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Home My WebLink AboutPermit D17-0144 - THOMPSON TILE & STONE - STORAGE RACKSTHOMPSON TILE & STONE 575 STRANDER BLVD D17-0144 Parcel No: Address: 0 City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0223300010 Permit Number: 575 STRANDER BLVD Project Name: THOMPSON TILE & STONE Issue Date: Permit Expires On: D17-0144 11/14/2017 5/13/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: WESTERN B NORTHWEST WA LLC PO BOX 460169 C/O RYAN, HOUSTON, WA, 77056 DOUG WILLIAM 3500 W VALLEY HWY N - SUITE 101, AUBURN, WA, 98001 RAYMOND HANDLING CONCEPTS CORP 4140 BOYCE RD , FREMONT, CA, 94538 License No: RAYMOHC034KB Lender: Name: THOMPSON TILE & STONE Address: 575 STRANDER BLVD , TUKWILA, WA, 98188 Phone: (253) 335-2410 Phone: (253) 333-2109 Expiration Date: 10/1/2018 DESCRIPTION OF WORK: PROVIDE AND INSTALL PALLET RACK IN WAREHOUSE Project Valuation: $20,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,332.66 Occupancy per IBC: S-2 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature:gild 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 a ree to the conditions attached to this permit. Signature: cy� �C e� Date: 1 IMT/ I Print Name: C2, (Gtr Pear 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: Rack storage must be maintained at 12 ft. or lower and must not be fully encapsulated or existing sprinkler density will have to be increased. 16: 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) 13: 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) 14: 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) 15: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 17: Maintain fire extinguisher coverage throughout. 18: 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) 19: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row, and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 13-16.11.1) (IFC Table 3208.3) 20: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: 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** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0409 FRAMING 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Deparhnent Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: S ---)S-1. , Date Application Expires: �- S( 7 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 575 STRANDER BLVD Tenant Name: THOMPSON TILE & STONE King Co Assessor's Tax No.: 0223300010 Suite Number: Floor: PROPERTY OWNER Name: DOUG WILLIAM Name: THOMPSON TILE & STONE Cit': AUBURN State: WA Zip: 98001 Address: 575 STRANDER BLVD Email: dwilliam@raymondhandling.com City: TUKWILA State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: DOUG WILLIAM Address: 3500 W VALLEY HWY N. SUITE 101 Cit': AUBURN State: WA Zip: 98001 Phone: (253) 335-2410 Fax: Email: dwilliam@raymondhandling.com GENERAL CONTRACTOR INFORMATION Company Name: RAYMOND HANDLING CONCEPT Address: 3500 W VALLEY HWY N. SUITE 101 City: AUBURN State: WA Zip: 98001 Phone: (253) 335-2410 Fax: Contr Reg No.: RAYMOHCO34KB Exp Date: Tukwila Business License No.: H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: ❑ Yes ❑..No ARCHITECT OF RECORD Company Name: STRUCTURAL CONCEPTS ENG Engineer Name: Company Name: City: LA VERNE State: CA Zip: 91750 Phone: (909) 596-1351 Fax: Architect Name: -7 4 S4?e (LA Address: City: -17 La. City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: STRUCTURAL CONCEPTS ENG Engineer Name: Address: 1615 YEAGER AVE City: LA VERNE State: CA Zip: 91750 Phone: (909) 596-1351 Fax: Email: LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:• Address: -7 4 S4?e (LA City: -17 La. State: Zip: � ,, s Page 1 of 4 BUILDING PERMIT INFORMATION— 206-431-3670 Valuation of Project (contractor's bid price): $ 20,000 Describe the scope of work (please provide detailed information): PROVIDE AND INSTALL PALLET RACK IN WAREHOUSE Will there be new rack storage? ❑ Yes Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/IIAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplications\Fonns-Applications On Lind201 I Applications\Pennit Application Revised - 8-9.11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor 19,229 VB 2nd Floor 3`d 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 0 No If "yes", explain: FIRE PROTECTION/IIAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplications\Fonns-Applications On Lind201 I Applications\Pennit Application Revised - 8-9.11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY B�f LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR, f� . l� Z i D A Signature: Date: 05 .2f//7 / / Print Name: 7k,( O/'i Day Telephone: 201' rho - 7331 Mailing Address:711 J. gOAA4o J t. 17177Lec 11/ 98 i City H:Vtpplications\Forms-Applications On Line \2011 Applications\Pertnit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $491.91 $491.91 $491.91 $491.91 $491.91 PermitTRAK D17-0144 Address: 575 STRANDER BLVD Apn: 0223300010 DEVELOPMENT PERMIT FEE TOTAL FEES PAID BY RECEIPT: R12790 R000.322.100.00.00 0.00 Date Paid: Tuesday, November 14, 2017 Paid By: RAYMOND HANDLING Pay Method: CHECK 258455 Printed: Tuesday, November 14, 2017 9:05 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $840.75 D17-0144 Address: 575 STRANDER BLVD Apn: 0223300010 $840.75 DEVELOPMENT $816.15 PERMIT FEE R000.322.100.00.00 0.00 $491.91 PLAN CHECK FEE R000.345.830.00.00 0.00 $319.74 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $24.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11575 R000.322.900.04.00 0.00 $24.60 $840.75 Date Paid: Thursday, May 25, 2017 Paid By: RAYMOND HANDLING Pay Method: CHECK 252677 Printed: Thursday, May 25, 2017 1:33 PM 1 of 1 criliWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1 -rti �T�t Type of Inspection: �, 3�I��>n5 ,NAL Address:�� f 575 r er a Date Called: Special Instructions: akeit�(► l 1 n@5- Date Wanted: 24 •• -2_06( p.m: Requester: 1hone 00206-Io-5z5s- 259653 -52 5"- NIApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: - Inspector:'W Date -z / De/ 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 D17 -c:).114.4 Project: 7/40N -P56/4 '!ice it's78NI Type of Inspection: Address: 575 STRAADER DLO Date Called: Special Instructions: pOLD)}4 s 'I fit- Date Wanted: Requester: V1 L Alsi paA,U Phone No: 503- ` 2tie- 7(e ) 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: GL54D .' nee -155 Inspector: mss Date: 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 D) 7-r) t 1f-' Project: P`6J0 77u et* S—ZIAJE Type of Inspection: Address: 57,5' 67NAAJDXR SL✓D, Date Called: Special Instructions: 13 OIL PING IA -L. PfiLLCT Mcg)1,46 Date Wanted: tZ-7-iv' a.m. (p.m Requester: pit'ji-,A% Phone No: 7 - 444,-67Co) Approved per applicable codes. Corrections required prior to approval. COMMENTS: biz- �'lr Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:,.......-i,Type Sprinklers: Fire Alarm: of II,nspection: / r iNct_V-- fe5,..,..e c'itn Address: Suite #: S) c cT if- Contact Person: 1 D Q.,1 Special Instructions: Phone No.: / pA proved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: '‘*e_ ----vey- Li-fikAn ' \--.?Mt5 C' (--f cort__ V — - e_,Ac ,,is_6‘,t.,,0 e fSs 0) _ /,4172t t-kow (I�� - --. CR..�-�ci.,V Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,Z P. S-3 Date: 6---h7 h 8 Hrs.: 1 () un.' $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 1-7 (1/4.-4- INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: //-7444 Type of Inspection: 1-7-://Q 4- L cK,(U �1 ((- Address: / pp)) %) JlJe�2 !�/ Contact Person: O Suite #: �� Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: P7744 L) L ()`- - C ( 6.7 i--17—; AJ( ,A)0 / !' /W / " i. f :' / WI qi2- -- ' 1 lir— .I u! vl-,7! tie V Y r----- 01)Si f19 -i4- /f-- o" 75 / d n4 /912 r ( Do A/67— S,7?,4-give- ' /q4.