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Permit D14-0147 - BLUE STAR GAS - PROPANE TANKS
BLUE STAR GAS 15838 INTERNATIONAL BLVD D14-0147 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: httD://www.TukwilaWA.aov DEVELOPMENT PERMIT 2223049068 Permit Number: D14-0147 15838 INTERNATIONAL BLVD 2 Issue Date: 4/10/2015 Permit Expires On: 10/7/2015 Project Name: BLUE STAR GAS Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: STERLING REALTY ORGANIZTION PO BOX 91723 , BELLEVUE, CA, 98009 CHRIS MASTRUP 880 N WRIGHT RD, SANTA ROSA, CA, 95407 BLUE STAR GAS ASSOCIATES CO 880 NORTH WRIGHT RD , SANTA ROSA, CA, 95407 BLUESSG898K4 BLUE STAR GAS 10802 E MARGINAL WAY S , TUKWILA, WA, 98168 Phone: (707) 573-3130 Phone: (707) 573-3130 Expiratbn Date: 7/8/2015 DESCRIPTION OF WORK: INSTALLATION OF (3) 1000 GALLON PROPANE TANKS AND ASSOCIATED DISPENSING EQUIPMENT TO DISPENSE PROPANE AUTO GAS PUBLIC WORKS ACTIVITIES INCLUDE STORM DRAINAGE AND EROSION CONTROL. PROJECT ON WATER DISTRICT #125 WATER. Project Valuation: $27,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $2,553.48 Occupancy per IBC: U Water District: 125 Sewer District: VALLEY VIEW 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: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No OA- Permit Center Authorized Signature: Volumes: Cut: 450 Fill: 300 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 regula ' • : construction or the performance of work. I am authorized to sign and obtain this develop , e p • rmit - the conditions attached to this permit. 1 _ Signature: Print Name: Date: O51 0-2-0 /S 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: 2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 6: Per International Fire Code section 6104.2, the maximum aggregate quantity of LP -gas for any one installation is 2,000 gallons. Therefore, this installation shall be limited to two 1,000 gallon tanks. 5: The International Fire Code requires a separate construction permit for the installation of LP - Gas tanks. The permit must be obtained from the Tukwila Fire Department, 444 Andover Park East, Tukwila, WA 98188, (206) 575-4407. 1: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 3: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 4: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 7: ***BUILDING PERMIT CONDITIONS*** 8: 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. 9: 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. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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. 15: ***BUILDING PERMIT CONDITIONS*** 16: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 17: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 18: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 19: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 20: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 21: 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. 22: 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). 23: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 24: 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. 25: 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. 26: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 27: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 28: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 29: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 30: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 31: Any material spilled onto any street shall be cleaned up immediately. 32: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 33: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 34: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 35: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. MI disturbed areas of the site shall be permanently stabilized prior to final construction approval. 36: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5200 EROSION MEASURES 0201 FOOTING 5040 LAND ALTERING 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 5090 STORM DRAINAGE CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 htto://www.TubvilaWA.aov Building Permit No. b i t • D J 47 Project No. Date Application Accepted:12,- I Date Application Expires: 11 _ 11,— 111 (For (roe use on1�) 1 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: 15838 International Blvd. Tukwila, WA Tenant Name: Blue Star Gas PROPERTY OWNER Name: Sterling Realty Organization, Co. Address: 15838 International Blvd. City: SeaTac State: WA Zip: CONTACT PERSON — person receiving all project communication Name: Chris Mastrup Address: 880 North Wright Rd. City: Santa Rosa State: CA Zip: 95407 Phone: (707) 573-3130 Fax: (707) 573-3132 Email: cmastrup@bluestargas.com GENERAL CONTRACTOR INFORMATION Company Name: Blue Star Gas Associates, Co Address: 880 North Wright Rd City: Santa Rosa State: CA Zip: 95407 Phone: (707) 573-3130 Fa" : (707) 573-3132 Contr Reg No.: CCBLUESSG898K4 Exp Date: 07/08/2015 Tukwila Business License No.: BUS-0992827 H:1Applieations1Fomu-Applications On Linel201 I Applications\Permit Application Revised - 8-9.I1. doe: Revised: August 2011 bh King Co Assessor's Tax No.: Suite Number: New Tenant: Floor: ® Yes ❑ .. No ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Project Delivery Group Engineer Name: Keith Whisenhunt Address: 3150 22nd. Street SE City: Salem State: OR Zip: 97302 Phone: (503) 364-4004 Fax: Email: kw@pdgroupllc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Btu e- s-irt e Gas Address: /a T,Z - e LA SO V City:1 CL1; �4 State. Wk. "'Ip98i is t Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 24,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Installation of 3-1000 gallon propane tanks and associated dispensing equipment to dispense propane auto -gas Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC le` Floor 2° 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) T *For an Accessory dwelling, provide the following: Lot Area (sq It): 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: QJ Other (specify) Fire Extinguish Will them be storage or use of flammable, combustible or hn7ardous materials in the building? ❑ Yes In 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. Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOijS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm H:1Applications\Forms-Applications On L ne1201 I AppUcations\Permit Application Revised - S-9-1I.docc Revised: August 2011 bh 0 None Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided ewer District DI ...Tukwila ❑...Valley View ❑ ...Sewer Use Certificate 0...Sewer Availability Provided ❑ .. Highline ❑ .. Renton ❑ .. Renton ❑ .. Seattle Se tic stem: On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. ubmitted with Application (mark boxes which annlv): 1111 ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities. (mark boxes that apolv): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right -of --way 0 ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Of ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size .. " ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public 0 11 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding wo # WO# WO # ❑...Deduct Water Meter Size Private 0 Private 0 FINANCE INFORMATIQN Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing t9: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applicatiots\Forns-Applications On Line12011 Applieatiom\Permil Application Revised - 8-9.11.doc, Revised: August 2011 bh Page 3 of 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 tJae 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 (=rent 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 O . ' O. Signature:��/�. Print Name: Chris Mastrup Date: Day Telephone: (707) 573-3130 Mailing Address: 880 North Wright Rd Santa Rosa CA 95407 H:UppliwiottsWomte-Applications On Line12011 Apphcations\Pernin Application Revised - 8-9-1 l.doca Revised: August 2011 bh City State Zip Page 4 of 4 Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 ADMINISTRATIVE Telephone: (206) 431-3670 CITY OF TUKWILA DESIGN REVIEW - APPLICATION FOR STAFF USE ONLY Permits Plus Type: P-DR Planner: File Number: Li N ` 001 le Application Complete Date: Project File Number: Application Incomplete Date: Other File Numbers: NAME OF PROJECT/DEVELOPMENT: Blue Star Gas Facility BRIEF DESCRIPTION OF PROJECT (2) 1000 gallon LPG tanks with dispenser and overhead canopy LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. 15838 International Blvd LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). Tax Parcel 2223049068 DEVELOPMENT COORDINATOR: The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City to whom all notices and reports will be sent. Name: Matthew Hendrick, P.E. (503) 364-4004 RECEIVED CITY OF TUKWILA Address: 3150 22nd Street SE, Salem Oregon 97302 Phone: (503) 364-4004 FAX: E-mail: matth@pdgnw.com NOV 2 4 2014 PERMIT CENTER Signature: yiirs7 //✓� CORRECTION Date: 2/ /2viy 11- 1 Li 7 \'deptstore\City Common\Teri\Revisions In Progress\Design Review-tAVOIh47 ministrative-Jan2011.docx March 24, 2011 DESCRIPTIONS I ACCOUNT I QUANTITY PermitTRAK PAID $2,189.02 D14-0147 Address: 15838 INTERNATIONAL BLVD 2 - Apn: 2223049068 $2,189.02 DEVELOPMENT $1,577.22 PERMIT FEE R000.322.100.00.00 0.00 $560.70 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PERMIT FEE R000.322.100.00.00 0.00 $613.35 PLAN CHECK FEE R000.345.830.00.00 0.00 $398.67 PUBLIC WORKS $544.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $75.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $75.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $107.00 TECHNOLOGY FEE $67.80 TECHNOLOGY FEE R000.322.900.04.00 0.00 $28.04 TECHNOLOGY FEE TOTAL FEES PAID CEIPT: R4998 R000.322.900.04.00 0.00 $39.76 $2,189.02 Date Paid: Tuesday, April 07, 2015 Paid By: BLUE STAR GAS Pay Method: CHECK 88849 Printed: Tuesday, April 07, 2015 12:45 PM 1 of 1 SYSTEMS rto L4 Iv Cash Register Receipt City of Tukwila Perl ItT DESCRIPTIONS ACCOUNT QUANTITY PAID D14-0147 Address: 158 NATI $364.46 DEVELOPMENT $364.46 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2114 R000.345.830.00.00 $364.46 $364.46 Date Paid: Tuesday, May 13, 2014 Paid By: CHRIS MASTRUP Pay Method: CREDIT CARD 013044 Printed: Tuesday, May 13, 2014 2:55 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit ECTION 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 rl- Project: 3,L S`r'k►'`- 6-A-s Type of Inspection: (vi lc ui river Address: IS-iwiuw,-1lc41 a(✓mil Date Called: Speciai Instructions: FIVI Date Wanted: Zq - l S' a.m. p.m. Requester: / at/eorro Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: 4 Date: P1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: 61 � 51AC GAS Inspeion: Ty of,Inspection: /lid, , Address: icg 1w iAi Col 81 Lei Date Called: Special Instructions: 40, Date Wanted: "2/"15— a.m. p.m. Requester: Phone No: 707 E73 3136 Approved per applicable codes. Corrections required prior to approval. COMMENTS: P f A I, Uotit TO 14 /zt- T'e...STIA-1 tAb sin itu j4t1 -kest Pcibffs 2 r'r wii yvczel TO TwsfA t 1.3 -nwpi BR 4 A- CruIe/L cx - tFIo- S Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD bl� d /en Retain a copy with permit INS TION 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 Skct: S�i4� �/� TypeO Inspection: Address: /5M 1/ gi(vvi, I A31 1 Date Ca ed: Special Instructions: Date Wanted: 20— /- a.m. P.m. Requester: Phone No: Approved per applicable codes. MCorrections required prior to approval. COMMENTS: jt./ 4 //it, &pi ski" i'/ Se,sfeeIcas .2 • 4b 8 f'f TtsrifG t Fgvt' 3 M/'lt% j A1)1, hS r _ rrri„rot<_ srec / 1ey/( - /AI r/ 44h/ Svrte DUut,6'ow MAIO Agt- Inspector: 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 Nq -0 II'0 Project: t LPi e,tf4 J 4 TypepLInsnection: t, etiTti5 Address: ve04.44.4 get Date Called: Special Instructions: An Date Wanted: `1-'z7 `r a.m. p.m. Requester: Phone No: .Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 5 ect�i �u,sp�c w-i Inspector: Date:. Z REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 �DINSPECTION RECORD Retain a copy with permit TION NO. P1ttorel7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Prc dI Cv 06 Type RI Inspection: live*D� Address: 1 T30 Af (61ud DateCalled: Special Instructions: (�� 441 Date W7anted: Z (� a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. OMMENTS: Inspector: ( Date? , a_ J� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. OTTO ROSENAU & ASSOCIATES, INC. August 21, 2015 1c"113 es oeNle�oP City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (2025-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE 3684 • WABO Registered Agency • Website: www.ottorosenau.com 4� FINAL REPORT Project: Blue Star Gas Permit Number -BM Address: 15838 International Blvd., Tukwila Job Number: 15-0472 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Item(s) inspected: 1. Reinforcing Steel (to piles for new canopy) Sincerely, OTTO ROSENAU & ASSOCIATES, INC. 1(0ciAbil,„ Kate Rubin Report Manager Email c: Report Distribution List August 21, 2015 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 FINAL REPORT bp±-o)4 7 Project: Blue Star Gas Permit Number: B14-0147 Address: 15838 International Blvd., Tukwila Job Number: 15-0472 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Item(s) inspected: 1. Reinforcing Steel (to piles for new canopy) Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Kate Rubin Report Manager Email c: Report Distribution List RECEIVED CITY OF TUKWILA AUG 2 4 2015 PERMIT CENTER Ew MAThRIAL •; 73 SA 3ii 1 FILE C ( r ' e° PRODUCTS, INC. Pressure.. Relief Valves and Relief vane. M anf�Ie . RegO �19 Fully Internal "Pop -Action" Pressure Relief Valves for DOT Fork Lift Cylinders Designed specifically for use as a primary relief valve on forklift cylinders, the 8545AK reduces the possibility of improper function- ing of the relief mechanism due to foreign material build up. All guides, springs, stem and adjusting components are located inside the cylinder - removed from the direct exposure of foreign materials and debris from the atmosphere. NFPA Pamphlet #58 requires that; 'All containers used in industrial truck (including forklift truck cylinders) service shall have the container pressure relief valve replaced by a new or unused valve within 12 years of the dat _ • t. , re of the container and each 10 years thereafter." Part as Canlab Car Type Start to Discharge as M. NPT - Mew Capacity sen a / AM* List Prioa LECN stated at 4e0 Platte) 8545AK DOT 375 3/4' 400* 616.76 Aceetmeries (Order Separately) Part net. List Petoa Protective Cap (ineka+ed) 7545-40 53.411 Deflectors*" 45 ER ow 754514* 64.60 GO' Stow 7545-12 58.40 REVIEWED FOR CODE COMPLIANC AP ROV 2 14 . — Bl,IIL� � DtVrh 7545-12 I N I • Claas4ed by U.L. in accedence with Compressed Gm Association Pamphlet S-1.1 Pres&Ure Device Standards to Cylinders. Meets requirements for use an DOT contanss with 262 pounds or less weight of water or 109 pounds or less of LP1ias.•• Row rates are shown to bare relief valves. Adapters and pipeaways will reduce flow. *** Order protective cep 08545 41 or T545.40. Semi -Internal "Pop -Action"' Pressure Relief Valves for ASME Containers Designed for use as a primary relief valve on ASME containers such as 250, 500 and 1,000 gallon tanks. Underwriters' Laboratories lists containers systems on which these types of valves are mounted outside the hood without additional protection, if mounted near the hood and fitted with a protective cap. 8684 Series Part no. DiStart t•to• Setting MOO) Con�t.r on NPt OverallNeight Height (approx.) laM 4 .... Flew Capacity SCFM / AN aWtat is tar 7>Ian"tttlth Surface "ma wi * set Itiotactive Cap (included) Listt1. Price win ..lt Section la 120% at fiat Pressure) AOME (at 120% of oat Pressure) 7593E 250 3/4" 8 3/16 1 7h6" 1 ye 1,980 1,806 80 Sq. Ft. 7583-40X $52.26 88846 1' 9 3/8' 1 9/18' 1 7/8" 2,620 2,585 119 Sq. Ft 8684-40 $55.94 8865G 1 YO 11 1/16• 1 11/16• 2 3/8" 4,385 4,035 212 Sq. Ft 7585.40X 384.22 Append x D. Mee shown is to tat. or ASME tow raging--w 4thever is tarsier Semi -Internal "Pop -Action" Pressure Relief Valves for Large Storage Containers Designed especially for use as a primary relief valve on large stationary storage contain- ers, these low profile relief valves are generally mounted in half couplings. However, they 7534.40 are designed so that the inlet ports clear the bottom of a full 2" coupling. This assures that the relief valve should always be capable of maximum flow under emergency conditions. ILI Part no.Setting girt to Discharg. mem ContainerA4t4 Container Comedian N. NPT Flow Capacity SCFM / AM swum, far Tanks vs/SurfiCe Ares UP a** List Price ass tit, (et lut% of Sat Pros- stare) ASME (at 120% at Set Pnaswy) Protective CapAdapter Mpaaewt► 7534E 125 8,025 — 319 Sq. Ft. 5638.94 7534-40 511.76 7534-20`*• 5155,70 7534G 250 11,875 10,422 708 Sq. Ft. 5638.94 7534-20 75348 7534E RE IVED CITY O UKWILA MA • Flow rates are shown for bare relief velvets. Adapters and pipeaways wtl reduce tow. ••Par NEPA Pamphlet •58. Appendix D. Area shown is for Ut. or ASME tows ER M I rattrg—wtiwrover isles" •••3- ENPT outlet connector, Prices sage * to change without notice. Some Reins may not be in stock at at warehouses or may be special arder. Rause check with TEECO A19 Order Online: www.teecoproducts.com e-mail: info@teecoproducts.com 3 2014 CENTER Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) ' 5 114 426-9456 (800) 843-8660 } PRODUCTS, INC. Pressure Relief Valves AZ1 and Relief Vahre Manifolds • Reg External Hydrostatic Relief Valves Designed especially for the protection of piping and shut-off valves where there is a possibility of trapping liquid LP -Gas or anhy- drous ammonia. May be installed in pipelines and hoses located between shut-off valves or in the side boss of Rego® shut-off valves. Fart aft Mart to ota• gismo SettingCesiesettes (Psitt) 'halo.!. gumboot Mince ti.len PPrax•i Wrench Iles Ust Pries Aca+saoefoo protective cap �a Adaptor or Threads 5380019 Stainless Steel 1/4' 11/16' $34.04 _ SS80U�G 1/2' 7/8' 7/8' $72.16 SS8021G 1/4' 1 3/8" 11/18' 558.50 - 1/4'NPSMThrds. SS8022 (i 250 1/2 7/e' $99.02 3/8" NPT Thrds. 31276 1/4" 1 31 /32, $25.02 - 3129G 1/2' 219/32" 1 1/8' 846.16 312910' $9.30 312714 1/4' 131/32' 7/8' 125.02 - 3129H 275 1/2' 219/32' 1 1/8' 846.16 7545-40 312$10• $9.30 3127P Brass 1/4' 131/37 7/8' $25.02 $3.48 .` 3129P 300 1/2' 219/32" 11/8' 146.16 312910' $9.30 31273 350 1/4" 131/32' 7/8' $25.02 ._ 3129J 1/2' 2 19/32 1 12 848,16 3129 t0• $9.30 SS8001J Stainless Steel 1/4' 7/8' 11/16' $34.04 SS8002J 1/2 7/8' $72.16 SS8021J 1/4' 1 3/8' 11/18' $56.50 1/4' NPSM Thrds. SS8022J 1/2 7/8' $99.02 3/8' NPT Thrds. 31271( 375 Brass 1/4' 1 31/32' 825.02 7545-40 83.48 3128K 1/2' 219/32" 11/8' $46.16 3129.10* $9.30 3125E 400 1 9/16' 5/8' S11.42 - 3127E 1/4' 1 31/32' 7/8' $25.02 7545-40 $3.48 31 1/2 219/32' 11/8' $46.16 3129-40P 312&10` $9.30 SS8001L 1/4' 7/8' 11/16' $34.04 SS8002L Stainless 1/2" 7/8' $72.16 SS8021L Steel 1/4' 1 3/8' 11/18' $56.50 1/4' NPSM Thrds. SS80221 1/2' 7/8' $99,02 3/8" NPT Thrds. 3127U 1/4" 1 31 /32' $25.02 7545-40 - 3129U Brass 1/2' 2 19/32' 11/8' $46.16 53.48 3129-10• $9.30 SS8001U 450 1/4' 7/8" 11/16' 534.04 - SS8002U Stainless 1i" 70 $72,16 SS8021U Sleet 1/4" 11/18' $56.50 1/4' NPSM Thrds. SS8022U • .r c .,gar .,.a+.. 1 /2' 1 3/8' 7/8' $99.02 3/8' NPT Thrds. • Places mWlea to change without naecn Sane liens may not be n-stock at M warenaxee or may be weasel ordu. Please check with TEECO. A21 3125L SS8022G Order Online: wwwteecoproducts,com e-mail: info()teecoproducts.com Rev 1/11 Sacramento, CA Aubum, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 A30 Atow• leo PRODUCTS, INC. Excess Flow Valves Rega Excess Flow Valves for Liquid or Vapor Designed for liquid or vapor use for filling, withdrawal and vapor equalizing in container or line applications. They are intended for long lines or branch piping where tank -mounted excess flow valves are inadequate. as. fr ees a tarn Inlet Bonn 1u7. Paw Outlet Connection NPT Wrench Ilex Hats Effective Length (4prax.► Approximate +� `' Ugnld _POW R'aMne) "tall. MP" (Prawn.) Ust 21 Pilo heist 100 P510 kNat Prlw 12472 &ass 3/4" 3/4' 7 3/8' 1 3/8- 4 1,050 1,700 $43.T8 3272E 10 2,100 3,700 $32.92 3272F 15 2,800 5,000 $32.92 32726 20 3,700 6,900 t 32.92 A3272G Steel $106,80 3282A & ass 1'ti' 11/4• 2" 15n8" 30 5.850 10,000 695.84 40 4 7,800 13,600 $95.64 3282C 50 9,000 16,300 $85.64 A3282C Sled St o6.60 ?