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Home My WebLink AboutPermit D16-0107 - PACIFIC PRIDE STATION - TANKSPACIFIC PRIDE STATION 13435 INTERURBAN AVE S D16-0107 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 0003000028 Permit Number: 13435 INTERURBAN AVE S Project Name: PACIFIC PRIDE STATION Issue Date: Permit Expires On: D16-0107 5/9/2016 11/5/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: THORP PROPERTIES INC 4023 WILLIAMS AVE N , RENTON, WA, 98056 BRET HAGDAHL Phone: (360) 423-2245 1121 COLUMBIA BLVD , LONGVIEW, WA, 98632 PACIFIC NORTHERN ENVIRO CORP Phone: (360) 423-2245 1081 COLUMBIA BLVD , LONGVIEW, WA, 98632-1024 PACIFNE022MH Expiration Date: 7/1/2016 PETROCARD INC 730 CENTRAL AVE S , KENT, WA, 98032 DESCRIPTION OF WORK: INSTALL DIESEL EXHAUST FLUID (DEF) ABOVE GROUND TANK. EXTEND EXISTING ISLAND TO ACCOMODATE NEW DEF TANK. TANK WITH DISPENSER WILL BE PRE -ASSEMBLED. DEF ISA NONPHAZARDOUS NON-REGULATED, NON- FLAMMABLE SUBSTANCE. Project Valuation: $60,168.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Fees Collected: $1,874.24 Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE 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: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: b_ Date: c--9-10 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 attach to this permit. Signature: Print Name: DaoliP7,, Date: 45— 9'"-14=. f ' 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: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 7: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Permit No. � �p' 0(07 Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 003000028 Site Address: 13435 INTERURBAN AVE SOUTH Tenant Name: PETROCARD SERVICES PACIFIC PRIDE Suite Number: New Tenant: PROPERTY OWNER Name: BRET HAGDAHL Name: PETROCARD SERVICES City: LONGVIEW State: WA Zip: 98632 Address: 730 CENTRAL AVE SOUTH Email: breth@pnecorp.com City: KENT State: WA Zip: 98032 CONTACT PERSON — person receiving all project communication Name: BRET HAGDAHL Address: 1121 COLUMBIA BLVD City: LONGVIEW State: WA Zip: 98632 Phone: (360) 423-2245 Fax: (360) 423-2272 Email: breth@pnecorp.com GENERAL CONTRACTOR INFORMATION Company Name: PNE CONSTRUCTION Address: 1121 COLUMBIA BLVD City: LONGVIEW State: WA Zip: 98632 Phone: (360) 423-2245 Fax: (360) 423-2272 Contr Reg No.: PACIFNE022MH Exp Date: 07/01/2016 Tukwila Business License No.: BUS -0995205 H: Applications Worms -Applications On LineVA11 Applications\Pennit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: ❑ Yes ®..No ARCHITECT OF RECORD Company Name: Peterson Structural Engineers Engineer Name: Bill Sandbo Company Name: NONE Address: 708 SW Westgate Dr. Suite 100A Architect Name: Zip: 98402 Phone: 253-830-2140 Fax: Address: Email: bill.sandbo@psengineers.com City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Peterson Structural Engineers Engineer Name: Bill Sandbo City: r EivriState: (,\/A Zip: gyri z Address: 708 SW Westgate Dr. Suite 100A City: Tacoma State: WA Zip: 98402 Phone: 253-830-2140 Fax: Email: bill.sandbo@psengineers.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: NONE eE) etD C /c_ R n It) C. Address: 730 CE-NrGtAL Ave, S. City: r EivriState: (,\/A Zip: gyri z Page 1 of 4 • BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ $60,168.00 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): INSTALL DIESEL EXHAUST FLUID (DEF) ABOVEGROUND TANK. EXTEND EXITING ISLAND TO ACCOMDATE NEW DEF TANK. TANK WITH DISPENSER WILL BE PRE -ASSEMBLED. DEF IS A NON -HAZARDOUS, NON-REGULATED, NON-FLAMABLE SUBSTANCE Will there be new rack storage? ❑ Yes E.. 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 ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 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. H:\Applications\Forms-Applications On Line \2011 AppGeatioas Permit 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 1st Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 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. H:\Applications\Forms-Applications On Line \2011 AppGeatioas Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 • PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): NONE Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑ ... 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") El ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance El ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards 0 .. Storm Drainage ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis El ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements El ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut El .. Looped Fire Line 11 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... " WO # 0 ...Temporary Water Meter Size .. " WO # ❑ ...Water Only Meter Size 3 5WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ 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: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applicalions\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bb 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 A Signature: of / Date: 01/28/2016 Print Name: BRET HAGDAHLL Day Telephone: (360) 423-2245 Mailing Address: 1121 COLUMBIA BLVD H:\Applicationsfforms-Applications On Line \2011 Applications'Peunit Application Revised - 8-9-11.docx Revised: August 2011 bh LONGVIEW WA 98632 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT PermitTRAK QUANTITY I PAID $1,874.24 D16-0107 Address: 13435 INTERURBAN AVE S Apn: 0003000028 $1,874.24 DEVELOPMENT $1,819.25 PERMIT FEE R000.322.100.00.00 0.00 $1,099.85 PLAN CHECK FEE R000.345.830.00.00 0.00 $714.90 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $54.99 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R8285 R000.322.900.04.00 0.00 $54.99 $1,874.24 Date Paid: Friday, April 22, 2016 Paid By: SELIM ABOUNADER Pay Method: CREDIT CARD 16168D Printed: Friday, April 22, 2016 2:20 PM 1 of 1 7LJ L� U LJ SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D{6 -V10 P�at(- �r( TYp�of IgspectJ(� Address: (3 H 3S urbc't All-� Date Call for, Special Instructions: A� Date W nte1.: (.4a.m. p.m. Requester: Phone No: I!/11 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date:/ j //' 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 1)(6-0907 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr pct: < +. rd�- d PG�cIc.i Type of a tion: J � l Address: _Mu wr_bakt Aa Called: Special Instructions: Am �`(� Date W me // a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Peon it c A -i c e3S iLocTS Pee AA/ix/Li Aqua:XS SP6e-S. Inspector444 Date 2 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. D 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 t'i -0/0 P ject:Type r c (( Z, lir( t f Inspeftioln: 1-1 it- Address.