--6— /7'" (1' eVi ti -/S 7`- is iz /,, T /lac vE ,2 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: s----4-- Date: /-7./- Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII 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 i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:Type TH(1)44 05.0 ^ of Inspection: Address: " I Suite #: Gi �d,.eV all) Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: r Hood & Duct: fI/ fr. NI- RIC, Ft lig"'" -1 ' 6Z v c 5 i -)/2-S Permits: Occupancy Type: iti) f) 3I C rf --" 7^D P o I2d -tes — r t(>) X07-- S ?a c /- frithAfr 77-6 S Lr, --F C4-1 L r7.61e, 5 4-11-0-- / rt 5,. /r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 12 /r3/,- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII 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 structural I Cm Concepts Engineering 1815 Wright Ave La Verne, Ga. 91750 Tel: 909-596-1351 Fax: 909-596-7186 Project Name : THOMPSON TILE AND STONE Project Number : R-042717-5LV Dote : 05/01/17 Street Address: 575 STRADER BLVD City/State : TUKWILA, WA 98188 Scope of Work : STORAGE RACK REVIEWED FOR '-DE COMPLIANCE APPROVED NOV 07 2017 11 AY 0 2 2017 RECEIVED CITY OF TUKWILA MAY 25 2017 PERMIT CENTER Str tural oncepts Engineering 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Project #: R-042717-5LV TABLE OF CONTENTS Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 TYPE I SELECT-THOMPSON TILE Page 2 of / 3 4/27/2017 Sttural rIoncepts �� ngineer6ng 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Project #: R-042717-5LV Design Data 1) The analyses herein conforms to the requirements of the: 2015 IBC Section 2209 2016 CBC Section 2209A ANSI MH 16.1-2012 Specifications for the Design of Industria/ Steel Storage Racks 2012 RMI Rack Design Manual" ASCE 7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.50, with minimum strength, Fy=50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.50, with minimum yield, Fy=50 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 2500 psi compressive strength. Allowable Soil bearing capacity is 1000 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 A Beam Product Beam Spacing Beam Length 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 TYPE I SELECT-THOMPSON TILE Page 3 of i 3 4/27/2017 ' Strturai oncepts - Engineering By: BOB 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 Project: THOMPSON TILE & STONE Project #: R-042717-5LV Configuration & Summary: TYPE 1 SELECTIVE RACK 48" 48" 192" 48" 1` 48" 96" 192" 48" 48" 36" 36" L 36" **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 140 1b AXIAL LL= 3,800 /b SEISMIC AXIAL Ps=+/- 5,593 /b BASE MOMENT= 8,000 in -/b Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.447, Fa=1 4 36 in 192.0 in 4 96 in Single Row Component Description STRESS Column Fy=50 ksi Struc C4x4.5 P=3940 Ib, M=13230 in -Ib 0.31-0K Column & Backer None None None N/A Beam Fy=50 ksi Struc C4x4.5 Unbraced Length=48" Capacity: 8022 Ib/pr 0.27 -OK Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK Mconn=9754 in -Ib Mcap=27480 in -Ib 0.35-0K Brace -Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.13 -OK Brace -Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.39-0K Base Plate Fy=36 ksi 8x5x3/8 Fixity= 8000 in -Ib 0.49-0K Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Regd (Net Seismic Uplift=3694 Ib) 0.892 -OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.38-0K Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,200 Ib 48.0 in 36.0 in 164 Ib 122 Ib 3,940 Ib 13,230 "# 9,754 "# 2 bolt OK 2 3 4 2,200 Ib 2,200 Ib 1,000 Ib 48.0 in 48.0 in 48.0 in 36.0 in 48.0 in 48.0 in 327 Ib 491 Ib 314 Ib 244 Ib 366 Ib 234 Ib 2,805 Ib 1,670 Ib 535 Ib 10,117 "# 7,640 "# 2 bolt OK 7,192 "# 5,080 "# 2 bolt OK 2,803 "# 1,700 "# 2 bolt OK ** Load defined as product weight per pair of beams Notes Total: 1,296 lb 965 Ib TYPE 1 SELECT-ThOMPSON TILE Page Cif of ( 4/27/2017 Str tural concepts r•� ngineering By: BOB 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 Project: THOMPSON TILE & STONE Project #: R-042717-5LV Seismic Forces Configuration: TYPE 1 SELECTIVE RACK 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) Csl= Sds/R = 0.2412 Cs2= 0.044*Sds = 0.0424 Cs3= 0.5*S1/R = 0.0674 Cs -max= 0.2412 Base Shear Coeff=Cs= 0.2412 Level 1 2 3 4 PRODUCT LOAD P 2,200 Ib 2,200 Ib 2,200 Ib 1,000 Ib Cs -max * Ip= 0.2412 Vmin= 0.015 Eff Base Shear=Cs= 0.2412 Transverse Elevation Ws= (0.67*PLRFI * PL)+DL (RMI 2.6.2) = 5,372 Ib vt Vtransv=Vt= 0.2412 * (280 Ib + 5092 Ib) Etransverse= 1,296 Ib Limit States Level Transverse seismic shear per upright P*0.67*PRFI DL 1,474 Ib 70 Ib 1,474 Ib 70 Ib 1,474 Ib 70 Ib 6701b 70 Ib hi 48 in 96 in 144 in 192 in wi*hi 74,112 148,224 222,336 142,080 Ss= 1.447 S1= 0.539 Fa= 1.000 Fv= 1.500 Sds=2/3*Ss*Fa= 0.965 Sd1=2/3*Sl*Fv= 0.539 Ca=0.4*2/3*Ss*Fa= 0.3859 (Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRFs= 1.0 Pallet Height=hp= 48.0 in DL per Beam Lvl= 70 Ib Fi Fi*(hi+hp/2) 163.7 Ib 11,786-# 327.4 Ib 39,288-# 491.1 Ib 82,505-# 313.8 Ib 67,781-# sum: P=7600 Ib 5,092 Ib Longitudinal (Downaisle) Seismic Load 280 Ib W=5372 Ib 586,752 1,296 Ib Z=201,360 Similarly for longitudinal seismic loads, using R=6.0 Cs1=Sd1/(T*R)= 0.1797 Cs2= 0.0424 Cs3= 0.0449 Cs -max= 0.1797 Level PRODUC LOAD P 1 2,200 Ib 2 2,200 Ib 3 2,200 Ib 4 1,000 Ib Ws= (0.67 * PLRF2 = 5,372 Ib Cs=Cs-max*Ip= 0.1797 P) + DL PRF2= 1.0 (Longitudinal, Unbraced Dir.) R= 6.0 r= 0.50 sec Vlong= 0.1797 * (280 Ib + 5092 Ib) Elongitudinal= 965 Ib Limit States Leve/Lungit seismic shear per upright P*0.67*PRF2 1,474 Ib 1,474 Ib 1,474 Ib 670 Ib DL 70 Ib 70 Ib 70 Ib 70 Ib hi 48 in 96 in 144 in 192 in wi*hi 74,112 148,224 222,336 142,080 l\1 i,"\\.1 Fi 121.9 Ib 243.8 Ib 365.7 Ib 233.7 Ib Front View sum: 5,092 Ib 280 Ib W=5372 Ib 586,752 965 Ib TYPE 1 SELECT-THOMPSON TILE Page 7 of 1 3 4/27/2017 Str tura) oncepts Engineenng 1815 WrightAve La Verne. CA 91750 Tel; 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Project #: R-042717-5LV Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 965 Ib Vco1=Vlong/2= 483 Ib F1= 122 lb F2= 244 Ib F3= 366 Ib Seismic Story Moments Typical frame made Tributary area of two columns of rack frame \. 14— 96 Front View Conceptual System ktitititis Side View Typical Frame made of two columns E» --'i v \\. -++-tip N. �titi t titin �titi t titi 7r w Top View -r r Mbase-max= 8,000 in -Ib <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 10,615 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 = (483 Ib * 44 in) -8000 in -Ib = [483 Ib - 121.9 Ib]*48 in/2 = 13,230 in -Ib = 10,117 in -Ib hl-eff= hi - beam clip height/2 = 44 in Vool Mseis= (Mupper+Mlower)/2 Mseis(1-1)= (13230 in -Ib + 10117 in-lb)/2 Mseis(2-2)= (10117 in -Ib + 7192 in-Ib)/2 = 11,674 in -Ib = 8,654 in -Ib Beam to Column Elevation rho= 1.0000 Summary of Forces LEVEL hi 1 48 in 2 48 in 3 48 in 4 48 in Axial Load 3,940 Ib 2,805 Ib 1,670 Ib 535 Ib Column Moment** 13,230 in -Ib 10,117 in -Ib 7,192 in -lb 2,803 in -Ib Mseismic** Mend -fixity Mconn** 11,674 in -Ib 2,260 in -Ib 9,754 in -Ib 8,654 in -Ib 2,260 in -Ib 7,640 in -Ib 4,997 in -Ib 2,260 in -Ib 5,080 in -Ib 1,402 in -Ib 1,027 in -Ib 1,700 in -Ib Beam Connector 2 bolt OK 2 bolt OK 2 bolt OK 2 bolt OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(2 Bolt)= 27,480 in -Ib **all moments based on limit states level loading TYPE I SELECT-THOMPSON TILE Page W of 3 4/27/2017 Sttural rI#oncepts Engineering 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Column (Longitudinal) Configuration: TYPE 1 SELECTIVE RACK Project #: R-042717-5LV Section Properties Column Member= Struc C4x4.5 Aeff = 1.192 in^2 Ix = 3.270 in^4 Sx = 1.635 in^3 rx = 1.656 in Iy = 0.256 in^4 Sy = 0.237 in^3 Ty = 0.464 in Loads Considering loads at level 1 Fy= 50,000 psi Kx= 1.7 Lx= 46.0 in Ky= 1.0 Ly= 36.0 in Cm= 0.85 4.00 in -171 COLUMN DL= 140 Ib COLUMN PL= 3,800 Ib Mcol= 13,230 in -Ib Sds= 0.9647 1+0.105*Sds= 1.1013 1.4+0.14Sds= 1.5351 1+0.14Sds= 1.1351 0.85+0.14*Sds= 0.9851 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 Load Case 6: : (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method By analysis, Load case 6 governs utilizing loads as such Axial Load=Pa= 1.135058*140 Ib + 0.985058*0.7*3800 Ib = 2,779 Ib Moment=Mx= 0.7*rho*Mcol = 0.7 * 13230 in -Ib = 9,261 in -Ib (kl/r)x = (1.7*46 in/1.656 