�4 Br 1''1N 'PA" 21/4 116 90 15,200 28,100 $130.20 3292A 2" 2" 2 7/8" 75 14,200 24,800 $178 98 A329QA Sled $182.54 32928 Brass 1 7/8` 100 18,100 ' 32,700 $178.98 A3292B Steel A3292C 6162.54 122 22,100 37.600 $182.54 • N.een ea h...:... a..J NOTE: ^.. _-. ~ • w ems hhow vales, %sgws we Ni*,ghmore when valves are awtaaad with cutlet up; slightly leas Wun Installed Milk outlet dawn. Multiply low.rata by .94 to determine liquid butane tow and by ,90 to determine rgtid anhydrous ammonia low. 3282A Excess Flow Valves for Vapor or Liquid Designed especially for filling, withdrawing or vapor equalizing in half and full coupling installations. Ideal for container service where welded -in dip pipes are not provided. For vapor use, mount in the bottom opening with a threaded dip pipe. For liquid use, mount in the top opening with a threaded dip pipe. These may also be installed in pipe lines provided the connection is made to the male inlet thread and not the female dip pipe connection. Part ne. Camnoatlon 111. INAPT Conn ion 1.7 iiellt pub' ippe>danata Closing Plows*** List Moo Liquid formVapor pro♦a,r•,l (Propane) 25 PSIS Inlet 100 Pi10 Inlet A2137 2.* 2" Mate and VA" Parade 2 7/16' 50 10,000 17,000 $374.78 A2137A 70 14.000 25,000 $374.78 2139 3.e* 3' Male and 2' 3Ya" 125 26,500 46,000 1851.10 2139A 160 32,700 57,200 $851,10 • 1 Ve F.NPT Dip Pine C.mrgi.v. " 2' F.NPT Dip Pipe Connection. "•• eased on horizontal installation of excess flow valve. Plows are s1sghtty more when Whin ae installed wish outlet UP: slightly less when installed will outlet down. NOTE: Watery pow rate by .94 to determine liquid butane low all by .90 to determine liquid anhydrous ammonia flow Prices subject to charge without rrobce. Some items may not be in stock al ell warehouses at may be special order. Please check with TEECO. Order Online: www,teecoproducts.com e-mail: info@teecoproducts.com A30 A2137 Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 ra PRODUCTS, INC. Check Valves', Filler Valves A3 Equalizing hig Valves Rego 5 Double Check Filler Valves for Large Autogas and ASME Tanks Designed to provide fast Tilling of large Autogas and ASME do- mestic tanks. The 6579 Series incorporates a swing -away lower check which greatly reduces pressure drop across the valve. This lower pressure drop promotes faster filling rates and greater ef- ficiency resulting in more profitable operations. 7579 Part no. / List Price ACME Heso CeaweetiOn 7k aee MPT Wench Ilex Flats Propane Liquid Capacity at Various Dillereatial Pressures (0PII) With Cap Only With Cap, Chain ik Mao 5 PSIO 10 Pill 26 Ps10 i0 POW n P1N0 7579 $47.94 7579C i56.68 144" 1'A' 1 7/6' 50 70 111 157 192 7575P $202.60 — 1'/'* 37 52 82 116 142 6579** $91.76 *Incorporate; 8579C** $91.76 1'f' 78 110 174 246 301 M F. NPT rip pipe connection. -- sw4ng.twr4y lower Matt check valve design for higher Ong rate. NOTE Multiply iply flow rate by .94 to determine eglid bone Note: 7579C includes 317493L 6579C includes 3174 03. 6579 7579P Double Check Filler Valves for Delivery Truck Tanks and Large Storage Containers Designed to provide fast filling of bobtails, transports and large bulk storage tanks. The 6587CD incorporates a swing -away lower check which greatly reduces pressure drop across the valve. This lower pressure drop promotes faster filling rates and greater efficiency result- 3197C ing in more profitable operations. Peet no. ACommotion Tank Connection M. Mai t+ Hex Plats Propane Liquid Capacity at Differential Pressures (GPO) List Price i pS10 10 Pill 25 Pin 50 P010 75 Pill 75785 154• 14" 2' 44 62 9e 139 170 $163.24 8687E6* 2Y." 2' 2 7/8' 92 130 206 291 356 $441.34 3197C 914' 3" 4' 148 210 332 470 575 $1,081.36 Swirmawatterrrr,.wtr.a.....w..-.Y:<< �.___..... rate>c NOTE: Multiply Saw rate by .a4.to determine liquid butane cry. Single Check Filler Valves for Storage Tanks with Supplementary Back Check Valves Designed for use with Rego® Back Check Valves to provide fast filling of bulk storage tanks. Also may be used as a spare or replacement part. These single check filler valves must never be installed directly into container couplings. They must be used with the appropriate back check valve to comply with NFPA Pamphlet #58. Part no.AfM Nees annecuen west Confection M. OPT Wrench Hex nate Propane Uqu*d Capacity at WidowF,, seer ns.1 Pressures Dina) we. „dui CheckLlst Back Check Va1wt Price s Pi10 10 Pan 2s Pilo so Psis 3174C 114' 1 A" 1 Y; 23 33 52 74 3176 $91.74 85846• 2Y; 2' 2 3/8' 156 220 348 492 A3186 $27224 31946 314 3" 314' 147 208 329 465 A3196 $526.90 ^t9r tilrtg rta NOTE: Wobbly flow retie by ,94 to determine liquid butane capacity. Prices subject to change Mittout notice. Some items may not be in dock at eit wrehotaes or may be specie. order. Flaw check with TEECO. Order Online: www.teecoproducts.com e-mail: info@teecoproducts.com 3174C A35 3194C, 6584C Rev 1 /11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 yrao PRODUCTS, INC. Check Valves, Filler Valves ao., & Vapor Equalizing Valves - RegO Low Emission ACME Connector for Transports and Bobtails Low Emission Connectors 6588LE & 6589LE Features: 31 /4" Male ACME Connector with Reduced Emissions - 90% Less than cur- rent ECII ACME Adapters. UL Listed as a Filler Valve. Safety groove is designed to shear below ACME threads, leaving the valve seat closed and unaffected if the vehicle pulls away with the hose connected. Seat disc is made of synthetic composition and is me- chanically held in place by a seat disc retainer. Stainless Steel return spring. One-piece poppet stem for smooth operation. Will connect to any standard female 3 1 /4" ACME adapter. Hydrostatic relief valve included (3125L). Part ae. reAC sat oft Ceanne� flea, M. tUrr tlr+aaeA Fiats MyrMoststie tioNof Valve DDifhrostiaPrepays,all pacity at(OM 5 P*M 10 Ps11 2SP11O 65881.E 3 1/4' 2' 3. 3125E 138 223 349 6589LE 3' 3 1/4' Back Pressure Check Valves - General Information Rego Back Pressure Check Valves are designed to allow flow in one direction only. The check, normally held in the closed posi- tion by a spring, precludes the possibility of flow out of the container. When flow starts into the container, the pressure overcomes the force of the spring to open the check. When the flow stops or reverses, the check closes. Metal -to -metal seats will allow slight leakage after closure. These valves will restrict the escape of container contents in the event of accidental breakage of the piping or fittings. Back Pressure Valves for Container or Line Applications Designed to provide protection of a container opening when desired flow is always into the vessel. May be used in line applications where flow must be limited to one direction. When used with the appropriate single check filter valve, the combination forms a double check filler valve suitable for use in fil in of bulk storage tanks _ Prat no. / List Mao A Inlet 15 Outlot r Wreath D Elisetlre Prapaws Liquid Capacity at Various Conaoctlon Connection ilex Flats Length Via) Psaaswas (OM)14ass stall F: MPT M. err 01.1"1 4) 5 P510 10 P1110 25 P110 se Pilo — A3146 $104.24 31465" 1 $28.76 — 3/4' 3!4' 1 313' 1 5/1 BP 11 16 25 36 3176 $67.46 A3176 6116.32 13/8' 28 40 1'' 1 y, 2' 63 89 — A32768C' 5150.22 2 ' ' 32 45 73 103 — A3186 5196.30 2' 2' 2 7/8' 2 7/18' 124 176 276 391 — A3196 $557.64 3' 3' 4' 3 5/16' 297 420 664 939 — A3198S' 8957.12 2 FepYele** 2' Farrajg 31/2' 31 •+ 18 210 290 *Subsist version. .* Note: The 3' M. mar ....,......h.,...., A31 on 6fl6 moat lido ustxl for m4ine swum; rro 2 o Bet connection is fora standpipe when installed inside or a container. NOTE- flow ride by:A4 to determine liquid butane capacity and by .90 to detemine Squid anhydrous ammonia capacity. 31463 A32768C Prioes subject to change without notica Same items may not be in stock at all warehouses or may be special order. Reese died( with TEECO. Order Online: www.teecoproducts.com e-mail: info@teecoproducts.com A3176 A37 A31 OSS Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 ;r- Internal Valves & Accesories PRODUCTS, INC. RegO A39 1 1 4" Threaded Internal Valve for Small Capacity Pumping Systems & Bobtail Vapor Equalization Designed primarily for use with LP -Gas and anhydrous ammonia as a main valve on small capacity pumping systems, NH3 nurse tanks and in - fine installations. it may also be installed in the vapor equalizing opening on bobtail delivery trucks. Installation is quick and easy, and it fits in both full and half couplings, as well as in -line applications. The valve may be actuated manually by hand or cable. Note: A3209D replaces A3209R. Pee! rim Wet Connection M. NPT &diet Connection R NPT INN (sCt NAhePa j as Vapor " list Mee AoaMs / Ust Pik* LP�tiaa NH. NM 25 MO hMet 100 MS Inlet Thermal Latch Pneumatic Actuator A320e0050 1Ye* 1'A' 50 45 13,300 22,900 99 A3209TL $83.88 A3209PA $317.08 A32090080 80 72 15.700 26,700 A3209PAF $317.08 Installs in ltd1 or hW coupling roux tar flow in lialtcoupag. Internal Valve with A3299PAF 1 1 4.. Threaded Angle Internal Valve for Autogas Dispensers & Small Capacity Pumping Systems Designed primarily for use with LP -Gas and anhydrous ammonia as a main valve on pump systems with small capacity, Autogas dispensers. It may also be installed in bottom liquid withdrawal oore equalizing open- ingas of bobtail delivery trucks. installation is quick and easy, and must be installed in a modified half coupling o the t.The valve may be actuated manually by cable or P in9 equivalent. The pneumatically. Note: A3209DT replaces A3210A065. Part no. MistClosing Connection NL / PT met Connection R NPT FIewLROas Vapor Capacity"' (gCFil/P repw„I Lint Price Accessories / List Primo LPas NN 2s MUG inset 100 MG helot Thermal Latch Pneumatic Aetuater A32090T050 11/4' 11• 50 45 13,300 22,900 5553.28 A3209TL 683.68 A3209PA 5317.08 A32090'T989 80 J 72 15.700 28,700 A3209PAF $317.08 i+ Inaba* fill or half coupling. m to lbw in nab coupling. Internal Valve with A3209PAF 1 1 2" Straight Through Internal Valve Designed primarily for use with LP -Gas and anhydrous ammonia as a main valve on pumping systems and in -tine installations. Installation is quick and easy, Fits in both full and half couplings, as well as in -line applications. Valve may be opened manually by hand or pneumatic actuate Part no. Inlet 1/. NPT OWhet R NIaT Closing ROW OwM LP -Gas Vapor Capaetty (SCINI Propane) Accessories Llst Ma Halt Full 2s P810 Inlet 00 PING Outlet Thome( Latde Pneumatic Actuator Ukase Nils LP43as NH3 A321113080 1112' 111? 80 72 83 87 15,700 26,700 A3209TL 683.68 A3209PAF 3317.08 677&88 A32t10t10 110 99 84 76 N/A N/A 3885.28 #- change *About u notice. some items may not be in stock ell warehouses or may be specie, crack. Please died( with TEECO, Order Online: www.teecoproducts.com e-mail: infogteecoprodltcts.com A39 A321113 Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 ;r- at, PRODUCTS, INC. "Y -Type Strainers Paget Style B iron Strainers Feature tough, weldable ASTM 536 type 60- 45-10 annealed, nodular (ductile) iron bodies. Stainless steel 1/64' pert. (.015625) screens have a tapered, self -aligning seat. Straight UO threads standard. 600 psi: steam at 450 de- grees F. 1000 psi: W.O.G. at 100 degrees F. Port no. Description tilt Prise 179-SS 1/2''Y" type serener, iron 889.98 180-6 3,1* "Y'type strainer, iron 888.80 181-S 1" 'r type sinew, iron $111.78 182S 11/,• "r type strainer, iron $198.24 183-S 1 Y'Y"typestrainer iron $110.64 189S 2' "Y' type strainer, iron 8252.48 Brass Strainers Bronze body with steel plug. Blow -down outlet for easy cleaning. 400 psi. W.O.G. With 100 mesh stainless steel screen. Past as Dsaaiptlea List Price 8179SS in* 'Y" type strainer, brass 581.90 8180-S 3/4 "Y'type strainer, brass $88.70 8181-8 1' "Y' type strainer, Wass $120.60 8182S 114' "Y" type strainer braes $214.56 8183-S 114 "Y' type strainer, brass 8271.60 8189S _ 2• "Y" type strainer, brass 8388.52 Smith Precision Strainers Designed for high pressure LP Gas service. Ductile iron body, working pressure 600 psi W.O.G. Less resistance to flow, with readily removable screen. Part as. Description list Mee 174•S 1' NPT inlet X 3/4" NPT outlet $394.24 175-S 1' NPT inlet x 1' NPT outlet $394.24 176S 1 W NPT inlet x 3/4' NPT outlet 5304.24 178-S 1 %: NPT inlet x 1 • NPT outlet $394.24 179S 1 /' NPT inlet x VA' NPT outlet $384.24 184S 2' NPT inlet x 11/2" NPT outlet 6588.58 185-S 2' NPT inlet x 2 NPT outlet $568.58 188-6 2W NPT inlet x 21h' NPT outlet $752.14 187.6 3' NPT inlet x 2'h• NPT outlet $752.14 188E 3' NPT inlet x 3' NPT outlet $752.14 Pricy bubbled to dtenpe without notice. Some items may not be in stock at s8 weraecusas Or may be specie& otdac Please check with TEECO. Order Online: www.teecoproducts.com e-mail: infotateecoproducts.com D8 Plant Equipment Strainers Chiksan Swivel Joints Style 20 Single swivel for full 360° rotation in one plane. 1000 Ib. low pressure steel, for LPG service. Port an Dssoe4 qen List price 20-075 3/4" swivel joke $500.14 20-100 1' swivel joint $590.14 20-114 1 /' swivel joint $828.42 20-150 11/2' swivel joint $826.42 20-200 2' swivel joint 8838.86 Style 30 Single swivel with elbow to permit swing- ing at 90° angle. 1000 Ib. low pressure steel, for LPG service. Part no. Dsscr(ptl.n Us! price 30-075 3/4' swivel joint, elbow $582.70 30-100 1" swivel joint. elbow 8582.70 30-114 114" swivel joint, elbow $815.74 30-150 1 W swivel Joint, elbow $815.74 30-200 2' swivel joint, elbow 6021.76 Swivel John Accessories Port no. D Pttrtre Us! prise 7G #7 Chiksan grease, 2 le. can $77.14 7GT *7 Chiksan grease, tube 828.14 20308 1 /4' steel balls for 3/4' & 1• steel joints (42) $8 OD 2030C 1 /4' steel bails for 1'A' & 1 W' steel pints (54) 59.E 20300 3/8" steal balls for 2' joints (48) $25.28 H153K7 Repair kit for 20 & 30 style 1 Y," & 1 V jolets 548.14 L131 K7 Repair kit for 20 & 30 style 3/4" & 1. j 850.82 L231K7 Repair kit for 20 & 30 style 2' joints $189.28 Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 PRODUCTS, INC. Jomar T-100 UE Union End Ball Valves With side tap and actuator pad. Steel yellow lever handle. Hot forged brass body. Extremely hard CP Brass ball. Double Viton 0-rings to prevent stem leakage. 1/2' and 3/4" Rated 600 WOG, 1" rated 500 WOG. Temperature range -40° F to 300° F. 100% full Di 0 port. Replacement 0-rings avail Ibte. Pert Na 160-103 Description 1/2" T10DNE LPS. List Price $44.48 180-104 160-105 3/4' K1OOAJE LP.S. 1' 1100/UE I.P.S. $58.28 $90.66 Plant Equipment Bali Valves Jomar T 82-M Mini Bali Valves Forged brass body. Chrome plated ball with Peet Nai. tit' brass stem. Double Viton 1CO-299 1/4 FIPxMIP $15.48 0-rings to prevent stem 100-300 1/4" FIP x FIP $15.48 leakage. Temperature range -40°F to 300°F. Rated 600 WOG. IMT Ball Valves Forged brass body and end piece. Electronic leakage testing on all valves. IMT manufacturing facilities ISO 9001 Certified. Female Iron Pipe Threads, chrome plated solid ball, Full port opening. Blowout -proof stem. Pressure Rating: 600 WOG. Temperature Range: -2,5°F to 302°F. Fun Port LP Gas Pert Nor DescriptionMS Prig 59302NT 1/4" FtAI.port brass gas valve, UL, 600WOG $18.06 58303i47 3/8' Ft* pat brass gas valve, UL, 600WOG $18.06 58304NT 1/2' Fu8 pat brass gas valve, UL, 600WOG $18.06 5980614T 3/4" Full port brass gas valve, ta., 600WOG $27.50 59308NT 1" Fuk pat brass gas valve, UL, 800WOG $44.14 69310Nr 1 v." FuN port brass gas valve, UL, 600WOG $67.22 59312NT 1 W. Full port brass gas valve, UL, 600WOG $9;i.20 59316Nr 2' Full pat brass gas valve, UL, SOOWOG 6118.10 Apollo Bronze Ball Valves Bronze body, TFE seats and seals. Rated at 600 WOG. UL Listed. Lever Handle Pert ne. b.restpuen List Prix. 80.101-01 1/4' bronze ball valve $34.08 80-102-01 Mr bronze baN tadtve $34.08 80-103-01 1/2' bronze baN valve 634.08 80-104-01 3/4" bronze ball valve $49.30 80.105-01 1' bronze bat valve $71.88 80.108-01 1 Y: bronze bat wive $117.78 80.107-01 11/2" bronze bat valve $143.46 80-108-01 2' bronze bat valve $165,40 80-109-01 21/2" bronze bat valve $789.84 80-100-01 3" bronze bat valve $948.02 Prices subiect to dungo without notice. Some items msy not be in stock at we rerd+a.ee at may be special order. Masse thick with TEECO. Order Online: Www.teecoproducts.com e-mail: info@teecoproducts.com Apollo 3-Way Bronze Valves Bronze body. Chromium plated ball. Reinforced TFE seats and stuffing box ring. Large ports. 400 WOG rated. 90° op- eration. 100% tested air under water. Threaded, Lever Handle Part no. Size List Price 70403.01 1/2" $56.90 70-604-01 3/4" $101.54 704605.01 1" $122.20 D10 Rev 1/11 Sacramento, CA Aubum, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 frowsi PRODUCTS, INC. Hose Mossy High Pressure Hose High Pressure LPG Hose 350 psi maximum working pressure. UL Listed, 7132-25354E-35o sized for shipment by UPS. Sias s1.. 1.4 O.D. Part ns. 7132-25354 7132-25,354E-350 713238954 7132-50354 7132-75354 7132-100954 7232-1252 7232-1503 7232-2003 1/4' 1/4' 3/8' 1/7 3/4' 1" 1V." 1 Ye 0.610 0.610 0.760 0.937 1250 1.500 1.815 2156 2.750 Spiral/Irak 4 spirals 4 spirals 4 spirals 4 spirals 4 spirals 4 spirals 2 braids 3 braids 3 braids Wt./100 ft. 151ba. 15113s. 22 Ks. 31 lbs. 51 lbs. 62 a. 85 Its. 1120s. 177 Ibs. Stoddard Real Size 750' 300' 500' 350' 307 150 15U Uat Mee/ feet $1.70 $1.58 $3.60 $5.00 $7.12 $7.70 $20.44 $30.32 $35.60 7132 Series High Pressure LPG Hose - Stainless Steel Reinforced Rubber cover. 350 psi maximum vrorking pressure. UL Listed. Cut lengths -bulk lots 300' to 400'. star; She Standard tals 0.CL Reel lice. Put no. 7233311 7231-751 7231-1001 7231-1251 7231-150IK 7231-2002K 5/18' 3f4" i' 1'R 1h' 2' 0.675 125 1.5 1.75 2 2.625 Braid 1 1 1 1 2 WeigliV100 ft. 19 lbs. e1 lbs. 78 lbs 96 lbs. 107 lbs. 177 lbs. 450' 100' 100' 100' 150 150' List Price/foot $5.18 $22.82 549.56 $53.34 $75.84 $106.78 High Pressure LPG Carburetlon Hose - Stainless Steel Reinforced Reinforcement: one fiber braid and one stainless steel wire braid. Fiber braid cover. 350 psi maximum working pressure. UL Usted. Cut lengths-bu k lots 300' to 400'. 7233 Series 7231 Series Part nor PC321.04 FG321.08 Fc321-12 Sim 1A. I Size o.R weight/100 ft. " 11 tbs. 49/84' 211ha 1 5/84- 37 lbs 1/4' 1/7 3/4" tut Price/foot 58.04 $7.28 $18.32 Low Pressure Hose Low Pressure General Purpose, Hose - Red LP Gas vapor -only service. Recommended working pressure 125 psi. Rubber coated. Port no. 7122-382 IsPirele 2 size 1.D. 3/8' LPG Vapor/Water Heater Hose Size Q.D. 21/32 weight/100 ft. 14.9 lbs. Standard Reel size 700 Part no. VH-58 VH34 VH-78 VH-100 VH-112 Vacuum Hose Part no. 340-VH 341-VH 342-VH Size 1.D. 5/8" 3/4' 7/8' 1' Standard Peekass 30' 30' 30' 30' 30' Description Vacuum hose,3/16'ID. Vacuum hose, 1/4" I.D. Vacuum hose, 3/e" I.D. Pries subject b flange rirrout notice. Some items may not be in stock at m r rd cuss or may be specie order. Meese check wth TEEM Order Online: www.teecoproducts.com e-mail: info@teecoproducts.com 3 3 3 3 3 List Price/feet 811.90 $12.00 $12.50 $10.84 $11.52 Last Pods/foot E1 $1.12 $1.44 SCALL Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 PRODUCTS, INC. Flexible Connectors, Hose Fittings Flexible Stainless Steel Connectors Stainless steel corrugated metal LP gas hose with a stain- less steel braided sleeve. 