SfWe OWc AD E ' 9/ 1 5/2014 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA_92807 Tel: 714,632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Seismic Forces Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Cs1= Sds/R = 0.2363 Cs2= 0.044*Sds = 0.0416 Cs3= 0.5*S1/R = 0.0661 Cs -max= 0.2363 Base Shear Coeff=Cs= 0.2363 Level 1 2 3 4 PRODUCT LOAD P 5,600 Ib 5,600 Ib 5,600 Ib 5,600 Ib Cs -max * Ip= 0.2363 Vmin= 0.015 Eff Base Shear=Cs= 0.2363 Transverse Elevation Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) = 15,328 Ib vt P*0.67*PRF1 3,752 Ib 3,752 Ib 3,752 Ib 3,752 Ib Vtransv=Vt= 0.2363 * (320 Ib + 15008 Ib) Etransverse= 3,622 Ib Limit States Level Transverse seismic shear per upright DL 80 Ib 80 Ib 80 Ib 80 lb hi 44 in 88 in 132 in 176 in wi*hi 168,608 337,216 505,824 674,432 S5= 1.418 S1= 0.529 Fa= 1.000 Fv= 1.500 Sds=2/3*Ss*Fa= 0.945 Sd1=2/3*S1*Fv= 0.529 Ca=0.4*2/3*Ss*Fa= 0.3781 (Transverse, Braced Frame De.) R= 4.0 Ip= 1.0 PRF1= 1.0,.. .. Pallet Height=hp= 48.0 in DL per Beam Lvl= 80 Ib Fi Fi*(hi+hp/2) 362.2 Ib 24,630-# 724.4 Ib 81,133-# 1,086.6 Ib 169,510-# 1,448.8 Ib 289,760-# sum: P=22400 Ib 15,008 Ib Longitudinal (Downaisle) Seismic Load 320 Ib W=15328 Ib 1,686,080 3,622 lb 2=565,032 Similarly for longitudinal seismic loads, using R=6.0 C51=Sd1/(T*R)= 0.1176 Cs2= 0.0416 Cs3= 0.0441 Cs -max= 0.1176 Ws= (0.67 * PLR * P) + DL PRF2= = 15,328 Ib (Longitudinal, Unbraced Dir.) R= Cs=Cs-max*Ip= 0.1176 T= 1.0 F,,,,I j=.-<-< 1 I - IMIN -►t 6.0 k""" 1 k II 0.75 sec Vlong= 0.1176 * (320 Ib + 15008 Ib) Elongitudinal= 1,803 Ib Limit States Level Longitseismic shear per upright 1 "='i k::,;:::�k:':;;:;� Level 1 2 3 4 PRODUC LOAD P 5,600 Ib 5,600 Ib 5,600 Ib 5,600 Ib P*0.67*PRF2 3,752 Ib 3,752 Ib 3,752 Ib 3,752 Ib DL 80 Ib 80 Ib 80 Ib 80 Ib hi 44 in 88 in 132 in 176 in wi*hi 168,608 337,216 505,824 674,432 Fi 180.3 Ib 360.6 Ib 540.9 Ib 721.2 Ib wont view sum: 15,008 Ib 320 Ib W=15328 Ib 1,686,080 1,803 Ib AMERICAN MARAZZI TILE TUKWILA 0-0905 4-2 LEVEL RACK gyp' Wcif9 AD PEiAI / 9/I 5/20I4 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 1,803 Ib Vcol=Vlong/2= 902 Ib F1= 180 Ib F2= 361 Ib F3= 541 Ib Seismic Story Moments Typical frame made T}ibutary area of two columns of rack frame \ ' 4 i 4 11— 96 Front View Conceptual System Side View { Typical Frame made of two columns rt fl Top View COI Mbase-max= 8,000 in-Ib <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 18,481 in-Ib <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-Ib M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (902 Ib * 41 in)-8000 in-Ib = [902 Ib - 180.3 Ib]*44 in/2 = 28,962 in-Ib = 17,850 in-Ib Mseis= (Mupper+Mlower)/2 hl-eff= hl - beam clip height/2 = 41 in Vcol Mseis(1-1)= (28962 in-Ib + 17850 in-lb)/2 Mseis(2-2)= (17850 in-Ib + 13883 in-Ib)/2 = 23,406 in-Ib = 15,866 in-Ib Beam to Column Elevation rho= 1.0000 Summary of Forces LEVEL hi 1 44 in 2 44in 3 44 in 4 44 in Axial Load 11,360 Ib 8,520 Ib 5,680 Ib 2,840 Ib Column Moment** 28,962 in-Ib 17,850 in-Ib 13,883 in-Ib 7,933 in-Ib Mseismic** 23,406 in-Ib 15,866 in-Ib 10,908 in-Ib 3,967 in-Ib Mend -fixity 1,982 in-Ib 1,982 in-Ib 1,982 in-Ib 1,982 in-Ib Mconn** 17,771 in-Ib 12,494 in-Ib 9,023 in-Ib 4,164 in-Ib Beam Connector 4 pin OK 3 pin OK 3 pin OK 3 pin OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 15,230 in-Ib **all moments based on limit states level loading AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK �. W L�WdfDAQ� PELC( 9/ 15/20 14 Structural Concepts Engineering By: A.A. 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Section Properties Section: INTLK LU75-LU25/3x3x13ga/3x1-5/8x13ga Aeff = 1.409 in^2 Ix = 2.215 in^4 Sx = 1.470 in^3 rx = 1.254 in 4f= 1.67 E= 29,500 ksi Loads Considers Toads at level 1 Iy = 2.778 in^4 Sy = 1.122 in^3 ry = 1.404 in Fy= 55 ksi Cmx= 0.85 Kx = 1.7 Lx = 41.6 in Ky = 1.0 Ly = 52.0 in Cb= 1.0 3.000 in 7 0.090 in 0.090 in 0.750 in 3.000 in 1.625 in COLUMN DL=D= 160 Ib COLUMN LIVE LOAD=P= 11,200 Ib Mcol= 28,962 in-Ib Sds= 0.9453 1+0.105*Sds= 1.0993 1.4+0.14Sds= 1.5323 1+0.14Sds= 1.1323 0.85+0.14*Sds= 0.9823 B= 0.7000 ' ,> rho= 1.0000 Axial Analysis Critical load cases are: RMI Sec 2.1 Load Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method axial load coeff: 0.80447955 * P seismic moment coeff: 0.5625 * Mcol Load Case 6:: (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASO Method axial load coeff: 0.68764 seismic moment coeff: 0.7 * Mcol By analysis, Load case 6 governs utilizing loads as such Axial=Pax= 1.132342*160 lb + 0.982342*0.7*11200 lb Moment=Mx= 0.7*rho*Mcol = 7,883 Ib = 0.525*28961.5 in-Ib = 20,273 in-Ib KxLx/rx = 1.7*41.621"/1.254" = 56.4 Fe= n^2E/(KL/r)max^2 = 91.5ksi Pn= Aeff*Fn = 65,843 Ib P/Pa= 0.23 > 0.15 Bending Analysis KyLy/ry = 1*52"/1.404" = 37.0 Fy/2= 27.5 ksi 4c= 1.92 CHECK: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0 P/Pao + Mx/Max <_ 1.0 Pno= Ae*Fy = 1.409 in^2 *55000 psi = 77,495 Ib Max= My/Qf = 80850 in-Ib/1.67 = 48,413 in-Ib px= {1/[1-(Sk*P/Pcr)]}^-1 = {1/[1-(1.92*7883 Ib/128817 1b)]}^-1 = 0.88 Combined Stresses Pao= Pno/Qc = 774951b/1.92 = 40,3621b Fe > Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*91.5 ksi)] = 46.7 ksi Pa= Pn/Qc = 658431b/1.92 = 34,293 Ib Myield=My= Sx*Fy = 1.47 in^3 * 55000 psi = 80,850 in-Ib Pcr= n^2EI/(KL)max^2 = n^2*29500 ksi/(1.7*41.621 in)^2 = 128,817 Ib (7883 Ib/34293 Ib) + (0.85*20273 in-Ib)/(48413 in-Ib*0.88) = (7883 Ib/40362 Ib) + (20273 in-lb/48413 in-Ib) = 0.63 < 1.0, OK 0.61 < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 58.0% inq loads 9186.052 lb Axial and M= 15204 in -lb AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK `°041. '®W Wd#JiVS 1iE A 9/15/20I4 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK SGL ROW U Section Properties Section: INTLK LU75/3x3x13ga Aeff = 0.757 in^2 Ix = 1.320 in^4 Sx = 0.879 in^3 rx = 1.320 in 0f= 1.67 E= 29,500 ksi Loads Considers loads at level 2 Iy = 0.871 in^4 Sy = 0.574 in^3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 Kx = 1.7 Lx = 41.6 in Ky = 1.0 Ly = 52.0 in Cb= 1.0 3.000 in COLUMN DL= 120 Ib COLUMN PL= 8,400 Ib Mcol= 17,849 in-Ib Sds= 0.9453 1+0.105*Sds= 1.0993 1.4+0.14Sds= 1.5323 1+0.14Sds= 1.1323 0.85+0.14*Sds= 0.9823 B= 0.7000 rho= 1.0000 Axial Analysis Critical load cases are: RMI Sec 2.1 Load Case 5.: (1+0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method axial load coeff: 0.80447955 * P seismic moment coeff.• 0.5625 * Mcol Load Case 6: : (1+0.104*Sds)D + (0.85+0.145ds)*B*P + (0.7*rho*E)<= 1.0, ASD Method axial load coeff.• 0.68764 seismic moment coeff.• 0.7 * Mcol By analysis, Load case 5 governs utilizing loads as such Axial Load=Pax= 1.0992565.120 Ib + 0.75 : 1.532342 s 0.7 : 8400 Ib = 6,890 Ib Moment=Mx= 0.75*0.7*rho*Mcol = 0.525*17849 in-Ib = 9,371 in-Ib KxLx/rx = 1.7*41.621"/1.3196" KyLy/ry = 1*52"/1.08" = 53.6 = 48.1 Fe= n^2E/(KL/r)max^2 = 101.3ksi Pn= Aeff*Fn = 35,982 Ib P/Pa= 0.37 > 0.15 Bending Analysis Fy/2= 27.5 ksi Qc= 1.92 Fe > Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*101.3 ksi)] = 47.5 ksi Pa= Pn/Qc = 359821b/1.92 = 18,741 Ib Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0 P/Pao + Mx/Max <_ 1.0 Pno= Ae*Fy = 0.757 in^2 *55000 psi = 41,635 Ib Max= My/0f = 48345 in-Ib/1.67 = 28,949 in-Ib px= {1/[1-(0c*P/Pcr)]}^-1 = {1/[1-(1.92*6890 Ib/76767 1b)]}^-1 = 0.83 Combined Stresses Pao= Pno/Qc = 416351b/1.92 = 21,685 Ib Myield=My= Sx*Fy = 0.879 in^3 * 55000 psi = 48,345 in-Ib Pcr= n^2EI/(KL)max^2 = n^2*29500 ksi/(1.7*41.621 in)^2 = 76,767 lb (6890 Ib/18741 Ib) + (0.85*9371 in-Ib)/(28949 in-Ib*0.83) = (6890 Ib/21685 Ib) + (9371 in-Ib/28949 in-Ib) = 0.70 < 1.0, OK 0.64 < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 6 is: 41.0% ilizing loads 5912.052 lb Axial and M= 12494 in -lb AMERICAN MARAZZI TILE TUKWILA 0-090514-2 LEVEL RACK lecIWcip , 9/ 1 5/2014 Str) tural once is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Transverse Column Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Project #: 0-090514-2 Section Properties Load at level= 1 Section: INTLK LU75-LU25/3x3x13ga/3x1-5/8x13ga Aeff = 1.409 in^2 Iy = 2.778 in^4 Ix = 2.215 in^4 Sy = 1.122 in^3 Sx = 1.470 in^3 ry = 1.404 in rx = 1.254 in Fy= 55 ksi Qf= 1.67 Cmx= 0.85 E= 29,500 ksi width= 3.000 in Cb= 1.0 depthl= 3.000 in Kx = 1.7 thickl= 0.090 in Ky= 1.0 Lx= 41,6in Ly = 52.0 in Loads 3.00" I 0.750 in Transverse Elevation COLUMN DL= 160 Ib COLUMN PL= 11,200 Ib Sds= 0.9453 1+0.105*Sds= 1.0993 1.4+0.14Sds= 1.5323 1+0.14Sds= 1.1323 0.85+0.14*Sds= 0.9823 B= 0.7000 rho= 1.0000 Movt= 565,032 in-Ib Frame Depth=D= 32 in Seismic Axial=Pv= Movt/D = 17,657 Ib Axial Analysis Critical load cases are: RMI Sec 2.1 Load Case 5: : (1+0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Load Case 6:: (1+0.104*Sds)D + (0.85+0.14Sds)*S*P + (0.7*rho*E)<= 1.0, ASD Method Load Case 5: Axial Load= 1.0992565*160 Ib + 0.75*(1.532342*0.7*11200 Ib) + 0.75*(0.7*rho*17657 Ib) = 18,456 Ib Load Case 6: Axial Load= 1.132342*160 Ib + 0.982342*0.7*11200 Ib + (0.7*rho*17657 Ib) = 20,243 Ib Eff. Axial Load= 20,243 Ib KxLx/rx = 1.7*41.621"/1.254" = 56.4 Fe= n^2E/(KL/r)max^2 = 91.5ksi Pn= Aeff*Fn = 65,843 Ib P/Pa= 0.59 > 0.15 Bending Analysis KyLy/ry = 1*52"/1.404" = 37.0 Fy/2= 27.5 ksi Qc= 1.92 Fe > Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*91.5 ksi)] = 46.7 ksi Pa= Pn/S c = 658431b/1.92 = 34,293 Ib Check: P/Pa + (Cmy*My)/(May*py) <_ 1.0 P/Pao + My/May <_ 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sy*Fy = 1.409 inA2 *55000 psi = 774951b/1.92 = 1.122 in^3 * 55000 psi = 77,495 Ib = 40,362 Ib = 61,710 in-Ib May= My/Qf Pcr= n^2EI/(KL)max^2 = 61710 in-Ib/1.67 = nA2*29500 ksi/(1.7*41.621 in)^2 = 36,952 in-Ib = 128,817 Ib px= {1/[1-(Qc*P/Pcr)]}^-1 ={1/[1-(1.92*20243lb/1288171b)]}^-1 = 0.70 Combined Stresses (20243 lb/34293 Ib) + (0.85*0 in-Ib)/(36952 in-Ib*0.7) = (20243 Ib/40362 Ib) + (0 in-lb/36952 in-Ib) = 0.59 < 1.0, OK 0.50 < 1.0, OK (EQ C5-1) (EQ C5-2) Page j` fr 1 of Str turaI once is Cn ineerin 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project:AMERICAN MARAllI TILE TUKWILA Project #: 0-090514-2 Transverse Column Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Section Properties Load at level= 3 Section: INTLK LU75/3x3x13ga Aeff = 0.757 inA2 Ix = 1.320 inA4 Sx = 0.879 in^3 rx = 1.320 in S f= 1.67 E= 29,500 ksi Cb= 1.0 Kx = 1.7 Ky = 1.0 Loads Iy = 0.871 inA4 Sy = 0.574 inA3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 width= 