in) = 47.22 (kl/r)max= 77.59 (kl/r)y = (1*36 in/0.464 in) = 77.59 Cc = (2n^2E/Fy)^0.5 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa = fl-((kl/r)^2/2Cc^2)}Fy 5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3 = 19,491 psi fa= Pa/AREA = 2,332 psi fa/Fa= 0.12 < 0.15 Bending Analysis fbx= Mx/Sx = 5,664 psi F'ex= (12*n^2*E)/(23*(KL = 66,966 psi (1-fa/F'e)= 1.00 Combined Stresses Fbx= 0.6*Fy = 30,000 psi fb/Fb= 0.19 (H1-3): fa/Fa + fb/Fb= 0.31 <_ 1.0 OK TYPE I SELECT-TI0MPSON TILE Page 7 of / 3 4/27/2017 S trL.oncepts tura) Engineering 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Project #: R-042717-5LV Beam Configuration: TYPE 1 SELECTIVE RACK The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. The impact load on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Section Properties Beam Member= Struc C4x4.5 Beam at Level= 1 Beam Type= Structural Ix= 3.469 in^4 Sx= 1.735 inA3 Beam Length=L= 96.0 in Unbraced Length, Lu= 48.0 in Loads Beam Weight= 4.0 Ib/ft Thickness= 0.137 in Beam Shape= Channel d/Af= 9.4 Impact Factor (a)=[1-(25%/2)]= 0.875 4.000 in Load Case: D t 0.88P + Impact RMI Section 21, Load case 10 0/0 End Fixity= 25 0 = 0.25 Mcenter= 6*(wL^2/8) = 0.832*(wL^2/8) Mends= 0*Mmax(fixed ends) = (wL^2/12)*0.25 = 0.0208*wLA2 Fb= 0.6 * Fy = 30,000 psi Fb-eff= 26,596 psi Live Load/Pair= 2,200 Ib Mcenter= 0.104 * wL^2 = 11,302 in -Ib Bending Coeff 13= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) - 0*Mcenter(fixed ends) = wL^2/8 - (0.25 * wL^2/12) = wL^2/8 - wL^2/48 = 0.104 * wL^2 Fy= 50,000 psi Fb' = 12,000/(lu*d/Af) = 12,000/(48*9.4) = 26,596 psi Dead Load/Pair= (4 lb/ft) * 2 * 96 in/12 = 64 Ib Mends= 0.0208*wL^2 = 2,260 in -Ib Dist Load=w= 11.8 Ib/in M= 11,302 in -Ib fb= (M/Sx)/a AI- includes impact factor (a) reduction coeff, conservatively 1.0P is used in lieu of 0.88P = 7,445 psi fb/Fb= 7445 psi/26596 psi 0.28 <= 1.0, OK Bending Capcity= 8,022 Ib/pair <=== Critical Deflection Defl-allow=L/ 180 = 0.534 in Deflection Capacity= 11,341 Ib/Pair Allowable load per beam pair= 8,022 Ib Defl= f3 * [5wL^4/(384*E*Ix)] = [5*11.8 lb/in*(96 in)^4/(384*29.5x10A6 psi * 3.469 in^4)]*0.832 = 0.106 in <= 0.534 in, OK TYPE I SELECT-THOMPSON TILE Page of (3 4/27/2017 — Y1el1d ocnn1MPl 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: ThOMPSON TILE $ STONE R -042717-S Project #: W 2 Bolt Beam to Column Connection Configuration: TYPE I SELECTIVE RACK Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 9,754 in -Ib Connector Type= 2 Bolt Shear Capacity of Bolt 1" O o• P2 Standard Bolt Pattern C P1 bolt Dam= 0.50 in Fv-bolt= 21,000 psi Ashear= (0.5 in) ^ 2 * Pi/4 = 0.1963 in ^ 2 Fy= 50,000 psi Pshear= Ashear * Fv = 21,000 psi * 0. 1963 in ^ 2 = 4, 122 112 Bearing Capacity of Bolt tcol= 0.137 in Fu= 65,000 psi Bolt Diam= 0.5 Pbearing= 1 .2 * bearing Area * Fu = I .2 * 0.5 in dram * 0. 137 in " 65000 psi = 5,343 Ib > 41 22 117 Moment Capacity of bracket Edge Distance=E= I .00 in Bolt Spacing= 4.0 in C= PI +P2 = PI+P1*(276") = 1.11 *PI tclip= 0.18 in Mcap= Sclip * Fbendmg C*d= Mcap = 1 . 1 I = 0.14 in^3*0.66"Fy = 4,620 m-119 Pclip= Mcap/(I . 1 1 * d) = 4620 in-Ib/(I . 1 1 " I in) Thus, P I = 4,122 Ib = 4,162 Ib Mconn-allow= [121 *6"+P 1 *(2"/6")*0 5"] = 4122 LB*[6"+(276")*2"] = 27,480 in -112 > Mconn max, OK • :u (2)-°C GR 5 50LT Fy= 50,000 psi Sclip= 0. 140 in ^ 3 d= E = I .00 in r $" i TYPE I SELECT-ThOMPSON TILE Page 5 of (_3 4/27/2017 pts ngineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Transverse Brace TYPE 1 SELECTIVE RACK Project #: R-042717-5LV Diagonal Member= Struc L2 x L2 x 1/8 Area= 0.48 in^2 r min= 0.398 in K= 1.0 Fy= 36,000 psi Frame Dimensions Horizontal Member= Struc L2 x L2 x 1/8 Area= 0.48 in^2 r min= 0.398 in K= 1.0 0 Load Case 6:: (1+ + [(0.85-f0.14.5ds)*B*P Bottom Panel Height=H= 48.0 in Frame Depth=D= 36.0 in Column Width=B= 1.6 in Diagonal Brace + [0.7*rho*E]<= 1.0, ASD Method Clear Depth=D-B*2-4"=d= 28.8 in Ldiag= [d^2 + H^2]^0.5 = 56.0 in D Typical Panel Configuration Vtransverse= 1,296 Ib Vb=Vtransv*0.7*rho= 1296 Ib * 0.7 * 1 = 907 Ib (kl/r)max= 140.70 (kl/r)x = (1*56 in/0.398 in) = 140.70 (KL/r)max > Cc, Eqtn E2-2 Applies Fa = 12n^2E/23(kl/r)^2 23(kl/r)^2 = 7,543 psi fa/Fa= 0.39 <= 1.0 OK Horizontal Brace Vdiag= V*(Ldiag/D) = 1,4111b Cc = (2n^2E/Fy)^0.5 = 126.1 fa= P/AREA = 2,915 psi Check Weld Weld Tension= 1,411 Ib tweld= 0.125 in Lweld= 4.0 in Fweld= 70,000 psi Weld Capacity= tweld*0.7071*Lweld*0.3*Fweld*1.0 = 7,425 Ib 19.0% OK V=Vtransv= 907 Ib (kl/r)x = (1*36 in/0.398 in) (kl/r)max= 90.45 = 90.45 (KL/r)max < Cc, Eqtn E2-1 Applies Fa = [1-((kl/r)^2/2Cc^2)1Fv 5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3 = 14,151 psi fa/Fa= 0.13 <= 1.0 OK Cc = (2n^2E/Fy)^0.5 = 126.1 fa= P/AREA = 1,874 psi Strtural I oncepts 7 Engineering By: BOB 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 Project: THOMPSON TILE & STONE Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK Project #: R-042717-5LV Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 1,296 Ib DEAD LOAD PER UPRIGHT=D= 280 Ib PRODUCT LOAD PER UPRIGHT=P= 7,600 Ib Papp=P*0.67= 5,092 Ib :1=Wst1=(0.70706*D + 0.70706*Papp*1)= 3,798 Ib Product Load Top Level, Ptop= 1,000 Ib DL/LvI= 70 Ib Seismic Ovt based on E, E(Fi*hi)= 201,360 in -Ib height/depth ratio= 5.3 in Sds= 0.9647 (0.9-0.20Sds)= 0.7071 (0.9-0.2Sds)= 0.7071 B= 1.0000 rho= 1.0000 Frame Depth=Df= 36.0 in Htop-Iv1=H= 192.0 in # Levels= 4 # Anchors/Base= 2 hp=480in T <<< 1 A) Fully Loaded Rack h=H+hp/2= 216.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wst1 * Df/2 = 201,360 in -Ib = 3798 Ib * 36 in/2 = 68,364 in -Ib T= (Movt-Mst)/Df = (201360 in -Ib - 68364 in-Ib)/36 in = 3,694 Ib Net Uplift per Column Net Seismic Uplift= 3,694 Ib B) Top Level Loaded Only Load case 1: ED V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0 = 0.2412 * 1000 Ib = 241 Ib Vleff= 241 Ib Critical Level= 4 V2=VOL= Cs*Ip*D Cs*Ip= 0.2412 = 68 Ib Mst= (0.70706*D + 0.70706*Ptop*1) * 36 in/2 = 16,291 in -Ib Movt= [V1*h + V2 * H/2]*0.7*rho = 41,008 in -Ib T= (Movt-Mst)/Df = (41008 in -Ib - 16291 in-Ib)/36 in = 687 Ib Net Uplift per Column Net Seismic Uplift= 687 Ib Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 1,961 Ib Shear Capacity=Vcap= 2,517 Ib L.A. City Jurisdiction? NO Phi= 1 (1847 Ib/1961 Ib)^1 + (324 Ib/2517 Ib)^1 = (343 Ib/1961 Ib)^1 + (60 Ib/2517 Ib)^1 = Tcap*Phi= 1,961 Ib Vcap*Phi= 2,517 Ib 1.07 <= 1.2 OK 0.20 <= 1.2 OK TYPE I SELECT-THOMPSON TILE Page ► / of (3 4/27/2017 www.hiiti.us Profis Anchor 2.7.2 Company: SCE Specifier: S.P. Address: 1815 Wright Phone I Fax: 909.596.1351 1 909.596.7186 E -Mail: MAIL@SCEINC.NET Page: 1 Project: Thompson Tile Sub -Project I Pos. No.: R -042717-51v Date: 4/28/2017 Specifiers comments: STORAGE RACKING 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued 1 Valid: 6/1/2016 1 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: Ix x ly x t = 5.000 in. x 8.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Profile: S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. Base material: cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] 2 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: SCE Specifier: S.P. Address: 1815 Wright Phone I Fax: 909.596.1351 1 909.596.7186 E -Mail: MAIL@SCEINC.NET Page: 2 Project: Thompson Tile Sub -Project I Pos. No.: R -042717-51v Date: 4/28/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1847 324 0 324 2 1847 324 0 324 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 3694 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad AY Tension 01 Load Nua [Ib] Capacity @ Nn [Ib] Utilization r•N = Nua/+ Nn Status Steel Strength* 1847 8029 24 OK Pullout Strength* 1847 2625 71 OK Concrete Breakout Strength** 3694 4296 86 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsa > Nua Variables Ase.N [in.2] 0.10 Calculations Nsa [Ib] 10705 Results Nsa [lb] 10705 refer to ICC -ES ESR -1917 ACI 318-11 Table D.4.1.1 luta [Psi) 106000 3.2 Pullout Strength fc Npn,f = N9,2500 2, a 2500 Npn.f > Nua 4) steel 0.750 w nonduotile 1.000 Nsa [lb] refer to ICC -ES ESR -1917 ACI 318-11 Table D.4.1.1 Variables fc [psi] h a No,2500 [Ib] 3000 1.000 4915 Calculations ff 2500 1.095 Results Npn.r [lb] 5384 concrete 0.650 4 seismic 0.750 8029 nonductile 1.000 Nua [lb] 1847 4) Npn.f. [lb] 2625 Nua [Ib] 1847 Input data and results must be checked for agreement with the existing conditions and for plausibility: PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: SCE Specifier: S.P. Address: 1815 Wright Phone I Fax: 909.596.1351 1 909.596.7186 E -Mail: MAIL@SCEINC.NET Page: 3 Project: Thompson Tile Sub -Project I Pos. No.: R -042717-51v Date: 4/28/2017. 