�r 35 arta ( �j,i�sd Date Called: SpX11 ecial Instructions: I ,_ r fuck() (S(Rv Date Wanted: - / 3 l� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: % n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. SSE Peterson Structural Engineers, Inc. rilLt3 Structural Design Calculations PetroCard Tukwila DEF Tank Anchorage Tukwila, Washington Client Information PNE Construction 1121 Columbia Blvd Longview, WA 98632 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2016 • City of Tukwila BUILDING DIVISION Prepared By: Peterson Structural Engineers April 21, 2016 Job No. 16-025 RECEIVED CITY OF TUKWILA APR 22 2016 PERMIT CENTER bL 0107 Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com Project Site Tukwila Pacific Pride 13435 Interurban Ave. S Tukwila, WA 98168 Endorsement 5319 SW Westgate Dr. Suite 215, Portland, OR 97221 • Phone: 503-292-1635 708 Broadway Suite 100A, Tacoma, WA 98402 • Phone: 253-830-2140 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com SCOPE To provide structural calculations for the foundation and anchorage of a DEF storage tank located in Tukwila, WA. These calculations consider both wind and seismic loading in addition to the weight of the tank and contents. Worst case loading is considered for the tank for both full and empty conditions. The foundation pad is also investigated for soil bearing and global stability (sliding and overturning). Items specifically excluded include the design of the tank itself. REFERENCES 1. 2013 Washington State Building Code (WSBC) 2. 2012 International Building Code (IBC) 3. ASCE/SE 7-10, Third Edition "Minimum Design Loads for Buildings and Other Structures" (ASCE) 4. 2011 Building Code Requirements for Structural Concrete, ACI 318-11 ASSUMPTIONS Per ASCE 7-10 section 15.7.6.1, the tank and contents have been assumed to be a "rigid mass system" and base shear and overturning are calculated per ASCE 7-10 Section 15.4.2. TABLE OF CONTENTS Scope 1 References 1 Assumptions 1 Table of Contents 1 Site Plan and Elevation 2 Tank Information 3 Load Generation 5 Wind Loads 6 Seismic Loads 8 Load Combinations 11 Anchor Demand and Design 12 Slab Reinforcing 12 Foundation Check 13 Appendix A — Anchorage Calcs 15 Peterson Structural Engineers, Inc. www.psengineers. corn Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 1 of 15 nag Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.corn SITE PLAN AND ELEVATION Area Of Work Sign - Pole D (E) Bollards To Be Removed aatenite 1 0 ® ❑ Round Cover Master/Master 7 (N) DEF 1,000 GAL. TANK IN) 1,000 GALLON 'DEE" TANK FILL - - (N)BOLLARD - ~Canopy 8 Concrete Drive Pad Outline ~8" Sch. 40 Steel Pipe Bollard f TYP•) Card Reader Figure 1 — Partial Site Plan J L (E)DRAINAGE SWALE - Figure 2 — Site Elevation Raised Concrete island (Typ.) - (N) "DEF" DISPIENSER Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 2 of 15 SSE Peterson Structural Engineers, Inc.. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com TANK INFORMATION Tank Info item value comments width 41 inch at base (per wind calc) length 120 inch tank length (filled portion) height 101 inch excludes lid height weight (empty) 1,950 lbs tank only weight (empty w/ dispenser) 2,400 lbs tank and dispenser weight (full w/ dispenser) 12,137 lbs full tank and dispenser base area 34 sf base area (length x width) profile area (wind) 85 sf broad side of tank 0.9D 1,755 lbs 0.9 x tank only weight 1.2D 14,565 lbs 1.2 * tank, dispenser & contents A 1li Minium I II -1-f _ _+Ljl- —I - i` 106 _. Li - , r , Figure 3 – Tank Elevation Peterson Structural Engineers, Inc. www.psengineers.corn Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 3 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 4 of 15 Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.corn LOAD GENERATION Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 5 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.corn WIND LOADS Wind Loadin: Summa item value comments Risk Category II -- Basic Wind Speed, V 120 mph conservatively use 120 mph Exposure Category C -- open terrain, scattered obstructions Velocity Pressure Exposure Coeff., K, 0.85 -- ASCE 7-10 Table 29.3-1 Topographic Factor, KE 1.00 -- ASCE 7-10 Section 26.8.2 Wind Directionality Factor., Kd 0.90 -- ASCE 7-10 Table 26.6-1 Wind Velocity Pressure, q, 29 psf ASCE 7-10 Eqn. 29.3-1 Gust Effect Factor, G 0.85 -- ASCE 7-10 Section 26.9.1 Force Coefficient, Cf 1.4 -- ASCE 7-10 Figure 26.5-1 Wind Pressure (calculated) 35 psf ASCE 7-10 Eqn. 29.5-1 Wind Pressure (minimum) 50 psf minimum to use per client Wind Pressure (used) 50 psf maximum of two values above Wind Pressure Area 85 sf broad side of tank Wind Force (calculated) 4.25 kip wind force on tank height to centroid 50.5 inch one half tank height overturning moment 215 kip -in overturning moment moment arm 41 inch tank width at base total shear due to wind, Vw 4.250 kip horizontal wind force total uplift due to wind, Tw 5.244 kip de -coupled overturning moment I --" h/2 / 1ti"iki h/2 L °`G OVERTURNING i I / OVERTURNING i OVERTURNING TENSION COMPRESSION X width X Figure 5 —Wind Overturning p Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 6 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com Search Results Query Data: Tun Feb 16 2016 Latitude: 47.4825 Longitude: -12124)92 ASCE 7-10 Windspeede j3-ssc peak gust in mphi: Risk Category I: 103 Risk Category IL 11 1) RISK Category 111-IY: 115 MRI" 10 -Year. 72 MR1•• 25 -Year. 79 MRI" 60 -Year. 665 MRI"' td0-Year: 91 ASCE 7-05 WI Mspeed: 95 (3 -sec peek twat t rnlh) ASCE 743 Windspeed. Ta (fastest mie in inch) 'tI*..S t-+ Y,R. t J Pnnt your rlsldlss, .I /NDSP ED B t CATION WINDSPEED WEBSITE DISCLAIMER Wilde The irrormetron presersed at this weesite is belie -.ed lo be cared ATC and its sporsors and conerib tors assune ro respor:ubrity re Isabhly far its auxlrar_y Thr, netcrwl prascrted in tiro wirdspraa report stolid not to ti t.i or IVO sip7r for &sny anpwrtitirn utlh7;11 .nr-np?tQn; €., rniratirn and ,:enlicWoon of =K ertur9rysufabriltr enc eppolr abilft by or.3rn«ers or other IICr•n5._v1 eroressimal6 ATC aces not :mend lyfy? elle ude of Mie iniarrna utr replace the sound itdgl•eirl ut esr'h L'.i i etert C.otesobele, hereto euiefience one krowlet ge in the field oA Ie -hen_ nor lu sJbstilule for Cite slandard of care required of such psofessionela interpreting and applying tne resells r/ tie wirdspenn report provided ay Nos website. risers of the ir<ortnetor from this wotisile assume all Icabtity arising (rum :such 144 Lse of tho o.11pl rf this wabsilc dotes nal imply approval by the g w r-iir. biulr1inlg rr4iis horses ntspInsit a for hl,iIcmg node appro.:al aryl inlerpreidtion for the Ixitdirg sl19 describe° Iv, Iatittrdarlarftude Ipcetor n the wrrdsDced loan Mp r1 A :: ]:loboor.oef 1.:RD.• hositsaitykaisaramast IlsffAe,.xf :i-,ie/'k 4"A. w,,,' I,lr 7,4n.4K-M'wYA CC, IY:':a11i ,,. 