3.000 in depthl= 3.000 in thickl= 0.090 in Lx = 41.6 in Ly = 52.0 in 3.0" 3 0" 0.75 Transverse Elevafion COLUMN DL= 80 Ib COLUMN PL= 5,600 Ib Sds= 0.9453 1+0.105*Sds= 1.0993 1.4+0.14Sds= 1.5323 1+0.14Sds= 1.1323 0.85+0.14*Sds= 0.9823 B= 0.7000 rho 1.0000 Movt= 565,032 in-Ib Frame Depth=D= 32 in Seismic Axial=Pv= Movt/D = 17,657 Ib Axial Analysis Critical load cases are: RMI Sec 2.1 Load Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Load Case 6: : (1+0.104*5ds)D + (0.85+0.145ds)*6*P + (0.7*rho*E)<= 1.0, ASD Method Load Case 5: Axial Load= 1.0992565*80 Ib + 0.75*(1.532342*0.7*5600 Ib) + 0.75*(0.7*rho*17657 Ib) = 13,863 Ib Load Case 6: Axial Load= 1.132342*80 Ib + 0.982342*0.7*5600 Ib + (0.7*rho*17657 Ib) = 16,301 Ib Eff. Axial Load= 16,301 Ib KxLx/rx = 1.7*41.621"/1.3196" = 53.6 Fe= nA2E/(KL/r)maxA2 = 101.3ksi Pn= Aeff*Fn = 35,982 Ib P/Pa= 0.87 > 0.15 Bending Analysis KyLy/ry = 1*52"/1.08" = 48.1 Fy/2= 27.5 ksi Qc= 1.92 Fe > Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*101.3 ksi)] = 47.5 ksi Pa= Pn/4c = 359821b/1.92 = 18,741 Ib Check: P/Pa + (Cmy*My)/(May*py) <_ 1.0 P/Pao + My/May <_ 1.0 Pno= Ae*Fy = 0.757 inA2 *55000 psi = 41,635 Ib May= My/ 2f = 31570 in-Ib/1.67 = 18,904 in-Ib px= {1/[1-(S2c*P/Pcr)]}A-1 = {1/[1-(1.92*16301 Ib/76767 Ib)]}A-1 = 0.59 Combined Stresses Pao= Pno/Qc Myield=My= Sy*Fy = 416351b/1.92 = 0.574 inA3 * 55000 psi = 21,685 Ib = 31,570 in-Ib Pcr= nA2EI/(KL)maxA2 = nA2*29500 ksi/(1.7*41.621 in)A2 = 76,767 Ib (16301 Ib/18741 Ib) + (0.85*0 in-Ib)/(18904 in-Ib*0.59) = (16301 Ib/21685 Ib) + (0 in-Ib/18904 in-Ib) = 0.87 < 1.0, OK 0.75 < 1.0, OK Page \ of (EQ C5-1) (EQ C5-2) Str tural once is to ineerin 9 9 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 BEAM Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Dt 1 tRMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (B2.1) w= c - 2*t -2*r = 1.75 in - 2*0.063 in - 2*0.063 in = 1.498 in w/t= 23.78 1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 = [1.052/(4)^0.5] * 23.78 * (55/29500)^0.5 = 0.54 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.72 ksi f2(tension)= Fy*(y1/y2)= 102.48 ksi Y= f2/f1 Eq. B2.3-5 = -2.021 k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4 = 65.18 flat depth=w= y1+y3 = 4.506 in w/t= 71.52380952 OK 1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5 = [1.052/(65.18)^0.5] * 4.506 * (50.72/29500)^0.5 = 0.386 < 0.673 be=w= 4.506 in bl= be(3-Y) = 0.897 bl+b2= 3.147 in > 1.49172 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy Lcorner=Lc= (p/2) * (r + t/2) 0.148 in Lflange-top=Lf= 1.498 in m= 0.192*(Fu/Fy) - 0.068 = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.88 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 114.29 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t = 2.498 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.106 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.49 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.62 ksi if F= 0.95 b2= be/2 = 2.25 in (EQ A7.2-1) C= 2*Lc/(Lf+2*Lc) = 0.165 in (EQ A7.2-4) Then F*Mn=F*Fya*Sx= Eq. B2.1-4 Eq. B2.1-1 Eq B2.3-2 (EQ A7.2-3) 2.75 in 1.75in 1. 4.758 in Beam= Intik 47E 4.758Hx2.75Wx0.063"Thk Iryz y3 depth 28.44 in-k Ix= Sx= Ycg= t= Bend Radius=r= Fy=Fyv= Fu=Fuv= E= top flange=b= bottom flange= 2.526 in^4 1.011 in^3 3.140 in 0.063 in 0.063 in 55.00 ksi 65.00 ksi 29500 ksi 1.750 in 2.750 in Web depth= 4.7Q _ Fy fl (comp) I 1 Ycg )a-c f2(tension) yl= Ycg-t-r= 3.014 in y2= depth-Ycg= 1.618 in y3= y2-t-r= 1.492 in Strurai Vonce is �n yEngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 BEAM Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS RMI Section 5.2, PT II Section Beam= Intik 47E 4.758Hx2.75Wx0,063"Thk Ix=Ib= 2.526 in^4 Sx= 1.011 in^3 t= 0.063 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.9 ksi 1. Check Bending Stress Allowable Loads E= 29500 ksi F= 150.0 L= 96 in Beam Level= 1 P=Product Load= 5,600 Ib/pair D=Dead Load= 80 Ib/pair Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI 1.1, item 8 FOR DL=2% of PL, W= 1.599 Rm= if F= Then F*Mn=F*Fya*Sx= Thus, allowable load per beam pair=W= Mend= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*150*96 in)/[(6*29500 ksi*2.526 in^3)+(3*150*96 in)] 0.941 0.95 56.55 in-k F*Mn*8*(# of beams)/(L*Rm*W) 56.55 in-k * 8 * 2/(96in * 0.941 * 1.599) 6,264 Ib/pair allowable load based on bending stress W*L*(1-Rm)/8 (6264Ib/2) * 96 in * (1-0.941)/8 = 2,217 in-Ib = 1,982 in-Ib @ 6264 Ib max allowable load @ 5600 Ib imposed product load 2. Check Deflection Stress Allowable Loads 4.758 in 2.75 in �1.75in Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) = 1 - (4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*2.526 in^4)] = 0.930 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L^2*Rd) = 384*2.526 in^4*2/[180*5*(96 in)^2*0.93) = 7,419 Ib/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.477 in Allowable Toad= 6,264 Ib/pair Imposed Product Load= 5,600 Ib/pair 'Beam Stress= 0.89 Beam at Level 1 S tructural G_nc3epts ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-09051 4-2 4 Pin Beam to Column Connection TYPE A SELECTIVE RACK SGL ROW UNITS 1 he beam end moments shown herein show the result of the maximum induced fixed end monents torm seismic + static loads and the code mandated minimum value of 1.5u/o(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 17,456 in-Ib Load at level 1 Connector Type= 4 Pin Shear Capacity of Pin 0 0 0 P1 P2 P3 C rho= 1.0000 Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)A2 * Pi/4 = 0.1507 in^2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in^2 = 3,315 Ib Bearing Capacity of Pin tcol= 0.090 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.09 in/2.22 = 2,562 Ib < 3315 Ib Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3+P4 tclip= 0.18 in = P1+P1*(4.576.5")+P1*(2.5"/6.5")+P1*(0.5"/6.5") = 2.154 * P1 Mcap= Sclip * Fbending =0.127in^3*0.66*Fy = 4,610 in-Ib Pclip= Mcap/(2.154 * d) = 4610.1 in-Ib/(2.154 * 0.5 in) = 4,281 Ib C*d= Mcap = 2.154 Thus, P1= 2,562 Ib Mconn-allow= [P1*6.5"+P1*(4.5"/6.5")*4.5" +P1*(2.5"/6.5")2.5" +P1*(0.576.5")*0.51 = 2562 LB*[6.5"+(4.5"/6.5")*4.5"+(2.5"/6.5")*2.5"+(0.5"/6.5")*0.51 = 27,197 in-Ib > Mconn max, OK Sclip= 0.127 in^3 d= E/2 = 0.50 in AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK SRa W)L TOADS '`1% 9/ 1 5/201 4 Structural G•. eats ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK SGL ROW UNITS 1 he beam end moments shown herein show the result of the maximum induced hxed end monents form seismic + static loads and the code mandated minimum value of 1.5u/o(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 12,494 in-Ib Load at level 2 Connector Type= 3 Pin Shear Capacity of Pin P2 P3 rho= 1.0000 Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)^2 * Pi/4 = 0.1507 in^2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in^2 = 3,315 Ib Bearing Capacity of Pin tcol= 0.090 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.09 in/2.22 = 2,562 Ib < 3315 Ib Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in = P1+P1*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667 * P1 Mcap= Sclip * Fbending =0.127in^3*0.66*Fy = 4,610 in-Ib Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 Ib C*d= Mcap = 1.667 Thus, P1= 2,562 Ib Mconn-allow=[P1*4.5"+P1*(2.574.5")*2.5"+P1*(0.5"/4.5")*0.5"] = 2562 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 15,230 in-Ib > Mconn max, OK Sclip= 0.127 in^3 d= E/2 = 0.50 in '''.5AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK 5064AcNbfO TY A C 9/15/2014 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Transverse Brace Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Section Properties Diagonal Member= Intlk Dbl 1-1/2x1-1/4x3/8x16ga 1 .500 Area= 0.516 in^2 r min= 0.460 in Fy= 55,000 psi K= 1.0 51c= 1.92 Frame Dimensions 1.25" 1.25" Horizontal Member= Intlk Dbl 1-1/2x1-1/4x3/8x16ga 1.500 Area= 0.516 in^2 r min= 0.460 in Fy= 55,000 psi K= 1.0 1.25" 1.25" Bottom Panel Height=H= 52.0 in Frame Depth=D= 32.0 in Column Width=B= 3.0 in Diagonal Member Clear Depth=D-B*2= 26.0 in X Brace= NO rho= 1.00 0 Load Case 6: : (1 +0 * .85+0.14Sds) B*P + [0.7*rho*E1<= 1.0, ASD Method Vtransverse= 3,622 Ib Vb=Vtransv*0.7*rho= 3622 Ib * 0.7 * 1 = 2,535 Ib Ldiag= [(D-B*2)^2 + (H-6")^2j^1/2 = 52.8 in Pmax= V*(Ldiag/D) * 0.75 = 3,138 Ib axial load on diagonal brace member Pn= AREA*Fn = 0.516 in^2 * 22092 psi = 11,395 Ib Pallow= Pn/S2 = 11395 Ib /1.92 = 5,935 Ib Pn/Pallow= Horizontal brace 0.53 <= 1.0 OK (kl/r)= (k * Ldiag)/r min = (1 x 52.8 in /0.46 in ) = 114.8 in Fe= Pi^2*E/(kl/r)^2 = 22,092 psi Since Fe<Fy/2, Fn= Fe = 22,092 psi Typical Panel Configuration Check End Weld Lweld= 5.0 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 5,850 Ib OK Vb=Vtransv*0.7*rho= 2,535 Ib (kl/r)= (k * Lhoriz)/r min = (1 x 32 in) /0.46 in = 69.6 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) = 42,418 psi Pn/Pallow= 0.22 <= 1.0 OK Fe= pi^2*E/(kl/r)^2 = 60,104 psi Pn= AREA*Fn = 0.516in^2*42418 psi = 21,879 Ib Fy/2= 27,500 psi Pallow= Pn/Qc = 21879 Ib /1.92 = 11,3951b AMERICAN MARAZZI TILE TUKWILA 0-09051 4-2 LEVEL RACK 97.ii SgWafDAD., TYPE A 9/ 15/20 14 Fully Loaded: Top Level Loaded: Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Loads Critical Load case(s): 1) RMI Sec 2.1, item 9: (0.6-0.14Sds)D + (0.6-0.14Sds)*B*Papp - 0.7*E*rho Vtrans=V=E=Qe= 3,622 Ib DEAD LOAD PER UPRIGHT=D= 320 Ib PRODUCT LOAD PER UPRIGHT=P= 22,400 Ib Papp=P*0.67= 15,008 Ib .