3.3 Concrete Breakout Strength ANc `1/ Ncbg (ANIc0 tr ec,N W ed,N rV c.N rV cp,N Nb Ncbg > Nua AN, see ACI 318-11, PartD.5.2.1, Fig. RD.5.2.1(b) ANoo = 9 her 1 111 ec.N2 eN � 1.0 1+3hef 111 ed,N = 0.7 + 0.3 ( cam" )< 1.0 1.5her = MAXI Ca min 1.5hef1 1.0 Cac Cac f =kca hef5 11 cp,N Nb Variables hef [in.] 3.250 ec1,N [in.] ec2N [m.] ACI 318-11 Eq. (D-4) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Ca,min [in.] 0.000 0.000 8.000 Cac [in.] kc a, a fc [psi] 7.500 17 1.000 3000 11 c.N 1.000 Calculations ANC [In.z ] ANc0 [In.z ] W ec1,N 111 ec2,N til ed.N 111 cp,N Nb [lb] 153.56 95.06 1.000 1.000 1.000 1.000 5455 Results Ncb9 [Ib] concrete 4, seismic 4, nonduclile 4. Nth, [Ib] Nua [Ib] 8813 0.650 0.750 1.000 4296 3694 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: SCE Specifier: S.P. Address: 1815 Wright Phone I Fax: 909.596.1351 1909.596.7186 E -Mail: MAIL@SCEINC.NET Page: 4 Project: Thompson Tile Sub -Project 1 Pos. No.: R -042717-51v Date: 4/28/2017 4 Shear Toad Load Vua [Ib] Capacity Vn [Ib] Utilization [3v = Vua/V,, Status Steel Strength* 324 3572 10 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 648 12338 6 OK Concrete edge failure in direction y+" 648 3311 20 OK anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value Vsteel > Vua refer to ICC -ES ESR -1917 ACI 318-11 Table D.4.1.1 Variables Ase,v [In 2] luta [psi] 0.10 106000 Calculations Vsa,eq [Ib] 5495 Results Vsa,eq [Ib] 4) steel 4) nonductile Vsa [Ib] Vua [Ib] 5495 0.650 1.000 3572 324 4.2 Pryout Strength VcPg = kcP [ (ANc AN-) Vr ec.N tV ed,N W c,N 91 cp,N Nb] Vcpg > Vua ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO 4f ec,N tV ed,N Vr cp,N Nb = 9 hef 1 1 2eN <_1.0 +3hef = 0.7 + 0.3 (Camin) 1.0 1.5het = MAX(ca—min 1.5he1) 1.0 Cac Cac J =kc1.aV/Ts her5 Variables kcp 2 l' c,N 1.000 Calculations AN. [in.2] 153.56 Results Vcpg [Ib] 17625 hef [in.] 3.250 Cac [in.] 7.500 ANCO [in•2] 95.06 4) concrete 0.700 ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) ec1,N [In.] ec2,N [In.] Ca,min [in.] 0.000 0.000 8.000 kc a a fc [psi] 17 1.000 3000 Vr ecl ,N 4f ec2,N Vr ed,N 41 cp,N Nb [Ib] 1.000 1.000 1.000 1.000 5455 1) seismic 4) nonductile (I) Vcpg [Ib] Vua [Ib] 1.000 1.000 12338 648 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: SCE Specifier: S.P. Address: 1815 Wright Phone I Fax: 909.596.1351 1 909.596.7186 E -Mail: MAIL@SCEINC.NET Page: 5 Project: Thompson Tile Sub -Project I Pos. No.: R -042717-51v Date: 4/28/2017 4.3 Concrete edge failure in direction y+ Avc Vcbg — (A\ 0) 1p ec,V 111 ed.V y1 c,V lit h,V W parallel,V Vb (1? Vcbg > Vua Ave see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) = 4.5 cal 1 Avco 1/ ec,V 41 ed,V 111 h.V Vb ( 1 + 2ev 55 1.0 3Cai =0.7+0.3(15ca1)-1.0 — V1.5c01 > 1.0 ha 02 = 1 / 7 (14 ) VUa) X. a Vic Cai5 a Variables ca, [in.] 8.000 le [in.] cat [in.] 3.250 Calculations Avc [in.2] 120.00 Results Vcbg [Ib] 4731 8.000 a 1.000 ecv [in.] 0.000 da [in.] ACI 318-11 Eq. (D-31) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACI 318-11 Eq. (D-33) Avco [in.2] 0.500 11/ c.V ha [in.] 1.000 6.000 fe [psi] 111 para llel,V 3000 1.000 111 ec.V 111 ed,V 11/ h,V Vb [lb] 288.00 1.000 0.900 1.414 8920 concrete 0.700 seismic nonductile m Vcbg [Ib] Vua [Ib] 1.000 1.000 3311 648 5 Combined tension and shear loads RN (31./ C Utilization pN.v [%] Status 0.8608 0.196 5/3 85 OK RNV= +RV < 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: SCE Specifier: S.P. Address: 1815 Wright Phone I Fax: 909.596.1351 1 909.596.7186 E -Mail: MAIL@SCEINC.NET Page: 6 Project: Thompson Tile Sub -Project I Pos. No.: R -042717-51v Date: 4/28/2017 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading.. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by wo. Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Jttura) rLioncepts Engineering `- - 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BOB Project: THOMPSON TILE & STONE Project #: R-042717-5LV Base Plate Configuration: TYPE 1 SELECTIVE RACK Section Baseplate= 8x5x3/8 Eff Width=W = 8.00 in a = 3.00 in Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in Column Width=b = 4.00 in N=# Anchor/Base= 2 Column Depth=dc = 1.58 in Fy = 36,000 psi L = 2.00 in Plate Thickness=t = 0.375 in Down Aisle Loads Load Case 5:: (1+0.105*Sds)D + 0.75*%(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E7<= 1.0, ASD Method Downaisle Elevation COLUMN DL= 140 Ib Axial=P= 1.1012935 * 140 Ib + 0.75 * (1.535058 * 0.7 * 3800 Ib) COLUMN PL= 3,800 Ib Base Moment= 8,000 in -Ib 1+0.105*Sds= 1.1013 1.4+0.14Sds= 1.5351 B= 0.7000 Axial stress=fa = P/A = P/(D*W) = 80 psi Moment Stress=fb = M/S = 6*Mb/[(D*B^2] = 78.8 psi Moment Stress=fbl = fb-fb2 = 39.4 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = 53 in -Ib S -plate = (1)(t^2)/6 = 0.023 in '3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.46 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -1,199 Ib No Tension Cntica/ toad case RMI Sec 21, item 4: (1+0.115dsXOL + (1+0.14505)PL'0.75+EL'0.75 c= 1.0, ASV Method = 3,217 Ib Mb= Base Moment*0.75*0.7*rho = 8000 in -Ib * 0.75*0.7*rho = 4,200 in -Ib Axial Load P = 3,217 Ib Mbase=Mb = 4,200 in -Ib Cross Aisle Loads M1= wL^2/2= fa*L^2/2 = 161 in -Ib Moment Stress=fb2 = 2 * fb * L/W = 39.4 psi M2= fb1*L^2)/2 = 79 in -Ib Mtotal = M1+M2+M3 = 292 in-Ib/in Fb = 0.75*Fy = 27,000 psi Pp= 0.7*F'c = 1,750 psi OK Tallow= 1,961 Ib Pstatic= 3,217 Ib Movt*0.75*0.7*rho= 105,714 in -Ib Frame Depth= 36.0 in P=Pstatic+Pseismic= 6,153 Ib b =Column Depth= 1.58 in L =Base Plate Depth -Col Depth= 2.00 in Pseismic= Movt/Frame Depth = 2,937 Ib fa = P/A = P/(D*W) M= wL^2/2= fa*L^2/2 = 154 psi = 308 in-Ib/in Sbase/in = (1)(t^2)/6 Fbase = 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb = M/[(S-plate)(Fb)] 0.49 OK OK Check uplift Toad on Baseplate Effec. Effec. 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 hall 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" Ta 4- c Mu T b Elevation Uplift per Column= 3,694 Ib Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,847 Ib c= 2.00 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,847 in -Ib Splate= 0.117 in''3 fb Fb *0.75= 0.438 OK TYPE I SELECT-THOMPSON TILE Page /a_ oft 3 4/27/20 17 Str tural I oncepts Engineering By: BOB 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 Project: THOMPSON TILE & STONE Slab on Grade Configuration: TYPE 1 SELECTIVE RACK Project #: R-042717-5LV 1111111111111111111111 1 11111111111111111111 SLAB ELEVATION Base Plate Effec. Baseplate width=B= 8.00 in Effec. Baseplate Depth=D= 5.00 in Column Loads width=a= 4.00 in depth=b= 1.58 in slab ra ' Cross Aisle . • . • Down Aisle Baseplate Plan View Concrete fc= 2,500 psi tslab=t= 6.0 in teff= 6.0 in phi=0= 0.6 Soil fsoil= 1,000 psf Movt= 140,952 in -Ib Frame depth= 36.0 in Sds= 0.965 0.2*Sds= 0.193 midway dist face of column to edge of plate=c= C.00 in midway dist face of column to edge of plate=e= 3.29 in DEAD LOAD=D= 140 Ib per column unfactored ASD load PRODUCT LOAD=P= 3,800 Ib per column unfactored ASO load Papp= 2,546 Ib per column P-seismic=E= (Movt/Frame depth) = 3,915 Ib per column unfactored Limit State load B= 0.7000 rho= 1.0000 Sds= 0.9647 1.2 + 0.2*Sds= 1.3929 0. 