350 psi working, 1750 psi burst pressure. Platt tsar P9tth . Shoe List Price F5081a 1/2x 18" $102.90 750424 l/2 x 24• $113.08 F75418 3/4 x 18' $708.92 F76424 Ground Joint Union xA4PT 9/4'x24" $121.42 F100418 1•xl8" $136.42 F1004124 t•x24' $154.28 7125818 154' x 18" $188.90 F125424 VA" x 24' $211.70 F160418 1A"xitr $151.16 F160424 1 ri x 24" $172.32 F200418 £ x tar $+aao.n F200424 2* x 24° $210.36 F260418 21/2" x If $570.84 72600424 2111' x 24' 11614.68 F300418 3'x 18' 5555,48 F300424 3* x 24" $663.12 va e¢s .v a e won Pet et, Pert now F50,S18S F50S24S F75S18S F100.S18S Ft00S24S F1254185 F125-524S F1504185 Ft50424S F200S18S F200S24S F2504t8S F25042AS F300S18S F300S24S Rltlep MPT x MPT Was 1/2 x 1P 1/2'x24* 3/4'x18' 3/4"x24' 1'x18' 1•x24' 14 x 18' • x 24• List kites $59.78 $72.76 $87.20 668.68 $117.54 $105.70 $130.50 1u•x18' ▪ x 24" 7xte^ 2" x 24* 2W x 18" $121.96 $149.24 $150.50 $178.56 $277.68 2'h' x 24' 3' x 1!T 3" x 24' $296.48 $344.84 High Pressure Hose Fittings I1gh pressure fittings are for hoses which have a 350 psi working pressure and 400 lb. pull test. Steel Hose Couplings Swivel w/hex nut for stainless steel wire reinforced hose. Pant tea. Hoes LE. End s an*. fiat Price 928-8 3/8' 1/4' MPT Straight $6.24 328'6.6 318' 318" MPT $14.08 20820.4.4 1/4" 1/4' F. Flare $5 80 323-6S 3/8' ae F Flare 35.56 208204.8 1/2" 1/2' F. Flare $8.84 27720.4-4 1/4" 1/4' F. Flare 45° $13.34 30003 3/8' 3/8' F. Flare $18.70 27720.8.8 1/2" 1/2" F Flare $19.08 27'920-4.4 1/4' 1/4' F. Flare 90° $1526 30004 3/8" 3/8" F. Flare $17.90 27920-84 1/7 1/2' F. Flare $19.18 Hose Accessories Pig's Tail Protective Wrapping for Hose Protect your hose investment with Pig's Tail Protective Wrapping. Prevent hose wear due to friction and abrasion. Designed for heavy-duty building and protection. Round- ed edges for safe installation. High/low tem- perature resistance from -40F to 280F. Prices subject to chaage without notice. Sans items may not be in stock at at wrahousas or may be special owlet Please check with TEECO. Order Online: wwwteecoproducts.com e-mail: info@teecoproducts.com E3 Pant ee. Des4ta'IPq.w Patee par het R2OSSG Pigged wrapping for 3/8" hose $2.70 R25SSG Pigstad wrapping for 1 /2' hose $3.24 R32SSG PigstaS wrapping for 3/4' hose $4.32 R4OSSG Pigstail wrapping for 1' hose $5.38 R5OSSG Pigstad 67.52 wrapping for 1 1/4' hose R755SG Pigstail wrapping for ? hose 69,66 Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6621 (800) 426-9456 (800) 843-8660 E3 • gm, LPG Cylinder & PRODUCTS, INC. Regy Service Valves O A 3 Dual Cylinder Valve for Simultaneous Liquid and Vapor Withdrawal This dual cylinder valve was designed especially for industrial uses. It increases the cylinder's flex- i bility by permitting DOT cylinders up to 100 lbs. propane capacity to be used interchangeably or simultaneously for either liquid or vapor withdrawal. Part es. icenneeden list Pale. 8556 44 container service cernr.esem mod Liqtdd Level Liquid Vapor Ugtdd Vest Valve Style Tube Length al 3/4` M. NGT P0L (CGA 510) CGA 666 None 6317.84 Pressure Relief Valve seeing 375 PSIG For use in Cylinders with Propane capacity ap tots 100 bs. Liquid Closing Flew (UP.Ces) To sousmum 2.3 GPM betl ensure a when m use, NOTE : These protection from integral MOWS Aow valves, the cylinder valve should be fulty opened and selection, operation and telling ol excess Sow valves sow fiefs to laao Section F, for complete ,Norm pawn regarding Approximate Nat. Uguid Flow, CPO Pressure Drei Across Valves 10 Pi1C I 25 POO do Palk 1 100 Pea 6.6 10.0 14.5 21.0 8558 Service Valves. ASME & DOT Containers ' Fuel Lines Designed especially for vapor withdrawal service on ASME and DOT containers or in fuel line applications. Since none of these valves have an integral pressure relief valve, they may only be used as an accessory valve on containers that have an independent pressure relief valve sufficient for that container's capacity. Pert nee 901C1 cerrfainer certneat Fen Service Conneetten Bennet Style Fixed liquid Level Vent Votive 10 Pala 9101C1 9101 D11.1 9101011.7 9101R1 9101R11.1 9101R11.7 3/4' M. NGT F. POL (CGA 510) Standard Multioonnet No Yes No Yes 5.3 8.8 8.6 7.6 Reg° 9102 Series Vapor Service Valves with Pressure Test P.,r. Includes 1 /8" F.NPT pressure test port. With the service valve closed, the pressure test port will be isolated from the container. This will allow a high-pressure leak test to be conducted without disconnectinr thepigtail from the sear its Fpgng Rate Liquid Flew, tint Ust PNee swum Drop Across Valves 25 P08C SO Pato 100 Ps141 6.2 10.8 14.2 S40.22 12.4 15.8 21,7 528.20 12,7 16.3 22.3 $2820 $28.20 11.7 15.2 20.6 $32.40 $34.04 534.04 V ice wive. Part n.. soma *toeContainer service Reed liquid Comedies Cenn..tion Level Ust Price 9102D11.1 91020i 1.7 Standard532 48 Yes 532.48 9102R1 3/4' M.NPT F:POL CGA No 9102R11.1 Mdbonnet 510$36338.36 .62 W 9102R11.7 Yes $38.38 Reg° Ready to Go PT9102 Series Rego 9102 Series Vapor Service Valve with Presto -Tap fitting included, providing a simple and cost efficient method of quickly and easily oerforming system pressure checks. Pert no. Description PT9102011.1 PT9102011.7 PT9102R1 PT9102R11.1 P79102R11.7 RegO Vapor Service Valves 'oath Presto -Tap Fitting Pries subject to doings **out notice. Some items may not be in stook alas v rehares or may be 'mad ordr. Rene clerk with TEECO. Order Online: wwwteecoproducts.com e-mail: info@teecoproducts.com u.t Price $43.80 543.60 547.62 549.30 549.30 A13 Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6821 (800) 426-9456 (800) 843-8660 Reg° Ready to Go PT9102 Series Rego 9102 Series Vapor Service Valve with Presto -Tap fitting included, providing a simple and cost efficient method of quickly and easily oerforming system pressure checks. Pert no. Description PT9102011.1 PT9102011.7 PT9102R1 PT9102R11.1 P79102R11.7 RegO Vapor Service Valves 'oath Presto -Tap Fitting Pries subject to doings **out notice. Some items may not be in stook alas v rehares or may be 'mad ordr. Rene clerk with TEECO. Order Online: wwwteecoproducts.com e-mail: info@teecoproducts.com u.t Price $43.80 543.60 547.62 549.30 549.30 A13 Rev 1/11 Sacramento, CA Auburn, WA Rapid City, SD (800) 225-6821 (800) 426-9456 (800) 843-8660 FILE COPY For use in filling of hard -to -get -at Filler Valves AR 20 Z015 . • World Wide Distribution The GG20 nozzle supercedes the LG20 nozzle. This nozzle has been designed to reach into, and connect to, deep-seated filler valves, as associated with forklift truck cylinders and RV filler valves in similarly difficult Iocations.The GG20 series nozzle has a longer connector assembly ...35 mm longer than its GG1 E Series cousin! Featuring all the advantages and improved safety aspects of the GG1 E series, the GG20 series nozzle can be supplied with the patented split -nose assembly for improved safety. Covered by Australian Potent N.265897.01herAustralia?? MAY 1 3 2014 PERMIT CENTER Standard Features • Cannot discharge LPGas (propane) to the atmosphere when not coupled and must be screw connected to the International Standard 11/4" ACME threaded tank filler valve to allow product to flow. • Lightweight and well balanced for ease of operation. • Cannot be disconnected from the filler valve while the Lever Is held in an open position - product flowing - thereby avoiding accidental gas discharge. •Longer connector allows easy connection to deeply located Filler Valves. • Available in either 1 Smm.('h1, 20mm.(46") N.P.T. or 1" B.S.P.G. internal thread on the Inlet swivel to the nozzle. • A fine filter can be incorporated in the nozzle to protect the nozzle's valve seat from the effects of foreign matter flowing with the LPGas. • High strength aluminium alloy Connector casting with a stainless steel ACME thread Insert provides long service without distortion. • A lever hold -open latch is available (not UL listed). • A more modern design. • Less lever pressure when opening the nozzle for flow. • A new, optional latch which provides single handed operation and better control of lever operation and release. • The plastic moulded components; Comfigrip, Saddle and Lever, can be supplied to suit corporate colour schemes. Contact LGE for more details. Accessories and Seal Kits (4,,n:ir.t www.gasguard.com.au Dimensions Specifications • Connector thread coupling - 1 %ACME x 6 tpi form. • Inlet thread-15mm.(15"), 20mm.(34") N.P.T. or 1" B.S.P.G. Internal thread. • Nett mass - 2.0 kg. (4.4 lbs.) • Maximum operating pressure - 2450 kPa (350 p.s.i.) • Maximum operating temperature- -40 to +110 deg. C. • L:P.Gas volume discharged on lever release - 2.0 cc. • Nozzle body/connector material - AS601-T6 aluminium alloy. • Lever material - reinforced plastic moulding. • Seal materials - Low temp. nitrite, viton & polyurethane. • Filter mesh - 180 microns(80 mesh) stainless steel. • Nose Piece 0 ring - polyurethane. • Nose Piece - anodised aluminium. Nozzle Sub -assemblies (Refer to sectioned assembly drawing below) ITEM PART No. DESCRIPTION R1/0 OPTIONS A 162 L6 Inkt Swivel Assembly 1 14' NPT, W NPTer l' BSPG B 10-1304-715 661 Body Assembly 1 Standard C GGS(L) GGLever (& latch) Assy 1 With erWithoutiattb 0 1.624 L620 Valve Body Assy 1 Standard E 6627 G620 Connector Assy 1 Standard r 666 Nose Assembly 1 Standard G L69 Filter Assembly 1 Optional LISTED GASGUARD NOZZLE HOSE NOZZLE VALVE FOR LP.G. MAX. PRESSURE 3S0 p.sI. manufactured by: LG. EQUIPMENT MY LTD NSW AUSIRALIA 1E04 Distributed by: The "Gasguard"GG20 Liquefied Petroleum Gas (Propane) Nozzle is manufactured' by: • Equipment Pty. Ltd. A.B.R, 70003275250 Sydney N.S.W. Australia www.gasguard.com.au (11* th�il.j(ntel�iiue tn_ the fompanp° itoliry at nlntumrl imptave n;rtttt m the .lesign fcarure; of the Nrodru t d t�,ervrs 1h,� right to situ thr .burr . terIt ttan• ar.d $rsign11.fr:y 1nvtirlthoainntue. rhri,G,tlt;oulelsanu:c}rnrnri tevh:uhirt has l i MitrdlifedeFvndwgo 1.—I, nmrct. Iva:perdl,nl�mld.L:, handlinghowl au;,flan'mabh•Ilunid;,till>ss.11�.,t.Portantmu dsatittsdolyaperalion,thatperiudirinspertiol ,r!tIn int rt:rt�ehera!lr:.iovtbyllpytre(ned :ard e:eper.enc. d ucnt. tot, Olt to imernntionnI L PG.(propanel Inds»try protr_dmet.md �tandardr FILE C.--.WY ONLINE CERTIFICAT Paae Bottom +4,.- uueiw i PLRZ2.MH8290 Flammable -liquid Meters - Component Flammable -liquid Meters - Component See General Information for Flammable -liquid Meters - Comoonent TUTHILL TRANSFER SYSTEMS 8825 AVIATION DR FT WAYNE, IN 46809 USA Meters, Model TS06A, followed by EDM, S83 or S84. Models TS15AEDM, TS10AEDM, FPP TS15A. Marking: Company name and model designation. Last Undated on 2010-08-12 Ouestions? Print this oaae CODE COMPLIANCE APPROVED MAR 2 0 2015 of Tukea BUILDING DIVISION MH8290 Notice of Disclaimer Pane Too 2012 UL LLC The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained In the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of the data (or drawings). 2, The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "© 2012 UL LLC". RECEIVED CITY OF TUKWILA MAY 1 3 2014 PERMIT CENTER b I o 7 iETEA's Lower Cost of Ownership! TS06A, /4" or 1" Electronic Dispenser Meter for LPG • Only two moving parts • No metal to metal contact in chamber or bearings • Electronic = Gland -less meter • Patented 'Wave Form' oval gear design • Low differential pressure for maximum flow • Single or Dual hose meter assembly = Lower Cost of Ownership! Specifications • Nominal Capacity GPM: 2-18 LPM : 7-70 m3/h : 0.4-4 • Pressure Rating with 5:1 Safety Factor E assy: 350 PSI at 100°F = 24 BAR at 40°C S assy: 350 PSI at 100°F = 24 BAR at 40°C • Temperature Rating E assy: See electronic register specs for temperature range rating S assy: -40°F to +300°F = -40°C to +150°C • Connections Bolted companion flanges with 1" NPT port standard (BSP opt.). ° " & 1%" companion flanges optional. • Materials Case : Anodized aluminum Gears : Stainless Steel with carbon bearings Posts : HC303SS Valve: Cast Iron Piston : Brass Seals: UL Buna N • Pulsers E & S : Hall Effect std (requires external DC power source). Opt. Quadrature Hall Effect for bi-directional flow. Opt. Reed Switch for FPP battery powered registers. • Pulse Resolution E & S : HE/QHE Std. ±380 PPG (100 ppl) to register ((# ISO 9001:2000 Certified TS06AS84 Twin flow sensor assembly for dual hose LPG dispensers. Assembly No. (pos. 6-8 In P/No.) code: S83 = Single flow sensor, without register. S84 = Twin flow sensor, without register. E83 = Flow meter with RAD adaptor, register ready. E86 = same, with thermo well for temperature comp. E93 = Flow meter non -compensated EMR3 register. E96 = Flow meter with compensated EMR3 register. Meter Performance The accuracy of this meter, linearity and repeatability meet or exceed all requirements as listed in the NIST Handbook 44, the Canadian Weights & Measurements Acts and Regulations, the European and the Australian OIML R117 requirements. Electronic linearization required to achieve optimal accuracy throughout the full range speci- fied. Linearity ±0.5% Repeatability ±0.2% Approvals • Flow Meter CE mark. NTEP (US W&M). UL • Pulsers UL, cUL & ATEX listed. Hazardous Location • Class I, Division 1, Group D (LPG) Registration, Signals & Accessories • Registration options, Electronic only Register TS Series flow meters can be used with all major electronic register systems. Not all registers can be supplied by Tuthill Transfer Systems. Available with the ELNC or EMR register factory installed. Calibration: Any unit with K Factor > 1.00 Optional: Currency function TemperatureNolume Compensation Pulse, Analog or Serial Port communications • Accessories Inlet strainer for flow meter protection Vapor eliminator with relief valve mounted on strainer Backpressure valve for enhanced vapor elimination All dimensions are in inches. 1" = 25.4 mm Internationalyffices: Europe, Middle East & Africa Mexico Caribbean/Central America South America Australia/Pacific Rim China SENSOR WELL 0.26" NPT BACKCHECK/ DIFFERENTIAL VALVE I11Tuthill Transfer Systems, P.O.B40 Tickfawox, LA0, 70466, USA Phone +44(115)932.5226 +52 (81) 8355-5535 +54 (11) 4866-5641 +54 (11) 4866-5641 +61 (3) 9720-6533 +86 (21) 6385-3369 Fax +44 (115) 932-2526 +52(81)8355-5534 +54 (11) 4866-5641 +54 (11) 4866-5641 +61 (3) 9720-6880 +86 (21) 5385-3365 H = Companion flange, 1" NPT (BSP) standard, %" & 1'A" optional. Single hose meter with RAD adaptor for installation of electronic register with V-R bolt pattern: Phone: 985-542-5200 888-578-3258 Fax: 985-542-7394 E-mail: FPPWebinquiries@tuthill.com ONLINE CERTIFICATIONS DIRECTORY YIOZ2.M13618 Valves, Electrically Operated - Component Page bottom Valves, Electrically Operated - Component $ee General Information for Valves, Electric* Ooerated - Component ASCO VALVE, INC. 50 HANOVER RD FLORHAM PARK, NJ 07932 USA See notes 1 and 2 for acceptable prefix and suffix combinations. MP618 Cat. No. Prefixes ( Suffix Safety valves. 803038, -39 C, GS, P, PKM, PKP, None PSM, PSP, U, UKM, UKP, USM, USP 803068, -69, C, GS, JKH None 803079, -A17, -A67, 8030B3,-B13,-B65,-C63 8030A16, -A64, -A66, -B10 C, GS, JKH, JSF, None P, PKF, PKH, PSF, SC, U, UKF, UKH, USF 8030A17, -A67, 8030B13, -865 C, GS, JKH None, MB 8030G10, -G13, -G16, -G64, G65, -G66, -G68, -G69 JKH, JSF, JST, JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None, MB 8030843 C, GS None 8030G3, -G10, -G13, JKH, JSF, JST, JPKH, None 8030G63, -G65, -G79 JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8030G43 JKB, JSP, JSS, JST, None JPKB, JPSP, JPSS, JFKB, OFKP, OFSP, OFSS, OFKB, OPKP, OPSP, OPSS, OPSD, OPSV, SC, SV 8030G17, -G67 JKH, JSF, JST, JPKH None, MB )PSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8040101 C, GS None Cat. No. 8040A, followed by 21, 22 or 23, with or without prefix C, GS, JKH, SC, MU or U, with or without MB. Cat. No. 8040C, followed by 4, 415277 or 5, followed by C, GS, JKH, SC. Cat. No. 8040G, followed 21, 22 or 23, with prefix JSF, JST, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC or SU, with or without MB. Cat. No. 8040, followed by A, followed by 0 or 1, followed by 21, 22 or 23, followed by LO, L7 or 0D, followed by COO, MOO or 400, followed by F or H, followed by 1, 3, 4, 6 or 0. Cat. No. 8040, followed by G, followed by 0 or 1, followed by 21, 22 or 23, followed by 0D, SO or 8D, followed by COO, MOO or 400, followed by F or H, followed by 1, 3, 4, 6 or 0. - - 8040G6, -G7, -G8 JKH, JSF, JST, )PKH, None, MB JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, Y OPSC, OPSF, OPST, A OPSU, SC, SU 8040H6, -H7, -H8 JKH, )SF, JST, )PKH, JPSF None, MB )PST, OFKF, OFKH, OFSF, OFST 1 OPKF, OPKH, OPSF, OPST, OPSC OPSU, SC, SU OFSFX8040H618901 None None OFSFX8040H718901, -H818901, -H00825213 None None 8040G21, -G22, -G23 JKH, JSF, JST, JPKH, None, MB JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSU, SC, SU OFSFX8040G2118900, OFSFX8040G2218900 or OFSFX8040G2318900 - - 8042C45, -055, -C65, C, GS None 8042C75, -C85, -C95, -D35; 8043A47, -A57, -A67, -A77, -A87, -A97, -B37 C, GS None 821006, -C7, -C6W, -C7W C, GS , None, MB 8210074, -C75, -C76 C, GS, JKH, JSF None, MB 8210C93, -C94, -D95; C, GS, JKH, JSF, SC, None, MB U, UKF, UKH, USF MUX8210C9307449 None None 821001, -D2, -D3, -D9; C, GS, JKH, )SF, P, None, MB PKF, PKH, PSF, U, UKF, UKH, USF JMX8210O113407 None None JMX821002HW13407 None None JMX821009M013407 None None JMX8210D913407 None None 8210D4, -D8, -D22 C, GS, JKH, P, None PKF, PKH, PSF, U, UKF, UKH, USF 1MX82100413407 None None 8210G1, -G2, -G3, -G9 JKH, JSF, JST, JPKH, None, MB JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, U 8210G74, -G75, -G76 JKH, JSF, JST, JPKH, None, MB JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU SC, SU 8214G10VI, -G2OVI )KB, JSP, JSS, JPKB, JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP OPSS, OPSD, SD, OFSV, S None, MB 8210G93, -G94, -G95 JKH, JSF, JST, )PKH, None, MB )PSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, U SCX8210G9318906 None None SCX8210G95VM18906 None VM X8210G321325 a None None SCX8210G51400, -G815400, -G2215400 None None X8210G9521325 None None X82106321325 None None 8210G6, -G7, -G6W, -G7W JKB, JSP, JSS, JPKB, None, MB JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8210H1058, -H1068 JKB, JSP, JSS, JPKB, None, MB JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8210G4, -G8, -G22 JKH, JPKH, JPSF, )PST, JSF, None. )ST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8210G110V,-G115V JKB, JSS, JPKB, JPSS, None OFKB, OFSS, OPKB, OPSS, OPSV, SV 8214G10, -G20, -G30 NCB, JSP, JSS, JPKB, None, MB JPSP, IPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV Z8X8214G2021379 None None 8214G108, -G20B, -G30B JKB, JSP, JSS, JPKB, None, MB JPSP, IPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8214G10, -G20 JKB, JSP, JSS, JPKB, None, MB, VI JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8214G36, -51, -61, JKB, JSP, JSS, JPKB, None, C, VI 8214G71,-81 JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 821435, -50, -60, -70, -80 C, GS, JKB None, C, VI 821440, -90 C, GS None, C, VI 8214G236, -G251, -G261, -G271 JSP, SD, SV None, C, VI, SF 8215A40, -A90 C, GS None 8215135, 8215850, -B60, -870, -880, 821585013693, 82158506861,821585015277,821587013238,821587013250, 8215137015277, 821588015278 C, GS, JKH None 8040101 C, GS None 8042CC45, -055, -C65, -C75, -C85, -C95, -D35 C, GS None X821585025093, X821586025093 None None 8215B5006861, C, GS, JKH None B5013693, w 85015277, B7013250, 137015277, B7015278 8215C1, -C1P, -C2, -C2P, C, GS, JKH, JSF, None, MB 8215C3, -C3P P, PKF, PKH, PSF, U, UKF, UKH, USF 8215C10, -C20, -C30 C, GS, JKH, None, MB )SF, USF 8215G1, -GIP, -G2, -G2P, -G3, -G3P JKH, JSF, JST, None, MB )PKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8215G10, -G20, -G30 )KH, )SF, JST, JPKH, None, MB )PSF, JPST, OFKF, OFKH, OFSF, OFST, OFKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8215G10B,-G20B,-G30B JKH, JSF, JST, JPKH, None, MB JPSF, JPST, OFKF, OFKH, OFSF, OFST, OFKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU X821563021374 None None HV206-727-1, -2 None None 82616, -7, -8, -9, -10, -11 C, GS, JSM, JSP, P, None PKM, PKP, PSM, PSP, U, UKM, UKP, USM, USP 8256A089, 8256A090, 8256A091 SC, U V 826277, -78 C, GS, JKH, JSF, P, None PKF, PKH, PSF, U, UKF, UKH, USF 8262277V C, GS, JKB, P, PKP, None PSP, U, UKP, USP 8262701 C, GS, JKH, JSF, P, None PKF, PKH, PSF, U, UKF, UKH, USF 8262A212, -A230, C, GS, JKB, P, PKP, None, V, W 8262B208, -B212, PSP, U, UKP, USP, JSP, 82628226,-B230, *b 82628232, -C11, -C16, 8262C21, -C23, -C232, 8262D21,-D23; 8262C232B C, GS, )KB, JSP, None U, UKP, USP 82628202, -B210, C, GS, JKH, P, PKF, None, V, W 82628220, -C1, -C2, PKH, PSF, U, IMF, 8262C6, -C7, -C12, UKH, USF, JSF 8262C13, -C14, -C15, w8262C19, -C20, -C22, 8262C36,-C38,-C80, 8262C86, -C90, -C202, 8262C208,-C210, 8262C220, -C226, -D232; 8262C19, -D20, -D22, PKA8262C2V, None None UX8262C2V18960; 8262G1, -G2, -G6, JKH, JSF, )ST, JPKH, None, V, W 8262G7, -G12, -G13, JPSF, PST, OFKF, OFKH, 8262G14, -G15, -G19, OFSF, OFST, OPKF, 8262G20, -G22, -G36, OPKH, OPSF, OPST, 8262G38, -G80, -G86, OPSC, OPSU, SC, SU 8262G90, -G202 -G208, -G210, 8262G220, -G226, -G232; SCX8262G208VM18906 None VM 8262G77, -G78, JKH, JSF, )ST, JPKH, None 8262G210B; JPSF, IPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU SCX8262G210B21314 None None 5CX8262G20215400 None None 8262G11, -G16, -G21, )KB, ISP, ISS, JPKB, None, V, W 8262G23, -G212, -G230; )PSP,JPSS,OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8262G232B, -G277V; )KB,)SP,JSS,JPKB, None JPSP, JPSS, OFKB, OFKP, OFSP, OF55, OPKB, OPKP, OPSF, OPSS, OPSD, OPSV, 5D, SV 8262H001, -H002, -H006, -H007, -H011, -H012, -H013, -H014, -H015, -H016, -H019, -H020, -H021, -H022, -H023, -H036, -H038, -H080, -H086, -H090, -H111, -H113, -H186 (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (J or JP, with or without any of the following: SF, SP, SS, ST). None or V or NV, with or without SF, with or without VM or VH or NVM or NVH, with or without MB. 8262H105, -H108, -H109, -H110, -H112, -H114, -H174, -H177, -H178, -H179, -H182, -H183, -H184, -H185, -H187, -H188, -H189, -H2O2, -H2O8, -H210, -H212, -H220, -H226, -H230, -H232, -H277 Note:Cat. No. items with * will not have suffix N, VM, VH options. (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (3 or JP, with or without any of the following: SF, SP, SS, ST). None or V or A or NV or AN, with or without SF, with or without VM or VH or NVM or NVH, with or without MB. 8263A210; C, GS, JKB, )SP, U, UKP, None, V, W USP MX8263A210V13409; None None X8263B206V25005 None None 8263B200, -C2, -054; C, GS, JKH, P, PKF, None, V, W PKH, PSF, U, UKF, UKH, USF 82638206, -B232, -C3; C, GS, JKB, JSP, None, V, W P, PSP, U, UKP, USP *b 8263G2, -G200, JKH, JSF, JST, JPKH, 1 None, V, W 8263G330, -G331; JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8263G3, -G206, -G210, JKB, JSP, JSS, JPKB, None, V, W 8263G232, -G332, -G333 JPSP, JPSS, OFKB, OFSP, OFSS, OPKB, OPSP, OPSS, OPSD, OPSV, SD, SV *c 8263H002, -H003, -H054, -H116, -H117, -H119, -H192, -H194, -H196, -H330 (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (J or JP, with any of the following: SF, SP, SS or ST). None or V or NV, with or without SF, with or without VM or VH or NVM or NVH, with or without MB. 8263H115, -H118, -H124, -H125, -H190, -H191, -H193, -H195, -H197, -H200, -H206, -H210, -H232, -H331, -H332, -H333 (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (J or JP, with any of the following: SF, SP, SS or ST). None or V or A or NV or AN, with or without SF, with or without VM or VH or NVM or NVH, with or without MB. 8262H077, -H078 (FUEL GAS) (None or OP, with SC or SU or VT or ZT) or (OF or OP with any of the following: KF, KH) or (J or JP, with any of the following: SF, ST). None or A with or without SF, with or without MB. 8262H110B,-H112B,-H114B,-H184B,-H185B,-H1876,-H188B, -H189B,-H202B,-H20813,-H210B,-H212B,-H220B,-H226B, -H2308, -H232B (LIQUID PROPANE) (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (J or JP, with any of the following: SF, SP, SS, ST). with or without SF, with or without MB. 8262H108P,-H109P,-H110P,-H112P,-H114P,-H182P,-H183P, -H184P,-H185P,-H187P,-H188P,-H189P,-H202P,-H2O8P, -H210P,-H212P,-H220P,-H226P,-H230P, -H232P (DRY AIR) (None or OP, with SC or SO or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (J or JP, with any of the following: SF, SP, SS, ST). with or without V or A or NV or AN, with or without SF, with or without VM or VH or NVM or NVH, with or without MB. (A or N Is before P) 8266C2O3, -C215, -C219, C, GS, JKB, SD L, V 8266C233, -C239, -C243, -C247; 8266D1, -D7, C, GS, JKH, SC L, V 8266023, -D47, -D53, -D61, -D69, 8266D77,-D85 8266D11, -D57 C, GS, )KB, SD L, V 82921 C, GS, P, U None, MB HV-200-100-1, -2; None None HV-206-720-1, -2 None None HV-226-284-1 *a; None None 402-882-1; None None HV-228-821-1; None None HV-232-394-1, -2, -3, -4, -5 *a; None None HV-238-379-1 None None HV-254-155-1,-2; None None HV-256-277-1, -2 None None HV-256-409-1 None None HV-238-380-1 None None 404-162-1, -2, -3, None None 404-162-4, -5, -6, -7, -8 HV-260-336-1, HV-281423-1 None None HV-262-638-1, -2, -3 None None HV-270-083-1 None None HV-270-423-1 HV-272-388-1 None None HV-272-992-2, -3 None None HV-274-060-5, -6, -9*d, 8210G207, 8210G227, 8210P107, 8210P207 None None HV-274-387-1 None None HV-274-388-1 None None HV-274-407-1 None None HV-276-176-1 None None HV-276-174-1,-4 None None HV276443-001,-002 None None HV-276479-1 None None HV-276853-1 None None HV-278750-1 None None HV-280077-1 None None HV-276981-2-4 None None HV-278073-1 None None HV278354-1, HV278355-1 None None HV289755-1 None None HV279512-1, -2 None None HV280215-1 None None HV280856-1 None None HV281349-1 None None HV281178-1 None None HV281389-1, -2, -3 None None HVA254085-1 None None HVA281882-1,-2 None None HV294657001 None None X8215B05025093 None None X8215806025093 None None General purpose valves. 