94nr,i"1,i4i: 291.1!44, Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 7 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.corn SEISMIC LOADS See below for seismic load generation per ASCE 7-10. Seismic Loadin: Summa item value comments Risk Category II -- ASCE 7-10 Table 1.5-1 Seismic Importance Factor, le 1.00 -- ASCE 7-10 Table 1.5-2 Site Class D default site class short period spectral accel., Ss 1.487 g USGS Seismic Design Map 1 -sec period spectral accel., Si 0.557 g USGS Seismic Design Map short period site coeff., Fa 1 -sec peroid site coeff., F" site short period accel., Sms site 1 -second period accel., Sml short period design accel., Sds 1.00 -- 1.50 -- 1.487 g 0.835 g 0.991 g ASCE 7-10 Table 11.4-1 ASCE 7-10 Table 11.4-2 ASCE 7-10 Eqn. 11.4-1 ASCE 7-10 Eqn. 11.4-2 ASCE 7-10 Eqn. 11.4-3 1 -sec period design accel., Shc 0.557 g ASCE 7-10 Eqn. 11.4-4 Seismic Design Category (SDC) D -- ASCE 7-10 Table 11.6-1 & 2 period coefficient, Ct 0.02 -- ASCE 7-10 Table 12.8-2 structural height, hn period parameter, x 8.42 -- 0.75 -- per product specs ASCE 7-10 Table 12.8-2 Approximate Period, Ta 0.099 sec ASCE 7-10 Eqn. 12.8-7 response modification factor, R 3 -- ASCE 7-10 Table 15.4-2 seismic overstrength, flo 2 -- ASCE 7-10 Table 15.4-2 deflection amplification factor, Cd 2.5 -- ASCE 7-10 Table 15.4-2 seismic response coeff., C, 0.331 g ASCE 7-10 Eqn. 12.8-2 seismic response coeff., Cs 0.298 g ASCE 7-10 Eqn. 15.4-5 seismic response coeff., C, max 1.875 g ASCE 7-10 Eqn. 12.8-3 seismic response coeff., C,,min 0.044 g ASCE 7-10 Eqn. 12.8-5 USED seismic response coeff., C, 0.331 g -- weight (empty) 1,950 lbs tank only _ Vbase, empty tank weight (full w/ dispenser)_ 0.646 kip 12,137 Ibs min base shear, ASCE 7-10 Eqn. 12.8-1 full tank and dispenser Vbase, full tank 4.018 kip max base shear, ASCE 7-10 Eqn. 12.8-1 height to centroid 50.5 inch one half tank height _ Mot, empty tank Mot, full tank 33 kip -in 203 kip -in overturning moment overturning moment moment arm at base 41 inch tank width at base seismic base shear (empty), Vs,e 0.646 kip seismic horizontal force seismic base shear (full), Vs,f 4.018 kip seismic horizontal force seismic uplift (empty), Ts,e 0.805 kip decoupled overturning uplift seismic uplift (full), Ts,f 4.952 kip _ decoupled overturning uplift Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 8 of 15 LP5E Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington WWW.psengineers.com Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 9 of 15 Seismic Loadin; Summa - Vertical Corn onent item value comments short period design accel., Sds 0.991 g ASCE 7-10 Eqn. 11.4-3 weight (empty) 1,950 lbs tank only weight (full w/ dispenser) 12,137 lbs full tank and dispenser Tank Empty - min dead load factor (EQ) 0.701 0.9-0.2*Sds factored tank weight 1366 lbs Tank Empty - max dead load factor (EQ) 1.398 1.2+0.2*Sds factored tank weight 2727 lbs Tank Full - min dead load factor (EQ) 0.701 0.9-0.2*Sds factored tank weight 8508 lbs Tank Full - max dead load factor (EQ) 1.398 1.2+0.2*Sds factored tank weight 16967 lbs h/2 X IV.11'•dllK( - h/2 IJ ill. 1 OVERTURNING OVERTURNING OVERTURNING TENSION COMPRESSION X width X Figure 6 — Wind Overturning Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 9 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com USGS Design Maps Summary Report User -Specified input Report Title laksi i ' f 1i.5to' Building Code Reference Document 231? Ir:ernntiona Bu Ie rc Code Site Coordinates 47.48252°N, 122 26909°W Site Soil Classification S to C' ass D - "Stiff So Risk Category 1/11/11[ Vashoft Bur ien. DH, Moine USGS-Provided Output Ss= 1 487 g S1 = 0 557 g S45= 1.487g 5,,, = 0.835 y ,nett €a. (5$aqual'1 Renton Maple Valley S5 = 0.991 g Ss = 0 5 5 7 g F •H0 ru- n'aln;dib.0 air'o'n the; S5 ear ti Si Maur., ewv- htv, b._• c4 c_Inl-9' uir, pruLcsrl •.t5..-teroet-7i end ce'erm•n 5Dc 2ro.n6 m .tr.ns r• the lrrec o^ 0' '-rtm.m r0- conral •Pie '"!c. DICOs- rntu'r t9 v' It1,1 "2.79 NE -PP' Su, d nU cads: rele•,ai.e. dor...nr• It. MCER Response Spectrum Design Response Spectrum I I- ,.1 ♦. a /A, 'S IV' 1`" 1? 111 1t" IT, I - Period, t (sad del r) • /' ' CS 1 r- Ill 1 4 114 1 t 2 "" Period, T {mei Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 10 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com LOAD COMBINATIONS 2.3.2. Consider wind and seismic loading for of tank, uplift will control. Note that bearing Identify controlling load combinations per ASCE 7-10 Section both an empty and a full tank. Evaluate demand per side pressures are less than 1,000psf. Load Combination Ana sis item value comments Load Combo A - empty + wind (0.9D + 1.0W) 0.9 D (total) 1.755 kip factored vertical load 0.9 D (half) 0.877 kip 1/2 factored vertical load 1.0 W (shear) 4.250 kip factored wind load shear 1.0 W (uplift) 5.244 kip factored wind load uplift net uplift/side 4.367 kip factored net uplift net shear/side 2.125 kip 1/2 shear demand Load Combo B - full + wind (1.2D + 1.0W) 1.2 D (total) 14.565 kip factored vertical load 1.2 D (half) 7.282 kip 1/2 factored vertical load 1.0 W (shear) 4.250 kip factored wind load shear 1.0 W (uplift) 5.244 kip factored wind load uplift net uplift/side NO UPLIFT kip factored net uplift net shear/side 2.125 kip 1/2 shear demand Load Combo C - empty + EQ (0.9-0.2*Sds) + 2.0EQ) (0.9-0.2*Sds)D (total) 1.366 kip factored vertical load (0.9-0.2*Sds)D (half) 0.683 kip 1/2 factored vertical load seismic overstrength, C2o 2 -- ASCE 7-10 Table 15.4-2 2.0 EQ (shear) 1.292 kip EQ shear w/ overstrength 2.0 W (uplift) 1.610 kip EQ uplift w/ overstrength net uplift/side 0.927 kip factored net uplift net shear/side 0.646 kip 1/2 shear demand Load Combo D - full + EQ (1.2+0.2*Sds) + 2.0EQ) (1.2+0.2*Sds)D (total) 16.967 kip factored vertical load (1.2+0.2*Sds)D (half) 8.483 kip 1/2 factored vertical load seismic overstrength, Qo 2 -- ASCE 7-10 Table 15.4-2 2.0 EQ (shear) 8.036 kip EQ shear w/ overstrength 2.0 W (uplift) 9.904 kip EQ uplift w/ overstrength net uplift/side 1.421 kip factored net uplift net shear/side 4.018 kip 1/2 shear demand Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 11 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com ANCHOR DEMAND AND DESIGN Anchor Demand Calculate anchor demand and identify worst case loading. The above table demonstrates that load combination A and D control design. These combos correspond to • Combo A - empty tank under wind loads for max uplift • Combo D — full tank under EQ loads for max shear For design demand use 550 lbs. shear in both directions and 550 lbs. uplift. Include edge distance checks. Anchor Design See appendix A for anchorage design. Use 3/8" diameter Stainless Steel Hilti Kwik Bolk TZ w/ 2" embedment and 4" edge distance in all directions.minimum f c=2,500psi. SLAB REINFORCING Existing slab is assumed to meet the minimum requirements for anchorage. Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite2l5 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 12 of 15 A c o a• e Deman s item value comments # anchors/side 8 -- anchors per side Load Combo A- tension/anchor 546 lb tension load per anchor Load Combo A - shear/anchor 266 lb shear load per anchor Load Combo B - tension/anchor 0 lb tension load per anchor Load Combo B - shear/anchor 266 lb shear load per anchor Load Combo C - tension/anchor 116 lb tension load per anchor Load Combo C - shear/anchor 81 lb shear load per anchor Load Combo D - tension/anchor 178 lb tension load per anchor Load Combo D- shear/anchor 503 lb shear load per anchor The above table demonstrates that load combination A and D control design. These combos correspond to • Combo A - empty tank under wind loads for max uplift • Combo D — full tank under EQ loads for max shear For design demand use 550 lbs. shear in both directions and 550 lbs. uplift. Include edge distance checks. Anchor Design See appendix A for anchorage design. Use 3/8" diameter Stainless Steel Hilti Kwik Bolk TZ w/ 2" embedment and 4" edge distance in all directions.minimum f c=2,500psi. SLAB REINFORCING Existing slab is assumed to meet the minimum requirements for anchorage. Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite2l5 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 12 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington WWW.psengineers.cotn FOUNDATION CHECK item value comments Concrete Pad Info foundation width 7 ft min concrete width foundation length 20 ft conservative, actual is longer foundation area 140 sf conservative foundation area slab thickness 8 inc h concrete slab thickness concrete unit weight 150 pcf reinforced concrete concrete area load 100 psf wt. concrete/sf total weight of concrete pad 14000 lbs weight of concrete pad Static Bearing max wt of unit 12,137 lbs full tank + control bearing pressure from unit 87 psf tank weight/slab area concrete slab 100 psf slab area load total bearing stress 187 psf static bearing pressure allowable bearing stress 1500 psf code prescribed minimum allowable bearing static bearing okay? okay Sliding Check - empty tank + wind (combo A) empty tank weight + dispenser 2400 lbs min tank weight (service) pad weight 14000 lbs concrete pad weight (service) total weight of pad + empty tank 16400 lbs total weight coefficient of friction 0.35 assumed coefficient of friction sliding resistance 5740 lbs resistance to sliding (friction only) sliding demand 2975 lbs driving demand (wind) sliding okay? okay resistance > demand? Overturning Check - empty tank + wind (combo A) empty tank weight + dispenser 2400 lbs min tank weight (service) pad weight 14000 lbs concrete pad weight (service) total weight of pad + empty tank, P 16400 lbs total weight overturning moment, M 12584 Ib - ft overturning moment due to wind eccentricity, e 0.768 ft moment eccentricity, M/P foundation length, L 20 ft length of foundation foundation width, W 7 ft width of foundation (direction of loading) pad area 140 sf pad area (L*W) kern dimension, W/6 1.167 ft eccentricity w/in kern = no net uplift Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite2l5 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 13 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com resultant w/in kern? YES eccentricity w/in kern? max bearing pressure 195 psf max pressure at footing edge min bearing pressure 41 psf min pressure at footing edge bearing pressure okay? okay bearing less than allowable? Sliding Check- full tank + wind (combo D) full tank + dispenser 12137 lbs max tank weight (service) pad weight 14000 lbs concrete pad weight (service) total weight of pad + empty tank 26137 lbs total weight coefficient of friction 0.35 assumed coefficient of friction sliding resistance 9148 lbs resistance to sliding (friction only) sliding demand 4018 lbs driving demand (EQ) sliding okay? okay resistance > demand? Overturning Check - empty tank + wind (combo A) full tank weight + dispenser 12137 lbs max tank weight (service) pad weight 14000 lbs concrete pad weight (service) total weight of pad + empty tank, P 26137 lbs total weight overturning moment, M 16917 Ib - ft overturning moment due to EQ eccentricity, e 0.648 ft moment eccentricity, M/P foundation length, L 20 ft length of foundation foundation width, W 7 ft width of foundation (direction of loading) pad area 140 sf pad area (L*W) kern dimension, W/6 1.167 ft eccentricity w/in kern = no net uplift resultant w/in kern? YES eccentricity w/in kern? max bearing pressure 291 psf max pressure at footing edge min bearing pressure 83 psf min pressure at footing edge bearing pressure okay? okay bearing less than allowable? Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 14 of 15 SSE Peterson Structural Engineers, Inc. Consulting Structural Engineers Portland, Oregon • Tacoma, Washington www.psengineers.com APPENDIX A — ANCHORAGE CALCS Peterson Structural Engineers, Inc. www.psengineers.com Portland Office 5319 SW Westgate Drive Suite215 Portland, Oregon 97221 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 16-025 Date 04/06/16 Calc. by HSN Sheet 15 of 15 www.hilti.us Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 2/24/16 Specifier's comments: 1 Input data 01 Anchor type and diameter: Kwik Bolt TZ - SS 316 3/8 (2)„_� Effective embedment depth: hef,act = 2.000 in., hno = 2.313 in. Material: AISI 316 Evaluation Service Report: ESR -1917 Issued I Valid: 10/1/151 5/1/17 Proof: Design method ACI 318-11 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f: = 2500 psi; h = 8.000 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] vi ult0 sso 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 1■■III�TI Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 2/24/16 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 550 778 550 550 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load Nua [Ib] Capacity 4Na [Ib] Utilization ON = Nua/4N. Status Steel Strength* 550 4476 13 OK Pullout Strength* 550 1141 49 OK Concrete Breakout Strength** 550 1172 47 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsa aka Variables Aso' [In 2] refer to ICC -ES ESR -1917 ACI 318-11 Table D.4.1.1 futa [psi] 0.05 Calculations Nsa [Ib] 5968 Results Nsa [lb] 5968 115000 3.2 Pullout Strength Npn,f = Np,2500 %a Npn.(< — Nua Variables ( [psi] fe 2500 4steel 0.750 xa 4nonductile 1.000 refer to ICC -ES ESR -1917 ACI 318-11 Table D.4.1.1 2500 Calculations 2500 1.000 Results Nan.f, [Ib] 2340 1.000 4>concrete 0.650 Np2500 [lb] 2340 4seismic 0.750 (0 Nsa [Ib] Nua [Ib] 4476 550 4nonductile 1.000 4, Non.G [Ib] Nua [lb] 1141 550 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 1�■11`T1 Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 3 2/24/16 3.3 Concrete Breakout Strength ANc Ncb — (ANco) Wed,N 4fc.N'1cp.N Nb 4, Nth Z Nua AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 her i 1 � 111ec,N = 1 + 2 eN <_ 1.0 3 het Wed,N=0.7+O.3(Ca,min)c1.0 `1.5hef tVcp.N = MAX(Ca=min 1.5hatl < 1.0 Cac Cane an / Nb=kcXoJhei5 ACI 318-11 Eq. (D-3) 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) Variables het [in.] ec1,N [in -1 ec2,N [in.] Ca,min [in.] 2.000 0.000 0.000 4.000 Cac [in.] kc a.a fc [psi] 3.875 17 1.000 2500 Calculations ANc [in.2] 36.00 Results Nth [Ib] 2404 Awn [in.2] 36.00 4)concrete 0.650 Wc,N 1.000 Wecl,N Wec2.N Wed,N Wcp,N 1.000 1.000 1.000 1.000 Nb [Ib] seismic 4nonduclile 4, Ncb [Ib] Nua [Ib] 0.750 1.000 1172 550 2404 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 i�111�T1 Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 2/24/16 4 Shear load Load Vua [Ib] Capacity +Vn [Ib] Utilization Dv = Vua/4Vn Status Steel Strength* 778 1836 43 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 778 1683 47 OK Concrete edge failure in direction x+** 778 1258 62 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value 4 Vsteel Z Vua Variables Ase,v [in.2] 0.05 Calculations Vsa,eq [lb] 2825 Results Vsa.eq [Ib] 2825 refer to ICC -ES ESR -1917 ACI 318-11 Table D.4.1.1 fut. [psi] 115000 +steel 0.650 4tnonductile 1.000 4.2 Pryout Strength Ir P`Nc 11 vep – kg, L�ANcO� Wed.N 'lIc,N 4lcp,N Nb] 4 Vcp � Vua J ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef 1 tiec,N = 1 + 2 eN <_ 1.0 3 her WedN =0.7+0.3 (Ca,min) 5 1.0 `1.5hef Wcp,N = MAX Ca—min 1.5hef a 1.0 � �Cec Cac Nb = kc %a VTc hei5 Variables kcp 1 hef [in.] ec1,N [in.] (I) Vsa [Ib] Vua [Ib] 1836 778 ACI 318-11 Eq. (D-40) 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) ec2.N [in.] Ca,min [in.] 2.000 0.000 Wc,N Cac [in.] kC 1.000 3.875 17 Calculations ANc [in.2l 36.00 Results VCp [Ib] 2404 0.000 1.000 ANc0 [In?] t]ecl,N Wec2,N 36.00 1.000 1.000 4.000 fC [psi] 2500 +concrete +seismic 4nonductile 0.700 1.000 1.000 WedN Wcp,N 1.000 1.000 Nb [Ib] Vcr, [Ib] yea [Ib] 1683 778 2404 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 1■�11`TI Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 5 2/24/16 4.3 Concrete edge failure in direction x+ Vcb — (ZA / lJed,V wc,V yJh,V yJparallel,V Vb 4)Vc,ZVua Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Ca, i 1 � 'Vec,V = 1 + 2e„ 5. 