9 - 0.20Sds= 0.7071 Puncture Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN = 1.39294 * 140 Ib + 1.39294 * 0.7 * 3800 Ib + 1 * 3915 Ib = 7,815 Ib Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.70706 * 140 Ib + 0.70706 * 0.7 * 2546 Ib + 1 * 3915 Ib = 5,274 Ib Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 = 1.2*140 Ib + 1.4*3800 Ib = 5,488 Ib Effective Column Load=Pu= 7,815 Ib per column Apunct= [(c+t)+(e+t)]*2*t = 255.48 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.383 < 1 OK Pse=DL+PL+E= 7,815 Ib Asoil= (Pse*144)/(fsoil) = 1,125 in^2 x= (L -y)/2 = 8.5 in Fb= 5*(phi)*(fc)^0.5 = 150. psi L= (Asoil)^0.5 = 33.54 in M= w*x^2/2 = (fsoil*x^2)/(144*2) = 253.8 in -Ib y= (c*e)^0.5 + 2*t = 16.4 in S -slab= 1*teff^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) = 0.282 <1,OK TYPE 1 SELECT-THOMPSON TILE Page /3 of � 4/27/2017 5/1/2018 City of Tukwila Department of Community Development DOUG WILLIAM 3500 W VALLEY HWY N - SUITE 101 AUBURN, WA 98001 RE: Permit No. D17-0144 THOMPSON TILE & STONE 575 STRANDER BLVD Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/25/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/25/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0144 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 15, 2017 0 City of Tukwila Department of Community Development DOUG WILLIAM 3500 W VALLEY HWY N - SUITE 101 AUBURN, WA 98001 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D17-0144 THOMPSON TILE & STONE - 575 STRANDER BLVD Dear DOUG WILLIAM, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Revise all plan set notes to show compliance with all 2015 International and Washington State Codes. 2. For maximum common path of egress travel distance, an exit access doorway for "S" occupancy and occupant load exceeds 29, shall not exceed 100 feet from any point of the building. Provide 2nd exit door location (at least 1/3 diagonal apart from existing door #1). (IBC Table 1006.2.1) 3. In addition to the egress plan, emergency illumination shall be provided along the designated common paths of egress and shall have at least an average 1 foot-candle and a minimum at any point of 0.1 -foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required at exterior landings or exit discharge doorways where two or more exits are required. Show exit signs and specify emergency illumination per code. (IBC 107.2.3 & Section 1008) 4. New base plate welding shall require special inspection and special inspection shall be provided for the installation of the anchor bolts securing rack base plates to the concrete. Engineer or record shall provide a table matrix specifying type of required special inspections. Special inspection notes shall be shown on the plan sheets with the relative details. (2015 IBC CHAPTER 17, 1704.2.5 & 1705.12.7) Note: In response to these corrections for this permit -plan -review, other corrections may be needed. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. The existing ceiling fire sprinkler density is not adequate for the proposed type/quantity of storage. Provide a technical report from a Washington State Licensed Fire Protection Engineer (FPE) that determines the required sprinkler density per NFPA 13. A separate submittal must be made to the Tukwila Fire Marshal's Office to obtain a fire sprinkler permit for the necessary modifications. 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. D17-0144 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9ERMIT COORD COPY. o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0144 DATE: 10/24/17 PROJECT NAME: THOMPSON TILE & STONE SITE ADDRESS: 575 STRANDER BLVD Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: sitto c ID -)-17 Building Division Public Works Alk /ilkc 10-31--t7 re Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/26/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/23/17 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: S1$cj, \ cVeirS REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COSY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0144 DATE: 05/25/17 PROJECT NAME: THOMPSON TILE & STONE SITE ADDRESS: 575 STRANDER BLVD X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: A -1"C Building Division Public Works s-)47-1 ■ Co (0.11'17 Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/30/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews DUE DATE: 06/27/17 ❑ Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Ping PW 0 Staff Initials: 12/18/2013 0 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. Date: I O/ _4 / j 7 Plan Check/Permit Number: 01-7- oi4q ❑ Response to Incomplete Letter # a Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # 1 Project Name: -01o .n ()SOY) ie v{ 01) Project Address: 5 7S S -ka'o1 lvd Contact Person: P,'1AfI Deo..,n Summary of Revision: . Rev'Seol cAmp/'a.i e 1'o( Zo/S Znfl arfot WA c J s. 2. Ex'fSi-i'49 yw' eac,4 Joey .rl p/aee, pevisea{ eyes pfd 3. Addek ex►s4,'1 exR- 111944s -to o(law n9. RECEIVED CITY OFTUKWILA OCT 2 4 2017 PERMIT CENTER Phone Number: (S03) 6- 076/ L -I-. Spe-cial ;n ped;o,o t✓ornio%-/e DeraMneni' S Is CA p(a.c e, cti� (2\ 14'/ k , 1)o s foray6 above 12 . Com, lyes u i -A CfArr'en+ Spe k 7 S9S ein. Sheet Number(s): "Cloud" or highlight all areas of revision includin to of revisio, c Received at the City of Tukwila ]P/e�rmit Center by: �✓CJLJI' I Entered in TRAKiT on L V -4)'14%."( 7 W:\Permit Center\Templates\Fomis\Revision Submittal Formdoc Revised: August 2015 RAYMOND HANDLING CONCF ? S CORP (--1 Horne Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Search L&I Page 1 of 2 A -Z Index Help lbtpL&1 Workplace Rights Trades & Licensing RAYMOND HANDLING CONCEPTS CORP Owner or tradesperson HEALY, HEIDI REBEE Principals HEALY, HEIDI REBEE, VICE PRESIDENT JONES, DONALD JESSE, VICE PRESIDENT RAYMOND, STEPHEN SPENCER, CHIEF EXECUTIVE OFFICER KOEL, STEVE (End: 09/25/2017) STERNBERG, PAUL (End: 09/25/2017) GABORRO, ALEX (End: 09/25/2017) WA UBI No. 604 102 532 41400 BOYCE ROAD FREMONT, CA 94538 253-333-2100 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. RAYMOHC034KB Effective — expiration 05/02/1997-10/23/2019 Bond FEDERATED MUTUAL INS CO Bond account no. 1090263 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/28/2001 07/22/2001 Expiration date Until Canceled Insurance Federated Mutual Ins Co $1,000,000.00 Policy no. 9045549 Received by L&I Effective date 08/07/2017 10/01/2017 Expiration date 10/01/2018 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604102532&LIC=RAYMOHC034KB&SAW= 11/8/2017 APPLICABLE CODES SHEET INDEX 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL FIRE CODE SCOPE OF WORK PROVIDE AND INSTALL PALLET RACK OCCUPANCY CLASSIFICATION B-1, OFFICE S-1. STORAGE APN 0223300010 TYPE OF CONSTRUCTION FIRE SPRINKLED NUMBER OF STORIES BUILDING SQ. FT. OFFICE SQ. FT. WAREHOUSE SQ. FT. SCOPE SQ. FT. VB YES 1 81,200 SQ.FT. 274 SQ.FT. 19,229 SQ.FT. 19,229 SQ.FT. COVER SHEET SITE PLAN PLAN VIEW ELEVATIONS EGRESS PATH RH1.0 RH2.0 RH3.0 RH3.1 RH4.0 575 STRANDER BLVD TUKWILA, WA, 98188 It COPY Noe r7— 01 i'fq Is to •re and omissfo . of construction dnot authorize the violation of nny adopted code or ordinance. Receipt of approved Field Copy d conditi b Is ecimowledged: By: ,- Date: / ( 14(/7 City of Tukwila BUILDING DIVISION U) z 0 w 0 let CC CC y LU Col 2 0 "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 DESCRIPTION: INITIAL RELEASE 4< FIRE SPRINKLER SYSTEM DATA COMMODITIES TO BE STORE D VICINITY MAP SPRINKLER HEIGHT: +1- 28'-0" SYSTEM TYPE: DRY SPRINKLER BASIS OF DESIGN: DENSITY: .20/1950 GPM/SQ.FT. DESIGNED AREA OF DISCHARGE: 1950 SQ.FT. TEMPERATURE OF HEAD: 286 DEGREES WATER FLOW RATE: 0.20 GPM FLOW DEMAND BOR: 690 @ 130 PSI NOTE: ANY CHANGES TO THE FIRE SPRINKLER SYSTEM REQUIRES A SEPARATE SUBMITTAL, PERMIT, PLAN REVIEW, INSPECTIONS AND FEES. A MODIFICATION TO THE EXISTING FIRE SPRINKLER SYSTEM WILL BE APPLIED FOR ON A SEPARATE PERMIT SUBMITTAL. S CLASS I (PALLETIZED TILE AND STONE) ENCAPSULATED MAXIMUM STORAGE HEIGHT FOR RACK STORAGE: 18'-0" HIGH PILED STORAGE SHALL COMPLY WITH THE REQUIREMENTS OF THE 2015 IBC CHAPTER THIS FACILITY IS NOT ACCESSIBLE TO THE GENERAL PUBLIC. PATH OF TRAVEL TO AND WITHIN EXITS IN THE BUILDING SHALL BE IDENTIFIED BY ILLUMINATED EXIT SIGNS CONFORMING TO THE REQUIREMENTS