=Wst1=(0.467658*D + 0.467658*Papp*1)= 7,168 Ib Product Load Top Level, Ptop= 5,600 Ib DL/Lvl= 80 Ib Seismic Ovt based on E, r(Fi*hi)= 565,032 in-Ib height/depth ratio= 5.5 in Sds= 0.9453 (0.6-0.14Sds)= 0.4677 (0.9-0.25ds)= 0.7109 B= 1 0000 rho= 1.0000 Frame Depth=Df= 32.0 in Htop-Iv1=H= 176.0 in # Levels= 4 # Anchors/Base= 4 hp= 48.0 in hp I Tt v H Df-01 SIDE ELEVATION A) Fully Loaded Rack h=H+hp/2= 200.0 in Load case 1: Movt= s(Fi*hi)*0.7*E*rho = 395,522 in-Ib Mst= Wstl * Df/2 = 7168 Ib * 32 in/2 = 114,688 in-Ib T= (Movt-Mst)/Df = (395522 in-Ib - 114688 in-Ib)/32 in = 8,776 Ib Net Uplift per Column Net Seismic Uplift= 8,776 Ib B) Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0 = 0.2363 * 5600 Ib = 1,323 Ib Vleff= 1,323 Ib Critical Level= 4 V2=VDL= Cs*Ip*D Cs*Ip= 0.2363 = 76 Ib Mst= (0.467658*D + 0.467658*Ptop*1) * 32 in/2 = 44,297 in-Ib Movt= [V1*h + V2 * H/2]*0.7*rho = 189,917 in-Ib T= (Movt-Mst)/Df = (189917 in-Ib - 44297 in-Ib)/32 in = 4,551 Ib Net Uplift per Column Net Seismic Uplift= 4,551 Ib Anchor Check (4) 0.5" x 3.75" Embed POWERS POWERSTUD+ SD2 anchor(s) per base plate. Special inspection is required per ESR 2502. Pullout Capacity=Tcap= 2,545 Ib L.A. City Jurisdiction? NO Shear Capacity=Vcap= 1,362 Ib Phi= 1 (2194 Ib/2545 Ib)^1 + (452 lb/1362 Ib)^1 = (1137 Ib/2545 Ib)^1 + (165 lb/1362 Ib)^1 = Tcap*Phi= 2,545 Ib Vcap*Phi= 1,362 Ib 1.19 <= 1.2 OK 0.57 <= 1.2 OK jAMERICAN MARAZZI TILE TUKWILA 0-090514-2 LEVEL RACK SI'.W LLWSE A 9/1 5/20 14 j\ Powers Design Assist Version: 2.1.4697.20171 Company name: Project: Project number: Date: 9/15/2014 Page: 2/6 Geometry: Load actions: [Ib], [ft-Ib] Design loads / actions Nu 8776 Vux 0 Vuy 1811 M uX 0 Muy 0 M uZ 0 Eccentric profile ex = 0.00 inch; ey = 0.00 inch Load reversal X-direction: 100% Load reversal Y-direction: 100% Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http:llwww.powers.com/ } Version: 2.1.4697.20171 Company name: Project: Project number: Date: 9/15/2014 Page: 3/6 Calculations: Selected anchor: Effective embedment depth: Approval: Basic principles design: Power -Stud+ SD2 - 1/2" (3.25) ; hnom 3-3/4", Grade 2 hef = 3.250 inch ESR-2502 (5/1/2012) Issued: 5/1/2012 Design method: Concrete: Load combination: Reinforcement: Stand-off: Seismic Loads: Resulting anchor forces / load distribution: Max. concrete compression strain: Max. concrete compression stress: Resulting tension force: Resulting compression force: 0.00 %o 0 psi 8776 Ib 0 Ib ACI 318-08 (Appendix D) Normal weight concrete, cracked concrete, fc = 4000 psi taken from Section 9.2 none edge reinforcement or < #4 bar Condition B not existent Yes (Yield of ductile attachment (fixture)) Anchor No. #1 #2 #3 #4 Tension load 2194 Ib 2194 Ib 2194 Ib 2194 Ib Maximum 2194 Ib Summary: Design proof Demand Capacity Status Anchor plate: Profile: Tension load Shear load Interaction 8776 Ib 1811 Ib Material: Length x width: Actual plate thickness: Calculated plate thickness: none selected 10178 Ib 5449 Ib 0.86<_1.0 0.33 <_ 1.0 1.00 <_ 1.0 fyk = 36000 psi 10.00 inch x 10.00 inch 0.394 inch not calculated Shear load 453 Ib 453 Ib 453 lb 453 Ib 453 Ib OK Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.com/ Version: 2.1.4697.20171 Company name: Project: Project number: Date: 9/15/2014 Page: 4/6 Design proof tension loading: Steel strength: Nsa *Nsa Nua Design proof: Concrete strength: h of kc Nb A Nc0 A Nc 1Pec N,x 1Pec,N,y 1Ped,N LPc,N lac Ca,min cp, N CP * Ncbg Nua Design proof: Pullout / Bond strength: Np CD*Npn Nua Design proof: = 10445 Ib = * Nsa = 0.75 * 10445 Ib = 7834 Ib = 2194 Ib Nua / (cD * Nsa) = 2194 Ib / 7834 Ib = 0.28 <_ 1.00 = 3.250 inch = 17.0 = kc * fc' 0.5 * hef1.5 = 17.0 * 63.25 * 5.859 = 6299 Ib = 95.06 inch2 = 315.06 inch2 = 1.000 = 1.000 = 1.000 = 1.00 = 10.00 inch = 12.00 inch = 1.000 Reference D.5.1 D.5.1.2 D.5.2.2 D.5.2.4 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.7 = 0 leis * * (ANc / ANco) * Wec,N,x * Wec,N,y * Wed,N * Wc,N * Wcp,N * N b D.5.2.1 = 0.75 * 0.65 * (315.06 / 95.06) * 1.000 * 1.000* 1.000 * 1.00 * 1.000 * 6299 Ib = 10178 Ib = 8776 Ib Nua / (0 * Ncbg) = 8776 Ib / 10178 Ib = 0.86 5 1.00 = 4375 Ib = cAseis * 0 * (fc / 2500) " n * Np = 0.75 * 0.65 * (4000 / 2500) " 0.50 * 4375 = 2698 Ib = 2194 Ib Nua / (cD * Npn) = 2194 Ib / 2698 Ib = 0.81 < 1.00 D.5.3.2 nput data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.com/ 2-CrC-F Powers Design Assist' Version: 2.1.4697.20171 Company name: Project: Project number: Date: 9/15/2014 Page: 5/6 Design proof shear loading: Steel strength (without lever arm): V eq * Vua Design proof: = 4640 Ib =cD*Veq=0.65*4640Ib=3016Ib = 453 Ib Vua/(cD*Veq)=453Ib/3016Ib=0.1551.00 Concrete breakout strength, direction y+: le d0 cal Vb A VcO A vc ed,V a,V W ec,V 4�h,V * Vcbg V ua Design proof: = 3.25 inch = 0.50 inch = 12.00 inch =7 * (le /do)0.2*d00.5*fc'0.5 * ca11.5 = 7 * 1.454 * 0.707 * 63.246 * 41.57 = 18922 Ib = 648.00 inch2 = 228.00 inch2 = 0.900 = 1.000 = 1.000 = 1.000 1.732 = Oseis * * (AVc / AVcO) * Wed ,V * tVaV * 4Pec,V * 4Jc,V * 41h,V * Vb = 0.75 * 0.70 * (228.00 / 648.00) * 0.900 * 1.000 * 1.000 * 1.000 * 1.732 * 18922 Ib = 5 = 1811 Ib Vua / (P * Vcbg) = 1811 Ib / 5449 Ib = 0.33 < 1.00 Reference D.6.1 D.6.1.2 D.6.2 D.6.2.6 D.6.2.1c D.6.2.5 D.6.2.7 D.6.2.8 D.6.2.1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http:/lwww.powers.com/ Structural Concepts -/ Engineering 1200 N. Jefferson Ste. Ste F Anaheim._ CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Base Plate Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS Section Baseplate= 10x10x5/8 Eff Width=W = 10.00 in Eff Depth=D = 10.00 in Column Width=b = 3.00 in Column Depth=dc = 4.63 in L = 3.50 in Plate Thickness=t = 0.625 in a = 4.00 in Anchor c.c. =2*a=d = 8.00 in N=# Anchor/Base= 4 Fy = 36,000 psi Downaisle Elevation Down Aisle Loads Load Case 5: : (1+0.105*Sds)D + 0.75*[(1.4+0.145ds)*B*P + 0.75*[0.7*rho*E7<= 1.0, ASD Method COLUMN DL= 160 Ib COLUMN PL= 11,200 Ib Base Moment= 8,000 in-Ib 1+0.105*Sds= 1.0993 1.4+0.14Sds= 1.5323 B= 0.7000' Axial stress=fa = Moment Stress=fb = Moment Stress=fbl = M3 = S-plate = fb/Fb = Tanchor = Cross Aisle Loads Axial=P= 1.0992565 * 160 Ib + 0.75 * (1.532342 * 0.7 * 11200 Ib) = 9,186 Ib Mb= Base Moment*0.75*0.7*rho = 8000 in-Ib * 0.75*0.7*rho = 4,200 in-Ib Axial Load P = 9,186 lb Mbase=Mb = 4,200 in-Ib P/A = P/(D*W) 92 psi M/S = 6*Mb/[(D*B^2] 25.2 psi fb-fb2 7.6 psi (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2 72 in-Ib (1)(t^2)/6 0.065 in^3/in Mtotal/[(S-plate)(Fb)] 0.39 OK (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] -1,530 Ib No Tension M1= wL^2/2= fa*LA2/2 = 563 in-Ib Moment Stress=fb2 = 2 * fb * L/W = 17.6 psi M2= fbl*LA2)/2 = 46 in-Ib Mtotal = M1+M2+M3 = 681 in-Ib/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 2,800 psi OK Tallow= 2,698 Ib OK c, irca/bad case RM15ec 2.1, item 4: (1+0.115ds)OL + (1+0.145D5)PC'0.75+EL'0.75 <= 1.0, ASD Method Check uplift load on Baseplate Pstatic= 9,186 Ib Movt*0.75*0.7*rho= 296,642 in-Ib Frame Depth= 32.0 in P=Pstatic+Pseismic= 18,456 Ib b =Column Depth= 4.63 in L =Base Plate Depth -Col Depth= 3.50 in fa = P/A = P/(D*W) = 185 psi Sbase/in = (1)(t^2)/6 = 0.065 in^3/in fb/Fb = M/[(S-plate)(Fb)] 0.64 OK Pseismic= Movt/Frame Depth = 9,270 Ib M= wL^2/2= fa*L^2/2 = 1,130 in-Ib/in Fbase = 0.75*Fy = 27,000 psi Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. When the base plate configuration consists of two anchor bolts located on either side �f the column and a net uplift force exists, the minimum base plate thickness shall be determined based on a design bending moment in the plate equal :o the uplift force on one anchor times 1/2 the distance from :he centerline of the anchor to the nearest edge of the rack column" T If c + Ta Elevation Uplift per Column= 8,776 Ib Qty Anchor per BP= 4 Net Tension per anchor=Ta= 2,194 Ib c= 3.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 3,840 in-Ib Splate= 0.651 in^3 [fb/Fb]*0.75= 0.164 OK AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK f1 &DADSA - 9/ 15/20 14 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: AMERICAN MARAZZI TILE TUKWILA Project #: 0-090514-2 Slab on Grade Configuration: TYPE A SELECTIVE RACK SGL ROW UNITS IIIIIIIIIIIIIIIIIIIIIIIIIIIIIHI1111111IIll IIIIIIIIIIIIIIIIIIIIIIII111111l1111111111 SLAB ELEVATION Base Plate Effec. Baseplate width=B= 10.00 in Effec. Baseplate Depth=D= 10.00 in Column Loads D slab a --lb e Cross Aisle Down Aisle Baseplate Plan View width=a= 3.00 in depth=b= 4.63 in midway dist face of column to edge of plate=c= 6.50 in midway dist face of column to edge of plate=e= 7.31 in Concrete fc= 4,000 psi tslab=t= 6.0 in teff= 6.0 in phl o .06 Soil fsoil= 1,500 psf Movt= 395,522 in -lb Frame depth= 32.0 in Sds= 0.945 0.2*Sds= 0.189 2 0.600 p=B/D= 1.000 F'c^0.5= 63.20 psi DEAD LOAD=D= PRODUCT LOAD=P= Papp= P-seismic=E= B= rho= Sds= 1.2 + 0.2*Sds= 0. 9 - 0.20Sds= Puncture 160 Ib per column unfactored ASD /oad 11,200 Ib per column unfactored ASD load 7,504 Ib per column (Movt/Frame depth) 12,360 Ib per column unfactored Limit State load `o.700a. 10000 0.9453 1.3891 0.7109 Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 = 1.38906 * 160 Ib + 1.38906 * 0.7 * 11200 Ib + 1 * 12360 Ib = 23,472 Ib Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E = 0.71094 * 160 Ib + 0.71094 * 0.7 * 7504 Ib + = 16,208 Ib Load Case 3) 1.2*D + 1.4*P = 1.2*160 Ib + 1.4*11200 Ib = 15,872 Ib Load Case 4) 1.2*D + 1.0*P + 1.0E = 23,752 Ib Effective Column Load=Pu= 23,752 Ib per column RMI SEC 2.2 EQTN 7 1 * 12360 Ib RMI SEC 2.2 EQTN 1,2 ACI 318-1I Sec 9.2.1, E9th 9-5 Apunct= [(c+t)+(e+t)]*2*t = 309.75 in^2 Fpunctl= [(4/3 + 8/(3*(3)] * *(F'c^0.5) = 151.7 psi Fpunct2= 2.66 * a. * (F'c^0.5) = 100.9 psi Fpunct eff= 100.9 psi Slab Bending Pse=DL+PL+E= 23,752 Ib Asoil= (Pse*144)/(fsoil) = 2,280 in^2 x= (L-y)/2 = 14.4 in Fb= 5*(phi)*(fc)^0.5 = 189.74 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.760 < 1 OK L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t = 47.75 in = 18.9 in M= w*x^2/2 S-slab= 1*teff^2/6 = (fsoil*x^2)/(144*2) = 6.0 in^3 = 1,084.1 in-Ib fb/Fb= M/(S-slab*Fb) = 0.952 < 1, OK Dynamic Load Slab test Report STSI- STSI91113 AMERICAN MARAZZI TILE TUKWILA 0-0905 14-2 LEVEL RACK SP.xh LLbdOAD6YLQ 9/ 15/20 14 'onvertina Addresses to/from Latitude/Longitude/Altitude in One Ste... Converting Addresses to/from Latitude/Longitude/Altitude in One Step Stephen P. Morse, San Francisco Batch Mode (Forward) - Batch Mode (Reverse) Batch Mode (Altitude) Deg/Min/Sec to Decimal Computing Distances I Frequently Asked Questions My Other Webpages address city 1state np country 18436 cascade ave s Determine Lat/Lon E Access geocoder.us / geocoder.ca (takes a relatively long time) 1 1 . latitude tukwila , . i '.:.:::-.7.:..:...:::..i.:.:.:._..::. I longitude wa I 1 above values must be in decimal • 98188 I with minus signs for south and west United States I • ; ., ; 1 Determine -Address ; -reset. Get Attitudes r reset from google'llatitude longitude ; altitude i .. , ',— decimal 147.43458769999999'1-122.24916910000002: ldeg-min-sec1147° 26' 4.5157" 11-122° 14' 57.0088" , 1 from yahoo !latitude 'longitude altitude decimal 147.434422 -122.249657 Ideg-min-sec147° 26' 3.9192"1-122° 14' 58.7652" 18436 Cascade Ave S, Tukwila, Washington 98188 Ifrom mapquest 'latitude illongitude decima1 147.435479 i-122.249365 altitude :Ideg-min-sec 47° 26' 7.7244'111-122° •14' 57.714".1 18436 Cascade Ave S, Tukwila, WA 98188-4713 from open street map latitude :longitude ' 'altitude:1 decimal :147.438052 :1-122.248553 1 , deg -min -sec :147° 26' 16.9872"11-122° 14' 54.7908"1 18436 Cascade Avenue South, Tukwila King, 98188 United States of America from tamu ilatitude -11ongitude altitude ! Eidecimal 147.445R14 h-122.26R991 g*Of 9/5/2014 8:35 AN 1 nf 1 Design Maps Summary Report http://eflp2-earingUaKe.Wr.USSJ.gUviucJ1 Iul,apJrw,,u,.,L,.u.i-r••r• Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.43548°N, 122.24937°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III cea1. nvISLUSI I Smi Scy� Y90 5000Highlands m;Oi . . aociviit USGS-Provided Output Ss = 1.418 g S1 = 0.529 g SMs = 1.418 g SMl = 0.793 g SOS = SDl = 0.945 g 0.529 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please retum to the application and select the "2009 NEHRP" building code reference document. NICER Response Spectrum Design Response Spectrum 1 1.g5 .10 1 1.50 .00 0 1.3` .50 O 1.20 0.20 0 1,05 .30 S. 0.GO T 0.50 U 7 0.75 GI ro 0.50 O. 40 n.1�s>3 0 0.45 .30 0 0.30 0.20 0 0.15 .10 0.00 I I i I I I I 1 I I 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.60 1.20 2.00 C100 0.00 0.20 0.40 0.50 0.20 1.00 1.20 1.4U 1.50 1.20 2.00 Period, T (sec) Period, T (sec) For PGAM, TL, CRs, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 1 of 1 9/5/2014 8:36 AN DesiYn Maps.Detailed Report http:iienpz-eartnquaKe.w1.US.g1J„iuwi6.1u.Kayo/ uor•vvv•`•r••r•..... Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters _.................. Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A B C D E F 0.8 0.8 0.8 1.0 1.0 1.2 1.2 1.6 1.4 2.5 0.8 0.8 1.0 1.0 1.1 1.0 1.2 1.1 1.7 1.2 1.0 1.0 1.0 0.9 0.9 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 1.418 g, Fa = 1.000 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE . Spectral Response Acceleration Parameter at 1-s Period S1<_0.10 51=0.20 S1 = 0.30 S1 = 0.40 Si >_ 0.50 A 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 D 2.4 2.0 1.8 1.6 E 3.5 3.2 2.8 F See Section 11.4.7 of ASCE 7 0.8 1.0 1.3 2.4 2.4 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Si = 0.529 g, F„ = 1.500 2 of 6 9/5/2014 8:36 AN I REPORT' ESR-2502 Issued September 1, 2008 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.orq BusinessfRegional Office ■ 5360 Workman Mill Road, Whittier, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799-2305 DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 10509 (914) 235-6300 or (800) 524-3244 www.powers.com engineeringOpowers.com EVALUATION SUBJECT: POWERS POWER -STUD"+ SD2 ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code® (2006 IBC) • 2006 International Residential Code® (2006 IRC) • 2003 International Building Code® (2003 IBC) • 2003 International Residential Code® (2003 IRC) • 1997 Uniform Building Code" (UBC) Properties evaluated: Structural 2.0 USES The Powers Power -Stud+ SD2 anchor is used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal -weight and structural sand - lightweight concrete having a specified compressive strength, t'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal -weight or structural sand -lightweight concrete over steel deck having a minimum specified compressive strength, Pc, of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast - in -place anchors described in Sections 1911 and 1912 of the 2006 IBC, Sections 1912 and 1913 of the 2003 IBC and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the 2006 IRC and 2003 IRC. 3.0 DESCRIPTION 3.1 Power -Stud+ SD2: Power -Stud+ SD2 anchors are torque -controlled, mechanical expansion anchors comprised of an anchor body, expansion wedge (clip), washer and hex nut. The anchor body is manufactured from medium carbon steel and has minimum 0.0002-inch (5 pm) zinc plating. The expansion clip is manufactured from Type 316 stainless steel. The washer conforms to ASTM F 844. The hex nuts conform to ASTM A 563, Grade A. The Power -Stud+ SD2 anchor is illustrated in Figure 2. The anchor body is comprised of a high -strength rod threaded at one end and having a tapered mandrel at the other end. The tapered mandrel is enclosed by a three - section expansion clip which freely moves around the mandrel. The expansion clip movement is restrained by the mandrel taper and by a collar. The anchors are installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor on the threaded end of the anchor body, the mandrel at the other end of the anchor is drawn into the expansion clip, forcing it outward into the sides of the predrilled hole in the base material. Installation instructions and information are set forth in Section 4.3, Table 1 and Figure 1, and Figures 3 and 4. 3.2 Concrete: Normal -weight and structural sand -lightweight concrete must conform to Sections 1903 and 1905 of the IBC and UBC, as applicable. 3.3 Steel Deck Panels: Steel deck panels must comply with the requirements of ASTM A 653 and have a minimum base -metal thickness of 0.035 inch (20 gage). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strengths must be determined in accordance with ACI 318-05 Appendix D (2006 IBC) or ACI 318-02 Appendix D (2003 IBC) and this report. Design parameters are provided in Tables 3 and 4. The anchor design must satisfy the requirements in ACI 318 Sections D.4.1.1 and D.4.1.2. The value of f'c used in the calculations must be limited to 8,000 psi (55.2 MPa), maximum, in accordance with ACI 318 D.3.5. Strength reduction factors, 0, as given in ACI 318 Section D.4.4, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC, Section 9.2 of ACI 318, or Section 1612.2.1 of the UBC. Strength reduction factors, 0, described in ACI 318 Section D.4.5 must be used for load combinations calculated in accordance with Appendix C of ACI 318 or Section 1909.2 of the UBC. Strength reduction factors, 0, corresponding to ductile steel elements may be used except for 3/8-inch-diameter (9.5 mm) anchors in shear, which have a strength reduction factor corresponding to brittle steel elements. An example calculation is provided in Figure 5. aREPORTS'"are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied as to any ANSI finding or other matter in this report or as to any product covered by the report \\\ Copyright © 2008 Page 1 of 9 Page 2 of 9 ESR-2502 4.1.2 Requirements for Static Steel in Tension, Nsa: The nominal steel strength of a single anchor in tension, Nsa, is given in Table 3 of this report. The values of Nsa for single anchors given in Table 3 of this report must be used and not be derived by calculation. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Nob or Ncbg: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb and Nag, must be calculated in accordance with ACI 318 Section D.5.2, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated according to ACI 318 Section D.5.2, using the values of he and kcr as given in Table 3. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 must be calculated, with qJc,N = 1.0 and using the value of kuncr as given in Table 3. For anchors installed in the soffit of structural sand - lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete breakout strength in accordance with ACI 318 Section D.5.2 is not required (see Section 4.1.5). 4.1.4 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 Section D.5.2, must be further multiplied by the factor VJcp,N given by the following equation: C (Pcp,N = C ac whereby the factor tp,b,N need not be taken as less than l.5hef For all other cases wcp,N = 1.0. In lieu of ACI 318 cac Section D.8.6, values of cac provided in Table 3 of this report must be used. 4.1.5 Requirements for Static Pullout Strength in Tension, Npn: The pullout strength of a single anchor in tension in accordance with ACI 318 Section D.5.3 in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 3. For all design cases, ylcp,N = 1.0. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be adjusted by calculation according to the following equation: \„ (2) Npn,fc = NAG,- c (Ib, psi) �2,500, (1) / {" c \ n Npn,fc = Np,cr J (N, MPa) 07.2, Whereby the exponent n = '/2 for all anchors with the exception of the 3/8-inch-diameter (9.5 mm) anchor size in cracked concrete, where n =1/3. In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension must be adjusted by calculation according to the following equation: f In (Ib, psi) Npn,fc = Np,uncr 2,500 Npn,fc = Np,uncr \n (N, MPa) Whereby the exponent n = 1/2 for all anchors with the exception of the 3/8-inch-diameter (9.5 mm) anchor size in cracked concrete, where n =1/3. Where values for Np,cr or Np,uncr are not provided in Table 3, the pullout strength in tension need not be evaluated. The pullout strength in tension of the anchors installed in the soffit of structural sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figure 4, is provided in Table 3. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq. (2), whereby the value of Np,deck,cr must be substituted for Np,cr. In regions where analysis indicates no cracking in accordance with ACI 318 Section 5.3.6, the nominal strength in uncracked concrete must be calculated according to Eq. (3), whereby the value of Np,deck,uncr must be substituted for Np,uncr and the values of 3,000 psi or 20.7 MPa must substitute for 2,500 psi or 17.2 MPa in the denominator. 4.1.6 Requirements for Static Steel Shear Capacity, Vsa: In lieu of the values of VS as given in ACI 318 Section D.6.1.2(c), the values of Vsa for a single anchor given in Table 4 of this report shall be used and not be derived by calculation. The shear strength Vsa,deck of anchors installed in the soffit of structural sand -lightweight or normal weight concrete filled metal deck floor and roof assemblies, as shown in Figure 4, is given in Table 4. 4.1.7 Requirements for Static Concrete Breakout Strength in Shear, Vcb or Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vag, must be calculated in accordance with ACI 318 Section D.6.2, with modifications as described in this section. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318 Section D.6.2.2 using the value of 4 given in Table 4. For anchors installed in the soffit of structural sand - lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete breakout strength in accordance with ACI 318 Section D.6.2 is not required (see Section 4.1.6). 