1.0 3;1 l y<ed,V = 0.7 + 0.3 (1 5ca1) < 1.0 = 1.5Ca1Z1.0 ha / 0.2 _ (7 1 Ic) Yc7a� a.a yTc cai a wh,V Vb ACI 318-11 Eq. (D-30) 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) Variables ca, [in.] ca2 [in.] ecv [in.] wc,V 4.000 4.000 0.000 1.000 ha [in.] le [in.] Xa da [in.] fc [psi] 2.000 1.000 0.375 2500 Calculations Avc [in 2] 60.00 Results Vo [lb] 1797 8.000 yfparallel,V 1.000 Avco [in•21 yrec,V Wed,V yrh,V Vb [lb] 72.00 1.000 0.900 1.000 2396 4)concrete 4lseismic 4Inonductile 4) Vcb [lb] Vua [lb] 0.700 1.000 1.000 1258 778 5 Combined tension and shear loads 13N (3v K Utilization (3N,v [%] Status 0.482 0.618 5/3 75 OK 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 14Hair I Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 2/24/16 6 Warnings • Load re -distributions 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 loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. Them 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 D.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 no. Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's 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 www.hilti.us Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: 7 2/24/16 7 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled Cleaning: Manual cleaning of the 7.1 Recommended accessories Anchor type and diameter: Kwik Bolt TZ - SS 316 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. drilled hole according to instructions for use is required, Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit • Hammer Coordinates Anchor in. Anchor x y c.x 1 0.000 0.000 C+x 4.000 c -y C*y 4.000 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 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 1 r I QQ QQ ai ,n, -n ;}Uen , 5,}rpi_,.r;,A 7r r QQ -:orp-1.9mt.o:ou p!) Interurban Ave. S. i..--- Driveway \ Driveway Sidewalk Sidewalk — —Landscape Sidewalk I-- 1 \------ ----- \ � 1 \\ PetroCard "Tukwila" Pacific Pride 13435 Interburan Ave S. Tukwila, Washington 98168 ILandscape 1 Reader Card Landscape • ' • • (] l] ® D 0 0 Building I —• 1 • Ins REVIEWED AS NOTED GALLON Satellite P.I.„o, 50.0.1 .an.«e 0c Apr 06 2016 HSN NEW 1,000 Pole ~a Peterson Structural Engineers 1 DEF STORAGE TANK Round Cover 708 Broadway, Suite 100A Tacoma, WA 98402 (253) 830-2 0 ON EXISTING CONCRETE SLAB (E) Bollardse 4'." 41:412".• CT' / f!c Se 1 To Removed Master/Master --Canopy 8 Concrete Drive Pad Outline I//e I / t b I �/'� IA/C0 FOR ;c V Y VC Area Of Work 7 / 1 + Ai ?C' t. MP A. 4:-' . E {- w A �8" Sch. 40 Steel � MED 1 (N) DEE 1,000 GAL. TANK EDCovered - Sump Pipe Bollard (TYP) l ,1 AY ', �;' ' Satellite Pacific Pride b Satellite Tukwila 1 is Jll• 13435 Interurban Ave. S. 0Ci • `Raised Concrete 1 '" I of la 1 Card Island (Typ.) f ¶ U Reader BUIL'-.,.ING ri A C.� 1 � '' 1 1 Master/Master ' • 1 ® 1 • • Master ' (Single Sided) \CIT YO ILA' Landscape4101 Sa ellite Landscape ' , APR 2 2 , Drawn by. W.D.J. 8 Approved: M. Issued Date 03/30/16 z, Q 1 e `- 1 Landscape ERMI CE ER Revisions Drawing Tale: Site Plan 13445 PARK Interurban I 8 RIDE Tukwila I Ave. S. ,—.t4 \ / SCAB _ 10.-0- DSL 1.0 I I I I a1- 1 1x17 SETS ARE 50% REDUCTION Project No: • NEW 1,000 DEF REVIEWED AS NOTED 4rnizi' Amami �� ns (N) 1,000 GALLON "DEF' TANK ! - STORAGE TANK 11 (N) "DEF' DISPENSER 1i �� (E) CANOPY COLUMN Paterson Structure;�, Apr 06 2016 HSN Peterson Structural Engineers 708 Broadway, Suite 100A Tacoma, WA 98402 (2 53) 830-2140 6a• 1( (E) DISPENSER V FILL (N) BOLLARD �� gig. I 111111 — ! l '`� /(_\.--.. 'Iti ito bb �� (E) BOLLARD 1d`' _ T ,u `v , L L q A ii 0 Ls u 2. P f ::4 .II! .. ■ . ■ II I I II I I I LL J� I) II I I I (E) DRAINAGE . _ SWALE I I I IV I I EXISTING ISLAND L --J L- (E) UDC -- J (E) I I I I LL UDC I I I J J PetroCard Tukwila "Pacific Pride" 13435 Interburan Ave S. Tukwila, Washington 98168 I SOUTH ELEVATION ( W) SCALE: 1/2" I-0" DEF TANK ANCHORS (16) anchors total, (8) per side equally space as best possible --V— Kwik Bolt TZ - Stainless Steel 316, 3/8" diameter with 2" embedment �� (E) CANOPY COLUMN NOTE: Minimum Install edge distance in any direction = 4" in strict conformance with manufacturer's recommendationsy. — SAWCUTAND REMOVE 11" OF EXISTING ISLAND —(E)DISPENSER Existing slab is assumed to meet the minimum requirements for anchorage. • ,. • • ° REMOVED (E) COVER PLATES �.___---- (E) BOLLARD RECEIVED iIl r II Ill1 17 I I I I T 7 I I 0 (1 I (E) ISLAND (l (l I fi I CITY OF TUKWILA rl I I Ic. 'APR BOLLARDS BY (E) DRAINAGE SWALE I I OTHERS LL J I L — — J (E)DRIVE PAD L-- — — J I I () I J (E) UDC (E) UDC LL J J REVIEWED FOR CODE COMPLIANCE 221016 APPROVED PERMIT CENTER 2 SO 1 ELEVATION (EXISTING) mu n 5 7l 1 SCALE: 1/2" = 1'-0" (N) 8" SCH .40 STEEL PIPE BOLLARD p (E) CANOPY COLUMN TYP. OF 2 —-1--1-- TYP. -J • . `kw a City of 1 MRWiiIQ Tukwila v ` • • • 'TANK , '-- ^I (E) COVER PLATES .--IApproved 15, 6" BUILDING DIVISIO� T, �" Drawer by'. W.D.J. B H. Issued Data. 03/30/16 CLS 13. — — e , -- • ,...k -- , -- _ .-. . --�' • • = �i — (N) 8" SCH .40 STEEL PIPE BOLLARD (E) CANOPY COLUMN Rerlslons f Ila 36 MIN. ABOVE GRADE 36 MIN. BELOW GRADE •� ^ \__11 I II I IDraw;ay EXISTING Tale: ank8,Dispen erE" Stand e Details I (E) DRAINAGE SWALE J (E) ISLAND I I I (E) DRAINAGE SWALE ^�� ISLAND FIG. 2.0 L J I CUT LINE J L—J (E) UDC 3 I ISLAND EXTENSION PLAN VIEW SCALE: 1/2" = 1'-0" 4 (SOUTH SECTION (NEW) SCALE: 1/2" = 1-0" P,ele,Ne. 1 Recomme.ndezi Pmericesfor flg•i$Nr.4(e •11,1,d1:14spqii.Mwof 1 inie1 .1.-Wattst Add (DEF) • 2,13 generic:ter-pi for all liquid - containing components from. the: cutlet fitting of the ,e,ti:$geo0,r'1:42: to and jt lading the dispensing nozzle, Typical hauging4lardWa-re COMponentS inelude dispens- ing.hOSes, swivels, hrealtaways, and notzles, 244 11'01004o Oulft:cor4ilner(pc), A eont:ainer, typically 275 to 3:30 tallOna,:naed fur transport and star age of fluid andbulk materials. iSame; us' g.143- iiiR.OtPatlitlii#IFitp coo :(1Ft.), A model fire code; developed by tholittpplagoaat -000 Z-1.6 International Organst1od for fatEtti€14f.dfrAloit (I$Q). A:ritni--,:geyennnental standar&settinghody estab- lished. to. promote- the: develOpitent.of! .tfitidas412:a.#.11 and.related.activities, 247 Lipted..A, doignatiou kr products certified and °published in a database by 4:11tiotiOly, recognized test .ingjaboratoiy.