OF 2015 IBC FIRE LANES / EMERGENCY VEHICLE ACCESS ARE AVAILABLE ONE THREE SIDES OF THE BUILDING, RAIL ROAD TRACK RUNS ALONG THE BACK ALL PORTIONS OF THE BUILDING SHALL BE WITHIN 75 FEET OF A FIRE EXTINGUISHER. THE MINIMUM SIZE OF THE FIRE EXTINGUISHER SHALL BE 3-A: 40 B:C. STORAGE RACKS WILL HAVE SIGNS STATING WEIGHT LOAD AND MAXIMUM HEIGHT LIMITS. CONTRACTOR INFORMATION STRUCTURAL ENGINEER RAYMOND HANDLING CONCEPTS 3500 W VALLEY HWY N. SUITE 101 AUBURN, WA 98001 WA. CONTRACTOR LICENSE# RAYMOHC034KB DOUG WILLIAM 253-335-2410 dwilliam@raymondhandling.com STRUCTURAL CONCEPTS ENGINEERING 1615 YEAGER AVE. LA VERNE, CA. 91750 PH: 909-596-1351 PROJECT SITE erRvdi SEPARATE PERMIT REQUIRED FOR: Piseetrici umbing I'Vtn.3 6�ipfng City of Tukwila BUILDING DIVISION 5 Strander Boulevard REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 7 2017 r` REVISIONS No changes shall be made to the scope of work withou.t prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. CORRECiTIOM LTR#..._4 D �7 RECEIVED CITY OF TUKWILA OCT 2 4 2017 PERMIT CENTER Lig STA\3E� LO RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on the drawing is prepared with the intern ofcotm.nicat g a concept and design that is 'het intellectual property d Raymond Hahvig Concepts Corporation. It is not intended kr other organizations as a means of (poling, assigning /aid i orergaag alternatives. PROJECT #: 9750 PROJ. DESC: RACK PALLET POS. ## SQ.FT. NA DRAWN BY: O.H 5 DATE: 04/26/17 SCALE: NTS SHEET OF: 1/5 REVISION: 0 SHEET NO. RHtO 1 HANDLING CONCEPTS CORPORATION "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 I c DOTES ANb G(IAkEN T5: CHICAGO TITLE INSURANCE COMPANY DESCRIP11ON• (.GAL • POSSIBLE ENGRNCROACH ENTS; t) BY GRAPHIC PLOTTING CNLY. THIS PROPERTY IS IN ZONE X (AREAS OF 500- YEAR FLOOD; OF 100-YEAR now MTH AVERAGE DEPTHS OF LESS PRELIMINARY TITLE REPORT NO. 1198012 TRACT 1, ANDOVER INDUSTRIAL PARK NO. 4. ACCORDING TO THE PLAT THERE ARE Na ENCROACHMENTS BY IMPROVEMENTS ON THE ADJOINING AREAS 'EAtt ?- 1 FOOT OR DRAINAGE AREAS LESS 'THAN 1 90UARE ULE; AND SCHEDULE Q - EXCEPTIONS; THEREOF, RECORDED IN VOLUME 79 OF PLATS. PACE(S) 39 AND 40. IN KING PROPERTY ONTO SUBJECT PROPERTY, AND NO ENCROACHMENTS BY s m OR LOCATED ON PLOTTEDEECT PROPERTY OVER ANY ADJOINING AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD). OF THE FLOOD 1) UNDERGROUND ELECTRIC EASEMENT RECORDED JANUARY 12. 1966 AS COUNTY, WASHINGTON. PROPERTY INSURANCE RATE MAP. COMMUNITY PANEL NO. 53033C 0978F WHICH INSTRUMENT NUMBER 5975876, AFFECTS SUBJECT PROPERTY. PLOTTED.PROPERTY OR OVER ANY OR PLOTTABLE EASEMENTS. BEARS AN EFFECTIVE DATE OF MAY 16, 1995 AND IS NOT iN A SPECIAL THE PROPERTY DESCRIBED AND SHOWN AN HEREON IS THE SAME PROPERTY AS FLOOD HAZARD AREA. NO FIELD SURVEYING WAS PERFORMED TO DESCRIBED IN THE CHICAGO TITLE INSURANCE COMPANY TITLE PRELIMINARY • 2) RAILROAD EASEMENT AS DIOYON ON 7HE PLAT OF ANDOVER INDUSTRIAL TITLE REPORT NO. 1198012, DATED JANUARY 26, 2006. SURVEYORS CERTIFICATION; LEGEND: FLOODDETER THIS ZONE AND AN ELEVATION CERTIFICATE MAY BE NEEDED PARK NO. 4 RECORDED IN VOLUME 79 OF PLATS, PAGES 39 AND 40, I hereby certfy to The Prudential Insurance Company of America, TA Associates Realty, The Realty TO VERIFY THIS DETERMINATION CR APPLY FOR A VARIANCE FROM THE AFFECTS SUBJECT PROPERTY, PLOTTED. Associates Fund V% L.P-. and their respective successors and a -EASEMENT UNE FEDERAL EMERGENCY MANAGEMENT AGENCY. r'e1ee ' assigns, and Chicago Title Insurance 61 Company that this is a true and coned survey of 551-581 5trander Boulevard. TukwTa Washirtgtan, PROPERTY UNE 3) EASEMENTS CONTAINED iN STATUTORY WARRANTY DEED RECORDED and show's tie correct location of the buildings and improvements situated on such fond and all Qs= - - BUILDING SETBACK UNE 2) PER THE CITY OF TTUKOFLA PLANNING DEPARTMENT. THIS SITE t5 MARCH 31, 1966 AS INSTRUMENT NUMBER 6008247. AFFECTS SUBJECT easements. rights-of-way, setback lines. and similar restrictions of record affecting the property `i 0 CURRENTLY ZONED TUC (TUI(WL.A URBAN CENTER); THE CURRENT PROPERTY. PLOTTED- surveyed. Tie buf1d'xsgs and Improvements do not overhang or encroach upon any easement or CENTERLINE ZONING ALLOWS FOR THE CURRENT USE OF THE SITE. rights-of-way of others, and there ore no encroachments either wayacross the property rases. The/ Prof Y ' / / / / / / , / / / 'BUILDING NG LIN£ TUC ZONING REQUIREMENTS FOR THIS SITE: s r z 'ori Q REVISIONS REV. DATE: 4) SEWER EASEMENT RECORDED AUGUST 17, 1967 AS INSTRUMENT NUMBER property surveyed contal ns 8.93 acres of land and 130 parking SETBACKS: 6220747. AFFECTS SUBJECT PROPERTY. PERMANENT EASEMENT PLOTTED. floodlaiarea. P g spaces, and Is not located within o - a V to PUBLIC STREET SIDE: 15 FEET (STRANDER BLVD) UNABLE TO DETERMINE AFFECT OF TEMPORARY CONSTRUCTION SIDE: 10 FEET EASEMENT, DOCUMENT NOT LEGIBLE EDGE OF ASPHALT I hereby certfy that this map or plat and the survey on which it is based were made in accordance 6' CONCRETE CURB 8 o n Cha 40 Gn REAR: 10 FEET Y with the 'Mirimurn Standard Data Requirements for ALTA/AGSM Land Title Surveys" jointlyU C. p y HEIGHT: 115 FEET 5) RAILROAD EASEMENT RECORDED APRIL 21. 1975 AS INSTRUMENT NUMBER M established and adopted by ALTA and NSPS in 2005. and includes Items 2-4, 6, 7(a). 7(b)(1), x x 6' CHAIN LINK FENCE > U Lei DESCRIPTION: INITIAL RELEASE 7504210345, AFFECTS SUBJECT PROPERTY, PLOTTED- sr=a :.ti; PARKING: 1 PER 2,000 SQUARE FEET FOR WAREHOUSE USE. 3 PER 1.000 SQUARE FEET FOR OFFICE USE 7(b)(2), 7(c), 8-10. 11(o). 11(b), 13, 14, 15 and 16-18 of Table A thereof- Pursuant to the Accuracy = Standards as adopted by ALTA and NSPS and In effect on the date of this certification. the -. : , � CONCRETE SURFACE X 6) US WEST EASEMENT RECORDED JUNE 24, 1993, AS INSTRUMENT NUMBER 93(36240702, AFFECTS SUBJECT PROPERTY, PLOTTED. 3) TOTAL LAND AREA 389,165 SQUARE FEET OR 8.93 ACRES, MORE OR 1 FSS 4) THE BUILDING AREA SHOWN HEREgi WAS QE7ERWIN£D BY THE FIELD 7) CONVEYANCE EXISTING UTILITY EASEMENT FOR USE AS SIDEWALK E ERNE undersigned further certifies that In . State of Washington the Relative Position positional tolerance. sr A .:=R"ra my professional opinion. as a land surveyor registered in the Accuracy of thls survey does not exceed the Womble `r7 FIRE HYDRANT WATER METER o _ s F`- NATES ONLY ACKNOWLEDGES SIGNED AND STAMPED MAPS AND DRAWINGS. NO RESPONSIBIUTY OR UABIUTY IS EXPRESSED OR IMPLIED FOR ELECTRONIC DATA AND/OR REPRODUCED MAPS AND DRAWINGS. MEASUREMENTS OF THE EXTERI WALLS AT TVD LEVET EASEMENT RECORDED NOVEMBER 30, 1995 AS INSTRUMENT 9511300506. AFFECTS SUBJECT PROPERTY, PLATTED. % r f r/ - SITE L 0 0E4 WA UR)- 1 iyFjr �� tt WATER GAS VALVE r WATER/GAS i C SANITARY SEWER MANHOLE S) TOTAL PARKING SPACES 130 >s 130 REGULAR SPACES THERE ARE 28 TRUCK PARKING SPACES AT LOADING DOCKS. 8) COVENANTS. CONDITIONS, AND 52564 3, RECORDED FEBRUARY 28. 1961 AS INSTRUMENT NUMBER 5256443, AND AMENDED SEPTEMBER 22, s EE, CR 1961 AS INSTRUMENT NUMBER 5332848, NOVEMBER 1. 1962 AS ACCESS TO PROPERTY VIA PUBUC RIGHT OF WAYS: INSTRUMENT NUMBER 5500900. FEBRUARY 10. 1967 AS INSTRUMENT� Y: z %) Ot ,� a •A �� r r A w <� TELEPHONE MANHOLE i 1/20/06 STORM SEWER MANHOLE STANDER BOULEVARD NUMBER 6138154. JUNE 12. 1967 AS INSTRUMENT NUMBER 6188232. MAY 24, ` =s� Mitchell Duryea THE UNDERGROUND t11DLITIES SHffeYN 1967 AS INSTRUMENT NUMBER 6180358, AND JUNE 6, 1994 AS INSTRUMENT LS 33658 7)HEREON ARE G OMP1l ED FROM THE NUMBER 940$061388, AFFECTS SUBJECT PROPERTY, PLOTTED. Exp. 9/17/07 VISIBLE SURFACE FEATURES OF THESE UTILITIES. AN EXACT LOCATION 1) EASEMENTS: s t`Mss ,�_'�_,,�p58 " /' CtyS °yJg vygt LAAO r Date UTILITY MANHOLE f 0 CATCH BASIN i 15 FOOT UTILITY EASEMENT ON FRONTAGE STREETS. OF THESE UTILITIES WAS NOT PERFORMED FOR THIS SURVEY. BEFORE 27 FOOT RAIL AND UTILITY EASEMENT AT REAR OR SIDE VICINITY MAP DIGGING, CAU. THE APPROPRIATE LOCAL. UTILITY LOCATE SERVICE FOR D(P1RRS: 9-17-07 UGHT STANDARD •IV ELECTRIC VAULT OF PROPERTY.- TO SCALE ••• FIELD) LOCATIONS OF UNDERGROUND UTILITY LINES. 