4.1.8 Requirements for Static Concrete Pryout Strength in Shear, Vcp or Vcpg: The nominal concrete pryout strength, Vcp or Vcpg, must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of kcp provided in Table 4 and the value of Ncb or Ncbg as calculated in accordance with Section 4.1.3 of this report. For anchors installed in the soffit of structural sand - lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete pryout strength in accordance with ACI 318 Section D.6.3 is not required (see Section 4.1.6). 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section D.8.3, values of cm;n and smin as given in Table 1 of this report must be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses, hmin as given in Table 1 of this report must be used. Page 3 of 9 ESR-2502 For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 4 and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 4.1.10 Requirements for Seismic Design: 4.1.10.1 General: For load combinations including seismic, the design must be performed according to ACI 318 Section D.3.3, as modified by Section 1908.1.16 of the 2006 IBC or the following: CODE ACI 318 SECTION D.3.3 SEISMIC REGION CODE EQUIVALENT DESIGNATION 2003 IBC and 2003 IRC Moderate or high seismic risk Seismic Design Categories C,D,E and F UBC Moderate or high seismic risk Seismic Zones 2B, 3 and 4 The nominal steel strength and nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the corresponding values in Tables 3 and 4 of this report. The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318 Section D.3.3.4 or D.3.3.5 except for %-inch-diameter (9.5 mm) anchors in shear, which must be designed in accordance with ACI 318 D.3.3.5. 4.1.10.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI 318 Section D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report and in accordance with ACI 318 Section D.5.3.2. The appropriate value for nominal pullout strength in tension for seismic loads, Neq or Np,deck,cr, described in Table 3 of this report, must be used in lieu of Npn. The values of Neq can be adjusted for concrete strength as follows: (4) Neq,rc = Neq / { rc \" (Ib, psi) 2.500) ( / •n Neq,rc = Neq f \` (N, MPa) 17.2) whereby the exponent n = 1/2 for all anchors with the exception of the 3/8-inch-diameter (9.5 mm) anchor size in cracked concrete, where n = 1/3. If no values of Neq are given in Table 3, the static design strength values govern. 4.1.10.3 Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI 318 Section D.6.2 and D.6.3, as described in Sections 4.1.7 and 4.1.8 of this report and in accordance with ACI 318 Section D.6.1.2. The appropriate value for nominal steel strength in shear for seismic loads, Vey or Vsa,deck, described in Table 4 of this report must be used in lieu of Vs, 4.1.11 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 Section D.7. 4.1.12 Structural Sand -lightweight Concrete: When anchors are used in structural sand -lightweight concrete, Nb, Npn, Vb and Vcp must be multiplied by 0.60, in lieu of ACI 318 Section D.3.4. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, shall be established using the following equations: (5) Talfowable,ASD �vn oc OVn (6) Vallowable,ASD = where: Tallowab/e,ASD Vallowab/e,ASD ONn oVn oc = Allowable tension load (lbf or kN) = Allowable shear load (lbf or kN) = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D and 2006 IBC Section 1908.1.16. = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D and 2006 IBC Section 1908.1.16. An example of allowable stress design values for illustrative purposes is shown in Table 5 a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a shall include all applicable factors to account for non -ductile failure modes and required over -strength. 4.2.2 Interaction of Tensile and Shear Forces: The interaction shall be calculated and consistent with ACI 318 Appendix D Section D.7 as follows: For shear loads V 5 0.2Vallowab/e,ASD, the full allowable load in tension shall be permitted. For tension loads T <_ 0.2Ta/awableASD, the full allowable load in shear shall be permitted. (7) For all other cases: 4.3 Installation: T V + <_ 1.2 Tallowable V lloivable Installation parameters are provided in Table 1, Figure 1 and Figure 4. The Power -Stud+ SD2 must be installed according to manufacturers published installation instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor size. The minimum drilled hole depth is given in Table 1. The predrilled hole must be cleaned free of dust and debris. The anchor must be hammered into the predrilled hole until the proper nominal embedment depth is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 4. AD-r 5Lc Page 4 of 9 ESR-2502 4.4 Special Inspection: Special inspection is required in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill bit type, hole dimensions, hole cleaning procedures, anchor spacing(s), edge distance(s), concrete member thickness, anchor embedment and tightening torque. Under the IBC, additional requirements as set forth in Sections 1705 and 1706 must be observed, where applicable. 5.0 CONDITIONS OF USE The Powers Power -Stud+ SD2 anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of a conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 Anchors must be installed in cracked and uncracked normal -weight concrete and structural sand - lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal weight or structural sand -lightweight concrete over steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). 5.4 The values of fc used for calculation purposes must riot exceed 8,000 psi (55.2 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values must be established in accordance with Section 4.2 of this report. 5.7 Anchor spacing(s) and edge distance(s), as well as minimum member thickness, must comply with Table 1. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.12 Where riot otherwise prohibited in the code, Power - Stud+ SD2 anchors are permitted for use with fire - resistance -rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire -resistance -rated envelope or a fire -resistance -rated membrane are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. 5.14 Special inspection must be provided in accordance with Section 4.4 of this report. 5.15 Anchors are manufactured under an approved quality control program with inspections by CEL Consulting (AA-639). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC193), dated May 2008, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION The Power -Stud+ SD2 anchors are identified by dimensional characteristics and packaging. A length letter code head marking is stamped on each anchor on the exposed threaded stud end, along with a plus sign (+) and the number 2. These are visible after installation. Table 2 shows the length code identification system. Packages are identified with the anchor name, type and size; the manufacturer's name; the name of the inspection agency (CEL); and the evaluation report number (ICC-ES ESR- 2502). 1 Page 5 of 9 ES R-2502 TABLE 1--POWER-STUD+SD2 ANCHOR INSTALLATION SPECIFICATIONS ANCHOR PROPERTY AND SETTING INFORMATION NOTATION UNITS NOMINAL ANCHOR SIZE (inch) a/8 1/2 5/8 '/4 Anchor diameter do in. (mm) 0.375 (9.5) O. (12.7) 0.625 (15.9) 0.750 (19.1) Minimum diameter of hole clearance in fixture do in. (mm) 1/16 (11.1) 8/16 (14.3) 11/16 (17.5) 13/16 (20.6) Nominal drill bit diameter du in. s/8 ANSI 1/2 SI 5/8 ANSI 3/4 ANSI Minimum nominal embedment depth hnom in. (mm) 23/8 (60) 21/2 (64) ) 31/8 (98) 47/8 (124) 41/2 (114) 53/4 (146) Effective embedment her in. (mm) 2.00 - (51) 2.00 (51) 3.25 (83) 3.25 (83) 4.25 (108) 3.75 (95) 5.00 (127) Minimum hole depth' ho in. mm 25/8 (67) 23/4 (70) 4 (102) 41/4 (108) 51/4 (133) 5 (127) 61/4 (159) Minimum concrete member thickness' hm'" in. (mm) 4 (102) 41/2 (114) 53/4 (146) 53/4 (146) 61/2 (165) 7 (178) 10 (254) Minimum overall anchor length Ce"`n in. (mm) 3 (76) 33/4 (95) 41/2 (114) 43/4 (121) 6 (152) 61/4 (159) 7 (178) Minimum edge distance' cm„ in. (mm) 21/2 (64) 4 (102) 4 (102) 41/4 (108) 41/4 (108) 5 (127) 41/2 (114) Minimum spacing distance' sm^ in. (mm) 31/2 (89) 6 (152) 4 (102) 41/4 (108) 41/4 (108) 6 (152) 6 (152) Critical edge distance' cep in. (mm) 8 (203) 8 I (203 10 (254) 8 (203) 153/4 (400) 12 (305) 12 (305) Maximum Installation torque Tinft.-Ib. st (N-m) 20 (27) 40 (54) 60 (81) 1 0 (149) Torque wrench socket size in. 3/16 3/4 51/16 11/8 Nut height In. 21/Ba 2/16 3s/� a1/� For SI: 1 inch = 25.4 mm. 'For installations through the soffit of steel deck into concrete, see the installation detail. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. In addition, anchors shall have an axial spacing along the flute equal to the greater of 3her or 1.5 times the flute width. eenct no Expansion Wedge (Clip) Mandrel UNC Threaded Stud LL Hex Nut L Washer FIGURE 1—POWER-STUD+ SD2 ANCHOR DETAIL FIGURE 2—POWER-STUD+ SD2 ANCHOR ASSEMBLY 4 Page 6 of 9 ESR-2502 1.) Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used should meet the requirements of ANSI Standard B212.15. 