(NkTL)., 2413 1140ter Creep. An. event where the dispense meter register indicates n therease-.41 V011,10Ad when ti pptqls: on, even though no.productis1Jeih4di51ienSe 249 11/14.0.1101 SPfotli: Data Sheet (IVISDS), A do mentreontaining information and histrnetiona on mat els- present in the workplace. • 220 11,110-6.414 $ystottl, A Wilkey storage, and pensing system that afriVes at:a site fully assoiibled .i-Llohidos::41:1 required vents; valves, anCLapPtirtenatie taay be pie wred insulated, and/or provide tcon poMainment.. 2.44r. Af.ational Elootrical Oodo..(INIEC), .8TO 2.22 'llatioriel :Pipe Thr.Ood (MK), The for• tapered threads used to join pipes -and If Tt as ard 2,23 Nozzle, 4 device: ty_pically.consisting ,of a spout, handle, and operating:10pr, attached to the-endofA pensing'1ose and:lised-fOr controlling. the flOW MT; 2,24 SOlectiVe Catalytic leductwri (9CR) An emhp- siolKeduction technology that uses DEP With a catalytic Op -vertex to: rechi-Of-,INO-jtiln cliesetenghtee3banst, REVIEVVEOTORf CODE COM *,. APPR • hos_ MAY 0 52mi e, The period of time, starting with the oclection, in which Di -,113, .stared -Under jons,. remains within the specifidatiOns 212.41-10(E), Table 1. at*, A vessel having a liquid capacity 2.21 Tote, A container, typieally ii6tworl. 275 and 330 gallonS, used f,Or trospoit and storage of fluids and bullmaterials. Satfire as an interntediate built container (IBC,Y '2.23 TOITIQV.61 'dim- required, to use the, voltune of DEF salted hi a tank. 22 Urea, An o,rganio; compound :With: 'the ellem10:1 .fi:lCOitoIkneWri .aS catb amide, ipOp(4.001:golvics:: GeirerJ. BBP i a nleOr3 C4iiorleSS non40ntle, nop4larnM6le, Tt is #1406-1.-19 . of -32.5 pouont urea with:the - izeil at Urea.atid Watef7are:cettiPletely miscible an& do riot separate in siorage„DEEhasia 40.ifig:/.-goviv:; of 1.09 atP andweighS!approximatell,(l19.0$10,110. DEF is NOTt.: • a motor fuel -P. a. t.a01 additive .4 4 flammable ot-ePrnIMStible liquid • a volatile organic:compound • a 1.1Y4:9.P4:459n liquid • a liquid thatrequireS Stagy I ot Stage II vapor recovery currently regulated by Me federal gov- , lire UP federal storage :diSpenSint " or disosal fetlylretneras'for DgF. City of Tukwila BUILDING DIVISION 'equivement,s, . he -quality requirements: for DEE are specified in ISO 222414. and DIN 70970. TklirOtOdit001,:qf iany- impurities : can degrade .,DEF qual1ty:. and.affect..: the ;:pertbrolnce.:,:of the SCft ,sysigig Them must beat duringstopage aiddipnsbjg Sea Appendix A for details op Imp.scifiii- The-American:Petrolenm institute (API) has established the:DieSel Exhaust'. Fluid Certiikation Prgram: it is a, -voluntary- program that Certifies and monitors the qual- ity ..of DEV. intended for use: in SCR;e4doped dlesl hacks and passenger ears. DEF marketers participating in the program can display the 041 giftECEVE - CITY APR 2 ikt(rOtO*7 F!' a ILA PERMIT CENTER it FILE Recommended PracticesJoi'the Storage and Dispensing of Diesel Exhaust XPiuidl.DE.P) r^ APPENDIX B EPA LETTER OF CLARIFICATION ;;a','iES' t=i1VItr1tat.1Eht'r1a_ a�CirEC'(i�u ;,r;iii4i Wt.SHii'!ea Oi ! D.C. 20 1 7 SEP 2 2 2009 DMA SUBJECT: Regulatory Status of UndergroutdDiese Exhaust Fluid Tanks FROM: • Carolyn Iloskinson, Director Office of Underground Stora OFFb:[ ul- SCLID r.ESPci."SI: TO: EPA UST/LUST Regional Program Managers State UST Program Managers This memorandum responds to questions from states on the regulatory status of underground storage tanks (USTs) containing diesel exhaust fluid (DEF). Specifically, states have asked whether EPA regulates USTs containing DEF under the federal UST regulations in 40 CFR Part 280. According to these regulations, an 'UST is regulated if it contains petroleum or hazardous substances; however, a number of UST systems are excluded from the Part 280 requirements. One of the exclusions applies to "ja)ny UST system that contains a de tttiniinis concentration of regulated substances" (*280.10(6)(5)). The regulations do not specify a de ininbttis quantity, but do allow the implementing agency to determine do minimis concentrations on a ease -by -case basis. DEF is a 32.5 percent aqueous solution of urea used in Selective Catalytic Reduction (SCR) technology as ono way to reduce nitrogen oxide emissions from heavy-duty diesel engines, as required by EPA's "2007 heavy -Duty Highway' Rule." Although aqueous urea is neither petroleum nor a hazardous substance, the DEF solution may contain a small amount of ammonia, which is .a regulated substance. According to DEF manufacturers. any amount of ammonia present in DEF is considered to be a contaminant. To address this contamination concern, the industry has set a very strict limit on the maximum amount of ammonia allowed in REVIEWE ODE COM APPRO MAY 0E D FOR .'ll; PLI;NCE aVED sht: 2016 t.'..' City of Tukwila BUILDING OIVISION tion. Ilse international standard for DEF allows no more thim 02 percent by weight of tinily. ntersuted as ammonia. to he present in solution. Although 0.2 percent is the :imum allowed limit according to the international standard. mauuf-neturers indicatr. thrat•titr, ;al amount of ammonia in solution should be much less than 0.2 percent and ideally there Id be no ammonia iu solution. Since EPA expects that the presence. of ammonia in a Dbt will he miinimal, it is EPA's view that tslil' lists ;meet tIe ah= rrrirrimis rsclusiotr .tact tittet ;nt lr•.�utai.'i t.; li.-�_:a'toue: stibsOjue.c 1. S I s under ttt;: lell,:-rsl I sf • Y:e_ ; �I�' . .r .' .ri." ".I I.. : d .:. r. {(f`I. I.II RECEIV 'CITY OF TU bt OO7 APR 21 201 PERMIT CENTER ILA PEI Recontnteuded Practices 1100-10 Ak PENINX E,: t_PA LCEIT O[ C.LARlFIC=ATIOIV continued In addition, EPA expects USTs storing DEP ;Hill be both compatible and secondarily contained. international standards for DEEP set strict requirements for compatibility in order to avoid product contamination caused by materials in the storage tank system degrading into the DEF and also to prevent releases due to corrosion. Further, manufacturers recommend that underground DEP' tank systems use secondary containment technologies with interstitial monitoring. EPA expects that owners and operators of l)EF USTs will generally follow these industry, manufacturer, and international standards for the storage of DEF in USTs. If in the future EPA finds that ammonia released from DEF USTs endangers human health and the environment, EPA may revisit the de mininris exclusion analysis contained in this memorandum. Itis important to note that some states may choose to be more stringent than federal regulations and require DEP USTs to fully comply with state UST regulations. If you have any questions about this interpretation, please contact Andrea Barbet), at barberti.andrea.