5 FOOT EASEMENT ON EACH SIDE OF THE COMMON BOUNDARY OF ANY T O TRACKS. 8) PROPERTY ADDRESS: 551-581 STRANDER BLVD.. TUKWILA. WA 2) PARKING REQUIREMENT OF ONE PASSENGER CAR SPACE PER 1.000 UILOINO AREA. SQUARE FEET OF Bu 9) BASIS OF BEARINGS: THE BEARING OF NORTH 42'36'45" WEST ALONG THE 3) BUILDING SETBACK MINIMUMS OF 60 FEET ON FRONT AND 15 FEET ON EASTERLY UNE E TRACT C ANDOVERDIllINDUSTRIAL PARK NO. 4, ACCORDING SIDES TO THE PLAT THEREOF, RECORDED VOLUME IA OF PLATS. PAGE(S) 39 AND 40, IN KING COUNTY. WASHINGTON. WAS TAKEN AS THE BASIS OF BEARINGS 9) BUILDING SETBACK LINES AS SHOWN ON THE PLAT OF ANDOVER SHOWN UPON THIS SURVEY. INDUSTRIAL PARK N0. 4 RECORDED IN VOLUME 79 OF PLATS, PAGES 39 AND 40, AFFECTS SUBJECT PROPERTY, PLOTTED. 10) TAX MAP PARCEL NO. 0223300010 10) RESTRICTIONS AS SHOitiN ON THE PLAT OF ANDOVER INDUSTRIAL PARK 11) AT THE TiNE OF 114E FIELD SURVEY. THERE WAS NO EVIDENCE OF N0. 4 RECORDED IN VOLUME 79 OF PLATS. PAGES 39 AND 40. AFFECTS ,-- LL JUNCTION BOX [J UTILITY VAULT POWER TRANSFORMER - . ._ . -- - __ EXISTING UNDERGROUND STORM SEVER LINE : _ _ _ _ ,. ..... _ - - EXISTING UNDERGROUND SANITARY SEWER LINEZ‹.111.<1.1 EXISTING UNDERGROUND WATER UNE EXISTING UNDERGROUND FIBER OPTIC UNE FOUND AS NOTED 111 IC ' �'•'�'r .�. 4 „,..-.1, � M k� . , . a., .tt-� M • e r^ _ , ' T^:., fir, i r t ; y U t W � 2 T., Pr, °r- v yam qas '1T� r iii'T?t J Y V'R f i . s'k' fist 575 STRA\DER BLVD, TJ'<WILA, WA, 98188 S1117. PLAN CURRENT EARTH MOVING WORK, BUILDING CONSTRUCTION. OR BUILDING SUBJECT PROPERTY. REFERENCES 119,1 NUMBER 8. (SEE ITEM 8). ADDITIONS. 12) PURSUANT TO THE CITY OF TLUKMALA PLANNING DEPARTMENT, 11) RIGHT OF THE PUBLIC TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS ARE 110 CURRENT PROPOSALS FOR ANY CHANGESDA STREET THEREE.1T OF UPON SAID PROPERTY IN THE REASONABLE ORIGINAL GRADING OF STREETS, WAY LINES ADJACENT TO THE SUBJECT PROPERTY SHOWN ON THIS AVENUES, ALLEYS, AND ROADS AS DEDICATED ON THE PLAT OF ANDOVER9 INDUSTRIAL PARK N0. 4 RECORDED IN VOLUME 79 OF PLATS, PAGES 39 SURVEY. AND 40, AFFECTS SUBJECT PROPERTY, NOT PLOTTED. GENERAL IN NATURE. 13) AT THE TIME OF THE FIELD SURVEY THERE WAS NO EVIDENCE OF SITE USE AS A SCUD WASTE DUMP. SUMP OR SANITARY LANDFILL 14) AT THE TIME OF THE RaDUSE FOR AS AA CEMETERY OR CROWD.RVEY, THERE S NO EVIDENCE OF SITE 4 o , , 40\ GRAPHIC SCALE m 6o exs f L/S LANDSCAPED AREA t 15) EASEMENT RIGHTS: PLOTTABLE EASEMENTS ARE SHOWN FROM THE OWNER SUPPLIED TITLE w �G ®`s 11.11111. Gtr r�� I%�I��Si;�� w.;,.G;;�c�4��u�s��i�)�?� REPORT. NON-PLOTTABLE EASEMENTS ARE NOTED ON THE SURVEY AS BEING T SERVICE IS U ITER TO REPORTING C EASEW£tJT LOCATIONS R / (INFEET ) 1 WE ft- 1 tach •• 40 ft- STRONGLY RECOMMEND LEGAL COUNSEL TO BE RETAINED TO REPORT ,(�,, � ON TITLE PAPERS 1N THEIR ENTIRTY! vE I4 16 THIS IS AN AS-BUILT SURVEY PREPARED IN ACCORDANCE WITH THE 'TITLE SURVEYS. ARD DETAIL RE TS FOR ALTA/AGSM LAND O y / \,. N 0144'27 E 17) THE ON-SITE STORM DRAINAGE SYSTEif FOR THIS PROPERTY IS DESIGNED LP 61.32' TO COLLECT ALL. ON-SITE STORM WATER USING THE CATCH BASINS AS %' COLLECTION POINTS, THEN DEPOSITING THE STORM WATER INTO THE \Y' ` \ �i PUBUC STORM SEWER SYSTEM + f r,. ,� �\ FOUND t-1/2' - r ) ('1 C, / 3 8, I f8) THIS SURVEY WAS PREPARED FOR THE PURPOSES OF OBTAINING AN 4i r \ \ IRON PIPE W/TAG cte t-«.) TRACT 39.). ALTA/AGSM ANDOVER 1 551-581 STRAP EXTENDED COVERAGE TITLE INSURANCE POLICY AND DOES NOT 0. / r \ \ \ CONTAIN SUFFICIENT DETAIL FOR DESIGN PURPOSES. ADDITIONAL l P r / / ~�'- v , . e - SURVEYING 1U BE REQUIRED FOR DESIGN PURPOSES./ - T ) a°,'- r s.:Ar.Y_._ (79 PW 39 L - )1 Lti H �Y � e� r,s a;_rMr _ N 61'41'06' W - r •_ _---_� - _- �-- ASP114:..7 s Krzc _ J U”: tri CArE ri;7 (,;' cs;5.9 60.78' r :5.�e_<T) { M _. -../ -- -..� .� %15 • `_ __ �_ N 42'38'45' W 755.44' (BASIS OF BEARINGS) i I FUND 1-1/2• c /'`' 19) THE USE OF THE WORD *CERTIFY" OR 'tEUt1IFiCATtOfI' WITHIN THIS s: / • �. �, ""' -- h� "`.,, i l--A:tSAL c;:uAc:_i IRON PIPE W/ SURVEY ONLY CONSTITUTES AN EXPRESSION Of PROFESSIONAL OPINION , y , / ._.« '"•r ` ': -. r -. fs • e _ WOOD T5 Df GS SHOWN ON THIS SURVEY, AND ' // / \ :: " --- " -;- _ PLUG REGARDING THOSE FAC AND FINDINGS _ _ - -"' " • ^-- '' " ' ` •'-� .� �..- ' _'- ,» _.... ., .-,•._ .----. f " - -i-- •••_ I ..• DOES NOT CONSTITUTE A WARRANTY OR GUARANTEE, EITHER IMPLIED _ OR EXPRESSED. 9 l -- __ _ - ti- ' r-. �� r........---.^...... _ w / ! ._ ...- __ ._ __ - -_.. -.. --. I T } 4 7 . _.w.rt. .+� s : •,-•... p,-� Z _ice_ _ .-:.fir �. �. I' /"q ` / / r 3A' S'a:F EASIVEN1 - u -- - '- __ - _.. - .._ - ..- - .._ --- -- _. _.. - - --..__%'3_ _ - - __--_...._ i ..�.. r.._-.._.__ - - y (52201'47)--,�na rx;tt : _fir 1,-:i� G • •- - - -- _ •! .� i / t•- Ah `moi" % 4;`.‘,^11:.^:1„:',6,1 ,1 /t -"-'S'Cni -'_ t'- - - C r-�'' 1:4 '•+3 .. - _. _.� _ _._ Y _�3 `�. G uFFc r3 Sr .. r.t'�bN.� .t' 4 5 _.._ .... ----4S - - - / \ ./ -- ,_ _ '\ ,�� 4:.",'E. C''';" Es tVc1iC -` wj 4,. / / / / S q� •� / /� . t``;i ' 2 VS MtE_1 E E i' / / r L/� / i91= 7J r ! LJ A�,, N �s YMaIT 1 =ACt� I _-_« 412 I ' 1 r / / / f �� / / r i - ® .:Pttirt . fisi -4.'a 8 o r.:II * 9 t7 - r / ! .. S/r �'1 X' ` / • / r / /:732' / / . /. r ALP E.--Tag, Q\ u'.. t t _ - { _moo r 1213 .1 i / GCr int" / N;/ / r \� / yY/ / ` r \ r LI, / / , ... r / / y f m / j // r LJ / / / ' ' rLE _ 14 THOMPSON TI ' &STONE / a � f f 1 r ONE STORY "BUILDING B' r _ M_^+ r y �" r \ CONCRETE 1TLT-UP BUILDING h / t< / AREAS 81.2(30 SQ. FT (FOOTPRINT) TRACT 1 L / r• Lis HEICHT*. 32' (79 PM 39) 8 UILDING A' f i / ;; / ONE STORY •• CRETE TILT-UP BUILDING s u.p?• \ / AREAS 81.2 SQ. FT t (FOOTPRINT) .% I iy AN 56.5' ' "' Fi"eRes,t74i 1� i y / GHT oro' EJ Stu , 1 N- / / I i % / \ N r' L/5 / N.4 ��r A ��.LS"AT79ei �� / f 4710', / / O?@; t Sc cc_ "h / 0'9 Fl, '19) { i t4 / -ter..--� / f - ` /Siva/v.-4 LNE R 2 6 t 11 NP i. / / / / 'B". 1 - . " ..- _. ... ry :TRACT _ tis I ;(79 PM 39)\ '.1, RAYMOND HANDLING CORP. FREMONT OFFICE: OYCE ROAD RI MON CA 9�5 63 e3, .� -- --_ - _-- - - _ _ � ' . - c -- - _ - _.,J _ _ _- - _ __ __ _ _ _ - _ - __ ._ __ __ .-- -- _ �� -- - - - - -, r - - - -� I PA rCONCEPTS i ,REVIEWED FOR t_51.5,:_, ;; ' cooE OI�flPLIAI�! -- .... ,. _ ..: , _ _ ,.. -.._. ,. _...,. w.._._.-_, .. , , - ._ SHEET _. -- --- 1...: Y.. _ ._1 ,.._.�.,- ..�....�...._ _. .... ....,......_....._..._... ...., .... �. «..,. "�."�.... ,» ."...-...��.»_Ira Oft* a......._...+....+"..._ ,...Imo _..�. Ce 0 _,r............__."_..........,. _.3,.. ".:_ _ N 45'OI9.27' W 821.51' -"_. _.., •. ''- _..:. -.. 2S' Ra>i~4osrT £a.SE!.C:vr (79 Rx 39) I 03:8247) (7(ot Ca24_:i°�i (57'014) ' W A h/ NOVl7 b.D 14UQ • drailg is p�paed.dhi9a -.�irantaam�emiie:0n a e«roeptaddevgngoatm ehe.detfedualpmpalyeiFEry7owd Handing Wended liar other Concepb Cotpar�'oMt II is 9uoi18. 9 dganimSans eb /and co 's OF 1 SHEETS) ff Tukwila t IJIVIL IO PROJECT #: 9750 EUILOA 308 N0. 06-1002 PROJ. DESC: RACK UV.0 awrSGf s et usrts 1r.. rvnr«rar twee. n1�...Ir..ys iota yra s� ndt e>. r.fpaa'%.+a f. , or aatda ror, aMe et 4 a+snma w ar cyw ar eIw ++�a s. w,Mw» a 100 M eMgas m the droe/rgp mast r e in .trrtirq end r-wt lie cpprored cry aw pnywr.r el Netu mepa, wrreys ani yloaa. '� PALLET POS. ## SQ.FT. NA RECEIVED CITY OF TUKWILA n OCT 2 4 2017 PERMIT CENTER DRAWN BY: O^H DATE: 04/26/17 scALE: NTS SHEET OF: 2/5 REVISION: 0 SHEET NO. FZI-12.0 'IW„ rarv4�t 1' 1' 10'-102" I 1' MOKE 1. -SMOKE VENT X SMOKE VENT EXIT DOOR 85'-7" 1�I --u REVIEWED FOR CODE COMPLIANCE APPROVED Nay 01 MT City Of Tutt BUILDING GMS RECEIVED CITY OF TUKWILA OCT 242017 PERMIT CENTER t3r1.o.tL(L, "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 rte ID 0 RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 ICOYCE ROAD FREMONT, CA 94583 ,he intoner/inn on Mie droning ieprepared %OhM s inland olconi nunicafng a conceptaid design Malin Me inkteaid properly of Raymond Ha g Concepts Coiporak n. pie not Wended for ober aga�ons draias a !means of quoting, daeig *g/and or ig aimaafres. PROJECT #: 9750 PROJ. DESC: RACK PALLET POS. ## SQ.FT. NA DRAWN BY: O.H DATE 04/26/17 SCALE: 3/32" =1'- 0" SHEET OF: 3/5 REVISION: 0 SHEET NO. RH3.0 192" 96" NO LOAD ALLOWED C-3 STRUCTURAL 126" f NO LOAD ALLOWED 1 LOAD NOT TO EXCEED 12' 48" 96" 144" Front View Back to Back Row 192" 12" n 3 Sn 3 a a a 3 `\ ❑ ❑ 'a a 3 ❑ 3 0 a, 0 v �.S 3 a a 0 a 0. 