2.) Remove dust and debris from hole. 3.) Position the washer on the anchor and thread on the nut. If installing through a fixture, drive the anchor through the fixture into the hole. Be sure the anchor is driven to the minimum required embedment depth, hnom. FIGURE 3—POWER-STUD+ SD2 INSTALLATION INSTRUCTIONS 4.) Tighten the anchor with a torque wrench by applying the required installation torque, T;nn. STRUCTURAL SAND -LIGHTWEIGHT CONCRETE OR NORMAL. WEIGHT CONCRETE OVER META. DECK (MINIMUM 3,000 PSI) I-11N. 4-1/2' (TYP)-1 uPPER PLUM (VALLEY) [--M111 4-1/2• <TYP)-- FLUTE EDGE-, MK 12' (TYP) FIGURE 4—POWER-STUD+ SD2 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES TABLE 2—POWER-STUD+ SD2 LENGTH CODE IDENTIFICATION SYSTEM NO, 20 GAUGc' SIEEL DECK MIN. LOVER FLUTE (RIDGE) Length ID marking on threaded stud head A BCD E F G H I J K L MNOP Overall anchor length, fahon, (inches) From 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 61I2 7 71/2 8 81/2 9 Up to but not including 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 7 71/2 8 81/2 9 91/2 • Page 7of9 ESR-2502 TABLE 3-TENSION DESIGN INFORMATION FOR POWER -STUD+ SD2 ANCHOR IN CONCRETE (For use with load combinations taken from ACI 318, Section 9.2)1.2'3 DESIGN CHARACTERISTIC NOTATION UNITS NOMINAL ANCHOR SIZE (inch) 3/8 5 /8 3/4 Anchor category 1, 2 or 3 - 1 1 1 Nominal embedment depth hno,n in. 23/8 21/2 , 33/4 3'/8 I 4'/8 41/2 53/4 STEEL STRENGTH IN TEN • Minimum specified yield strength (neck) fy ksi (N/mm2) 96.0 (662) 85.0 (586) 85.0 (586) 70.0 (483) Minimum specified ultimate strength (neck) ii futa ksi (N/mm2) 120.0 (827) 106.0 (731) 106.0 (731) 90.0 (620) Effective tensile stress area (neck) Aso in` (mm2) 0.0552 (35.6) 0.1007 (65.0) 0.1619 (104.5) 0.2359 (153.2) Steel strength in tension Nsa11 Ib (kN) 6,625 (29.5) 10,445 (46.5) 13,080 (58.2) 21,230 (94.4) Reduction factor for steel strength3 0 - 0.75 CONCRETE BREAKOUT STRENGTH IN TENSION' Effective embedment hog in. (mm) 2.00 (51) 2.00 (51) 3.25 (83) 3.25 (83) 4.25 (108) 3.75 (95) 5.00 (127) Effectiveness factor for uncracked concrete kuncr 24 24 24 24 Effectiveness factor for cracked concrete kcr 17 17 17 17 Modification factor for cracked and uncracked concrete >> �`'" - 1.0 See note 5 1.0 See note 5 1 0 See note 5 1 0 See note 5 Critical edge distance cap in. (mm) 8 (203) 8 (203) 10 (254) 8 (203) 153l4 (400) 12 (305) 12 (305) Reduction factor for concrete breakout strength3 0 - Condition B = 0.65 PULLOUT STRENGTH IN TENSION (NONSEISMIC APPLICATIONS)' Characteristic pullout strength, uncracked concrete (2,500 psi)8 NP'°"`r Ib (kN) 2,775 (12.3) See note 7 6,615 (29.4) See note 7 See note 7 See note 7 See note 7 Characteristic pullout strength, cracked concrete (2,500 psi)° Np,cr Ib (kN)(9.6)See 2,165 note 7 4,375 (19.5) See note 7 4,980 (22.4) See note 7 7,795 (35.1) Reduction factor for pullout0 strength3 - Condition B = 0.65 PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS' Characteristic pullout strength, seismic (2,500 psi)" > N� Ib (kN) 2,165 (9.6) See note 7 4,375 (19.5) See note 7 4,980 (22.4) See note 7 7,795 (35.1) Reduction factor for pullout strength3 0 - Condition B = 0.65 PULLOUT STRENGTH IN TENSION FOR STRUCTURAL SAND LIGHTWEIGHT AND NORMAL -WEIGHT CONCRETE OVER STEEL DECK Characteristic pullout strength, uncracked concrete over steel deck10 Np,deck.uncr Ib (kN) 1,855 (8.3)(9.2)(17.5)(20.8)(32.8)(21.8)(21.8) 2,065 3,930 4,665 7,365 4,900 4,900 Characteristic pullout strength, cracked concrete over steel deck1° NP•deck,cr Ib (kN) 1,445 (6.4) 1,465 (6.5) 2,600 (11.6) 3,305 (14.7) 3,490 (15.5) 3,470 (15.4) 3,470 (15.4) Reduction factor for pullout0 strength3 - Condition B = 0.65 For SI: 1 inch = 25.4 mm. 1The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of Section D.3.3 shall apply. 2lnstallation must comply with published instructions and details. 3AII values of 0 were determined from the load combinations of IBC Section 1605.2, ACI 318 Section 9.2 or UBC Section 1612.2. If the load combinations of ACI 318 Appendix C or IBC Section 1909.2 are used, the appropriate value of 0 must be determined in accordance with ACI 318 Section D.4.5. For reinforcement that meets ACI 318 Appendix D requirements for Condition A, see ACI 318 Section D.4.4 for the appropriate 0factor. 4The Power -Stud+ SD2 is considered a ductile steel element in tension as defined by ACI 318 Section D.1. Reported values for steel strength in tension are based on test results per ACI 355.2 and shall be used for design. ° For all design cases Wc,"=1.0. Select the appropriate effectiveness factor for cracked concrete (kc,) or uncracked concrete (k,,,,cr). 'For all design cases WP,p=1.0. For concrete compressive strengths greater than 2,500 psi, Npn = (Pullout strength from table) * (specified compressive strength/2,500)". For all anchors, n = 1/2 with the exception of the 3/8 inch anchor size in cracked concrete, where n = 1/a. 'Pullout strength will not control design of indicated anchors. °Anchors are permitted to be used in structural sand -lightweight concrete provided that Nn and Npo are multiplied by a factor of 0.60. 8 Reported values for characteristic pullout strength in tension for seismic applications are based on test results per ACI 355.2, Section 9.5. 1°Values for NAdeck are for structural sand -lightweight concrete (f''• ,,,;n = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318 Section D.5.2 is not required for anchors installed in the flute (soffit). 11For 2003 IBC code basis, replace fna with fu,; Nsawith Ns; 1P,"with W3and No, with Np,sers• 1 Page 8 of 9 ES R-2502 TABLE 4-SHEAR DESIGN INFORMATION FOR POWER -STUD+ SD2 ANCHOR IN CONCRETE (For use with Toad combinations taken from ACI 318, Section 9.2)1'2'3 DESIGN CHARACTERISTIC NOTATION UNITS NOMINAL ANCHOR DIAMETER 3/$ 1/2 5/$ 3/4 Anchor category 1, 2 or 3 - 1 1 1 Nominal embedment depth hNen in. 2°/8 21/2 33 4 3'/8 1 4'/8 41/2 I 53/4 STEEL STRENGTH IN S AR4 Minimum specified yield strength (threads) fy ksi (N/mm2) 76.8 (530) 68.0 (469) 68.0 (469) 56.0 (386) Minimum specified ultimate strength (threads) io f"� ksi (N/mm2) 96.0 (662) 84.8 (585) 84.8 (585) 72.0 (496) Effective tensile stress area (threads) Asa in2 (mm2) 0.0775 (50.0) 0.1419 (65.7) 0.2260 (104.9) 0.3345 (215.8) 5 Steel strength in shear io Vsa Ib (kN) 2,190 (9.7) (20.6) 4,640 9,800 (44.1) 10,175 (45.3) Reduction factor for steel strength' 0.60 0.65 CONCRETE BREAKOUT STRENGTH IN SHEAR' Load -bearing length of anchor (her or 8do, whichever is less) 10 le in. (mm) 2.00 (51) 2.00 (51) 3.25 (83) 3.25 (83) 4.25 (108) 3.75 (95) 5.00 (127) Reduction factor for concrete breakout strength' 0 - Condition B = 0.70 CONCRETE PRYOUT STRENGTH IN SHEAR' Coefficient for pryout strength (1.0 for het < 2.5 in., 2.0 for haf>_ 2.5 in.) kep - 1.0 1.0 2.0 2.0 2.0 2.0 2.0 Effective embedment he in. (mm) 2.00 (51) 2.00 (51) 3.25 (83) 3.25 (83) 4.25 (108) 3.75 (95) 5.00 (127) Reduction factor for pryout strength Condition B = 0.70 STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS' Steel strength in shear, seismic7 V io a Ib (kN) 1,955 (8.7) 4,640 (20.6) 6,530 (29.0) 6,635 (29.5) Reduction factor for steel strength in shear for seismic'" - 0.60 0.65 STEEL STRENGTH IN SHEAR FOR STRUCTURAL SAND -LIGHTWEIGHT CONCRETE OVER METAL DECKS Steel strength in shear, concrete over steel decks Vsa,deck Ib (kN) 2,170 (9.7) 3,815 (17.0) 5,040 (22.4) 4,015 (17.9) 6,670 (29.7) 4,325 (19.2) 4,325 (19.2) Reduction factor for steel strength in shear for concrete over steel deck 3 0 - 0.60 0.65 For SI: 1 inch E 25.4 mm. 'The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of Section D.3.3 shall apply. 2lnstallation must comply with published instructions and details. 3AII values of 0were determined from the load combinations of IBC Section 1605.2, ACI 318 Section 9.2 or UBC Section 1612.2. If the load combinations of Appendix C or UBC Section 1909.2 are used, the appropriate value of 0must be determined in accordance with ACI 318 Section D.4.5. For reinforcement that meets ACI 318 Appendix D requirements for Condition A, see ACI 318 Section D.4.4 for the appropriate 0 factor. 4The Power -Stud+ SD2 is considered a ductile steel element as defined by ACI 318 Section D.1 except for the 3/8-inch-diameter anchor in shear. 5Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and shall be used for design. These reported values are lower than calculated results using equation D-20 in ACI 318-05, Section D.6.1.2 and D-18 in ACI 318-02, Section D.6.1.2. 'Anchors are permitted to be used in structural sand -lightweight concrete provided that Vb and Vep are multiplied by a factor of 0.60. 7Reported values for steel strength in shear for seismic applications are based on test results per ACI 355.2, Section 9.6. °Values for Vsa,deck are for structural sand -lightweight concrete (fc, mb, = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318 Section D.6.2 and the pryout capacity in accordance with Section D.6.3 are not required for anchors installed in the flute (soffit). 9Shear loads for anchors installed through steel deck into concrete may be applied in any direction. 1°For 2003 IBC code basis, replace futa with fe; Vsawith Vs; and [e with [. and Ve4 with Vsa,seis • Page 9of9 ESR-2502 TABLE 5 — Example Allowable Stress Design Values for Illustrative Purposes1'2'3'4'5'6'7'8 Anchor Diameter (in.) Nominal Embedment Depth (in.) Effective Embedment (in.) Allowable Tension Load (lbs) 3/8 2-3/8 2.00 1,220 1/2 2-1/2 2.00 1,490 3-3/4 3.25 2,905 5/8 3-7/8 3.25 3,090 4-7/8 4.25 4,615 3/4 4-1/2 3.75 3,825 5-3/4 5.00 5,890 I Single anchor with static tension load only. 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations from ACI 318 Section 9.2 (no seismic loading). 30% dead load and 70% live load, controlling load combination 1.2D+ 1.6L. 5 Calculation of weighted average for a = 1.2(0.3) + 1.6(0.7) = 1.48. 6 Pa = 2,500 psi (normal weight concrete). 7 Cal = Ca2a C. 8 h hmin. Given: Calculate the factored resistance strength, ON„, and the allowable stress design value, Tallowable,A3D, for a 3/8inch diameter Power -Stud+ SD2 anchor assuming the given conditions in Table 5. Calculation in accordance with ACI 318-05 Appendix D and this report: Code Ref. Report Ref. Step 1. Calculate steel strength of a single anchor in tension: Nsa = (0.75)(6,625) = 4,969 lbs. Step 2. Calculate concrete breakout strength of a single anchor in tension: ANc ONcb = opA c0 wed .Ntvc v1PcpNNb Nb = kcs / c(hef)1'5 Nb = (24) 2,500(2.0)13 = 3,394 lbs. ¢Ncb = (0.65) (36.0) (1.0)(1.0)(1.0)(3,394) = 2,206 lbs. (36.0) Step 3. Calculate pullout strength: ,I, ,1' 11c,acl „ �Npn = `YNp.uncrV'P (2:500) ON,„ = (0.65)(2,775)(1.0)(1.0)05 = 1,804 lbs. Step 4. Determine controlling resistance strength in tension: ¢N„ = minIONsa, rbNcb, obNp„I = ONp„ = 1,804 lbs. Step 5. Calculate allowable stress design conversion factor for loading condition: Controlling load combination: 1.2D + 1.6L a = 1.2(30%) + 1.6(70%) = 1.48 Step 6. Calculate allowable stress design value: ,N„ = 1,804 TallowableASD = a 1.48 = 1,219 lbs. D.5.1.2 Table 3 D.5.2.1 Table 3 D.5.2.2 Table 3 D.5.3.2 Table 3 D.4.1.1 9.2 Sec. 4.2 FIGURE 5 — EXAMPLE CALCULATION FOR ILLUSTRATIVE PURPOSES 0±3(-0 PITS REPORTTh ESR-2502 Supplement Issued September 1, 2008 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599-9800 Regional Office is 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 10509 (914) 235-6300 or (800) 524-3244 www.powers.com enqineerinp@powers.com EVALUATION SUBJECT: POWERS POWER -STUD+ SD2 ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following code: • 2007 Florida Building Code —Building • 2007 Florida Building Code —Residential Property Evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Powers Power -Stud'+ SD2 Anchors in Cracked and Uncracked Concrete described in the master report complies with the 2007 Florida Building Code —Building and the 2007 Florida Bui/ding Code — Residential, when designed and installed in accordance with the master evaluation report. Use of the Powers Power -Stud+ SD2 Anchors in Cracked and Uncracked Concrete described in the master evaluation report to comply with the High Velocity Hurricane Zone Provisions of the 2007 Florida Building Code —Building has not been evaluated, and is outside the scope of this supplement. This supplement expires concurrently with the master report reissued on September 1, 2008. REPORTS'" are not to be construed as representing aesthetics or any otheramibutes not specifically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied. as to any finding or other matter in this report- or as to any product covered by the report. Copyright © 2008 mcrx rRIoiaxm• Page 1 of 1 AL,,aief GECuP ARCHITECTURE • CIVIL ENGINEERING • MEP ENGINEERING • PLANNING Re: Correction Letter #1 Development Permit Application Number D14-0308 American Marazzi Tile, Inc. 18436 Cascade Ave S 140 Attn: Jennifer Marshall Permit Technician 206.433.7165 Date: 10-14-2014 This letter is to acknowledge and respond to comments detailed in your plan review dated October 7`h, 2014 regarding the above mentioned project. Any documents or portions of documents requiring changes as a result of our responses are attached hereto. Revised items (if any) have been identified with a cloud and delta 3 revision marker. Additionally, the owner has made several comments that have impacted the plans; those items have also been identified with a cloud and delta 3 revision marker. Fire Department: Al Metzler 206.971.8718 1. What is the total storage height from floor to top of product? Response: Total storage height from floor to top of product is 17'-6" (max) as indicated on detail 3/A4.1. CORRECTION LTR#__Z 2. What is the height of the ceiling? Response: The bottom of the ceiling in the warehouse varies; the lowest point is approx. 25'-6"; see sheet A2.0 for update. 3. Provide a detailed description of the commodities to be stored on the racks. Response: See attached Description of Commodities letter. 4. What is the existing fire sprinkler density in the rack storage area? Response: The existing fire sprinkler density is 0.39. This has been added to A4.1. PERMIT CENTER 5. What is the temperature rating of the existing fire sprinkler heads in the storage area? Response: The existing temperature rating is 286degrees F. The temperature rating for the heads over the office are 165degrees F. This has been ijded to A4.1. RECEIVED CITY OF TUKWILA lis.,:•"8,47-14emeNsic*NouP www.dimensiongrp.com info@dimensiongrp.com DALLAS 10755 Sandhill Road Dallas, TX 75238 PH: (214) 343-9400 NOV 0 6 2014 1'4O3O8 DENVER 5600 S. Quebec St., Ste 210 C Greenwood Village, CO 80111 PH: (720) 536-3181 Dal -Tile Corporation AMERICAN OLEAN" 7834C.F.HawnFwy MA Y USA Dallas, TX 75217 October 14`h, 2014 To: City of Tukwila Re: Description of Commodities to be stored at American Olean/Marazzi Sales Sevice Center #503 18436 Cascade Ave, S. Suite 140, Tukwila, WA 98188 To Whom ItMay Concern: We are providing a description of the commodities and storage arrangements for products that will be stored at the American Olean/Marazzi Sales Service Center #503, located at: 18436 Cascade Ave, S. Suite 140, Tukwila, WA 98188 Dal -Tile Corporation will be leasing 15,410 square feet of which 12,061 square feet will be storage. The Sales Service Center is a wholesale seller of ceramic, porcelain, and natural stone tile (non-combustible/non-flammable) and installation products (non-combustible/non- flammable). Ceramic, porcelain, and natural stone tile constitutes 85% of the stored commodities. These commodities are packaged in ordinary corrugated cartons with, or without single thickness dividers, placed on wooden pallets and stored on the floor and in open metal racks. Open metal racks are 32 or 42 inches deep (depending on location), with 8 foot bay widths with non- solid shelving. Racking to be single racks on warehouse perimeter walls and double racks spaced 12 inches apart (flue) at warehouse interior; racks have 15 foot uprights and top of material stored (maximum storage height) will be 17 feet 6 inches. These materials are classified as Class II commodities per section 2303 of the International Fire Code, High Piled Combustible Storage. Aisle widths shall range from 13 feet 8 inches to 19 feet 4 inches. The remaining 15% of the commodities are installation products: grouts, mastics, sealers, cement board, and dry bagged goods all of which are non-combustible/non- flammable. These products are packaged in 10-50 pound bags and ordinary corrugated cartons/boxes, pint, quart, '/z gallon, and 5-gallon plastic containers. The plastic containers represent no more that 1 0% by weight or volume of these materials as permitted by the International Fire Code, Group A plastics, section 2303.7.1. These materials are placed on wooden pallets or in the open metal racks. These remaining materials are a compound mixture of various elements of which a small percentage is a material that is identified by the International Fire Code as a hazardous material. However, these products do not exceed the maximum allowable quantities per control area as specified in the international Fire Code. All stored materials shall be non - encapsulated. Sincerely, Christina Quinones-Kuryniec Mohawk/Dal-Tile Construction Project Manager 214-717-8047 RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER ARCHITECTURE • CIVIL ENGINEERING • MEP ENGINEERING • PLANNING Re: Correction Letter #1 Development Permit Application Number D14-03c' American Marazzi Tile, Inc. 18436 Cascade Ave S 140 Attn: Jennifer Marshall Permit Technician 206.433.7165 Date: 10-14-2014 This letter is to acknowledge and respond to comments detailed in your plan review dated October 7`h, 2014 regarding the above mentioned project. Any documents or portions of documents requiring changes as a result of our responses are attached hereto. Revised items (if any) have been identified with a cloud and delta 3 revision marker. Additionally, the owner has made several comments that have impacted the plans; those items have also been identified with a cloud and delta 3 revision marker. Fire Department: Al Metzler 206.971.8718 1. What is the total storage height from floor to top of product? Response: Total storage height from floor to top of product is 17'-6" (max) as indicated on detaie3/A4.1. 2. What is the height of the ceiling? Response: The bottom of the ceiling in the warehouse varies; the lowest point 1 RECEIVED approx. 25'-6'; see sheet A2.0 for update. CITY OF TUKWILA 3. Provide a detailed description of the commodities to be stored on the racks. NOV 0 3 2014 Response: See attached Description of Commodities letter. }ERMIT CENTER 4. What is the existing fire sprinkler density in the rack storage area? Response: The existing fire sprinkler density is 0.39. This has been added to A4.1. 5. What is the temperature rating of the existing fire sprinkler heads in the storage area? Response: The existing temperature rating is 286degrees F. The temperature rating for the heads over the office are 165degrees F. This has been added to A4.1. THE i a oui ' www.dimensiongrp.com infoedimensionc ro.com DALLAS 10755 Sandhill Road Dallas, TX 75238 PH: (214) 343-9400 CORRECTION DENVER 5600 S. Quebec St., Ste 210 C Greenwood Village, CO 8011 1 PH: (720) 536-3181 AMERICAN OLEAN' MARAZZJ Dal -Tile Corporation 7834 C. F. Hawn Fwy Dallas, TX 75217 October 14th, 2014 To: City of Tukwila Re: Description of Commodities to be stored at American Olean/Marazzi Sales Sevice Center #503 18436 Cascade Ave, S. Suite 140, Tukwila, WA 98188 To Whom ItMay Concern: We are providing a description of the commodities and storage arrangements for products that will be stored at the American Olean/Marazzi Sales Service Center #503, located at: 18436 Cascade Ave, S. Suite 140, Tukwila, WA 98188 Dal -Tile Corporation will be leasing 15,410 square feet of which 12,061 square feet will be storage. The Sales Service Center is a wholesale seller of ceramic, porcelain, and natural stone tile (non-combustible/non-flammable) and installation products (non-combustible/non- flammable). Ceramic, porcelain, and natural stone tile constitutes 85% of the stored commodities. These commodities are packaged in ordinary corrugated cartons with, or without single thickness dividers, placed on wooden pallets and stored on the floor and in open metal racks. Open metal racks are 32 or 42 inches deep (depending on location), with 8 foot bay widths with non- solid shelving. Racking to be single racks on warehouse perimeter walls and double racks spaced 12 inches apart (flue) at warehouse interior; racks have 15 foot uprights and top of material stored (maximum storage height) will be 17 feet 6 inches. These materials are classified as Class II commodities per section 2303 of the International Fire Code, High Piled Combustible Storage. Aisle widths shall range from 13 feet 8 inches to 19 feet 4 inches. The remaining 15% of the commodities are installation products: grouts, mastics, sealers, cement board, and dry bagged goods all of which are non-combustible/non- flammable. These products are packaged in 10-50 pound bags and ordinary corrugated cartons/boxes, pint, quart, 1/2 gallon, and 5-gallon plastic containers. The plastic containers represent no more that 1 0% by weight or volume of these materials as permitted by the International Fire Code, Group A plastics, section 2303.7.1. These materials are placed on wooden pallets or in the open metal racks. These remaining materials are a compound mixture of various elements of which a small percentage is a material that is identified by the International Fire Code as a hazardous material. However, these products do not exceed the maximum allowable quantities per control area as specified in the international Fire Code. All stored materials shall be non - encapsulated. Sincerely, CORRECTION LTR# Christina Quinones-Kuryniec Mohawk/Dal-Tile Construction Project Manager 214-717-8047 Dig-o3o8 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER City of Tukwila Department of Community Development October 23, 2014 CHRIS HANSON 10755 SANDHILL RD DALLAS, TX 75238 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D14-0308 AMERICAN MARAZZI TILE INC - 18436 CASCADE AVE S 140 Dear CHRIS HANSON, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • The response to correction letter #1 did not contain information relating to the corrections asked for in the letter. The corrections are listed here again. 