(epa.nov or 703/603-7137. cc: OUST Management OUST Regional Liaisons Kathy Nan, OGC BILE MATERIAL SAFETY DATA SHEET SECTION 1. PRODUCT AND COMPANY INFORMATION Trade Name (as labeled): Common Name: Distributed By: Business Phone: Emergency Phone: Date of Preparation: NOxBLUE Diesel Exhaust Fluid Diesel Exhaust Fluid, Urea Solution CoreFluids, LLC PO Box 1027 Arroyo Grande, CA 93421 (877) 245-5518 INFOTRAC — (800) 535-5053 December, 2009 Revised Nov. 2010 SECTION 2. COMPOSITION AND INFORMATION ON INGREDIENTS Chemical Name CAS # % by weight Urea 57-13-6 32.5 Water 7732-18-5 67.5 SECTION 3. EMERGENCY/HAZARDS OVERVIEW Emergency Overview: Caution Eye and Skin Irritant Symptoms Of Over Routes of exposure: Eyes: Skin: Inhalation: Ingestion: Target Organs: Signs and symptoms: Exposure: Eye, Skin contact, Inhalation, Ingestion May cause irritation May cause irritation May cause irritation, May cause respiratory tract irritation May cause stomach distress, nausea or vomiting Eyes, skin and respiratory system. May include redness, edema, drying, cracking of the skin, Symptoms of exposure may be headache, dizziness, tiredness, nausea and vomiting. 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2016 City of Tukwila BUILDING DIVISION Hazardous Material Information Rating System: (0 = least; 1 = slight; 2 = moderate; 3 = high; 4 = extreme) Health (blue) 1 Flammability (red) 0 Reactivity (yellow) 0 CoreFluids, LLC blv 00'1 RECEIVED CITY OF TUKWILA APR 22 2016 PERMIT CENTER NOxBLUE Diesel Exhaust Fluid 2 SECTION 4. FIRST-AID MEASURES If Inhaled: Remove to fresh air. If breathing becomes difficult, contact a medical physician. Give artificial respiration if victim is not breathing and obtain immediate medical attention. If Ingested: Call physician or Poison Control Center immediately for most current information. Dilute with large amounts of water. Do not induce vomiting unless directed to do so by a medical professional. Never induce vomiting or give diluents (milk or water) to someone who is unconscious, having convulsions, or who cannot swallow. If vomiting occurs, keep head lower than hips to prevent introduction of fluid into the lungs. In Case Of Skin Contact: Wash thoroughly with soap and water. Remove contaminated clothing and wash before reuse. Seek medical attention if skin becomes irritated. In Case Of Eve Contact: Flush immediately with water for at least 15 minutes, lifting the upper and lower eyelids occasionally. Call a physician if eye irritation persists. Victims of chemical exposure and all rescuers must be taken for medical attention. Take a copy of label and MSDS to physician or health professional with victim. SECTION Flash Point: Test Method: LEL Flammable Limits: UEL Flammable Limits: Autoignition Temperature: Extinguishing Media: Unusual Fire and Explosion Hazards: Special Firefighting Procedures: 5. FIRE -FIGHTING MEASURES Not flammable. Not flammable. Not flammable. Not flammable. Not flammable. Water spray, Foam, Carbon Dioxide, Dry -Chemical. Avoid high temperatures that may cause thermal decomposition.. Wear positive pressure, self-contained breathing apparatus (SCBA) and goggles. SECTION 6. ACCIDENTAL RELEASE MEASURES Spill And Leak Response: For small or incidental spills, the minimum personal protective equipment should be rubber gloves, rubber apron, and chemical goggles. Uncontrolled releases should be responded to by trained personnel using pre -planned procedures. Proper protective equipment should be used. Gas masks with ammonia canister or SCBA gear may be required. For large spills, contain by diking with soil, sand or other absorbent material such as vermiculite or diatomaceous earth. Keep material out of sewers, storm drains, and surface waters. Comply with all applicable government regulations on spill reporting, handling, and waste disposal. CoreFluids, LLC NOxBLUE Diesel Exhaust Fluid 3 Storage Practices: Handling Practices: SECTION 7. STORAGE AND HANDLING Store in areas away from children, feed and food products and sources of heat. Immediately clean up spills that occur during handling or storage. Protect from freezing keep containers closed when not in use. Optimal Storage Temperature 40 to 80°F. Keep away from incompatible materials. Do not breathe mists. Wash thoroughly after handling. Avoid contact with eyes, skin, and clothing. Wash with soap and water after handling. SECTION 8. EXPOSURE CONTROLS AND PERSONAL PROTECTION Ventilation/Engineering Controls: Use with adequate ventilation to keep airborne levels below recommended exposure limits. Respiratory Protection: If work conditions generate vapors or mist, wear a NIOSH approved respirator appropriate for those emission levels. Appropriate respirator may be a full face piece respirator, an SCBA in the pressure demand mode, or a supplied -air respirator. Eve Protection: Chemical dust/splash goggles or full -face shield to prevent eye contact. As a general rule, contact lenses should not be worn when working with chemicals because they contribute to the severity of an eye injury. Hand Protection: Rubber gloves with gauntlets. Body Protection: Use body protection appropriate for task. Chemical -resistant coveralls and rubber aprons are generally acceptable. Other Protective Measures: An eyewash and safety shower should be nearby and ready for use. SECTION Appearance: Odor: Water Solubility: Density: Specific Gravity (HgO = 1): Stability: Conditions to Avoid: Incompatibility: 9. PHYSICAL AND CHEMICAL PROPERTIES Clear, colorless Boiling Point: 104*C Liquid Very slight Freezing Point: -12*C ammonia odor 9.8 to 10.0 100%. Vapor Pressure: NA. 9.1 lbs/gallon. Vapor Density (air = 1): NA. 1.087 — 1.093 @ NA = Not Available. 20�C SECTION 10. STABILITY AND REACTIVITY Stable under recommended storage conditions Do not mix with any other chemicals or products. Avoid contact with strong oxidizers (chlorine, peroxide, chromates, nitric acid, perchlorates, concentrated oxygen, and permanganates) which can generate heat, fire or explosions or release toxic fumes. Hazardous Polymerization: Will not occur. Hazardous Decomposition Products: Oxides of nitrogen, oxides of carbon, and ammonia SECTION 11. TOXICOLOGICAL INFORMATION CoreFluids, LLC NOxBLUE Diesel Exhaust Fluid A Toxicity Data: Urea LD50 Oral RAT 8471 mg/kg Acute Effects: Eyes: Moderate irritant. May cause redness, burning, inflammation, and/or damage. Skin: Moderate irritant, especially with prolonged exposure. May cause skin ulceration and/or burns. Ingestion: May cause severe gastrointestinal irritation, vomiting, stomach cramps, and diarrhea. May interfere with circulation and oxygen carrying capacity of blood with prolonged exposure. Inhalation: May cause irritation to mucous membranes, coughing, or breathing difficulties. If exposed to decomposition gases remove from area immediately. Chronic Effects: Not Available SECTION 12. ECOLOGICAL INFORMATION Ecotoxicity- Freshwater Fish Species Data Urea 5713-6 96 Hr LC50 Barillius barna: >9,100 mg/I Ecotoxicity- MicroTox Data Urea 5713-6 24 Hr EC50 Daphnia magna straus: >10,000 mg/I SECTION 13. DISPOSAL CONSIDERATIONS Do not contaminate lakes, streams, ponds, estuaries, oceans, or other waters by discharge of waste effluents or equipment rinsate. Dispose of waste effluents according to federal, state, and local regulations. Chemical additions or other alterations of this product may invalidate any disposal information in this MSDS. SECTION 14. TRANSPORTATION INFORMATION This material is not regulated by US DOT for highway transportation. SECTION 15. REGULATORY INFORMATION CERCLA: A spill or release of this material may trigger the emergency release reporting requirements under CERCLA (40CFR Part 300) and/or