411, followed by M, L, ), K, Y or Z, followed by 11, 21, 31, 12, 22, 32, 13, 23 or 33, followed by 05, 06, 12 or 24, followed by F or H, followed by V, E or B, with or without 0 or P, followed by S. None None D803044, -45, -46, -90, -91 None, J, JDT, L, T, SC None, E, V JOSFX80304513813 None None D803084, -85, -86, -94, -95 C, GS None 8030A16M0,-A64M0,-A66M0,-B10M0 C, GS, JKH, JS, JSF None P, PKF, PKH, P, PSF, SC, U, UKF, UKH, US, USF 8030G10M0, -G13M0, -G16M0, -G64M0, -G65M0, -G66M0 JKH, JSF,JST, JPKH, PSF, PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None 8030G17M0,-667M0, -G70 JKH, )SF, JST, JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None, MB 8030A17M0,-A67M0,-813M0, -1365M0 C, GS, JKH None, MB 8030A70 C, GS, JKH None, MB 8030A71 C, GS, JKP None, MB JMX8030B1313408 None None USF8030810E None None 803083M0, -C63M0 C, GS, JKH None 8030643M0 C, GS None 8030882,-883,-883A,-88212445,-88312445,-B83A12445 C, GS, JKH None 8030P82, -P83, -P83A -P8212445, -P8312445, -P83A12445 8030G71 JKB, JSP, )SS, JPKB, JPSP, w None, MB JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8030G82, -G83, 8030P82, -P83 JKH, JSF, JST, JPKH, None JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8030G43M0 )KB,JSP, )SS,JPKB, None JPSP, JPSS, JFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8030G3M0,-G63M0 JKH, JSF, JST, JPKH, None JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU OFSFX8040G8V17689 None None 8202G1V thru -4V, None, JKB, JSP, JSS, JPKB, None 8202G6V, -7V, -11V thru -14V, JPSP, JPSS, 8202G16V, -17V, -23V, -24V, OFKB, OFKP, OFSP, 8202G26V, -27V, -33V, -34V, OFSS, OPKB, OPKP, 8202G36V, -37V, -51V thru -54V, OPSD, OPSP, OPSS, 8202G56V, -57V, -61V thru -64V, OPSV, SD, SV 8202G66V, -67V, -73V, -74V, 8202G76V, -77V, -83V, -84V, 8202G86V or-87V 8210100, -101; C, GS, JKH, JSF, P, None, MO PKF, PKH, PSF, U, UKF, UKH, USF 8210103, -104 C, GS, JKH, JSF, None P, PSF, U, USF 8210A15, -A36, -A37, -C73; C, GS, JKH, JSF, P, None, M8, MO PKF, PSF, U, UKF, UKH, USF 8210015, -G36, -G37, -G73; JKH, )PKH, )PSF, JPST, None, MB, MO )SF, JST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSC, OPSF, OPST, OPSU, SC, SU SCX8210G37E18763 None None 8210A30, -A38, -B33, -B34, -B35, -B57, -B58, -B59 C, GS, JKH None, MB 8210B10; None, C, GS, J, JKM, None JKP, JSM, JSP, L, M, P, PKM, PKP, PSM, PSP, T, U, UKM, UKP, USM, USP 8210820, -821 C, GS, P, SM, SP, U None, MB 8210826; C, GS, JKH None, MO 8210827 C, GS, JKB None, MO 8210830, -838, -C33, -C34, -C35 C, GS, )KH, SC None, MB 8210C33; None None MX8210C3413408; None None JMX8210C3513408 None None JMX8210C8713408 None None JMX8210C8813408 None None 8210854, -B55, -B56 C, GS, JKH, JSF None, MO JMX821085513409 None None MX8210B5613409 None None JSFX8210856E13409 None None HVX-200-172-2-13409 None None 8210B57, -B58, -859 C, GS, JKB None 8210878 C, GS None, MO 821006M0, -C7M0,-C6WMO, -C7WMO C, GS None, MB 8210C13 C, GS, )KH None, MB, MO 8210G13 JKH, JSF, JST, JPKH, )PSF, None, MB, MO JPST, OFKF, OFKH, OFSF, OFST, OPKT, OPKH, OPSC, OPSF, OPST, OPSU, SC, SU 8210087, -C88; C, GS None, MB, MO 8210C93HW,-C94HW,-D95HW; C, GS, )KH, JSF, None, MB, MO U, UKF, UKH, USF 8210C93M0,-C94M0, -D95M0 C, GS, JKH, JSF, SC, None, MB U, UKF, UKH, USF 821001M0, -D2M0, -D3M0, -D9M0 C, GS, )KH, JSF, None, MB P, PKF, PKH, PSF, U, UKF, UKH, USF 8210D1HW, -D2HW, -D9HW; C, GS, JKH, P, PKF, None, MB, MO PKH, PSF, U, UKF, UKH, USF JMX8210D9M013407; None None JMX8210D9M013905 None None OFSFX8210G9M015491 None None 8210D4M0, D8M0, D22M0 C, GS, JKH, )SF, None P, PKF, PKH, PSF, U, UKF, UKH, USF 8210014, -D18, -D32 C, GS, JKH None 8210G14, -G18, -G32 JKH, JSF, JST, JPKH, JPSF, None JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSC, OPSF, OPST, OPSU, SC, SU 8210G1HW, -G2HW, -D9HW JKH, JSF, JST, JPKH, None JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8210G1M0,-G2M0,-G3M0,-G3M0,-G9M0 JKH, JSF, JST, JPKH, None, MB )PSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU SCX8210G115400, -G215400, -G915400 None None, MB 8210G4M0, -G8M0, -G22M0 JKH, JSF, JST, JPKH, None JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU SCX8210G415400, None None SCX8210G815400, -G2215400 8210D89 C, GS, JKH • None 8210G6M0, -G7M0,-G6WMO, -G7WMO JKB, JSP, JSS, JPKB, None, MB JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8210G1Q, 8210G2Q, 8210G9Q, 8210G1NQ, 8210G2NQ, 8210G9NQ JSF, JPSF, OFSF, OPSF None, MB 8210G11, -G12 )KH, )SF, JST, JPKH, None, MB, MO JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU OPSPX8210G34E15373 None None 8210G30, -G33, -G34, -G35, -G38 JKH, JSF, JST, JPKH, JPSF, None, MB JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSC, OPSF, OPST, OPSU, SC, SU OPSPX8210G34G15373 None None SCX8210G35E15471 None None 8210G87, -G88 JKB, JSP, 15S, JPKB, None, MB, MO JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV SDX8210G87E17695 None None 8210G26-G54, -G55, -G56 JKH, JSF, JST, JPKH, JPSF, None, MO JPST, OFKF, OFKH, OFSF, OFST, OFKF, OPKH, OPSF, OPST, OFSC, OFSU, SC, SU 8210627 JKB, JPS, JSS, JPKB, JPSP, None, MO JPSS, OFKB, OFKP, OFSP, OFSS, OFKB, OPKP, OPSP, OPSS, OPSD, OFSV, SD, SV 8210G89,-G56 JKH, JSF, JST, JPKH, JPSF, None JPST, OFKF, OFKH, OFSF, OFST, OFKF, OPKH, OPSF, OPST, OFSC, OFSU, SC, SU 8210G103, -G104 JKH, )5F, JST, JPKH, JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OFSC None 8210G93HW,-G94HW, -G95HW JKH, )SF, JST, JPKH, None, MB, MO JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8210G93M0,-G94M0, -G95M0 JKH, JSF, JST, JPKH, None, MO JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU OPSPX821G94E15373 None None OPSPX8210G94E15373 None None X8210G94EMB18880 None None JSPX8210G094E07513-12, JSPX8210G094E07513-24, JSPX8210G095E07513-12, JSPX8210G095E07513-24 None None 8210G100, -G101 JKH, JSF, JST, JPKH, None, MO JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU SCX8210G10015400, None None SCX8210G10115400 8210G201, -G202, -G203, -G211, -G212, -G213 JKH, JSE,JST, )PKH, None JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OFSF, OPST, OPSC, OPSU, SC, SU SCX8210G20118758, -G202187578, -G20318758 None None 8214G13, -G23, -G33 )KB, JSP, JSS, JPKB, JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, SP, SN None, MB 821437, -53, -63, -73, -83 C, GS, JKB None 821437, -53, -63, -73 C, GS, JKB C, VI 821493 C, GS None 8214G38, -G54, -G64, -G74, -G84 None, JKB, JSP, JSS, JPKB, JPSP None, C, JPSS, OFKB, OFKP, OFSP, OFSS, VI OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8215A13, -A23, -A33 C, GS, JKH, SC None, MB 8215G13, -G23, -G33 JKH, JSF, JST, JPKH, None, MB JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8215137, 8215C53, -C63, -C73, -C83; C, GS, JKH None 8215340,-390; C, GS None 8215C5312445, C,GS, )KM None 8215C5315277, 8215C6312445, 8215C7312445, 8215C8312445; HV281418-1 None None HV297732001 None None 8215B93; C, GS None 82201, -3, -5, -13, -15, C, GS, J, JB, JSE, None, MB 822019, -21, -23, -31, -33, JST 8220A1, -A3, -A5, -A13, -A15, 8220A19, -A21, -A23; 82201, -3, -5, -13, -15, C, GS, J, 78, )SE, None, MB 822019, -21, -23, -31, -33, JST 8220A1, -A3, -A5, -A13, -A15, 8220A19,-A21,-A23; JSFX822030713409; None None 82207, -9, -11, -25, -27, -29 C, GS, J, JB, JSE, JST None 822035, -37, -39, -53, -55, -57, -71, C, GS, J, J8, JKF, + None 822073, -83, -85, -91, -93, 95, JKH, JSF, JST 822097, -99, -101, -103, -105 8220G1, -G3, -G5, -G19, -G21, -G23, -G301, -G303, -G305 JKF, JKH, JSF, 1ST, JPKF None, MB, MO JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8220G7, -G9, -G11, -G13, -G15, -G25, -G27 -G29, -G31, -G33 JB, JKF, JKH, )SF, JST, JPKF, None, MO JKPH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8220671, -G73, -G75, -G77, -G79, None, JB, JKH, JSF, JST, None, MO 8220G81, -G83 -G85, -G91, -G93, JKPH, JPSF, JPST, OFKF, OFKH, 8220G95, -G97 -G99, -G101, -G103, -G105 OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8220G301, -G303, -G305 JB, JKF, JKH, )SF, JST, JPKF, None, MB JKPH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8220G401, -402, -403, -404, -405, -406, -407, -408, -409, -410, -411 OKF, OFKH, OFKB, OFSF, OFST, OFSS, SC, SU, SV, M None 8220G401, -402, -403, -404, -405, -406, -407, -408, -409 OKF, OFKH, OFKB, OFSF, OFST, OFSS, SC, SU, SV, M HW X8220G2721315 None None 82211, -3, -5, -7, -9, C, GS, JKH, JSF, None, HW 822111, -13, -15, -21, P, PKF, PKH, PSF, 822123, -25, -27, -29, U, UKF, UKH, USF 822131, -33, -35; 8221G1, -G3, -G5, JKH, JSF, JST, JPKH, None, HW, MB 8221G7, -G9, -G11, JPSF, JPST, OFKF, 8221G13, -G15 OFKH, OFSF, OFST, OPSC, OPSU, SC, SU 8221G21, -G23, -G25, None, JKH, JSF, JST, JPKH, None, HW 8221G27, -G29, -G31, JPSF, JPST, OFKF, OFKH, 8221G13, -G35 OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU SCX8221G318906 None None 8222A32, -A33, -A34 C, GS None, MB, MO 8222B93, -B94 C, GS None, MB, MO 8222B95 C, GS, JSF None, MB, MO 8222G93, -G94, -G95, -G60, -G62 JB, JKF, JKH, JSF, JST, JPKF, None, MB JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPSC, OPST, OPSU, PC, SU 8222G401, 8222G402, 8222G403, 8222G404, 8222G405, 8222G406, 8222G407, 8222G408 JKF, JKH, J$F, None JST, JPKF, JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8222A47, -A49 C, GS None 8222G47,-G49 JKH, JST,JPKH, PST, None OFKH, OFST, OPKH, OPST, OPSU, SU X8222A4913408 None None 8222A64 C, GS, USF None, MB 8222A66, -A68, -A70, -A76 C, GS None, MB 8222A74 C, GS, )C None, MB 8222G64, -G66, -G68, JB, )PKF, JKH, JSF None, MB -G70, -G74, -G76 JKF, JST, JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8222C87 C, GS, J, JB, JSF None SVX8222G08718989 None None SVX8222G08818989 None None 8223G303, -G310, -G323 SC, VT, ZT None, MO 8223H303, -H310, -H323 SC, VT, ZT, OFKF None, MO, MB, V 822581 thru -B8 U, SC, USF E, J, V UX8225600425525 None None USFB257A001 None None 826073, -74, -75, -76; None, C, GS, J, JKM, None, M, )KP, JSM, JSP, L, M, MB, MMB P, PKM, PKP, PSM, PSP, T, U, UKM, UKP, USM, USP 826077, -78, -79, -80; C, GS, J, JKM, JKP, JSM, None JSP, L, M, P, PKM, PKP, M, MB, MMB PSM, PSP, T, U, UKM, UKP, USM, USP USMX82607315320; None None USMX82607815224 None None 826089, -90 None, C, GS, J, JKM, None )KP, JSM, JSP, L, M, P, PKM, PKP, PSM, PSP, T, U, UKM, UKP, USM, USP 826037, -57, -A2, -A14, -A16, -A31, -A42, -A54, -A56, -A71 None, DP, GS, L, M, P, PKF, PSF, R, T, U, UKF, USF None, M USFX8260A1418775; None None USFX8260A218947; None None D8260A56E; None, P None 8260A26M, -A66M; None, C, DF, GS, L, M, P, None PKF, PSF, R, T, U, UKF, USF 826027, -67, -A3, -A15, -A32, -A43, -A55, -A72 None, C, DP, GS, L, M, P, PSP, R, T, U, USP None, M 8260G42, -G54, -G71 None, JKF, JSF, L, OFKF, A OFSF, SC None, M 82614, -5 C, GS, JKH None OFSF, SC 82616E, -7E, -8E, -9E, -1OE, -11E C, GS, JSM, JSP, P, None PKM, PKP, PSM, PSP, U, UKM, UKP, USM, USP 8262130, -134, -138, -142, -146, -150 C, GS, JKH, U, UKF, UKH, USF None 8262132, -136, -140, -144, -148, -152 C, GS, )KB, U, UKP, USP None 8262703, -705 C, GS, JKH, P, PKF, None PKH, PSF, U, UKF, UKH, USF, JSF 8262A130, -A134, -A138, -A142, -A146, -A150, -A260, -A261, -A262, -A263, -A264, -A265 C, GS, JKH, P, PKF, PKH, PSF, U, UKF, UKH, USF, JSF None P8262A262 None None PFT8262A150E None None USPX8262A263518736 None None 8262A214 C, GS, JKH, U, UKF, USF None, MO 82626214, -D200 C, GS, JKH, JSF, P, PKF, None, MO PKH, PSF, U, UKF, UKH, USF 8262G214 )KH, 3SF, )ST, JPKH, None, MO JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPGH, OPSF, OPST, OPSC, OPSU, SC, SU 8262H001, -H002, -H006, -H0O7, -HO11, -H012, -H013, -H014, -H015, -H016, -H019, -H020, -H021, -H022, -H023, -H036, -H038,-H079*, -H080, -H086, -H090,-H096*,-H106*, -Hill, -H113,-H173*,-H18O*, -H186. Note: Cat. No. items with * will not have suffix T, E, J, W, N, VM, VH options (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (3 or JP, with any of the following: SF, SP, SS or ST). T or E or 3 or W or N or NT with or without SF, with or without VM or VH, with or without MB. 8262H089*, -H099*, -H105,-H107*, -H108, -H109, -H110, -H112, -H114, -H174,-H175*,-H176*, -H177, -H178, -H179, -H181*, -H182, -H183, -H184, -H185, -H187, -H188, -H189, -H200*, -H202, -H208, -H210, -H212,-H214*, -H220, -H226, -H230, -H232, -H277. Note: Cat. No. Items with * will not have suffix T, E, J, W, N, VM, VH, MS options (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (3 or 3P, with any of the following: SF, SP, SS, ST). T or E or 3 or W or N or NT with or without SF, with or without VM or VH, with or without MB, with or without MS. 8262H105, -H108, -H109, -H110, -H112, -H114, -H174, -H177, -H178, -H179, -H182, -H183, -H184, -H185, -H187, -H188, -H189, -H202, -H208, -H210, -H212, -H220, -H226, -H230, -H232, -H277. (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (3 or JP, with any of the following: SF, SP, SS, ST). None or V or A or NV or AN, with or without SF, with or without VM or VH or NVM or NVH, with or without MB, with MS. 8262H154, -H155, -H156, -H157, -H128, -H158, -H129, -H159, -H161, -H260, -H162, -H261, -H163, -H262, -H164, -H263, -H165, -H264, -H166, -H265, -H167, -H168, -H169, -H172, -H236, -H228, -H237, -H198, -H199, -H130, -H205, -H134, -H219, -H138, -H223, -H142, -H224, -H148, -H225, -H152 (SC or SD or SV or SU or VT or VB or ZT or ZB) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) None, A, E, 1, N, T, V, W or NH, with or without SF or N, with or without VH, with or without MB 8262R155, -R156, -R128, -R129,-R161,-R260, -R261, -R262,-R263, -R264, -R265, -R168, -R169,-R236,-R237, -R199, -R130,-R134, -R138,-R142,-R148, -R152, 8263R070, -R071, -RO72, -R073,-R080,-R081, -R082, -R083 None, L None, A, E, ), N, T, V, W or NH, with or without SF or N, with or without VH, with or without MB 8262B200, -C200; C, GS, JKB, JSP, None, MO U, UKP, USP *b 8262A212M0,-A230M0, C, GS, JKB, JSP, P, PKP, None, V, W 8262B208M0,-B212M0, PSP, U, UKP, USP *b 8262B226M0,-B230M0, 8262B232M0,-C21M0, 8262C23M0,-C232M0, 8262D21M0, -D23M0; OFSPX8262G21215334 None None 82628202M0,-B210MO, C, GS, JKH, JSF, P, PKF, None, V, W 82628220M0, -C7M0, PKH, PSF, U, UKF, 8262C13M0,-C19M0,-C20M0, UKH, USF 8262C22M0, -C36M0, -C38M0, 8262C80M0,-C86M0,-C90M0, 8262C202M0,-C208M0,-C210M0, 8262C220M0, -C226M0, -D19M0, 8262020M0,-022M0,-D232M0 JMSFX8262C715167 None None OFSFX8262D20)15271 None None OFSFX8262G20J15271 None None USFX8262C90J17656 None None USPX8262C208118759 None None OFSFX8262G90)17656 None None X8262G226V07197 None None 8262B250, -B252, -8254, -8256 C, GS, JKB, iSP, U, None, MB, MO UKP, USP 8262C1M, -C2M, -C6M, C, GS, JKH, JSF, P, PKF, None, MO, V, W 8262C12M, -C14M, -C15M PKH, PSF, U, UKF, UKH, USF USFX8262C14317656 None None UX8262C14J17656 None None 8262C11M, -C16M C, GS, JKB, JSP, P, None, MO, V, W PKP, PSP, U, UKP, USP USFX8262C2J17656 None None USFX8262C13E17664 None E USPX8262C11J17656 None None 8262C32, -C33, -C34, -C35, -C91, C, GS, JKH, JSF, P, PKF, PKH, None, MB -C94, -C103, -D31, -D91, -D93 PSF, U, UKF, UKH, USF USFX8262D31E18732 None None USFX8262D91J13692 None None 8262C79, -C95 C, GS, JKB, JSP, P, PKP, None, M, MO PSP, U, UKP, USP 826277Q,-B208Q, C, GS, P, U None, MB, MO 8262C32Q, -C91Q, -C232Q 8262G1M, -G2M, -G6M, JKH, JSF, JST, JPKH, JPSF, JPST, None, MO, V, W -C12M, -G14M, -G15M OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU OFSFX8262G2E15492 None None OFSFX8262G14J15449 None None OFSFX8262G14J17656 None None OFSFX8262G14J18876 None None OFSTX8262G13E17664 None None USPX8262C202J18735 None None 8262G11M, -G16M, JKB, JSP, JSS, JPKB, JPSP, JPSS, None, MO, V, W 8262G21M, -G23M OFKB, OFKP, OFSP, OFSS, OPKB OPKP, OPSP, OPSS, OPSD, OPSV SD, SV 8262G7M0,-G13M0, JKH, )SF, JST, )PKH, None, V, W 8262G19M0,-G20M0, JPSF, JPST, OFKF, OFKH, 8262G22M0,-G36M0, OFSF, OFST, OPKF, OPKH, 8262638M0, -G80M0, OPSF, OPST, OPSC, OPSU, 8262G86M0,-G90M0, SC, SU 82626202M0,-6208M0, 8262G210M0, -G220M0, 82626226M0, -G232M0 OFSFX8262G715493 None None OFSFX8262G22E18845 None None OFSFX8262G90E15492 None None JSFX8262G2217595 None None OFSFX8262G2217595 8262G212M0,-G230M0 3KB, JSP, JSS, JPKB, None, V, W JPSP, )PSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8262G31, -G35, -G91, JKH, )SF, JST, JPKH, None -G92, -G93, -G94 JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8262G31Q, -G77Q, None, JSF, JPSF, None, MB -G91Q,-G208Q, -G232Q OFSF, OPSF MO or MS OFSFX8262G91313692 None None 82626130, -G134, -G138, -G142, -G148, -G152, -G260, -G261, -G262, -G263, -G264, -G265 JKH,)SF,JST,)PKH,JPSF, PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None 8263H100, -H070, -H101, -H071, -H102, -H072, -H103, -H073, -H104, -H080, -H105, -H081, -H106, -H082, -H107, -H083 (SC or SD or SV or SU or VT or VB or ZT or ZB) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) None, A, E, J, N, T, V W or NH, with or without SF or N, with or without VH, with or without MB 8263H002, -H003, -H054, -H116, -H117, -H119, -H192, -H194, -H196, -H330 (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (3 or JP, with any of the following: SF, SP, SS, ST). T or E or) or W or N or NT, with or without SF, with or without VM or VH, with or without MB. 8263H115, -H118, -H124, -H125, -H190, -H191, -H193, -H195, -H197, -H200, -H206, -H210, -H232, -H331, -H332, -H333 (None or OP, with SC or SD or SV or SU or VT or ZT) or (0F or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (J or JP, with any of the following: SF, SP, SS, ST). T or E or 3 or W or N or NT, with or without SF, with or without VM or VH, with or without MB, with or without MS. 8263H115, -H118, -H124, -H125, -H190, -H191, -H193, -H195, -H197, -H200, -H206, -H210, -H232, -H331, -H332, -H333 (None or OP, with SC or SD or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS, ST) or (3 or )P, with any of the following: SF, SP, SS, ST). None or V or A or NV or AN, with or without SF, with or without VM or VH or NVM or NVH, with or without MB, with MS. 8263H053, -H059 (STEAM AND HOT WATER) (None or OP, with SU) or (OF or OP with any of the following: KH, ST) or (J or JP, with ST). None with or without MB. 8263H300, -H301, -H303, -H304, -H305, -H306, -H308, -H318, -H319, -H320, -H321 (STEAM AND HOT WATER) (None or OP, with SV or SU) or (OF or OP with any of the following: KB, KH, SP, SS, ST) or (J or JP, with any of the following: SS, ST). None or E with or without MB. 8262H174NH,-H178NH,-H183NH,-H185NH,-H187NH, -H188NH,-H230NH; 8263H191NH,-H193NH,-H332NH,-H333NH (AMMONIA) (None or OP, with SD or SV or VT or ZT) or (OF or OP with any of the following: KB, KP, SP, SS) or (3 or JP, with any of the following: SP, SS). with or without MB, with or without MS. 8262H077Q, -H108Q -H177Q -H179Q, -H182Q-H184Q, -H189Q,-H202Q,-H208Q, -H210, -H220, -H226, -H232, and (None or OP, with SC or SU or VT or ZT) or (OF or OP with any of the following: KF, KH, SF, ST) Q with or without V or E or J, with or without N or SF, with or without 8263H124, -H125,-H190Q,-H195Q,-H197Q,-H200Q, -H232Q, -H331Q (LONG UFE) or (3 or JP, with any of the following: SF, ST). VM or VH, with or without MB. (E or J or N is before Q) 8262H108P,-H109P,-H110P,-H112P,-H114P,-H182P,-H183P, -H184P,-H185P,-H187P,-H188P,-H189P,-H202P,-H208P, -H210P,-H212P,-H220P,-H226P,-H230P, -H232P (DRY AIR) (None or OP, with SC or SO or SV or SU or VT or ZT) or (OF or OP with any of the following: KB, KF, KH, KP, SF, SP, SS or ST) or (J or JP, with any of the following: SF, SP, SS, ST). With N, with or without SF, with or without MB. (N is before P). OFSFX82626264E15485 None None 8262G320, -G386 SC, VT, ZT None, MO 8262H320, -H386 SC, VT, ZT, OFKF None, MO, MB, V OFSFX8262G264V23080 None None OFSFX8262G148V15490 None None OFSFX8262G264E15485 None None SFX8262G148V15490 None None SCX8262G138E18946 JKH,JSF, JST,JPKH,JPSF,PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None 8263A210M0 C, GS, JKB, JSP, U, None, V, W UKP, USP 82638206M0,-8232M0 C, GS, JKB, JSP, U, None, V, W UKP USP, *b, 8263A300, -A301, -A304, -A305, -A306, -A318, -A319, -A320 C, GS, J, JST None 8263A302, -A307 C, GS, J, JSF None 8263G206M0,-G210M0,-G332M0,-G333M0 JKB, JSP, JSS, JPKB, JPSP, JPSS, OFKB, OFSP, OFSS, OPKB, OPSP, OPSS, OPSD, OPSV, SD, SV *c None, V, W 8263G300, -G301, -G304, -G305, -G306, -G318, -G319, -G320 J8, JKH, JST, JPKH, JPST, OFKH, OFST, OPKH, OPST, OPSU, SU None OFSTX8263G30618800 None None OFSTX8262G013V23080 None None SUX8262G220E25334 None None SUX8263G31918906 None None 8266D101, -D107, -D123, C, GS, JKH , SC L, V 8266D153, -0161, -D169 8267A1, -A3, -A5, -A7, C, GS None 8267A9, -All, -A13, -A15, 8267B3, -87, -811, -B15 FT8267A11; C, GS None FT8267A110497; C, GS None HT826783, -B7, -89, -811, -813, -B15; C, GS None HTX82678913409; None None 8267C17, -C19, -C21, -C23 C, GS None 8267G1, -G3, -G5, -G7, -G9, None, JB, JKH, JST, None 8267G11, -G13, -G15, -G17, JPKH, JPST, OFKH, OFST, -G19, -G21, -G23 OPKH, OPST, OPSU, SU 8270-39, -41, -48, -49 828081, -82 U, SC, USF None 8314701, -703, -705, -707, C, G5, JKH, JSF, None 8314709, -711, -713, -715, U, UKF, UKH, USF 8314C6, -C7, -C8, -C19, 8314C20, -C21, -C22, -C23, 8314C24, -C31, -C32, -C33, 8314C34, -C35, -C36, -C41, 8314C43, -C45, -C49, -050, 8314C51, -052, -053, -054 8314G6, -G7, -G8, -G22, -G23, JSF, JST, JPSF, None 8314G31, -G34, -G35, -G36, JPST, OFKF, OFKH, OFSF, OFST, 8314G41, -G49, -G52, -G53, OPKF, OPKH, OPSF, OPST, OPSC, 8314G54, -G120, -G121, -G122 OPSU, SC, SU 8314H006, -H007, -H008, -H031, -H032, -H033, -H034, -H035, -H036, -H037, JPSF, None, N, NV or V, all -H038, -H039, -H040, -H041, -H042, -H043, -H044, -H045, -H049,-H050, JPST, JSF, with or without SF, -H051, -H052, -H053, -H054, -H055, -H056, -H057, -H068, -H069, -H070, JST, OFKF, OFKH, with or without MB, -H120, -H121, -H122, -H123, -H124, -H126, -H127, -H128, -H129,-H130, ^-H131, • OFSF, OFST, OPKF, with or without MS -H132, -H133, -H134, -H135, -H227, -H228, -H229, -H230, -H231, OPKH, OPSC -H232, -H233, -H234, -H235 OPSF, OPST, OPSU, SC,SU,VT,ZT 8314G300, -G301 SC, VT, ZT, OF None, MO, MB, V 8314H300, -H301 SC, VT, ZT, OF None, MO, MB, V 8316G1, -G2, -G3, -G4, JKH, JSF, JST, JPKH, None, V, MB, 8316G81, -G82, -G84 )PSF, JPST, OFKF, OFKH, MO, VMO, OFSF, OFST, OPKF, OPKH, MBMO, VMBMO OPSF, OPST, OPSC, OPSU, SC, SU 8316G301, -G302, -G303, -G304, SC, VT, ZT, OF None, MB, V, VMB, 8316G381, -G382, -G384 VMO, MBMO, MO, VMBMO 8316G334, -G354, -G364, -G374, -H374 SC, VT, ZT, OF None, MO, MB, MBMO, V 8316H301, -H302, -H303, -H304, -H381, -H382, -H384 SC, VT, ZT, OF None, MB, V, VMB, VMO, MBMO, MO, VMBMO 8316J374 SC, VT, ZT, OF None, MO, MB, MBMO, V 8317A7, -A8, -A35, -A36, C, GS, JKH None 8317A53, -A54, -B23, -B24 8317G7, -G8, -G23, -G24, JKH, JSF, JST, JPKH, JPSF, None 8317G35, -G36, -G53, -G54 JPST, OFKF, OFKH, OFSF, i OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8317G307, -G308 OF, SC, VT, ZT, ST, None, HT None, MO, MB, V 8317H307, -H308 OF, SC, VT, ZT, ST, None, HT None, MO, MB, V 831801, -D3, -D19, -D20, -D49, -D50 None, F, FT, HT, L, M, SF None, MO, MS 832057, -61, -93, -95, C, GS, JSP, P, PKP, PSP, None, M8 8320A5, -A7, -A9, -All, U, UKP, USP, *b MO, MS 8320A41, -A43, -A48, -A89, V 8320A91, -A97, -A99, -A140, 8320A144, -B1, -B3, -B130, 83208134, -B138, -B13412010 832059, -63, -65, C, GS, JKH, JSF, M, P, None, MB 832067, -79, -A19, PKF, PKH, PSF, U, MO, MS 8320A21, -A23, -A25, UKF, UKH, USF V 8320A33, -A35, -A37, 8320A39, -A45, -A47, 8320A49, -A51, -A53, 8320A55, -A85, -A87 JMX8320A8913407 None ^None, None 8320A101, -A103, C, GS, JKH, MB, 8320A105, -A107, JSF, P, PKF, MO, MS, V 8320A142, -A146, PKH, PSF, U 8320813,-B15,-B17, 8320827,-B29,-831, 8320883, -6132, -B136 PX8320B1506827 None None USPX8320B173H15439 None None USPX8320B173H18844 None None 8320A170, -A180, C, GS, JSF, JKH, JSP, None, MB 8320A182, -A190, U, UKP, USP, *b MO, MS, V 8320A192,-A200, 8320A201, -B174, -B176 8320A172, -A178, C, GS, JKH, JSF, P, None, MB 8320A184, -A186, PKF, PKH, PSF, SC, MO, MS, V 8320A188, -A194, U, UKF, UKH, USF 8320A196, -A198, 8320A202,-A203, 8320A204, -A205 HVX222-309-1-13480 None None 8320A172Q,-A182Q, C, GS, JS, P, PS, U, None, MB 8320A186Q, -A192Q, -A196Q, US MO, MS 8320B13Q,-B27Q,-5174Q 8320G1, -G3, -G41, JKB, JSP, )SS, JPKB, JPSP, None, MB 8320G43, -G57, -G89, JPSS, OFKB, OFKP, OFSP, MO, MS 8320G130, -G140 OFSS, OPKB, OPKP, OPSP, V OPSS, OPSD, OPSV, SD, SV 8320G1Q, -G13Q, -G27Q, None, )SF, )PSF, None, MB 8320G172Q,-G174Q,-G182Q, OFSF, OPSF MO or MS 8320G186Q, -G192Q, -G196Q 8320G13, -G15, -G17, -G27, JKH, JSF, JST, JPKH, None, MB 8320G29, -G31, -G45, -G47, JPSF, JPST, OFKF, OFKH, MO, MS 8320G49, -G51, -G53, -G55, OFSF, OFST, OPKF, OPKH, V 8320G83, -G87, -G132, -G136, OPSF, OPST, OPSC, OPSU, 8320G142,-G146 SC, SU 8320G172, -G178, -G184, -G186, -G188, -G194, -G196, -G198, -G202, -G203, -G204, -G205 JKH, JSF, JST, JPKH, JPSF, )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None, MB, MO, MS, V 8320G230, -G231, -G232 JKB, JSP, JSS, JPKP, None, MB JPSP, JPSS, OFKB, OFKP, MO, MS OFSP, OFSS, OPKB, OBKP, OPSP, OPSS, OPSD, OPSV, SP, SV OFSPXB320G17)H15439 None None OFSFX8320G203E18904 None None SCX8320G20318906 None None SCXG327A00118505, None None SCXG327A00218505 HV430982-1 None None 8320G174, -G176, JKB, JSP, JSS, JPKB, None, MB 8320G182, -G190 , -G192, JPSP, JPSS, OFKB, MO, MS 8320G200, -G201 OFKP, OFSP, OFSS, V 8320G212, -G213, -G214, OPKB, OPKP, OPSP, 8320G215, -G218, -G221, OPSS, OPSD, OPSV, 8320G222, -G223, -G224, -G227 SD, SV, •c 8320G701, -G702, None, GP, HT, JKF, JPKB, L, None, MO, MB 8320G711,-G712 JKH, JSF, JPKH, JPSF, PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8320G703, -G704, -G705, None, GP, HT, JKP, JPKP, L None, MO, MS 83206713, -G714, -6715 JKB, JSP, JSS, JPKB, JPSP, JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8320G706, -G707, -G708, GP, HT, JKF, )PKF, L, JKH, JSF, None -G716, -G717, -G718 JST, JPKH, JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKN, OPKH, OPSF, OPST, OPSC, OPSV, SC, SU 8321A1, -A2, -A3, -A4 C, GS, JKH, JSF, P, PKF, None, MO, MS PKH, PSF, U, UKF, UKH, USF 8321G1, -G2, -G3, -G4 JKH, JSF, JST, JPKH, JPSF, Norte, MO, MS JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, 0PSu, sc, su 83241, -5, -19, -23 C, GS, JSP, P, PKP, PSP, None, MB, MO U, UKP, USP •b 83243, -7, -9, -11, C, GS, P, PKF, PKH, 832413, -15, -17, -21, PS, PSF, U, UKF, UKH, 832425, -27, -29, -31, -33, -35 US, USF, JKH, JS, JSF 832561 thru -616, U, SC, USF E, J, V 8325831 thru -B46 8327G1, -G2, -G21, -G11, JKH, )SF, JST None 8327G12, -G22, -G31, -G32, JPKH, )PSF, )PST, OFKF -G41, -G42, -G51, -G52 OFKH, OFSF, OFST, OPKF OPKH, OPSF, OPST, OPSC OPSU, SC, SU X8327G1 OFSF V 8327G3, -G5, -G13, -G15, GP, HT, JKF, JPKF, L, None -G33, -G35, -G43, JKH, )SF, JST, )PKH, JPSF, -G45, -G53, -G55 JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8340A1 C, GS, JKB, U, UKP, USP None, MB, MO 8340A2 C, GS, JKH, U, UKF None UKH, USF 8340A3 C, FC, FGS, FUKP, FUSP None, MB, GS, JKB, U, UKP, USP, MO 8340A4 C, FC, FGS, FUKP, FUSP, None, MO GS, JKB, U, UKP, USP UKP, USP • 8340A5, -A8 C, FC, FGS, FU, FUKF, None FUKH, FUSF, GS, JKH, U, UKF, UKH, USF 8340G1 JKB, JSP, )SS, )PKB, JPSP, None, MB, MO JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8340G2 JKH, JSF, )ST, JPKH, JPSF, None )PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8342C1, -C3, 8342701, -703 C, GS, JKB None, M, MO, MS 8342C20, -C22, 8342720, -722 C, GS, )KB None, M 8342G501, -G511 GP, H8, JB, JKP, )PKP, L, JKB, JSP, JSS, )PKB, JPSP, None, MO, MS JPSS, OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8342G1, -G3, 8342G701, -G703 JKB, JSP, )SS, JPSP, JPSS, None, M, MO, MS OFKB, OFKP, OFSP, OFSS, OPKB, OPKP, OPSP, OPSS, OPSD, OPSV, SD, SV 8342G502, -G512 GP, HT, JB, )KF, JPKF, L, JKH, )SF, JST, )PKH, JPSF, None JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SV 8342G20, -G22, 8342G720, -G722 JKH, JSF, JST, )PKH, JPSF, None, M JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8344G344, -G354, -G356, SC, VT, ZT, OFKF None, MO , MB, V 8344G370, -G372, -G374, -G376, 8344G378, -G380, -G382 8344H370, -H372, -H374, -H376, -H378 SC, VT, ZT, OFKF None, MO, MB, V 8344H344, -H354, -H356, -H380, -H382 SC, VT, ZT, OFKF None, MO, MB, V 83453, 8345B2, 8345E1 C, GS, JKH, None, MO, V, VMO 8345G1, -G3, -H3 JKH, JSF, JST, )PKH, None, MO, V, VMO JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 8345G301, -G381 SC, VT, ZT None, MO 83491, -2, -3, -4, -5, -6, C, GS, P, PKF, PKH, None 83497, -8, -9, -10, -11, -12 PSF, U, UKF, UKH, USF 8350C3 C, DF, GS, HT, None L, M, P, PKF, PKH, PSF, T, U, UKF, UKH, USF 8353G39 JKH, )SF, JSR, JPKH, None JPSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU 836080, -81, -82, -83, -84, C, GS, J, JB, KM, KP, None 836085, -86, -87, -88, -89, -91 L, M, P, SM, SP, T, U 8360A1, -A2, -A3, -A4, -A41, -A42, -A43, -A44 None, C, DP, GS, L, M, P, None PKF, PKP, PSF, PSP, R, T, U, UKF, UKP, USF, USP 8360A5, -A6, -A7, -A8, -A10, -All, -Al2, -A13, -A19, -A20, -A21, -A22, -A23, -A24, -A25, -A26, -A27, -A28, -A29, -A30, -A31, -A32, -A33, -A34, -A35, -A36, -A37, -A38, -A45, -A46, -A47, -A48, -A50, -A51, -A52, -A53, -A59, -A60, -A61, -A62, -A63, -A64, -A65, -A66, -A67, -A68, -A69, -A70, -A71, -A72, -A73, -A74, -A75, -A76, -A72, -A78 None, C, DF, DP, GS, L, M, P, PKF, PKP, PSF, PSP, R, T, U, UKF, UKP, USF, USP None 8360A7413752 USPX None 8360067, C69, C70 None, JKF, JGS, L, OFKF, OPSP, OPKP, OPSF, SC None 8360A15, -A16, -A17, -A18, -A55, -A56, -A57, -A58 None, C, DF, DP, GS, L None M, P, PKF, PKP, PSF, PSP, R, T, U, UKF, UKP, USF $360G71, -G73, -G74 None, )FK, JKP, JSF, JSP, 1, OFKF, OFKP, OFSF, OFSP, SC, SD None 8360G75, -G77, -G78 None, JFK, )SF, L, OFKF, OFSP, OPKF, OPSF, SC None 8380B1, -B2, -B3 SC, U, USF None 45492, -93, -94 C, U, UK, US None 45492, -93, -94 None, T N 6080550 6080551 83806202, -B204 SC, U, WT None 8401B100, -B101, -B102, -B103, SC, U None, M 84018104,-6105,-8106,-B107 FSC, UF 8401B202M,-B204M, -B200 , -8200M SC, U, WT None WTX8401B20218879 None None 8551A1, A2 U, SC, WT None, MS, MMS 8551A5, A6, A17, A18 U, SC None, MS 8551G301, G302 None, JKF, L, SC, VT, ZT, OF None, M, MO, MH, MI, MS, MMO, V 8551G321, G322 SC, VT, ZT, OF, HT None, MO, MH, MI, MS, V 8551G421, G422 JKH, )SF, JST, JPKH, )PSF, JPST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SCU, SU None, MO, MH, MI, MS 8551G401, G402 GP, HT, JKF, )KH, JSF, JST, JPKF, JPKH, JPSF, JPST, L, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None, MO, MH, MI, MS, MMS 8551G409, G410, G465 GP, HT, JKF, JKH, JSF, JST, JPKF, JPKH, JPSF, )PST, L, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSF, OPST, OPSC, OPSU, SC, SU None, MO, MH, MI, MS 8551G309, G310 None, JKF, L, SC, VT, ZT, OF None, MO, MH, MI, MS, V 8551H301, -H302 None, JKF, L, SC, VT, ZT, OF, HT None, M, MO, MH, MI, MS, MMO, V 8551H309, -H310 None, JKF, L, SC, VT, ZT, OF, HT None, MO, MH, MI, MS, V 8551H321, -H322 SC, VT, ZT. OF, HT None, MO, MH, MI, MS, V SC8551A001, A002 None None, M$ CATS 48 3/4 None None CATS 48-2 None None SCX8551A17MS 17575 None None HV-131-865-1 None None HV-166-836 None None HV-172-287-1, 2 None None HV-224-824-1 None None HV-166-965-1, -2 None None HV-178-106 None None HV-178-106M0 None None HV-178-106, -2 None None, MO HV-178-106-2M0 None None HV-210-725-1, -2 None None HV-216-162-1 None None HV-216-163-1 None None HV-226-177-1 None None HV-232-815-1, -2, -3 None None HV-256-667-1,-2 None None HV-262-221-1 None None HV-174-282 None None HV-198-839 None None HV-200-748-1, -2, -3 None None HV-210-728-1 None None HV-210-767-1 None None HV-256-664-1 None None HV-256-665-1 None None HV-174-476-1, -2 None None HV-186-171 None None HV-166-480 None None HV-168-370 None None HV-172-282 None None HV-178-107 None None HV-178-338 None None HV-200-751-1, -2, -3 None None HV-210-723-1, -2, -3, -4 None None HV-210-727-1 None None HV-216-164-1 None None HV-216-582-1 None None HV-224-493-1, -2, -3 None None HV-224-494-1 None None HV-226-051-1 None None HV-226-518-1 None None HV-232-814-1, -2, -3 None None HV-234-267-1 None None HV-236-018-1, -2, -4, -5 None None HV-236-020-1, -2, -3, -4 None None HV-236-021-1, -2, -3, -4 None None HV-256-666-1, -2, -3, -4 None None HV-256-870-1 None None HV-258-422-1, -2, -3 None None • H4-258-926-1, -2, -3 None None HV-260-057-1 None None HV-260-294-1 None None HV-262-222-1 None None HV-264-177-1, -2, -3 None None HV-266-228-1, -3 None ^ None HV-266-315-1 None None HV-266-971-1 None None HV-268-300-1, -2 None None HV-270-241-1, -2 None None HV-427-304-1 None None HV-427-146-1, -2, -3 None None HV-283-536-1, -2, -3, -4, -5 None None or V HV-283-537-1, -2, -3, -4, -5 None None or V HV-176-300 None None HV-180-440, -441 None None HV-186-660-1, -3 None None HV-198-681-1, -2 None None HV-200-132, None None HV-200-583, -2, -3, -4, -5 None None HV-202-325 None None HV-216-794-1 None None HV-218-070-1 None None HV-258-013-1 None None HV-260-279-1 None None HV-218-557-1, -2, -3 None None HV-222-080-1 None None HV-222-860-1 None None HV-228-091-1 None None HV-228-852-1 None None HV-230-442-1, -2 None None HV-232-011-1, -2 None None HV-234-494-1 None None HV-236-000-1 None None HV-236-001-1 None None HV-238-691-1 None None HV-238-790-1, -2, -3 None None HV-258-121-1, -2 i None None HV-258-549-1, -2 None None HV-258-675-1 thru -9 None None HV-258-885-1 None None HV-260-652-1 None None HV-260-996-1 thru -6 None None HV-262-040-1, -2 None None HV-262-283-1 None None HV-262-298-1 None None HV-264-241-1, -2 None None HV-264-873-1 None None HV-266-067-1, -2, -3 None None HV-266-795-1, -2, -3, -4 None None HV-266-796-1, -2, -3, -4 None None HV-279-226-1 None None HV428596-001 None None HV-176-376 None None HV-178-233 None None HV-186-963 None None HV-186-965 None None HV-198-829 None None HV-220-177-1 None None HV 220-178-1 None None HV-220-179-1 None None HV-226-816 None None HV-228-510-1 None None HV-260-921-1 None None HV-262-149-1 thru -6 None None HV-198-117-i, -2, -6, -7 None None HV-200-172-3,-4 None None HV-210-724-1 None None HV-234-266-1 None None HV-260-056-1 None None HV-260-653-1, -2, -3, -4 None None HV-262-223-1 None None HV-200-749-1, -2, -3 None None HV-200-750-1, -2, -3 None None HV-202-679-1, -2, -3 None None HV-212-124-1, -2, -3 None None HV-200-789-1, -2 None None HV-202-284 None None HV-204-887 None None HV-204-887-2 None None HV-218-026 None None HV-222-310-1, -2, -3 None None HV-226-291-1 None None HV-230-517-1 None None HV-256-902-1, -2, -3 None None HV-266-629-1 None None HV-266-630-1, -2 None None HV-258-363-1 None None HV-206-886-1, -2, -3 None None HV-214-647-1 None None HV-226-218-1 None None HV-204-443-1, -2 None None HV-212-605-1, -2 None None HV-206-727-1 -2 None None HV212-125-1 None None HV216-165-1 None None HV218-143-1 None None HV-214-279 None None HV216-161-1 None None HV-216-771-1 None None HV-220-535-1, -2, -3 None None HV-224-101-1, -2 None None HV-264-806-1, -2, -3 None None HV-268-160-1 None None HV-216-166-1 None None HV-216-167-1 None None HV-216-168-1 None None HV-218-142-1 A None None HV-256-806-1 None None HV-264-467-1 None None HV-226-342-1, -2 ^ None None HV-230-595-1 None None HV-260-153-1, -2, -3 None None HV-230-781-1 None None HV-262-224-1, -2 None None HV-232-559-1 None None HV-260-654-1 None None HV-232-898-1, -2 None None HV-236-821-1 None None HV-260-655-1, -2, -3 None None HV-236-831-1, -2, -3, 4, 5 None None HV238426-1, -2 None None HV-254-526-1, -2 None None HV-256-102-1, -IM, -2, -2M None None HV-256-128-1, -2 HV-260-427-1 None None HV-262-254-1, -1M, -2 or-2M None None HV-262-256-1, -2 None None HV-258-122-1 None None HV-264-481-1 None None HV-264-772-1 None None HV-264-872-1 None None HV-264-920-1 None None HV-427-461-1 None None HV-266-317-1,-2 None None HV-268-373-1 None None HV-268-820-1,-2 None None HV-270-814-1 None None HV-243-283-1 None None HV-274-243-2, -3, -4, -5, -6, -7, -8 None None HV-280-467-1 None None HV-280-862-1 None None HV-280-864-1 None None HV-279512-1, -2 None None HV-281418-1 None None HV-281423-1 None None WPSF8110A020, A030, A040, A050, A110, A120 A060, A070, A080, A090, None None HV284992-1, HV284992-2 None None HV432356001, 002, 003, 101, 102, 103 None None HV-433404-001 None None HV-433405-001 None None HV-433406-001 None None Electrlcally operated valves. 22251474 None None 80037195 None None HV282919001 None None HV297732001 None None HV298729-001, -002, -003 None None HV-425-648-001, -002 None None SVX8262G26323074 None None Note 1: Catalog numbers prefixed as follows: C, GS, JKB, JKH, JSF, JSM, JSP, JSE, JST, KB, KF, KH, KP, P, U may be used in combinations as follows: CD, CDF, CDP, CHB, CHC, CHT, CKB, CKF, CKH, CKM, CKP, CLH, GSD, GSDF, GSDP, GSHB, GSHC, GSHT, GSKB, GSKF, GSKH, GSKM, GSKP, GSLH, JDSF, JTKB, JTKH, PDF, PDP, PHB, PHC, PHT, PKB, PKF, PKH, PKM, PKP, PLH, PSF, PSM, PSP, UD, UDF, UDP, UDSF, UHB, UHC, UHT, UKB, UKF, UKH, UKP, ULH, USF, USM, USP. Note 2: All catalog numbers suffixed as follows: B, E, HW, M, MO, MS, Q, V, W. May be used in combinations as follows: EM, HWMO, MMO, MMS, QMO, QMS, VM, VMO, VMS, WM, WMO. All catalog numbers may include additional suffix MB. Note 3: 8030 Series Cat. Nos. with suffix letters A through D or G may be replaced with suffix letter P. Note 4: The following 2 way series Cat. Nos. with suffix letters A through D or G may be replaced with suffix letter P: 8210, 8215, 8220, 8221, 8222, 8262 and 8263 Note 5: Any Cat. No. described in MP618 may have either one or two zeros embedded anywhere between the first and last character of the original cat. no. The zeros are only in place for the Applicant\'s tracking purposes.' *a -May be used as an automotive valve. *b-Prefixes JKH, JSF, PKF, PKH, PSF, UKF, UKH and USF apply to dc constructions. *c-Prefixes JKH, JSF, JST, JPKH, JPSF, PST, OFKF, OFKH, OFSF, OFST, OPKF, OPKH, OPSC, OPSF, OPST, OPSU, SC and SU apply to dc constructions. Marking: Company name or tradenames "ASCO", "ASCO GENERAL CONTROLS", "AscoLectric Limited", "Ascomatlon Pty Ltd" or "Red -Hat II" and complete catalog designation, Including prefix and suffix designation. Last Undated on 2013-11-18 Ouestions7 print this oaae Terms of Use Paae Too C) 2013 UL LLC When the UL Leaf Mark is on the product, or when the word "Environment" is included in the UL Mark, please search the UL Environment jatabast for additional information regarding this product's certification. The appearance of a company's name or product in this database does not In itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Certified and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non - misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must Include a copyright notice in the following format: "® 2013 UL LLC". FILE COPY A50 :r- PRODUCTS, INC. Miscellaneous Equipment Including Rotogages and SV's • Rego Sigh( F"iow Indicators for Bulk Plants Designed to promote maximum pump efficiency, these indicators enable bulk plant operators to visually inspect liquid flow condi- tions. With glass on both sides of the indicator, flow can be observed from either side, even under some poor Tight conditions. The integral swing check also serves as a back -check valve to prevent reverse flow and product loss if the hose fails in a loading operation. By installing an indicator on the upstream side of the plant pump, suction conditions can be observed and the pump speed adjusted to obtain the maximum possible flow rate without cavitation. Additionally, if an indicator is installed in the piping at the loading rack, just ahead of the loading hose, the operator can maintain a constant check on pump conditions. Both in- stallations are designed to allow for observation to provide maximum pump efficiency and assure safe plant pump operation. In compressor operations a sight flow indicator installed in the liquid line will give a visual indication when the tank car or transport is emptied. Compressor operation can then be immediately reversed to start recovery of the vapor. Port n.. Inlet / Outlet Connections t..n0us Ust trice A7794 2' F. NPT 5 • s,,o32.9a $1,754.48 A7796 _ 3" F NPT 7 3/8' Pull Away Valves for Transfer Operations Designed especially to provide pull -away protection for LP -Gas and anhy- drous ammonia transfer operations including transport and delivery truck loading and unloading, engine fuel container Ming and miscellaneous cyl- inder titling operations. When properly fastened to the inlet end of the dis- charge hose, the valve is designed to stop gas escape from both upstream and downstream lines in the event of a pull -away. An excessive tension pull causes the valve to automatically separate, closing two internal back pres- sure checks. Only a few cubic centimeters of gas escape at the instant of separation. It is recommended that a convenient means be provided to safely remove the pressure from the line upstream of each coupling half to enable reas- sembly of the valve. To reassemble, simply push the male half firmly into the female half until the retaining balls slip into the retaining groove. Check for leaks after reassembly. NOTE: It is recommended that pull -away valves be safety -tested at least monthly to confirm that they will separate properly in the event of a pull -away. Dry nitrogen or other inert gas is suggested for a source of pressure during such tests. A2141A10 WED FOR CODE COMPLIANCE APPROVED MAR 2 0 2015 IC/ ity f Tukwila ING IVISION A2141A6 Part no,. Commotions R FAT Disconnect Force Approx. Reconnect Pores Approx. lbs. nith Valve LP.Oas Uremia uid Flow Capacity Rai Pressures at Various Dilfere List Prier 9226.04 n- (GPM a Pi1O 10 Ptg0 25 PRIG i0 Pi10 A2141A6 3/4' 130 80 3 7/e' 11 16 25 36 A2141A6L 3226.04 A2141A6 1' 75 50 4 9/16' 21 30 47 87 iz4a o6 A2141A6L S411.46 A2141 A10 11 ' 160 25 5 5/8` 52 75 120 A21A1 416 2' 300 50 14 5/16' 250 350 �,�,pE, C 550 (?ITY 1 IC E I D Prises. subject doings ngs **tout mace. Som't erns may not be in stops/117 aSO at aH v� or may be spedsi seer. Please check with TEEM Order Online: www.teecoproducts.com e-mail: info@teecoproducts.com Sacramento, CA (800) 225-6621 T_.