1) What is the total storage height from floor to top of product? 2) What is the height of the ceiling? 3) Provide a detailed description of the commodities to be stored on the racks. 4) What is the existing fire sprinkler density in the rack storage area? 5) What is the temperature rating of the existing fire sprinkler heads in the storage area? Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0308 6300 Southcenter Boulevard ,Suite #100 • Tukwila. Washin.vtnn 9R1RR • Phone 206-431-3670 • Fox 206-431-3665 aRoui= ARCHITECTURE • CIVIL ENGINEERING • MEP ENGINEERING • PLANNING Re: Correction Letter #1 Development Permit Application Number D14-0307 American Marazzi Tile, Inc. 18436 Cascade Ave S 140 Attn: Jennifer Marshall Permit Technician 206.433.7165 Date: 10-14-2014 This letter is to acknowledge and respond to comments detailed in your plan review dated October 7th, 2014 regarding the above mentioned project. Any documents or portions of documents requiring changes as a result of our responses are attached hereto. Revised items (if any) have been identified with a cloud and delta 2 revision marker. Additionally, the owner has made several comments that have impacted the plans; those items have also been identified with a cloud and delta 2 revision marker. Building Department: Allen Johannessen 206.433.7163 1. The plan shows new dock levelers to be installed. If this is intended to be part of this permit, provide engineering calculations with complete details for the dock levelers installation. Otherwise indicate dock leveler construction shall be under separate permit with engineering and details. Response: Dock levelers have been revised to indicate construction to be under separate permit; see sheets C1.0 & A1.0 for revisions. 2. Wall details on sheet A8.0 specify R-19 in walls and the ceiling insulation is not specified. Walls to the warehouse shall require R-21 and ceiling R-30 insulation. "Building envelope assemblies separating conditioned space from semi -heated space shall comply with exterior envelope insulation requirements. When choosing the uninsulated wall option, the wall shall not be included in Component Performance Building Envelope Option calculation." Revise detail�teEIVED meet prescriptive energy code requirements or provide "Component performanc i envelope option" (2012 WSEC C402.1, C402.1.3 & C402.1.4)F TUKWILA Response: The details have been revised to indicate R-21 wall insulation and R-30 insuia j asi 5 2014 noted above; see sheet A8.0 for revisions. ll�� SufiThe �J GF OU�Jw -: www.dimensiongrp.com info@dimensiongrp.com CORRECTION LTR# DALLAS 10755 Sandhill Road Dallas, TX 75238 PH: (214) 343-9400 d'ERMIT CENTER DENVER 5600 S. Quebec St., Ste 210 C Greenwood Village, CO 80111 PH: (720) 536-3181 ca r� bi'IO3O 6 Erd4 _0=1 CROUP ARCHITECTURE • CIVIL ENGINEERING • MEP ENGINEERING • PLANNING PW Department: Joanna Spencer 206.431.2440 1. In accordance with WA State Department of Health guidelines for Group A Public Water System, Public Works has implemented a cross -connection control program to protect the public water system from contamination via cross -connection. This building has correct backflows installed on the domestic water, fire prevention and landscape irrigation line, however required backflow reports are overdue. Response: Noted 2. There is a 2" RPPA installed on domestic water system for premise isolation, a 1.5" DVCA installed on landscape irrigation connection, and an 8" DCDA installed on fireline connection. Response: Noted 3. The test month for this property is August. A reminder letter was sent on August 4th, 2014 that the assemblies were due for the annual testing and we have not yet received test reports for 2014. A separate letter requesting backflow test reports was sent on October 2, 2014 to EProperty Tax Inc., property owner requesting backflow test reports. Please have the backflows tested by a certified tester ASAP. Response: Noted Sincerely, 7DCLI/ly Daniel Murphree — Project Manager The Dimension Group THB rr.f J �J GROUP www.dimensiongrp.com info@dimensiongrp.com DALLAS 10755 Sandhill Road Dallas, TX 75238 PH: (214) 343-9400 DENVER 5600 S. Quebec St., Ste 210 C Greenwood Village, CO 80111 PH: (720) 536-3181 Kai City of Tukwila Department of Community Development October 07, 2014 CHRIS HANSON 10755 DANDHILL RD DALLAS, TX 75238 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0308 AMERICAN MARAZZI TILE INC - 18436 CASCADE AVE S 140 Dear CHRIS HANSON, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. 1) What is the total storage height from floor to top of product? 2) What is the height of the ceiling? 3) Provide a detailed description of the commodities to be stored on the racks. 4) What is the existing fire sprinkler density in the rack storage area? 5) What is the temperature rating of the existing fire sprinkler heads in the storage area? Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Subniittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, er Marshall Technician File 'o.D14-0308 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0308 DATE: 11/06/14 PROJECT NAME: AMERICAN MARAZZI TILE INC SITE ADDRESS: 18436 CASCADE AVE S Original Plan Submittal X Response to Correction Letter # 2b Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural it tg Planning Division Permit Coordinator El PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/06/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/04/14 Approved Corrections Required Approved with Conditionstg Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: ,Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0308 DATE: 11/03/14 PROJECT NAME: AMERICAN MARAZZI TILE INC SITE ADDRESS: 18436 CASCADE AVE S - STE 140 Original Plan Submittal X Response to Correction Letter # 2a, Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention Structural 1 Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/02/14 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: n (foie 9,A v?k\ 01,?Tvw4 fit 9 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0308 DATE: 10/15/14 PROJECT NAME: AMERICAN MARAZZI TILE INC SITE ADDRESS: 18436 CASCADE AVE S - STE 140 Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ kV\ CI,VY'('L Fire Prevention Planning Division Structural Permit Coordinator n 1 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/16/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews DUE DATE: 11/13/14 Approved with Conditions ❑ Denied (ie: Zoning Issues) C Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only I CORRECTION LETTER MAILED: 10 )-3� I 14 Departments issued corrections: Bldg ❑ Fire k- Ping ❑ PW ❑ Staff Initials: 1/K 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0308 DATE: 09/23/14 PROJECT NAME: AMERICAN MARAZZI TILE INC SITE ADDRESS: 18436 CASCADE AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AS c q- H Building Division Public Works Nka lb "Di-'ti1 Fire Prevention $ Planning Division Structural Permit Coordinator a PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/25/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) ' (ie: Zoning Issues) DUE DATE: 10/23/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: W\ I 11 Departments issued corrections: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ///✓�//g` Plan Check/Permit Number: D 14-0308 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 So ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: American Marazzi Tile Inc Project Address: 18436//Cascade Ave S Contact Person: ��1Ftetd SinicidittAb' Phone Number: -2/y-3 f3- ?VO Summary of Revision: /e..4vS: ®/423 FiEOEIY�t� of Op TUKWILA NOV .06- 2014 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on ! I'" (o - ( vl \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Date: 11 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: £ / �{ cp3 C> i`s Project Name: Y14*r\-- \ \ Project Address: c(t-[ 3L G S CcJ.c A v S 1 T Contact Person: 9 Li l • Li v Phone Number: a 06), Summary of Revision: e>° ,t rohii rHECEVED NWT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis' n Received at the City of Tukwila Permit Center by: la —Entered in TRAKiT on 4-( City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: lb I 1 4 I 14 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: D 14-0308_ Project Name: American Marazzi Tile Inc Project Address: 18436 Cascade Ave S, Ste 140 {RECEIVED CITVGaril-I(WLA f _ 244 Ft141T pENVTEF1 Contact Person: K-V l lk1 N 'l It-+t'� t .� Phone Number: Zt 4. . 1 o Summary of Revision: CS— u e(.7ATc_ s it t1,1 r7— 61. 0 - t) e -'.‘ sYE D Fst)1- Voc- N 4.0 - u PPA't ' -cz› t priX. t V� 01JOL PE-Fn,i4A. t g. D - S G Fc oavi) Amp L y iPcn,6 r5 S' 6).?ftWc,, r� A7r-FJ9 1 S.a t-t- _ / /J S1/4) c- -t t,J �t te r /-�-�/�" �3� �--�1 ()Po -rt n Sheet Number(s): S 1. 0 O; A 8• a "Cloud" or highlight all areas of revision includin date of rev sin Received at the City of Tukwila Permit Center by: N--Entered in TRAKiT on C:\Usersljennifer-m\Desktop\Revision Submittal Form doc Revised: May 201 I ALAMO INDUSTRIES Page 1 of 2 Washington State Department of Labor & Industries ALAMO INDUSTRIES Owner or tradesperson DANIELS, MICHAEL WAYNE Principals DANIELS, MICHAEL WAYNE, OWNER Doing business as ALAMO INDUSTRIES WA UBI No. 601 270 915 PO BOX 7169 GOODYEAR, AZ85338 909-255-2876 Business type Individual License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. ALAMOI*895R1 Effective — expiration 12/21/2011-12/21/2015 Bond Great American Ins Co Bond account no. 3064444 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 12/21/2011 10/17/2011 Expiration date Until Canceled Insurance AMTRUST INTERNATIONAL UNDERWRI $1,000,000.00 Policy no. DSI104725200 Received by L&I Effective date 09/25/2014 09/28/2014 Expiration date 09/28/2015 Insurance history Savings No savings accounts during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601270915&LIC=ALAMOI*895R1&SAW= 11/18/2014