SARA Title III (40 CFR Part 355). State and local reporting requirements may differ from federal requirements. Consult for further guidance on your responsibilities under these laws: (urea) SARA Reporting Requirements: SARA, TITLE III, SECTION 313: This product not does contain toxic chemicals subject to the reporting requirements of Section 313, Title III of the Superfund Amendments and Reauthorization Act of 1986. SECTION 16. OTHER INFORMATION The information and recommendations herein are taken from data contained in independent industry recognized references including NIOSH, OSHA, ANSI, and NFPA. This information is, as of date, listed above, true and accurate to the best of CoreFluids, LLC knowledge. It is intended for use by persons possessing technical knowledge and at their own discretion and risk. Since actual use is beyond our control, no guarantee, express or implied, and no liability is assumed by CoreFluids, LLC in conjunction with the use of this information. Actual conditions of use and handling may require consideration of information other than, or in addition to, that which is provided herein. CoreFluids, LLC NOxBLUE Diesel Exhaust Fluid PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0107 DATE: 04/22/16 PROJECT NAME: PACIFIC PRIDE STATION SITE ADDRESS: 13435 INTERURBAN AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division op )`11 Wo s /v//h Fire Prevention Planning Division gi Structural ❑ Permit Coordinator S PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/26/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) Approved with Conditions (corrections entered in Reviews) DUE DATE: 05/24/16 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED. Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PACIFIC NORTHERN ENVIRO C )RP Horne Espaiiol Contact Safety & Health CoWashington State Department of Labor & Industries Claims & Insurance A -Z index Help Page 1 of 3 My L&I Workplace Rights Trades & Licensing PACIFIC NORTHERN ENVIRO CORP Owner or tradesperson Principals PARTRIDGE, JOHN WILFRED, PRESIDENT JABUSCH, STEVE EDWIN, VICE PRESIDENT PARTRIDGE, VICKIE VERL, SECRETARY YOUNG, LARRY LEO, MEMBER ARNOLD, DAVE W (End: 01/01/1980) WALDSCHMIDT, DAVE A (End: 01/01/1980) PACE, LOREN (End: 01/01/1980) QUIRK, JOE, CHIEF FINANCIAL OFFICER (End: 06/30/2010) Doing business as PACIFIC NORTHERN ENVIRO CORP WA UBI No. 601 217 845 1081 COLUMBIA BLVD LONGVIEW, WA 98632-1024 360-423-2245 COWLITZ County Business type Corporation Governing persons DIRK BARRAM GARY HEALEA; JOE QUIRK; JOHN W PARTRIDGE; JOHN WILFRED PARTRIDGE; LARRY PETERSON; STEVE JABUSCH; TODD PARTRIDGE; VICKIE V PARTRIDGE; WILLIAM WILSON; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. PACIFNE022MH Effective — expiration 07/08/1998— 07/01/2016 Bond ....._.......... ALLIED WORLD SPECIALTY INSURANCE COMPANY Bond account no. S0011826 $12,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601217845&LIC=PACIFNE022MH&SAW= 5/9/2016 Interurban Ave. S. 411? i Driveway Driveway �k�on poa6$� a Sidewalk Sidewalk Sidewalk d ° — — Landscape — — — — — — �i C E %�� _ ^r_ ATE ERMIT sg°°�� t'_ '�`�ZS FaU3 2��4 O Vd..l�/"Y/ 1 i�Uit.D FOR: @ ik6echanical �l Lectricaf &Plumbing Landscape 00 CardReader l 4as Piping City of Tukwila Buy nING DIVISION °� O a , Landscape ® Q D 11 ® Building A 1 CD AS NOTED °o Satellite MSREVIEWED Peterson Structural Engineers, Ino. Apr 06 2016 HSN 11 Sign NEW 1,000 GALLONa o e �`o o ® Peterson Structural Engineers 708 Suite 100A d DEF STORAGE TANK • Round Cover Broadway, Tacoma, WA 98402 (253) 830-2140 ON EXISTING o CONCRETE SLAB .� (E) Bollards To e Removed°� Master/Master ,. Canopy &Concrete Drive Pad Outline �' � Area Of Work J 1 ° 1 .:`;pin any j, $" Sch. 40 Steel Covered Sump Pipe Bollard ► CO g (N) DEF 1,000 GAL. TANK Satellite (TYP) Pacific Pride .0 • r c� V) o Satellite Tukwila '1 0- 4) — > c REVISIONS ��o changes shall be made ° ® 13435 Interurban Ave. S. cti Q O Zi t to the sc.,.�. Qf"`Qrh �'�'ithout prior approval of Raised Concrete � � dk�v la Building 1 �?� =: i=;;vaons will require aDnew plan submittal Card Reader Island (Typ.) COC CO • a j and may include additional plan review fees. 1 1(0-0 `7 1 (n d g Permitae t D - L a) Master/Master FIS Fie+,rY � '1—' , approval is subject u ! ct to errors and omissions. J �k_ ! s. A ° R 4 G� F1 , r 1 i ; i ?1 fat r tion ra! et construction documents «.Aid APPROVED �7noemrft... �s a r. 0 , does t not kiutho6l�Q COMPLIANCE Cti 0 0 the violation of anyt adopted 1,i changes �° �; t�� t?'. tothese coda ®rordinanc. Receipt 1 of approved d Field Co andis cr. l' APPROVED .— O CO o O IaW ti�olr?oWi from the Planning tg Division of DCS Master (Single Sided) conditions f..«nol�iod od. l S ` / MAY �� -E—+ �- °o ` I '-� Date: - Approved 13 : �, .�,/' 1 ! c.it'tSTC(%ftAly`– Landscape /—•-----`�""-' I BUILDING ti�ftl0 IDate: � v city Satellite of Tukwila BUILDING DIVISION Drawn by: W.D.J. g ' Landscape i Approved: B.H. o 3 00 I Issued Date: 03/30/16 @ } 4 Landscape ,.._.� it) I Revisions E a - _ _ .- .r Drawing Title: I I Q� RECEIVED CITY OF TUKWILA site Plan 13445 PARK&RIDE Interurban Tukwila Ave. S. APR 222016 CENT:- SCALE f10' o. D S L 1.0 0 5 10 11 x17 SETS ARE 50% REDUCTION Project No: NEW 1,000 G� OD 03, U t M la g ° d o0 g AA E a L . g (� V AA E O a �p G e g °� 2 r, 3 LI g a 2.0 O Ti°O b C� o DEF _...01.=10..._GALLON REVIEWED AS NOTED STORAGE TANK (N) 1,000 GALLON "DEF" TANK -�� Apr 06 2016 HSN " "DISPENSER (N) DEF �� (E) CANOPY COLUMN Peterson Structural Engineers, Inc, Peterson Structural Engineers 708 Broadway, Suite 100A Tacoma, WA 98402 (253) 830-2140 (E) DISPENSER �� I I FILL ,1 -.I -J ___ ------ _ _ ' (N) BOLLARD �� (E) BOLLARD ,4 ; � I ` I I I' r.M� d•►•.fi ��x, . r t . Fic Pride" 168 II LL( I J II 1 .I � IE) DRAINAG E W LE S A I I (E) I I EXISTING ISLAND UDC (E) 1 UDC I �L J� II I I SCALE: 1 /2" = 1'-0" SOUTH ELEVATION �aa W ) DEF TANK ANCHORS (16) anchors total, (8) per side equally Kwik Bolt TZ -Stainless Steel 316, 3/8" space diameter as best possible with 2" embedment ,� (E) CANOPY COLUMN NOTE: Minimum edge distance in any direction Install in strict conformance with manufacturer'sSAWCUTAND = 4" recommendations �� (E) DISPENSER Existingslab is assumed to meet the minimum requirements for anchorage. 11" OF REMOVE EXISTING ISLAND ---.....„.....,6._(E) (E) BOLLARD REMOVED COVER PLATES �- it REVIEWED FOR BOLLARDS BY OTHERS (E) DRAINAGE SWALE I I I �L L I I 1 J� - 1 I I 1 I n (\ L_ � � -� (E) I I I (E) ISLAND E DRIVE PAD O UDC (� (� �- � .� J° (E) I I II UDC 1I 1 I I �L J I I 11 I 1 CODE COMPLIANCE APPROVED <... `' MAY 2��i Tukwila c o_I BUILDING DIVISION \t) 1 (0... 0 1 0 7 2 SO I ELEVATION (EXISTING) SCALE: 1/2" = 1 —0 (N) 8" SCH STEEL PIPE BOLLARD CANOPY COLUMN . .40 (E) TYP. OF 2 - . 4 I I - " TANK �� I COVER PLATES 15'-6" 7'-7" (E) ,--.— e e e ® � �— (N) 8" SCH .40 STEEL PIPE BOLLARD E CANOPY COLUMN (E) e �� 36 MIN. ABOVE GRADE I .Q 36 MIN. BELOW GRADE ,d o o �� ' II I II I I EXISTING RECEIVED (E) DRAINAGE SWALE �� (E) ISLAND I I I I (E) DRAINAGE SWALE I -.I I- - - ISLAND ILA r II L J CUT LINE APR 22 2016 (E) UDC PERMIT CENTER 3 ISLAND EXTENSION PLAN VIEW SCALE: 1/2" = 1'-0" 4 SOUTH SECTION (NEW) SCALE: 1/2" = 1'-0"