---!! A MAY 1 3 2014 PERMIT CENTER Rev 1/11 Auburn, WA Rapid City, SD (800) 426-9456 (800) 843-8660 • HOW TO REFUEL A VEHICLE WITH AUTOGAS 1. Turn off the vehicle. Know and follow fueling site PPE requirements. 2. Check to make sure that there are no open flames or other ignition sources within 25 feet of the vehicle. 3. Open the fuel door. LI. Unscrew the dust cap from the vehicle fill valve. 5. Check the seal, gasket or 0-ring for tears, breaks, or cuts. If damaged/ missing, do not dispense until replaced. 6. Remove the nozzle from the dispenser. 7. Screw the nozzle tightly on the vehicle fill valve, ensuring a proper fit, An improper fit could cause a leak. 8. Activate the dispenser, When the fuel level in the tank reaches 80% storage capacity. the fuel flow will automatically stop. 9. When you first release the handle and/or when you unscrew the nozzle, a short, small release of autogas vapor may occur. If more than a short release of autogas occurs, follow fueling site instructions to resolve. 10. After unscrewing the nozzle: • Return the nozzle to the dispenser • Replace the cap on the vehicle fill valve, and • Shut the fuel fill door. 11. If applicable, record refueling information, Improperly threaded nozzle on the fill valve may lead to a dangerous leak. SAFE DISPENSING HABITS Keep the dispensing area clear except for objects necessary for dispensing. Vehicle ignition must be off before dispensing autogas. All ignition sources must be a minimum of 25 feet away from the refueling site. Do not strike matches or light a cigarette lighter. Do not smoke. Avoid sources of static electricity. Do not use cell phones. Report any propane leaks immediately. Wear personal protective equipment (PPE) gloves to avoid skin contact with propane, resulting in frostbite. IN AN EMERGENCY 1. SHUT DOWN THE DISPENSER. Use emergency shutoff(s). If you do not know how to do this, immediately contact site staff to shut off system. 2. IMMEDIATELY EVACUATE THE AREA. Immediately, everyone in the affected area should move to a safe distance from the spill or leak. Do not re-enter area. 3. CALL FOR HELP. After you are at a safe distance from the affected area, call 911 or the local fire department, 1. WHEN HELP ARRIVES, DO NOT INTEFERE. When the emergency response team arrives, do not interfere. PROPANE EXCEPTIONAL ENERGY' l;r GI Series Slicing Vane Pun,,r CylinderFlIint rite", • • ... Reliability FILE COPY nder iv Durable pumps for fast and quiet operation. Sliding vane design provides sustained performance and trouble free operation. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2015 of Tukwila BUILDING DIVISION Unique FeiALW:'Y.:; The latest 6-vane design contributes to reduced noise levels in the pumps. All models have 1.-in. NPT tapped parts and use an exclusive "combination" valve that acts as hoth a back -to -tank bypass valve and an internal safety valve (no separate bypass valve is needed). The LGF1 purrip.s accept standard C face mounted motors, GE)E PI mod. I IT nd 1 CflUF friodo! How Rates At motor speed 1,750, the LG1 Series pumps provide approximately 8.0 gpm (30.3 Llmin) at 50 psi (3.4 bar) and the LG1 P models provide 13 gpm (49.2 limn) at 50 psi (3,4 bar), AppiicatAoils Cylinder filling, rnotor fueling, small vaporizers and dispensers. RECEIVED CITY OF TUKWILA MAY..11 2014 r 5€1: r e Sliding Vane Pumps for Cyii AA E. D L(iie Model nor!, Irmtod Dimensions Pump Model V -4 U S • ' C'3i; Mode1 footed 1 =2; Modei ApOroximate.WL M i Q __ S i - 1.1 • I V AA ''' i • , 1 1 lbs. kg *LGF1E is 3/16 3", It ' 47/2 - - Pis 47'2 27 2 272 6" 16 LGF1PE ( I C-Face Mount i - - ' mm 937 14- • - , 1_ 81_.0 , 14.3 . , 39 6i 5 63.5 169,9 'LGF1E (-Face Mount - ----- 1 in. ; 11216 3/16 311; 16 47 2 37 8 65/s 47 2 • 85/16 47 2 '72 27/2 611,16 : LGF1PE i 4, _ mm - -- 93 7 114 3 984 1238.3 114 1 211 1 114 3 63.5 ' 63.5 169.9 39 17 7 LGB1E Bracket i in. ! " 16 3,1b ;;11 le 4' 2 ( 29'16 33 I 37 2 , 75 16 47 , 27 3 2L2 r LGB1PE Mount mm • - - 93.7 i , 14 3 6", 1 85 7 88 5 185 7 114 1 ' 63.5 63.5 19 P(.7-1i forrrlance Data Pump and Approx. Delivery of Propane at OW 1 Maximum Maximum I oical Assembled Pump Units Motor Pressures and Pump Speeds Differential Working „tre: SPeed 50 psi (3.5 bar) ' ice psi (6,9 bar( Pressure Pressure m°t°r Mode RVSuing {rpm)' Motor Size for Standard Base' 8.6 _ _gprn _ 1/min 1 gpm _ 1/min , psi 1 bar psi 1 bar hp Minimum Frame Maximum Frame LGF1E ' ' 1150 8 G 30 3 6.0 . 22 / i 125 I 8.6 350 24.1 1 56( i 184C LGB1E DM 105 psi(7.2 bar) - 1,750 8.0 30.3 6.0 22 7 1 125 8.6 350 24 1 1 521 184 120-psi -1-- ; LGF1PE _113 0 492 i 10.0 37.9 125 8.6, 350 1,750 24.1 1 5 56C 184(4 LGB1 PE-DM (81,32°I;;;) ! 1,750 13.0 49.2 10 (7 37.9 125 8.6 350 24 I 1 5 56 184 1 Mdxinnon pump speed is 1,756 rpm. Stowe( electric motor speeds min be used sseh a corresponding redo; rate 2 M2ximuilt reed working prevail, p 350 psi (24 1 be 6), PG drd 11H Idlide.(11)( t dnd 13 f PA 55 3 mo.,,g may be specified from ditnensiur; :earls above and elecre motor 141336 e94st0r pudd 136CIOII sed:d lc; 1 arT. 1 2 liaeie;aeoer sirdle phase inutoh„ilse ; Pomp flange afapts NIMO 1 face Mi.e..01 'Mt/ 11 1' 0I1 6 dt,1010,r hobo fl de :ad; r(r elr, l0116 31' 626, Cr.)nibination Relief"3ypa5s e3. Va.ve , omplete.y Ice.rd during normal operatic:3g with disc harge line open. L, ,je rees,swe 7 exceeding the valve seulrids, open% valv(- st.:ong ';)ode, et ui 60)22/ all or pat of pump tli bac k to supply tank. It back -to tank law is closed, valve .opens to t hired sstage, J passing flow hat k to inlet side of puirip. World 1809 (r•ntury AVentlf. SW, (..!m,.(1 Rapid!, MI 49503-1536 USA 616,241 360 616.241 3752 „ FILE COPY nstallation & Mainteian nstruttions ASC/• Red -Hatt OPEN —FRAME, GENERAL PURPOSE, WATERTIGHT/EXPLOSIONPROOF SOLENOIDS INMEIMININPNIM SERIES 8017G 8014G I&M No.V7221 R4 �RnEVIEWEE) FOR© d ar �e,�e?ds`tf to • �NIrE NOTICE: See separate valve installation an n• information on: Operation, Positioning, Mounting, `1'1[A"PROWD Maintenance, Causes of Improper OperationAMsassembly and Reassembly of basic valve. DESCRIPTION• Series 8017G and 8014G are epoxy encapsulated solenoid with lead wires and 1/2" conduit co tnectio Enclosure Type 1—General Purpose, Type 2Br WIN 3S—Raintight, and Types 4 and 4X—Water catalog numbers prefixed "EF" is designed to meet Enclosure Types 3 and 3S—Raintight, Types 4 and 4X—Watertight, Types 6 and 6P—Submersible, Type 7 (A, B, C & D) Explosionproof Class I, Division 1 Groups A, B, C, & D and Type 9 (E & F)—Dust—Ignitionproof Class II, Division 1 Groups E & F. See Temperature Limitations section for solenoid identification and nameplate/retainer for service. When Series 8017G is installed just as a solenoid and not attached to an ASCO valve, the core has a 0.250-28 UNF-2B tapped hole, 0.38 minimum full thread. Catalog Nos. 8017G1 and 8017G2 are pull type direct —acting solenoids, while Catalog Nos. 8014G1 and 8014G2 are push type reverse —acting solenoids. General purpose solenoids (green) are available in open —frame construction. This construction may be supplied with 1/4" spade, screw or DIN terminals (Refer to Figure 2). Optional Features For Type 1 — General Purpose Construction Only • Junction Box: This junction box construction meets Enclosure Types 2,3,3S,4, and 4X. Only solenoids with 1/4" spade or screw terminals may have a junction box. The junction box provides a 1/2" conduit connection, grounding and spade or screw terminal connections within the junction box (See Figure 3). • DIN Plug Connector Kit No. K236034: Use this kit only for solenoids with DIN terminals. The DIN plug connector kit provides a two pole with grounding contact DIN Type 43650 construction (See Figure 4). OPERATION Series 8017G — When the solenoid is energized, the core is drawn into the solenoid base sub —assembly. IMPORTANT: When the solenoid is de —energized, the initial return force for the core, whether developed by spring, pressure, or weight, must exert a minimum force to overcome residual magnetism created by the solenoid. Minimum return force is 1 pound, 12 ounces. Series 8014G — When the solenoid is energized, the disc holder assembly seats against the orifice. IMPORTANT: Initial return force for the disc or disc holder assembly, whether developed by spring, pressure, or weight, must exert a minimum force to overcome residual magnetism created by the solenoid. Minimum return force is 1 pound, 12 ounces. When the solenoid is de —energized , the disc holder assembly returns. INSTALLATION Check nameplate for correct catalog number, service, and wattage. Check front of solenoid for voltage and frequency. A WARNING: Electrical hazard from the accessibility of live parts. To prevent the possibility of death, edolls _ iniury or property damage, install the MAR 2 0 7015 s o ellwrramtaenoid in an enclosure. CITY OF TUKWILA AS62‘9AV88 e PEIONLQuiTE is* FOR BLACK ENCLOSURE TYPES 7 AND 9 ONLY 4 CAUTION: To prevent fire or explosion, do not install solenoid and/or valve where ignition temperature of hazardous atmosphere is less than 180° C. NOTE: These solenoids have an internal non—resetable thermal fuse to lim t solenoid temperature in the event that extraordinary conditions occur wh ;h could cause excessive temperatures. These conditions include high inp it voltage, a jammed core, excessive ambient temperature or a shorted lrnoid, etc. This unique feature is a standard feature only in solenoids with explosionproof/dust—ignitionproof enclosures (Types 7 & 9). A CAUTION: To protect the solenoid valve or operator, Install a strainer or filter, suitable for the service involved in the Inlet side as close to the valve or operator as possible. Clean periodically depending on service conditions. See ASCO Series 8600, 8601, and 8602 for strainers. Temperature Limitations For maximum valve ambient temperatures, refer to chart. The temperature limitations listed, only indicate maximum application temperatures for field wiring rated at 90°C. Check catalog number prefix and watt rating on nameplate to determine maximum ambient temperature. See valve installation and maintenance instructions for maximum fluid temperature. NOTE: For steam service, refer to Wiring section, Junction Box for temperature rating of supply wires. Temperature Limitations For Series 8017G or 8014G Solenoids for use on Valves Rated at 16.1 or 20.1 Watts Watt Rating Catalog Number Coil Prefix Class of Insulation Maximum t Ambient Temp. 16.1 None, KF, KP SD, SF, & SP, F 125°F (52°C) 20 1 F6., KF, KP, SD, SF, & SP F 104°F (40°C) 16.1 None, KB, KH, SS, ST & SV H 140°F (60°C) 125°F (52°C) For Steam Service 20.1 HB, KH, SS, ST, SU & SV H 140°F (60°C) Not for Steam Service t Minimum ambient temperature —40° F (-40° C). Positioning This solenoid is designed to perform properly when mounted in any position. However, for optimum life and performance, the solenoid should be mounted vertically and upright to reduce the possibility of foreign matter accumulating in the solenoid base sub —assembly area. Wiring Wiring must comply with local codes and the National Electrical Code. All solenoids supplied with lead wires are provided with a grounding wire which is green or green with yellow stripes and a 1/2" conduit connection. To facilitate wiring, the solenoid may be rotated 360°. For the watertight and explosionproof solenoid, electrical fittings must be approved for use in the approved hazardous locations. A CAUTION: Cryogenic Applications — Solenoid lead wire insulation should not be subjected to cryogenic temperatures. Adequate lead wire protection and routing must be provided. Page 1 of 4 R 50 Hanov oad, krham ark, New J ey 932 w .as valve.com E192005-06/07 All Rights Reserved. glom Additional Wiring Instructions For Optional Features: Preventive Maintenance • Open —Frame solenoid with 1/4" spade terminals. Fbr solenoids supplied with screw terminal connections use #12-18 AWO stranded copper wire rated at 90° C or greater. Torque terminal block screws to 10 ± 2 in—Ibs [1,0 ± 1,2 Nm]. A tapped hole is provided in the solenoid for grounding, use a #10-32 machine screw. Torque grounding screw to 15 — 20 in—lbs [1,7 — 2,3 Nm]. On solenoids with screw terminals, the socket head screw holding the terminal block to the solenoid is the grounding screw. Torque the screw to 15 — 20 in—lbs [1,7 — 2,3 Nm] with a 5/32" hex key wrench. • Junction Box The junction box is used with spade or screw terminal solenoids only and is provided with a grounding screw and a 1/2" conduit connection. Connect #12-18 AWG standard copper wire only to the screw terminals. Within the junction box use field wire that is rated 90°C or greater for connections. For steam service use 105 °C rated wire up to 50 psi or use 125 °C rated wire above 50 psi. After electrical hookup, replace cover gasket, cover, and screws. Tighten screws evenly in a crisscross manner. • DIN Plug Connector Kit No.K236034 1. The open —frame solenoid is provided with DIN terminals to accommodate the plug connector kit. 2. Remove center screw from plug connector. Using a small screwdriver, pry terminal block from connector cover. 3. Use #12-18 AWG stranded copper wire rated at 90°C or greater for connections. Strip wire leads back approximately 1/4" for installation in socket terminals. The use of wire —end sleeves is also recommended for these socket terminals. Maximum length of wire— end sleeves to be approximately 1/4". Tinning of the ends of the lead wires is not recommended. 4. Thread wire through gland nut, gland gasket, washer and connector cover. NOTE: Connector housing may be rotated in 90° increments from position shown for alternate positioning of cable entry. 5. Check DIN connector terminal block for electrical markings. Then make electrical hookup to terminal block according to markings on it. Snap terminal block into connector cover and install center screw. 6. Position connector gasket on solenoid and install plug connector. Torque center screw to 5 ± 1 in—Ibs [0,6 ± 1,1 Nm]. Installation of Solenoid Solenoids may be assembled as a complete unit. Tightening is accomplished by means of a hex flange at the base of the solenoid. Solenoid Temperature Standard solenoids are designed for continuous duty service. When the solenoid is energized for a long period, the solenoid becomes hot and can be touched by hand only for an instant. This is a safe operating temperature. MAINTENANCE A WARNING: To prevent the possibility of death, serious injury or property damage, turn off electrical power, depressurize solenoid operator and/or valve, and vent fluid to a safe area before servicing. Cleaning All solenoid operators and valves should be cleaned periodically. The time between cleaning will vary depending on medium and service conditions. In general, if the voltage to the solenoid is correct, sluggish valve operation, excessive noise or leakage will indicate that cleaning is required. Clean strainer or filter when cleaning the valve. Page 2 of 4 • Keep the medium flowing through the solenoid operator or valve as free from dirt and foreign material as possible. • While in service, the solenoid operator or valve should be operated at least once a month to insure proper opening and closing. • Depending on the medium and service conditions, periodic inspection of internal valve parts for damage or excessive wear is recommended. Thoroughly clean all parts. Replace any worn or damaged parts. Causes of Improper Operation • Faulty Control Circuit Check the electrical system by energizing the solenoid. A metallic click signifies that the solenoid is operating. Absence of the click indicates loss of power supply. Check for loose or blown fuses, open —circuited or grounded solenoid, broken lead wires or splice connections. • Burned —Out Solenoid: Check for open —circuited solenoid. Replace if necessary. Check supply voltage; it must be the same as specified on nameplate/retainer and marked on the solenoid. Check ambient temperature and check that the core is not jammed. • Low Voltage: Check voltage across the solenoid leads. Voltage must be at least 85% of rated voltage. Solenoid Replacement (Refer to Figure 1) 1. Disconnect conduit, coil leads, and grounding wire. NOTE: Any optional parts attached to the old solenoid must be reinstalled on the new solenoid. For removal or assembly of optional parts, see Figure 2, 3 or 4. 2. Snap off red cap from top of solenoid base sub —assembly. 3. Push down on solenoid. Then using a suitable screwdriver, insert blade between solenoid spacer and nameplate/retainer. Pry up slightly and push to remove. 4. Remove solenoid spacer and solenoid from solenoid base sub —assembly. 5. Reassemble in reverse order of disassembly. Use exploded views for identification and placement of parts. Disassembly and Reassembly of Solenoids 1. Remove solenoid, see Solenoid Replacement. 2. Remove spring washer from solenoid base sub —assembly. 3. Unscrew solenoid base sub —assembly from valve body. For Series 8014G solenoids a special wrench adapter for the solenoid base sub —assembly is supplied in the ASCO Rebuild Kit. For wrench adapter only, order Wrench Kit No. K218950. 4. Remove internal solenoid parts for cleaning or replacement. Use exploded views for identification and placement of parts. 5. If the solenoid is part of a valve, refer to basic valve installation and maintenance instructions for further disassembly. 6. Reassemble in reverse order of disassembly. Use exploded views for identification and placement of parts. 7. Torque solenoid base sub —assembly and adapter to 175±25 in—Ibs [19,8±2,8 Nm]. ORDERING INFORMATION FOR ASCO SOLENOIDS When Ordering Solenoids for ASCO Solenoid Operators or Valves, order the number stamped on the solenoid. Also specify voltage and frequency. I&M No.V7221 R4 ©ASCO Valve, Inc.® 50 Hanover Road, Florham Park, New Jersey 07932 www.ascovalve.com Torque Chart Part Name Solenoid base sub —assembly & adapter Torque Value' In—Ibs • 175±25_ Torque Value Nm 19,8±2,8 4 fr„ Remove red cap and push solenoid down. Then pry here to lift nameplate/retainer and push to remove. * Indicates that these parts are included in ASCO Rebuild Kit grounding wire green or green with yellow strips See torque chart above solenoid base sub —assembly 0.9375-26 UNS-2A core Tapped hole in core 0.250-28 UNF-2B 0.38 minimum full thread. 0.9375-26 UNS-2A Note: Special wrench adapter supplied in ASCO Rebuild Kit. For wrench kit only, order No. K218950. Figure 1. Series 8017G and 8014G solenoid assemblies. nameplate/retainer spacer solenoid with 1/2" NPT spring washer solenoid base * sub —assembly (see note) core * (small end up) plugnut assembly adapter gasket adapter disc holder assembly disc holder* spring I&M No.V7221R4 Page 3 of 4 ©ASCO Valve, Inc.