0 3 a a a a � a ni Side View Back to Back Row REVIEWED FOR CODE COMPLIANCE APPROVED NUS 07 2017 City of Tuicwiia BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 242017 PERMIT CENTER 14y "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 00 CO 00 V J 0 STRA\DER RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The idomralon on lis draeig isprepseedvah intent otwmnaeiaingaconcept addew' that is Ile ter a Raymond Ha Caneeple CIPoralon. tis not !Mended far elm arga irafons as a weans dQni e.desioig,aid erengineering allama6sea. PROJECT #: 9750 PROJ. DESC: RACK PALLET POS. ## SQFT. NA DRAWN BY: O.H DATE 04/26/17 SCALE 3/4" = 1' — 0" SHEET OF: 4/5 REVISION: 0 SHEET NO. RH3.1 ‘,F HANDLING CONCEPTS CORPORATION "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 EXIT SIGN - c EXIT SIGN6.-i) III I1 '"li � A /\ , a a 3— r t — ' e r REV. DATE:I — — '==s s !—mss r_e -- Z 0 ( ) w fY DESCRIPTION: INITIAL RELEASE TOTAL EGRESS DISTANCE = 81' TOTAL EGRESS DISTANCE = 94' a- - - - -T____- It.------ Q-- C TOTAL EGRESS DISTANCE = 111' TOTAL EGRESS DISTANCE = 128' !� TOTAL EGRESS DISTANCE = 144' TOTAL EGRESS DISTANCE = 157' =- a MOKE 4 i— SMO E —! T — a— !� a !__ B '—' — t !—I t r ! f= i -t ! B l mtv 1 r. a+ 7....). rte. 575 STA\ DEQ 3LVD, TU<WILA, WA, 98188 LIFE SAFETY j 8 — 188,_81 L EGRESS DISTANCE = 103' L EGRESS DISTANCE = 101' 18' L EGRESS DISTANCE = 124' L EGRESS DISTANCE = 108' L EGRESS DISTANCE = 95' .i a a -- 4 ! ---! t ! ,irvmr,- :�.yggy** HI.f. yg, l.,s.•n w�.. y;.H'.. EMERGENCY ILLUMINATION FOR BUILDINGS AND 1 ,— !—, —, ,_— —. -- —, _, DURATION OF ILLUMINATION (1008.3.2--1008.3.5)` In the event of power supply failure in Rooms and spaces, emergency electrical system shall automatically illuminateilluminated all of the following areas: 1. Electrical equipment rooms, 2. Fireillumination Fire 20151BC SECTION 1008 MEANS OF EGRESS ILLUMINATION REQUIRED �•°I entinga roomorspaceshallbean atall times thtthe roomor spaceisoccupied; The means of egress ;los level shall benot less than 1! footcandle t—__ command centers, 3. pump rooms, 4. Generator rooms, Public restrooms with an area greater than 300 square feet emergency power system shall provide power foranormallybeprovidedby of not Tess than 90 minutes and shall consist bfIntheeventofpowersupplyfailureinroomsandspacesthatstorage batteries, unit equipment or an on-site generator.requiretwoormoremeansfegress,anemergencyelectrical—_a walking surface. at the5. Thepowersupplyfor eans of egressilluminationshallThe thepremises'electricalsupply.duration = a !— Illumination level under emergency power, the lightingsystemshallautomatically illuminateallofthefolfacilities shall be arran ed to rovide initial illumination that is lowingareas:9 p 1.Aisles,2. Corridors,3.Exitaccess stairwaysandramps.not less than an average of 1 footcandle and a minimum atIn the event of power supply failure in buildings that requireany point of 0.1 footcandle measured along the path of egresstwoormoremeansof egres, an emergency electrical system at floor level. .. p shall automatically Illuminate `�" — < 0 __1 0 ,—r o I•— ,—r !—, , o I— -- 0 I— o all of the following areas: 1. Illumination levels shall be permitted to decline to 0;6 , m, Interior exit access stairways and ram s. 2. Interior at d footcandle average and a minimum at an y point of 0.(36 exterior exit stairways &ramps, 3. Exit passageways, 4. footcandle at the end of the emergency lighting time duration.' Vestibules at level of discharge, 5. Exterior landings and areas Amaximum-to-minimum illumination uniformity ratio of 40 to 1 used for exit discharge. shall not be exceeded. g _ } _"""" �;,'" „�•"` �+a .✓`��"` ice...,. �, ,r,?'.,..w...;s"°*.„»4 }i • meg.,..,. ! RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 4 ! MOKE VENT MOKE VENT B a RECEIVED REVIEWED FOR ,>b o,�/ is ,me i,�,ea a "rcepenaomzs '�'"'°ro°�`"a""" '° concapmCorpaaWn.nienairrnmaaraAsrr aa designing /and or engineering alleanatves. CITY OF TUKWILA C®®E a ADLIAI CE APPROVED OCT 2 4 2017 �� 012017 PERMIT CENTER PROJ�� PROJEDESC: RACK POS. EGRESSPATH, l•PALLET City ®f TUkwlla SQ.F1. NA 0 FIRE EXTINGUISHER — EXIT SIGN 85'-7° EXIT SIGN BUILDING DIVISION DRAWN BY: O.H DATE: 04/26/17 ® EIRE HOSE ��" Yb � SCALE: 3/32" =1' - 0" SHEET OF: 5/5 NO SMO'<ING SIGN „ , ILLUMINATED EXIT SIGN ®b „...,____, ti �,' 11 REVISION: 0 SHEET NO. RH4.0 0 1 188'-8 M KE NT 1 MOKE VENT II III III �I II 10, -1 1„ 2 I LONGEST EGRESS PATH DOES NOT EXCEED 2 MO 0 77 XIT 000 85' - 7" • 6" C-3 STRUCTURAL 192' Bac Row 48 96" 4' root View � ,o Baca Bac Row *ALL MATERIAL IS STRUCTURAL STEEL 12" --I-1362=14w Side View � ,o Baca COMMODITIES: CLASS I (PALLETIZED TILE AND STO MAXIMUM STORAGE HEIGHT NOT TO EXCEED 18'-6" P PRO SCALE: 1 /4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED NOV 07 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 252017 PERMIT CENTER l Strticti_!rEll G. / 1.2 3ESIG\ BY: Raymond Handling Concepts Corporation "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 3 = SIG\ PREDAE3 EOR: Thompson Tile and Stone 575 Strander Blvd. Tukwila, WA 98188 STR.,CT„RAL Structural Concepts 1615 Yeager Ave. Laverne, CA 91750 STR„CTURAL E\G • 1.„1 \E 1,1RY 0 2 2017 PRC�d6CT #: 9750 STAv DESIGNER: David Norris REV.# DESCRIPTION DATE SCALE: 3/32" = 1'-0" ORAG P A TO OR C..STOV-RS: The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concepts Corporation. It is not intended for other organizations as a means of quoting, designing / and or enineer'ng alternatives. PM: David Norris DATE: 1/13/2016 SCALE: As Noted SHEET NO. SHEET NO. 1 5/ C4" X 4.5# COLUMN NOTES: USE @ ALL COLUMN/BASE LOCATIONS TYP. 3/8" TYP 2" "1/8" 2" 9/16110 HOLE TYP. 1/2" 1 1/2" _ 2" 12"MIN. 1/8" V1 1/4" <TYP. 2" x 2" x 1/8" PLATE 1 1/2" x 1 1/2" x 1/8" ANGLE DESCRIPTION BASE PLATE: 8" x 5" DESCRIPTION COLUMN: 4" STRUCTURAL DESCRIPTION BRACING: HORIZ. & DIAG. MATERIAL 3/8" THICK PLATE MATERIAL C4" X 4.5# MATERIAL 1/8" THK STEEL YIELD ASTM A36, Fy = 36, 000 PSI (2) 2'O GR BOLT 1 9/16" 0 O STEEL YIELD ASTM A572, Fy=50,000 PSI STEEL YIELD ASTM A36, Fy=36,000 PSI NOTES: USE @ ALL STRUCT. BRACE LOCATIONS TYP. DESCRIPTION STRUCT. ROW SPACER MATERIAL 1/8" THICK STEEL YIELD ASTM A36, Fy = 36,000 PSI NOTES: ATTACH WITH (2) 1/2"0 GR. 5 BOLT EACH END 2" 2" 2" 3" 8" 1 5/8" / / / / / C4" 4.5# BASE PLATE 0. NOTES: CONFIRM O.A.L. OF ANCHORS WITH ENSURE REQUIRED EMBEDMENT IS 1/2" INSTALLER TO OBTAINED. 3 1/4" MIN. EMBED. DESCRIPTION 2 -BOLT CONNECTOR MATERIAL 7 GAGE STEEL YIELD ASTM A572, Fy=50,000 PSI NOTES: USE @ ALL BEAM TO CONNECTOR LOCATIONS TYP. DESCRIPTION 4" BEAM STRUCTURAL MATERIAL C4" X 4.5# STEEL YIELD ASTM A572, Fy=50,000 PSI NOTES: USE @ ALL BEAM LOCATIONS TYP. DESCRIPTION HILTI KWIK BOLT TZ SIZE 1/2"0 x 3-1/4" MIN. E ESR # 1917 ANCHOR MBED. TYPE 1 SELECTIVE RACK 96" 48" FRONT VIEW 44" 44" 44" 44" 36" 12" MIN. n n SIDE VIEW GENERAL PROJECT NOTES 1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 & 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.447, S1 = 0.539, Fa=1.00, Fv = 1.50 Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.964, Sd1 = 0.539, OCC. CATAG. II, SITE CLASS D, SEISMIC DESIGN CLASS D 3. STORAGE CAPACITY: 2200# @ LEVEL 1-3, 1000# @ TOP LEVEL 4. ANCHORS HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR#2502, OR ICC & ENGINEER APPROVED EQUAL. 1/2"O x 3-1/4" MIN. EMBED. (2) ANCHOR PER BASEPLATE 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" x 2500 PSI. 7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. F REVIEWED FOR ODE COMPLIANCE APPROVED NOV 0 7 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 25 2017 PERMIT CENTER z 0 co cc z 0 06 L1J —J TUKWILA, WA. 98188 �'7yyChrty':F�.f, EXPIRE CLIENT RAYMOND HANDUNG DATE 04/27/2017 DRWN BY V.N. STRUCTURAL w W 2 JOB NO. Q-042717-5 SHEET NO. `SCE 1OF1