® 50 Hanover Road, Florham Park, New Jersey 07932 www.ascovalve.com Torque Chart Part Name Torque Value in Inch —Pounds Torque Value in Newton —Meters • terminal block screws 10 ± 2 . 1,1 ,t 0,2 . socket head screw 15 — 20 1,7 —.2,3 center screw 5 ± 1 0,6 ± 0,1 . Open -Frame Solenoid with 1/4" Spade Terminals tapped hole for #10-32 grounding screw (not included) See torque chart above Open -Frame Solenoid with Screw Terminals. Socket head screw is used for grounding. • socket head grounding screw (5/32" hex key wrench) Figure 2. Open -frame solenoids Open -Frame Solenoid with DIN Terminals screw terminal • adapter terminal � block screw • Indicates parts supplied in Termination Module Kit No. K256104 socket head screw. (5/32" hex key wrench) gasket • DIN terminal • adapter Junction Box Solenoid with 1/4" Spade Terminals or Screw Terminals Note: junction box gasket Junction box with screw terminals shown. With screw terminal block removed, remaining parts junction box with comprise the junction box for 1/2" conduit connection spade terminal construction. and grounding terminal screw terminal block (see note) Figure 3. Junction box (optional feature) cover screw cover cover gasket grounding screw and cup washer See torque chart above socket head screw (5/32" hex key wrench) Open -Frame Solenoid with DIN Terminal Plug Conector See torque chart above Notes: 1. Connector cover may be rotated in 90° increments from position shown for alternate position of cable entry. 2. Refer to markings on DIN connector for proper electrical connections. Page 4 of 4 gasket socket head screw (5/32" hex key wrench) DIN connector terminal block (see note 2) DIN terminal adapter connector * gasket connector cover (see note 1) * Indicates that these parts are included in DIN plug connector Kit No. K236034 Figure 4. DIN plug connector kit No. K236034 (optional feature) gland nut * gland gasket * washer * center screw * I&M No.V7221R4 ©ASCO Valve, Inc.® 50 Hanover Road, Florham Park, New Jersey 07932 www.ascovalve.com FILE COPY ONLINE CERTIFICATIONS DIRECTORY View Listings ETOX.Guidelnfo REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2015 Cil� fTukK Tukwila ION [Dispensing Devices] (Dispensing -device Accessories) (Valves) LP -Gas Hose Nozzle Valves See. General Information for Valves LP -Gas Hose Nozzle Valves Page Bottom USE AND INSTALLATION This category covers LP -gas hose nozzle valves of the self -closing type, intended for use with dispensing devices for LP -gas. They are of the type that must be manually held open during dispensing operations. LP -gas hose nozzle valves have a maximum pressure rating of not less than 350 psig (2.4 mPa gauge). These valves are intended for installation and use in accordance with ANSI/NFPA 58, "Liquefied Petroleum Gas Code," or ANSI/NFPA 30A, "Code for Motor Fuel Dispensing Facilities and Repair Garages." ADDITIONAL INFORMATION For additional information, see Flammable and Combustible Liquids and Gases Equipment (AAPO). REQUIREMENTS The basic standard used to investigate products in this category is ANSI/UL 125 "Flow Control Valves for Anhydrous Ammonia and LP -Gas." UL MARK The Listing Mark of UL on the product, or the UL symbol on the product and the Listing Mark on the smallest unit container in which the product is packaged is the only method provided by UL to identify products manufactured under its Listing and Follow -Up Service. The Listing Mark for these products Includes the UL symbol (as illustrated in the Introduction of this Directory) together with the word "LISTED," a control number, and the product name "Hose Nozzle Valve for LP -Gas." ************************* UL, In performing its functions in accordance with Its objectives, does not assume or undertake to discharge any responsibility of the manufacturer or any other party. UL shall not incur any obligation or liability for any loss, expense or damages, including incidental or consequential damages, arising out of or in connection with the use, interpretation of, or reliance upon this Guide Information. Last Uodated on 2010-07-23 Questions? Print this oaae Terms of Use Page Too © 2013 UL LLC When the UL Leaf Mark Is on the product, or when the word "Environment" is included in the UL Mark, please search the UL Environment database for additional information regarding this product's certification. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. h Guj�t�•Inf rmation, Designs and/or Listings (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of iCVi fi)ings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to thr�ct��aiWiLA addition, the reprinted material must include a copyright notice in the following format: "© 2013 UL LLC". bI'-foI97 MAY 1 3 2014 PERMIT CENTER FILE C PY PROJECT DELIVERY GROUP Engineers land Surveyors I Project Managers STRUCTURAL CALCULATIONS For the Foundation & Anchorage of 1,000 Gallon Horizontal Propane Tank Site Located At: 15838 International Blvd. Tukwilla, WA Prepared for: Blue Star Gas 10802 East Marginal Way South Tukwila, WA Prepared by: Project Delivery Group, LLC 3150 SE 22nd Street Salem, Oregon 97302 I hereby certify that this structural design report was prepared by me, or under my direct supervision, and that I am a duly licensed Professional Engineer under the laws of the state of Washington. Job No.: 13084-1 REVIEWED FOR CODE COMPLIANCE APPROVED tiAR 2 0 2015 of Tulawila ING DIVISION RED CITY OF TUKWI LA JUN 0 3 2014 PERMIT CENTER CORRECTION °- 0 14-1 SUBJECT / BY_ P CHIC SHEET NO.JOF5I DATE PROJECT NO. r --a PROJECT .DELIVERY GROUP Engineers I Land Surveyors I Project Managers ndana Pn(�r.v�od i � SUBJECT BY SHEET NO. OF....511 DATE PROJECT NO. I- --T ; E i i 1 .te 5: IS I i _iiir.7 It.d.,41,01 4_ _is 1.17,- 0,t6IN WeitiLir) ; , 1 6roti40 = 11/-7- 'CJIP. AF I/ ! 1 ; iI I I V 21 1 I I i I i I li V ::' 1 q0 411211 i 1 I I ! 1- D ii.z. I = 0 9S) i c773 it.. 1 i 1 I i T , ! i i 1 Al4 071K L PROJECT DEUVE GROU Engineers I1 1 i r 1 r cri ::: li PF i I I ; 4- I 1 i ii Ap 61.5-- Ix Lill )----- ii 1 I-14 (No (0 .5c)(3iiir.) i it t i sbc 1L. I II 1 ! , 1 7-cennzoi , .=-- 1 2 - -1‘ 14s•s" = ,.ii. 2,s- ... 2 ,53- I I , I 1 ! - ii i ‘. i I iL I Nr) .= CiAl 1 I mo )64rceN-nr_ell ! ; 15bci i ! 1 I 1- i I -= -1-7 1573 IF---- tb1 , , , , 1 , SUBJECT G CI1K SIIEET NO. .3 OF 5.- DATE PROJECT NO. /�Ii�155 PROJECT DELIVERY GROUP Engineers ! Land Surveyors I Project Managers T � I i 1 ! 82 lei )L •1 ItesiLe-o- il Qou.Nott4f.1 1,- = 3. 4e 3 PcFJ TJ-fp,NIL ffr_i_dLLI � -- - I°ssut"►E i • lASC 100 1. CULL -1-- (TkIP/CALL, '&2 7. Ft44..L) ±_ -13ts- 1 115 G� \I\\ Li=6, -lc 615— (/1)(.3) W TI = ' , YD l bS Le, 475 bs t - ! SUBJECT / 010.9 & BY 6P ClItc V-4A-2 SHEET NO 1Lor DATE 512/04 PROJECT NO /3.29q-i CINDAYIna-vat, PE-9.--k PROJECT DELIVERY GROUP Engineers I Land Surveyors I Project Managers C) 1'4 'IL \ et -Cf-5 is. 4 -LQ (11,5)00.4,11_,2ex iliaboi.5) C035- o. ckiv pag@PDGroupLLC.com SUBJECT /WO 6Aet_ afatu-z_ 74/tA4. FrA.)4 BY (?)e 11-4-0 SHEET NO _51 DATE ‘5.- /2-gi/if PROJECT NO 4peo/ / 15:1-4- 4-"Aa e.; Sos \Ai T42_ 0.5C(2,9 et7)(6, 9100.0) .063 as /life? z` `2)et V 043) c3 MA -A- iiirt-e4ea /T/4-e4-4 /-tr6 Engineers TtiL (5, r PROJECT DELIVERY GROUP 11 1N-r- - sa 0 L04 7- I C2-) 046, • 3eulai mio die 2. So) al 7-74-4 e(Z- A- 73.4, 1414s. • 1 ISO I 5 (..4r ntA/fhw-SS,o'$, ) (.2-) 4• .2 I .1 — , 1 , 1 i 1 i _ - kg Ittstfrepa I 0A) ) 4 zz tit ) pc1(3@PDGroupLLC.com Page 1/2 Concrete Footing Design Job: 13084-1 Designed By: kw Description: 15838 INTERNATIONAL BLVD Checked By: Time: 6:05 AM 5/29/2014 Program: Spread Footing Design v3.2 Code: ACI 2008 SOIL DATA CONCRETE DATA COLUMN DATA Max. Vert Press. = 1.500 K /Ft ^2 F'c = 2.500 K /In ^2 F'c = 4.000 K /In ^2 Max. Flexural Press. = 1.500 K /Ft ^2 Density 150.000 Lb/Ft ^3 X Dim. = 12.000 In Density = 100.000 Lb/Ft "3 Fy 60.000 K /In ^2 Z Dim. = 48.000 In Phi Angle 30.000 Deg X Offset = 0.000 Ft Coeff. of Friction 0.330 Z Offset = 0.000 Ft Cohesion = 0.000 Lb/Ft ^2 SURCHARGE DATA Ftg. Depth 1.500 Ft +X,+Z Quadrant = 0.000 K /Ft ^2 FS Uplift 1.500 +X,-Z Quadrant = 0.000 K /Ft ^2 BASE PLATE DATA FS Overturning 1.500 -X,-Z Quadrant = 0.000 K /Ft ^2 X Dim. = 0.000 In FS Sliding 1.500 -X,+Z Quadrant = 0.000 K /Ft ^2 Z Dim. = 0.000 In COLUMN LOAD DESCRIPTIONS COLUMN LOAD 1 DESCRIPTION LOAD COMBINATIONS LOAD COMBINATION DESCRIPTION 1 1.4D 2 1.2D + 1.6L + 0.5R 3 1.2D + L + 1.6R 4 1.2D + 0.8W + 1.6R 5 1.2D + L + 1.6W + 0.5R 6 1.2D + L + 1.4E + 0.2R 7 0.9D + 1.6W 8 0.9D + 1.4E 9 1.2D - 0.8W + 1.6R 10 1.2D + L - 1.6W + 0.5R 11 1.2D + L - 1.4E + 0.2R 12 0.9D - 1.6W 13 0.9D - 1.4E UNFACTORED LOADS INPUT COLUMN LOAD No. 1 DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Vertical = -3.500 K 0.000 K 0.000 K 0.000 K 0.000 K Moment X 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K Moment Z = 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 2.650 Ft-K 0.000 Ft-K Horizontal X = 0.000 K Z = 1.100 K FOOTING OUTPUT FOOTING CHECK X Dimension = Z Dimension = Thickness = Max. Press. _ SHEAR STRESSES (ONE WAY) SHEAR STRESSES (TWO WAY) 4.000 Ft +X Area = 0.002 K /In "2 +X Area = 0.000 K /In ^2 2.000 Ft -X Area = 0.002 K /In ^2 -X Area = 0.000 K /In ^2 18.000 In +Z Area = 0.000 K /In ^2 +Z Area = 0.000 K /In ^2 1.009 K /Ft ^2 -Z Area = 0.000 K /In ^2 -Z Area = 0.000 K /In ^2 Allow. = 0.075 K /In ^2 Allow. = 0.000 K /In ^2 Max. Pressure Governing Column = 1, Combination = 6 Footing is Adequate BOTTOM STEEL DESIGN (Parallel to X Axis) Governing Column = Temp/Shrink Minimum Moment (+X Area) = 2.355 Ft-K (-X Area) = 2.355 Ft-K Steel Required = 0.389 In^2 (Min) BOTTOM STEEL DESIGN (Parallel to Z Axis) Governing Column = Moment (+Z Area) = (-Z Area) _ Steel Required = Temp/Shrink Minimum 0.000 Ft-K 0.000 Ft-K 1.555 In^2 (Min) N:3084-1 Blue Star 15838 International Blvd Tukwilla Fueling StationCALCS5838 INTERNATIONAL BLVD 5/29/2014 Page 2/2 Dist. to Centroid = 3.250 In Typical Spacings 4 #3 Bars at 6.000 In. Centers 2 #4 Bars at 18.000 In. Centers TOP STEEL DESIGN (Parallel to X Axis) Governing Column = Temp/Shrink Minimum Moment (+X Area) = -0.268 Ft-K (-X Area) = Steel Required = Dist. to Centroid = -0.268 Ft-K 0.389 In^2 (Min) 2.250 In Dist. to Centroid = 3.750 In Typical Spacings 15 #3 Bars at 3.000 In. Centers 8 #4 Bars at 6.000 In. Centers (Anchor) 6 #5 Bars at 8.400 In. Centers (Anchor) 4 #6 Bars at 14.000 In. Centers (Anchor) TOP STEEL DESIGN (Parallel to Z Axis) Governing Column = Steel Not Required Moment (+Z Area) = 0.000 Ft-K (-Z Area) = 0.000 Ft-K Steel Required = 0.000 In^2 Dist. to Centroid = 2.750 In Typical Spacings Typical Spacings 4 #3 Bars at 6.000 In. Centers Steel Not Required 2 #4 Bars at 18.000 In. Centers (Anchor) Steel Distribution in the Short Dim. is Governed by ACI 15.4.4.2 and Spacings Should be Modified Accordingly. QUANTITIES : 17.199 Lbs of Steel and 12.000 Ft^3 of Concrete. HORIZONTAL KEY DESIGN (Parallel to X Axis) HORIZONTAL KEY DESIGN (Parallel to Z Axis) Keys Not Required. Soil-Ftg. Friction and Passive Pressure Sufficient to Resist Horizontal Load. N:3084-1 Blue Star 15838 International Blvd Tukwilla Fueling StationCALCS5838 INTERNATIONAL BLVD 5/29/2014 SIMPSON Strong -Tie Anchor DesignerTM Software Version 2.0.4896.8 1.Proiect information Customer company: Blue Star Gas Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, her (inch): 2.125 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 4.03 ca. (inch): 6.19 Cmin (inch): 6.00 $min (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> 2036 lb ft-Ib Company: Project Delivery Group, LLC Date: 5/29/2014 Engineer: Keith Whisenhunt, PE Page: 1/5 Project: 1302 Puyallup Ave Tacoma, WA Address: 3150 22nd Street SE Phone: 503-302-8766 E-mail: kw@pdgroupllc.com Project description: 1,000 Gallon HorizontalTank Ftng Location: 730 Main Street Phoenix, OR Fastening description: tie -down bolts Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Non -cracked Compressive strength, fe (psi): 3000 9 c,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 134.00 x 48.00 x 0.50 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.4896.8 Company: Project Delivery Group, LLC Date: 5/29/2014 Engineer: Keith Whisenhunt, PE Page: 2/5 Project: 1302 Puyallup Ave Tacoma, WA Address: 3150 22nd Street SE Phone: 503-302-8766 E-mail: kw@pdgroupllc.com <Figure 2> Recommended Anchor Anchor Name: Strong -Bolt® 2 - 3/8"0 CS Strong -Bolt 2, hnom:2.5" (64mm) Approval No: ICC-ES ESR-3037 4- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong Tie Anchor Designer TM Software Version 2.0.4896.8 3. Resulting Anchor Forces Anchor Tension load, N. (Ib) Company: Project Delivery Group, LLC Date: 5/29/2014 Engineer: Keith Whisenhunt, PE Page: 3/5 Project: 1302 Puyallup Ave Tacoma, WA Address: 3150 22nd Street SE Phone: 503-302-8766 E-mail: kw@pdgroupllc.com Shear load x, V.. (Ib) Shear load y, V, (lb) Shear load combined, J(Vu.2)2+(Vu.y)2 (Ib) 1 0.0 509.0 2 0.0 509.0 3 0.0 509.0 4 0.0 509.0 0.0 0.0 0.0 0.0 509.0 509.0 509.0 509.0 Sum 0.0 2036.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 2 Resultant tension force (Ib): 0 Resultant compression force (Ib): 6973 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v2 (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Nsa (Ib) 4 ON. (Ib) 5600 0.75 4200 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kca.aJfcher15 (Eq. D-6) kc a.a fc (psi) he (in) Nb (Ib) 0.0 2036.0 <Figure 3> 24.0 1.00 3000 2.125 4072 0Ncbg =0 (ANc/ANco) Y'ac,NY'ed,NY'cN'Ycp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in2) ANco (in2) Wec,N Wed,N Wc,N Wcp,N 81.28 40.64 1.000 1.000 1.00 1.000 Nb (Ib) 0Ncbg (Ib) 4072 0.65 5294 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 9$Np" = 0WaP.1,Ap(fc/2,500)" (Sec. D.4.1, Eq. D-13 & Code Report) W'c,P d a Np (Ib) fc (psi) n qNp" (Ib) 1.0 1.00 2914 3000 0.50 0.65 2075 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie cro Anchor Designer TM Software Version 2.0.4896.8 Company: Project Delivery Group, LLC Date: 5/29/2014 Engineer: Keith Whisenhunt, PE Page: 4/5 Project: 1302 Puyallup Ave Tacoma, WA Address: 3150 22nd Street SE Phone: 503-302-8766 E-mail: kw@pdgroupllc.com 8. Steel Strength of Anchor in Shear (Sec. D.6.1) V. (lb) ;Sprout igroutsVea (Ib) 1800 1.0 0.65 1170 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x-direction: Vbx = minI7(/e/da)p21da ia,lfccol'•5; ccai1•5I (Eq. D-33 & Eq. D-34) le (in) da (in) ,1. fc (psi) co, (in) Vbx (Ib) 2.13 0.38 1.00 3000 16.00 21258 OVcbgx = 0 (Avc/Avco)Y'ec,vY'ed,v t'c,v f'h,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in2) Avco (in2) Yxec,v Ted.V Y'c,V W,,V Vbx (Ib) 4Vcbpx (Ib) 1638.00 1152.00 1.000 1.000 1.400 1.155 21258 0.70 34204 Shear parallel to edge in x-direction: Vby = minI7(1e/da)°•24da l.a'Occa1'•5; 92ellfcca,'•5I (Eq. D-33 & Eq. D-34) Le (in) da (in) 'la fc (psi) cei (in) Vby (Ib) 2.13 0.38 1.00 3000 24.00 39053 �Vcbpx = (2)(Avc/Avco)Y'ec,vY'ed,v'Yc,vY'n,vVby (Sec. D.4.1 & Eq. D-31) Avc (in2) Avcc (in2) Pec,V F'ed,V Y'c,v Wit Vby (Ib) 0 OVcbpx (Ib) 2592.00 2592.00 1.000 1.000 1.400 1.414 39053 0.70 108250 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.31 OVcpg = gkcpNcbg = 4kcp(ANc/ANco) Pec,NV'edNYc,NYap,NNb (Eq. D-41) kcp ANc (in2) ANco (in2) Tao Y'ed,N Yo,N Y'cp,N Nb (lb) ;Mpg (Ib) 1.0 162.56 40.64 1.000 1.000 1.000 1.000 4072 0.70 11402 11. interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, Na. (Ib) Design Strength, eNa (Ib) Ratio Status Steel 0 4200 0.00 Pass Concrete breakout 0 5294 0.00 Pass Pullout 0 2075 0.00 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength, eVe (Ib) Ratio Status Steel 509 1170 0.44 Pass (Governs) T Concrete breakout x+ 2036 34204 0.06 Pass II Concrete breakout y- 1018 108250 0.01 Pass Pryout 2036 11402 0.18 Pass Interaction check N ./46N V,,./4Vc Combined Ratio Permissible Status Sec. D.7.2 0.00 0.44 43.5 % 1.0 Pass 3/8" 0 CS Strong -Bolt 2, hnom:2.5" (64mm) meets the selected design criteria. 12. Warnings Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.4896.8 Company: Project Delivery Group, LLC Date: 5/29/2014 Engineer: Keith Whisenhunt, PE Page: 5/5 Project: 1302 Puyallup Ave Tacoma, WA Address: 3150 22nd Street SE Phone: 503-302-8766 E-mail: kw@pdgroupllc.com - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB nTLE 24X26 CANOPY JOB NO. MW201401 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 6/3/14 DATE CS12 Ver 2014.01.01 FILE COPY STRUCTURAL CALCULATIONS FOR 24X26 CANOPY 15838 TUKWILA INTL. BLVD., TUKWILA, WA CORRECTION LTR#_ 3_r abut REVISION N0:biLkOli-17 www.struware.com REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2015 CI of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 2 9 2014 PERMIT CENTER EXP.1-22-15 Page 1 of 33 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB T1TLE 24X26 CANOPY JOB NO. MW201401 SHEET NO. CALCULATED BY DEP DATE 6/3/14 CHECKED BY DATE Code Search Code: International Building Code 2012 Occupancy: Occupancy Group = M Mercantile Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = Floor = 0.0 hr 0.0 hr Building Geometry: Roof angle (8) 0.00 / 12 0.0 deg Building length (L) 26.0 ft Least width (B) 24.0 ft Mean Roof Ht (h) 16.3 ft Parapet ht above grd 17.9 ft Minimum parapet ht 1.6 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not Tess than 12 psf over 600 sf: 12 psf Floor: Typical Floor 100 psf Partitions 15 psf Lobbies & first floor corridors 100 psf www.struware.com Page 2 of 33 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24X26 CANOPY JOB NO. MW201401 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 6/3/14 DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case 1 0.864 Kh case 2 0.864 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 z VAz) Speed•wp V ) x(upwind) = x(downwind) Hl2 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x = 50.0 ft Bldg up/down wind? downwind _ V(z) H/Lh= 0.50 x/Lh = 0.31 z/Lh = 0.10 At Mean Roof Ht: K2 = K3 = 0.000 0.792 1.000 Kzt = (1+K1K2K3)^2 = 1.00 Speed-up x(downwind) H 2D RIDGE or 3D AXISYMMETRICAL HILL Page 3 of 33 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24X26 CANOPY JOB NO. MW201401 CALCULATED BY DEP SHEET NO. DATE 6/3/14 CHECKED BY DATE Wind Loads - Open Buildings: 0.25 <_ h/L 51.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs Wind Flow= Clear Main Wind Force Resisting System Kz = Kh (case 2) = 0.86 Roof pressures - Wind Normal to Ridge G= Roof Angle = 0.85 0.0 deg Base pressure (qh) = Wind Flow Load Case Wind Direction 0 &1 so deg nw Cr Clear Wind Flow A Cn = __ _ - p = _ 1.20 - 23.2 psf 0.30 __5.8 psf B -- Cn = p = _1.10 -21.3 psf _0.10 -1.9 psf NOTE: The code requires the MWFRS be designed for a minimum pressure of 16 psf. 22.8 psf NOTE: 1). Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. CnI is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, ¥ = 90 deg Wind Flow Load Case Horizontal Distance from Windward Edge sh >h52h >2h Clear Wind Flow A Cn = -- p = -0.80 -15.5 psf -0.60 __ --11.6 psf -0.30 .------5.8 psf B -- Cn:= p = 0.80 _ 15.5 psf __0.50 ____0.30 9.7 psr 5.8 psf Fascia Panels -Horizontal pressures qp = 22.8 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.86 Base pressure (qh) = 22.8 psf G = 0.85 h= 2h = 16.3ft 32.7 ft Windward fascia: 34.1 psf (GCpn = +1.5) Leeward fascia: -22.8 psf (GCpn = -1.0) a=3.oft a2 = 9.0 sf 4a2 = 36.0 sf Effective Wind Area • Clear Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative CN __ 5 9 sf >9, s 36 sf > 36 sf 2.40 1.80 1.20 -3.30 1.70 -1.10 1.80 1.80 1.20 -1.70 1.70 -1.10 1.20 1.20 1.20 -1.10 -1.10 -1.10 Wind pressure-------6s-- 5 9 sf _ _ __ - --->9, s 36 sf- - ------- 46.4_psf _ -34.8 psf 2-ps-- ----2-.- -63.8 psf _� -32.9 psf ---- psi --23-.-ps- 34.8 psf _- --34.8 psf -----32-9-psf---- _-32.9 psf __ --2-- ps 23_2_psf _-___21.3_psf 23.2 psf -23-ps- _ - -21.3 -p-sf - 72--ps- Page 4 of 33 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24X26 CANOPY JOB NO. MW201401 CALCULATED BY DEP SHEET NO. DATE 6/3/14 CHECKED BY DATE Location of Wind Pressure Zones WIND DIRECTION y- 0•,180• WIND DIRECTION y- 0• WIND DIRECTION MONOSLOFE P11CHED 0 it 0 57 MONOLOPE WIND DIRECTION y- 0• 180• WIND DIRECTION y = 0°, 180° WIND /yr� DIRECTION V PITCHED TROUGH WIND DIRECTION 180• WIND DIRECTION WIND DIRECTION y = 90° MAIN WIND FORCE RESISTING SYSTEM 1 3 MONOSLOPE 3 r 1 3 e<to. TROUGH 3 3 1 1 3 3 PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING 8 >_ 10° Page 5 of 33 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24X26 CANOPY JOB NO. MW201401 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 6/3/14 DATE Snow Loads : ASCE 7-10 Roof slope = 0.0 deg Horiz. eave to ridge dist (W) = 24.0 ft Roof length parallel to ridge (L) = 26.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*I*Pg = 21.0 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = 1.00 Balanced Snow Load Ps = 21.0 psf Rain on Snow Surcharge Angle 0.48 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 21.0 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load = 21.0 psf <= 25 PSF MIN Windward Snow Drifts 1- Against walls. parapets. etc more than 15' long Upwind fetch Projection height Snow density Balanced snow height hc/hb >0.2 = 0.3 Drift height (hc) Drift width Surcharge load: Balanced Snow load: Windward Snow Drifts 2 - Aaainst Upwind fetch Projection height Snow density Balanced snow height hc/hb >0.2 = 0.3 Drift height (hc) Drift width Surcharge load: Balanced Snow load: lu = 26.0 ft h = 1.6 ft g = 17.3 pcf hb = 1.22 ft hd = 1.20 ft hc = 0.37 ft Therefore, design for drift 0.37 ft w = 2.92ft pd = y*hd = 6.3 psf = 21.0 psf 27.3 psf walls. parapets. etc > 15' lu = h = g = hb = 24.0 ft 1.6 ft 17.3 pcf 1.22 ft hd = 1.14 ft hc = 0.37 ft Therefore, design for drift 0.37 ft w = 2.92 ft pd=yhd= 6.3 psf = 21.0 psf 27.3 psf Nominal Snow Forces NOTE: Altemate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Page 6 of 33 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24X26 CANOPY Joe NO. MW201401 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 6/3/14 DATE Seismic Loads: IBC 2012 Risk Category : II Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = 147.60 %g S1 (1.0sec) = 55.19%g Fa = 1.000 Sms = 1.476 Fv = 1.500 Sm1 = 0.828 Strength Level Forces Sos = 0.984 Design Category = D Sol = 0.552 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: error Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 16.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = Over -Strength Factor (flo) = Deflection Amplification Factor (Cd) = Sos = Sol = 1.25 1.25 1.25 0.984 0.552 Seismic Load Effect (E) = p QE +/- 0.2Sos D p = redundancy coefficient = p QE +/ 0.197D QE = horizontal seismic force Special Seismic Load Effect (Em) = Co QE +/- 0.2Sos D = 1.3 QE +/- 0.197D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = CThn" = 0.162 sec x= 0.75 Tmax = CuTa = 0.227 User calculated fundamental period (T) = 0 sec Use T = 0.162 Long Period Transition Period (TL) = ASCE7 map = 12 Seismic response coef. (Cs) = Sosl/R = 0.787 need not exceed Cs = Sd1 i /RT = 2.721 but not less than Cs = 0.044Sdsl = 0.043 USE Cs = 0.787 Design Base Shear V = 0.787W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Page 7 of 33 DECK CANTILEVER LOADS LENGTH=L= 3.00 FT DECK WT.= MISC. WT.= DEAD WT.=W= 3 PSF FASCIA WT.=P= 2.5 PSF 0.5 PSF LIVE LOAD=Lr= SNOW LOAD=Pf= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= 10 PLF MOMENT=WLA2/2+PL=MD= 20 PSF MOMENT=Lr*LA2/2=ML= 25 PSF MOMENT=Pf LA2/2=MS= 6.3 PSF 2.92 FT MOMENT=W2*LA2/2+.5(W1-W2)L*2/3L=MDR= WIND PRESSURES ZONE 3 DOWN=pv= ZONE 3 UPLIFT=pv= FASCIA WINDWARD=ph= FASCIA LEEWARD=ph= LOAD COMBINATIONS MD= M D+M Lr= MD+MS+MDR= MD+.6MW= MD+.75(MS+.6MW)= MAXIMUM= ALLOWABLE= .6MD-.6MW= ALLOWABLE= 46.4 PSF -63.8 PSF -34.1 PSF 22.8 PSF FASCIA H= C.O.A.=d= MW WIND= MW LEE= MOMENT=pv*L^2/2+ph*H*d=MW= 44 FT-LBS/FT 134 FT-LBS/FT 175 FT-LBS/FT 183 FT-LBS/FT 232 FT-LBS/FT 232 FT-LBS/FT= -167 FT-LBS/FT= 44 FT-LBS/FT 90 FT-LBS/FT 113 FT-LBS/FT 19 FT-LBS/FT 1.92 FT 0.54 FT -35 FT-LBS/FT 24 FT-LBS/FT 232 FT-LBS/FT -323 FT-LBS/FT 3.720 IN-K/PNL. OK 7.309 IN-K/PNL. 2.678 IN-K/PNL. OK 10.321 IN-K/PNL. Page 8 of 33 DECK SPAN LOADS LENGTH=L= 10.50 FT DECK WT.= MISC. WT.= DEAD WT.=W= 3 PSF 2.5 PSF 0.5 PSF LIVE LOAD=Lr= SNOW LOAD=Pf= MOMENT<=WLA2/8=MD= 20 PSF MOM ENT<=Lr*LA2/8=M L= 25 PSF MOMENT<=Pf LA2/8=MS= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= W2@1st RIB= 6.3 PSF 2.92 FT 3.42 PSF 41 FT-LBS/FT 276 FT-LBS/FT 345 FT-LBS/FT MOMENT<=W2*L^2/8=MDR= 47.18 FT-LBS/FT WIND PRESSURES EFFECTIVE AREA=L*U3= ZONE 3 DOWN= ZONE 3 UPLIFT= 36.75 SQ.FT. 23.20 PSF -21.30 PSF MOMENT<=pv*LA2/8=MW= LOAD COMBINATIONS MD= MD+MLr= MD+MS+MDR= MD+0.6MW= MD+.75(MS+0.6MW)= MAXIMUM= ALLOWABLE= .6MD-0:6MW= ALLOWABLE= 41 FT-LBS/FT 317 FT-LBS/FT 433 FT-LBS/FT 233 FT-LBS/FT 444 FT-LBS/FT 444 FT-LBS/FT= -151 FT-LBS/FT= 320 FT-LBS/FT -294 FT-LBS/FT 7.098 IN-K/PNL. OK 10.321 I N-K/PNL. 2.421 IN-K/PNL. OK 7.309 IN-K/PNL. Page 9 of 33 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH-ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM David Peyton Peyton-Tomita & Associates Page 1 Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Part 1, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 90.000 0.093750 None 0.000 0.000 0.313 2 1.250 180.000 0.093750 None 0.000 0.000 0.625 3 3.035 270.000 0.093750 Nested 0.000 0.000 1.517 4 16.000 180.000 0.093750 None 0.000 0.000 8.000 5 3.000 90.000 0.093750 Nested 0.000 0.000 1.500 6 1.078 0.000 0.093750 None 0.000 0.000 0.539 7 0.438 270.000 0.093750 None 0.000 0.000 0.219 Page 10 of 33 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH-ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM Full Section Properties David Peyton Peyton-Tomita & Associates Page 2 Area 0.86263 in^2 Wt. Ix Sx(t) Sx(b) Iy Sy(1) Sy(r) I1 I2 Ic Io 1.070 in^4 0.4651 in^3 1.4583 in^3 31.805 3.8690 3.5359 31.810 1.065 32.875 36.415 in^4 in^3 in^3 in^4 in^4 in^4 in^4 rx y(t) y(b) Height ry x(1) x(r) Width rl r2 rc ro 0.0029330 k/ft 1.114 2.301 0.734 3.035 6.072 8.221 8.995 17.215 6.073 1.111 6.173 6.497 in in in in - in in in in in in in in Width 24.932 in Ixy 0.409 in^4 a -89.239 deg Xo -0.554 in Yo -1.948 in jx 0.597 in jy 10.699 in Cw 46.566 in^6 J 0.000344 in^4 Fully Braced Strength - 2004 North American Specification - US (ASD) Compression Pao Ae Tension Ta Shear Vay Vax 6.413 k 0.28859 in^2 21.033 k 2.240 k 0.000 k Positive Moment Maxo 10.321 Ixe 1.012 Sxe(t) 0.4309 Sxe(b) 1.4735 Negative Maxo Ixe Sxe(t) Sxe (b) Moment 7.309 0.504 0.3638 0.3051 k-in in^4 in^3 in^3 k-in in^4 in^3 in^3 Positive Moment Mayo 51.176 Iye 23.439 Sye(1) 3.7533 Sye(r) 2.1366 Negative Moment Mayo 50.083 Iye 21.938 Sye(1) 2.0909 Sye(r) 3.2630 k-in in^4 in^3 in^3 k-in in^4 in^3 in^3 Page 11 of 33 PURLIN LOADS PURLIN TRIB DL EF Lr Pf SD ED +W -W A 8.679 38.9 86.8 173.6 217.0 11.0 54.7 201.3 -184.9 B 7.971 17.1 79.7 159.4 199.3 -4.3 50.2 184.9 -169.8 C 7.350 36.1 73.5 147.0 183.8 11.7 46.3 170.5 -156.6 TOTALS 24.000 92.00 240.0 480.00 600.00 18.4 151.2 556.8 -511.2 WINDWARD FASCIA 34.1 PSF LEEWARD FASCIA 22.8 PSF FASCIA HEIGHT 1.92 FT LATERAL WIND LOAD 109.1 PLF NO. OF PURLINS 3 36.4 PLF/PURLIN SEISMIC LOAD Ve=1.3*.787*W= Pe=1.3*.787*P= 94.13 PLF 31.38 PLF/PURLIN 245.5 LBS END FASCIA 81.8 LBS/PURLIN Page 12 of 33 Envelope Only Solution PEYTON-TOMITA & ASS... DEP TYP. PURLIN SK-1 June 4, 2014 at 7:07 AM PURLINA.r3d Page 13 of 33 !!!PJSA TECHNOLOGIES Company : PEYTON-TOMITA & ASSOCIATES Designer : DEP Job Number . Model Name : TYP. PURLIN June 4, 2014 Checked By. Hot Rolled Steel Properties Therm (11E..Den sitvrk/ft... Yieldrksil Rt 1 A36 Gr. 36 29000 11154 .3 .65 .49 36 1 5 58 1 2 29000 , 11154 ' > . :3.,;. , .. ► :. . ° .494 5 4 3 A992 29000 11154 .3 .65 .49 50 11 58 12 .",k500 r C.10A4. °'111.54 .3 „ . 9 44 2d= ' . M 58 :ate .1.1.t..., 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 Label Shape Type HR1A W8x13 Beam Design List Material Design Rules A [n2] Iyy [in4] Izz [in4] J [in4] Wide Flange Joint Coordinates and Temperatures A992 Typical 1 3.84 2.73 39.6 .087 1 Label N1 002 Joint Boundary Conditions x 6 [ft] 0 22.333333 2', [ft] 0 Z [ft] 0 0 0 Temp [F] Detach From . Joint Label X [k/in] N Reaction Member Primary Data Y [k/in] Reaction Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/radl Z Rot.[k-ft/r Rea5ion Rea`'ii Foxed ad] Footing Material 1 1 N2 NCR1F� Beam Wid Flanae Typical „ v .^ �Ns'4,.4 •. N2^ ,ky N3 .. .,a'„I �i^ ., 1 R .. ah�% 3'1Rirt�e v. �A��9�92� .' �7"►r7.7L�i. r ;. ,. WTYpicalx 3 M3 N3 N4 HR1A Beam Wide Flanae A992 Typical Member Advanced Data Label I Release J RI 1�� M1 yes None m.,^6 .R. � gyp. w �dYFL <... ?�wYv��' $ '�` .,., -,: aa�.d'�'(!X she. „�r. '.,� , rac�„r, "G�.p •• . ¢ ��, •� > N�'.,a . ��} y� � . 3 M3 Yes None Hot Rolled Steel Desian Parameters 1 M1 HR1A 3667 1.333 Lateral 3 M3 HR1A 3.667 1.333 Lateral RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\PURLINA.r3d] Page 1 Page 14 of 33 Company : PEYTON-TOMITABASSOCIATES Designer : DEP Job Number• TECHNOLOGIES Model Name : TYP.PURLIN June 4, 2014 Checked By. Joint Loads and Enforced Displacements (BLC 1: D) 1 Joint Label L.D.M N1 Joint Loads and Enforced Displacements (BLC 8 : E) Direction Y Magnitude.[(Ib.k-ft). (in.radl. (Ib*s.. -86.8 J 1 oint Lab N1 el LDM 4 Direction ,Z Magnitude[(Ib.k-ft). (in.rad) (Ib*s.. 81.8 Member Distributed Loads (BLC 1: D) 1 3 Member Label M1 M3 Direction Start Magnitude[Ib/ft.F] Member Distributed Loads (BLC 2 : Lr) -?8..9 -38.9 End Magnitude[Ibf t.F] Start Location[ft...End Locabonjft -38.9 -38.9 Q 0 0 0 Member Label Direction Start Maanitudefl Maanitudefl 1 M1 Y 173.E -173.6 0 x...?, 6 3 M3 Y -173.6 -173.6 0 0 Member Distributed Loads (BLC 3 : Pt) 1 41 Y -217 -217 9 0 3 M3 Y -217 -217 0 0 Member Distributed Loads (BLC 4 : USL1) irection Start Maan 1 M1 Y -217 -217 0 2. , ,,m . a � « .,, Via, , t -'•�. l e .F' . F . ,,t 21 a 3 M3 Y -108.5 -108.5 0 0 Member Distributed Loads (BLC 5 : USL21 1 M1 Y 108t5 -108.5 Q 0 aA , +�3yz2 k r 'o d"4•.: 'iY. 3�,�3. ,y n, .+'>;�i217 ?t F217x `s<.. r ... Ws��: .. 3 M3 Y -108.5 -108.5 0 0 Member Distributed Loads (BLC 6 : +W) Member Label Dir 1 M1 Y -201.3 -2013 0 0 3 M Y -201.36 23061 3, 0 �d < M1 �. ����...-.. Fes. x.`., ,.. ... ,,..,:..,.. � Q M2 Z 3 6.4 6 36 4 0 0 0 ...�, .... �, y� A 0 ... v..... RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\PURLINA.r3d] Page 2 Page 15 of 33 Company : PEYTON-TCM[TA & ASSOCIATES R!S Designer : DEP Job Number TECHNo OGIES Model Name : TYP.PURLIN June 4, 2014 Checked By. Member Distributed Loads (BLC 7: -W) Member Label Direction Start Maanitudeflb/ft End Maanitudeflbft.Fl Start Locati 1 M1 Y 184.9 184,9 Q 0 2.w . ";"M2 , Y !.$4 184 9 .: ... .......0 3 M3 Y 184.9 184.9 0 0 4,...M1 Z,,..... .4:.... s€36.4.:. 0 5 M2 Z 36.4 36.4 0 0 36 Member Distributed Loads (BLC 8 : E) 1 M1 Z 31.38 31.38 0 0 2: ' 2, ':..�38�..".u. 3 M3 Z 31.38 31.38 0 0 , Member Distributed Loads (BLC 9 : SD) Member Label Directi 1 M1 Y -11 -11 0 0 F ,, 3 M3 Y -11 -11 0 0 Member Distributed Loads (BLC 10 : ED) 1 Member Label Direction M1 Basic Load Cases Start Magnitude[Ib/ft.F] -54.7 End Magnitude[Iblft.F] Start Location[tt... nd Locabon[ft 0 I 2 92 0 BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface( Load Combinations Description 1 So . S... BLCfac BLC Fac... BLC Fac...BLCBac.. BLC Fac.. BLC Fac.. BLC ac.. BLC Fac Yes Y 1 1 3 5 P+Pf+ D+USL1 Yes Yes 1 .3 4 1 1 9 1 7 9 D+USL2 D+.6W 95(Pf+.6 .6 D-.6 W Yes Y 1 1 6 YesY 1 .6 7 .6 .6 RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\PURLINA.r3d] Page 3 Page 16 of 33 Company : PEYTON-TOMITA & ASSOCIATES Designer : DEP Job Number TECHNOLOGIES Model Name : TYP.PURLIN June 4, 2014 Checked By. Load Combinations (Continued) 11 Des cripti on 0.46D+. 7E 0 Yes P... S BLC Fac.. BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fao.; 1 .46 8 .7 Load Combination Desian 1 Description ASIF CD ABIF D 3 D+Pf+SD 5 D+USL1 6 .✓D+FJ L2' 7 D+.6W 9 .6D-.6W 11 0.46D+.7E ervice Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connection Yes „ Yes Yes Yes kS Yes Yes Yes_ •',Yes. Yes ,Yes" Yes Yes Ye& Yes Yes Enveloae AlSC 14th(360-10): ASD Steel Code Checks Yes Yes•' Yes_ Yes Y"es Yes Yes Yes Yes Yes Yes Yves YeS. Yes Yes 4es Yea.,, Ye Yes r�1 Yss Yes Yes Yes V Yes Yes Yes Yes' 'Yes Yes Yes s Yes..., Yes Yes Yes Yves. Yes Yes Yes as Yes �gl Yes Yes Yes Yes Yes Member Shape Code Check Locfftl LC Shear .. Locfftl Dir LC Pnc/om .. P 1 M1 W$jc1 1ci 3.667 10 ,Q3 3.667 v 8 942133 114970 5t3r4 28443 1 H1 10 a..2, a IM2 .9%, , .07 e81a00 ;11,1';€.. it'; 3 M3 W8x13 .105 0 10 .033 0 v 8 94213.3.. 114970..J 5.364 28.443 1 H1-lb RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\PURLINA.r3d] Page 4 Page 17 of 33 PEYTON-TOMITA & ASSOCIATES 06/04/2014 CHECK PONDING:(APPND. 2) Lp= Ls= S= Ip= Is= Id= 18.67 ft 10.50 ft 1.33 ft 39.6 inA4 1.012 in^4 0.68025 in^4/ft Cs= 0.0512466 Cp= 0.1030175 Cp+0.9Cs= 0.1491395 < 0.25 PRIMARY W 8X13 SECOND DECK > 0.3038766 in"4/ft O.K. O.K. THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. Page 18 of 33 PURLIN REACTIONS PURLIN DL Lr Pf NA NB PA PB USL ULL LONG EL LONG WL A 761 2256 2821 2550 -2419 -2159 2148 1428 28 779 473 B 470 2073 2591 1378 -1060 -1983 1973 2034 1181 481 435 C 711 1911 2389 596 -140 -1828 1820 2389 1911 728 401 TOTALS 1943 6240 7800 4524 -3619 -5970 5941 5850 3120 1988 1309 LATERAL SEISMIC LATERAL WIND LOAD 663 LBS/PURLIN 473 LBS/PURLIN PURLIN SD ED A 143 91 B -56 84 C 152 77 TOTALS 239 253 Page 19 of 33 Envelope Only Solution PEYTON-TOMITA & ASS... DEP CARRYING BEAM & COLUMN SK-2 June 4, 2014 at 7:26 AM TEE.r3d Page 20 of 33 Company : PEYTON-TOM ITA & ASSOCIATES Designer : DEP Job Number TECHNOLOGIES Model Name : CARRYING BEAM & COLUMN June 4, 2014 Checked By. Hot Rolled Steel Properties Therm (\1E..Densityfk/ft,.. Yieldfksl Rt 1 A36 Gr 36 29000 111 4 3 .49 36 1.5 58 1.2 2x A572 Gr.50 - 29t 00. 111 , 3-. ,65 65 .4 ,.-- 50 .. 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4. r.42.a : � 29000 . 1 ,3' ..,.,.. 65 . :. . ,.49 42 1.3 -58 ;, .. ,1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 Label HR1 Shape W8x24 Type Beam Design List Wide Flanae M ate al Design Rules A [n2] lyy [ ] Izz [in4] J [014] A992 R2 7.08 in4 18.3 82.7 .346 is 1tbt1 ax4, = Joint Coordinates and Temperatures areibe Yaca[ 1 Ni 1Z 0 0 3 N 12 17.6667 0 0 ....17.i67 0.�� 0, 5 N5 21 17.6667 0 0 Joint Boundary Conditions 1 Joint Label Ni X[k/m] Reaction Member Primary Data Y [k/in] Reaction Z jk/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing Reaction Reaction Reaction Reaction DEs inn Ust 1 M', N2 N3 HR1 pear i•e Flange A992 R2 11i12ary :N3- _8. *. y~ `HRn 13earrt d,� ]ne -.. 92 3 M3 N1 N3 HR2 Column SauareTube A500 Gr.46 Tvoical Member Advanced Data 1 M1 Yes N e 2112-. 4��� � 3 M3 4 Yes None Hot Rolled Steel Design Parameters 1 M 1 R.1 Q. Lateral 2 „ ., M2 .. FH tR1... 1 Segmertt y _ Sett 3 M3 HR2 17.667 2.1 2.1 Lateral RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\TEE.r3d] Page 1 Page 21 of 33 Company : PEYTON-TOMITA & ASSOCIATES Designer : DEP Job Number T E c e N o O o I E s Model Name : CARRYING BEAM & COLUMN June 4, 2014 Checked By. Joint Loads and Enforced Displacements (BLC 1 : D) Directi Maanitudef(k,k-ft). (in.radl. (k*sA 1 N2 k- Y . 781 2 4Z. Va, 3 N5 L Y -.711 Joint Loads and Enforced Displacements (BLC 2 : Lr) L.D.M Directi Maanitudef(k.k-ftl. (in.rad). (k*sA 1 L Y 2 258 ,N; 073_ 3 N5 L Y -1.911 Joint Loads and Enforced Displacements (BLC 3 : ULr) Joint Label LD,M Direction Maanitudef(k.k-ft). (in.rad). (k*s"... 1y Y -.Q28 jN�2 , jL 3 N5 L Y -1.911 Joint Loads and Enforced Displacements (BLC 4 : Pt) _ftl !in rarll rlr*cA 1 N2 1. Y -2.821 ` FL �,...���,.,,.�.., ..,. aY i' 3 N5 L Y -2.389 Joint Loads and Enforced Displacements (BLC 5 : USL) Joint Label L.D.M Directi Maanitudef(k.k ft). (in.rad). (k*s" 1 N2 L Y 1 428 ttb 3 N5 L Y -2.389 Joint Loads and Enforced Displacements (BLC 6 : NA) 1 3 144 5 6 Joint Label L.D.M N2 N4 N5 N4 4 L Joint Loads and Enforced Displacements (BLC 7 : NB) Direction Magnitude[(k,k-ft). (in.rad). (k*sA 473 :471 1 3 Joint Label N2 N5 L.D.M L L Direction M agnitude[(k.k ft). (in,rad). (k*sA ,419 5 6 Y; 194 5 _ ._.. Joint Loads and Enforced Displacements (BLC 8 : PA) •4Z 4 Joint Lobel L.DIA Dirootior+ RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\TEE.r3d] MoonitirtloFAck ftL fin_raill. (k*c\, Page 2 Page 22 of 33 Company : PEYTON-TOMITA & ASSOCIATES IR!S Designer : DEP Job Number TECHNOLOGIES Model Name : CARRYING BEAM & COLUMN June 4, 2014 Checked By. Joint Loads and Enforced Displacements (BLC 8 : PA) (Continued) L D M _ffl (in rar11 (k*cA 1 N2 L Y 2.159 2 ., , a �... ' _ N4 , A� . .�." < ... , .L �,�,� .,.. �a Y 3 N5 L Y 1.828 4 2. .. .473 „d 5 N4 L Z .435 6 ,..,A. N5"%3 x� _< 1 _ Z2k.. .^ f ;,.:'a, x.40 Joint Loads and Enforced Displacements (BLC 9 : PB) 1 N2 L Y\ -2 148 3 L Y 1.82 4 k�Njs5� , l�iiG'- ..� 1,.0 rv<r.,. �, D: l • `;��'a 3.a... .. _ `3k�''.. �z'r.s.< 5 N4 L Z .435 Joint Loads and Enforced Displacements (BLC 10 : EL)0 _ffl (in raril (k*cA 3 N5 L X .663 Joint Loads and Enforced Displacements (BLC 11 : ELZ) n _ffl (in narll (k*eA 1 N L Z .779 w. 3 N5 L Z .728 Joint Loads and Enforced Displacements (BLC 12 : SD) _ffl fin rill (k*cA 1 N2 Y 14 3 N5 L Y -.152 Joint Loads and Enforced Displacements (BLC 13 : ED) _*eA 1 J2 !- Y 991 3 N5 L Y -.078 Member Distributed Loads (BLC 6 : NA) 1 Member Label M3 Direction Start Magnitude[Ib/ft.F] 23.7 Member Distributed Loads (BLC 7 : NB) End Magnitude[Ib/ft.F] Start Locationjft. nd Locabon[ft... 0 I 16.333 23.7 1 Member Label Direction M3 Start Magnitude[Ib/ft.F] 23.7 End Magnitude[Ib/k.F] Start Location[ft.. End Locabon[ft 0 I 16.333 23.7 RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\TEE.r3d] Page 3 Page 23 of 33 Company : PEYTON-TOM ITA & ASSOCIATES 1!! S' Designer DEP Job Number TECHNOLOGIES Model Name : CARRYING BEAM & COLUMN June 4, 2014 Checked By. Member Distributed Loads (BLC 8 : PA) 1 Member Label Direction Start Magnituderlb/ft.F] M3 23.7 Member Distributed Loads (BLC 9 : PB) End Magnitude[Ib/Ft.F] Start Location[L..End Location[ft 23.7 0 16.333 1 Member Label Direction Start Magnitude[Ib/ft.F] M3 Basic Load Cases 23.7 End Magnitude[Iblft.F] Start Location[1t...End Locabon[ft 23.7 0 16.333 1 "2 3 5 7 BLC Description UU USL NR. Category pi- R ..L SL W X Gra y Y Gravity Z Gravity Joint vit -1 3 3 6 Point Distributed Area(Me... Surface(... 1 9 11 ,12 13 PB ELZ s ED Load Combinations WL ELZ L SL 1.023- 1.023 3 1 1 3 Description D+U LL 5 D+USL 7 9 .6Q+.6N B,• D 6PA", D+.6PB So.. P... S.. Yes Yes Yes Yes Yes Y BLC Fac.. BLC Fac.. BLC 1 1 1 1 1 .6 1 1 3 `4: 5 1 1 7 •P 9 F ac.. BLC Fac.. BL Fac...BL Fac.. BLC Fac...BLC Fac 4-; D+.7Pf+.45P p 1 i 4b+=7ELX y; 11 13 1.14D+.7ELZ 15 .46D+.7ELZ Yes Yes Yes Load Combination Design 1 1 1 .46 4 .75 11 .7 11 .7 9 .45 1 J) yes yes Yes Yes Yes Yes, Yes Yek : Yes 2_,.,'es'Yes,, Yes` , ` 'es, .Yes, FYes Y�:s 3 D+ULL Yes Yes Yes Yes Yes Yes Yve Yes Yes - 5 D+USL Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\TEE.r3d] Page 4 Page 24 of 33 Company : PEYTON-TOMfTA&ASSOCIATES Designer : DEP Job Number RT E c H e o .o o I E s Model Name : CARRYING BEAM & COLUMN June 4, 2014 Checked By. Load Combination Desian (Continued) 7 8 .. 9 11 Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connection es .6D+.6NB D+;6PA - D+.6PB D+.75P,f+. .'. D+.75Pf+.4... 12 13 15 1.14D+.7ELZ .46D+.7ELZ Yes' . Yes Yes Yes Yes 'Yes'' Yes is Yes Yes s ._Yes Yes Yes Yes Yes Yes .Yes Yes Envelope MSC 14th(360-10): ASD Steel Code Checks Yes Yes Yes Yes Yes: Yes es. Yes Yes Yes e, Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes .e. Yes e Yes s Yes Yes Yes Yes Yes ,•• Yes Yes .:Yes., Yes Yes Member Shape Code Check Locfftl LC Shear .. Locfftl Dir LC Pnc/om ...Pnt/om fkl Mnw/o... Mnzz/o. Yes Y+ Yes 1 M1 W18x?4 9 11 109 9 v 10152.4Q2211.976 11�1sst7.0.1.211.576 21.382 21. 2,.57.635, 57.f35 1 �«} �H1 1b 146,, W8 e .707 -~ 71 ,- ., 0 1 76 0 3 M3 HSS10x10(4 .574 0 13 .033 0 z 13107.267246.802 61.606 61.606 1....H1-1b RISA-3D Version 12.0.0 [C:\CAD FILES\MW CONSULTING\TEE.r3d] Page 5 Page 25 of 33 PEYTON-TOMITA & ASSOCIATES 06/04/2014 PURLIN CONNECTION (AISC 14TH ED. ASD) PRYING W 8X13 T= 1014.000 LBS B= 6900.000 LBS d= 0.625 IN. bf= 4 IN. GAGE= 2.25 IN. tf= 0.255 IN. tw= 0.23 IN. b= 1.010 IN. a= 0.875 IN. b'= 0.698 IN. a'= 1.188 IN. 1.188 ROE= 0.587 1.575 d'= 0.688 IN. p= 2.020 IN. 1 DELTA= 0.660 -1.686612 BETA= 9.883 ALPHA'= 1.000 treq'd= 0.147 OK tc= 0.494 -0.679583 ALPHA= 0.000 Q= 0 TOTAL T= 1014 OK PURLIN CONNECTION PRYING W 8X24 T= 1014.000 LBS B= 6900.000 LBS d= 0.625 IN. bf= 6.495 IN. GAGE= 3.5 IN. tf= 0.400 IN. tw= 0.245 IN. b= 1.628 IN. a= 1.498 IN. b'= 1.315 IN. a'= 1.810 IN. 1.810 ROE= 0.727 2.347 d'= 0.688 IN. p= 2.000 IN. 1 DELTA= 0.656 -1.741815 BETA= 7.990 ALPHA'= 1.000 treq'd= 0.203 OK tc= 0.682 -0.873223 ALPHA= 0.000 Q= 0 TOTAL T= 1014 OK Page 26 of 33 PEYTON-TOMITA & ASSOCIATES 06/04/2014 CHECK WEB BENDING FOR LATERAL BEAM W 8X13 tw= 0.23 IN k= 0.555 IN d= 7.99 IN Gage=G= 2.25 IN. F= 464 LBS 1.14D+.7E h=d-K= 7.435 IN. M=F*h= 3449.84 IN -LB Mn/1.67= 395.96 IN-LB/IN 8.71 IN REQD beff=3h= 22.305 IN PROVD OK V= 869 LBS Tbolt= 217.25 LBS M/G/2= 767 LBS Tbolt= 984 LBS <_ OK 1.14D+.7E 9940 LBS Page 27 of 33 TOP OF COLUMN CONNECTION UNBALANCED Lr= 18997 FT-LBS RESISTING ARM= 12.5 IN. BOLT TENSION = 9119 LBS USE: 3/4"DIA, A307's. CAPACITY = 9940 LBS PLATE MOMENT= 27356 IN-LBS PLATE THICKNESS= 1 IN. PLATE W IDTH= 11 IN. PLATE Mn= 99000 IN-LBS PLATE Mn/1.67= 59281 IN-LBS QK Sweld= 133.33 IN^2 fb weld= 1710 PLI USE: 3/16 FILLET ALL AROUND. CAPACITY = 2784 PLI Page 28 of 33 BASE CONNECTION LOAD CASE LOADS: .46D+.7ELX Py= 1.336 K Vx= 2.115 K Vz= 0 K Mz= 0 FT-K Mx= 31.20 FT-K T= 0 FT-K DATA: COL. W= 10 IN. BASE PL. T= 1 IN. A.R. SPCNG= 14 IN. d1= 13.00 IN. d2= 13.00 IN. Mz/d 1 /2= 0.00 K Mx/d2/2= 14.40 K P/4= -0.33 K TBOLT= 14.07 K ALLOWABLE INCREASE= 1 (ASCE 7-10 12.4.3.3) USE: 1 IN. DIA. F1554 GR. 36 ANCHOR ROD Ta= 17.10 K OK M PL.= 28.13 IN-K Beff= 7 IN. Mn/1.67= 37.72 IN-K MEMBER HSS10X10X1/4 LWELD= 40 IN. SzWELD= 133 IN.2 SyWELD= 133 IN.2 JWELD= 1333 IN.3 OK fay= -0.033 KLI fvx= 0.053 KLI fvz= 0.000 KLI fbz= 0.000 KLI fbx= 2.808 KLI fR(SRSS)= 2.775 KLI D REQ'D= 2.990 /16THS USE 1/4" FILLET WELD CAP= 3.712 KLI Q.K Page 29 of 33 MAXIMUM COLUMN AXIAL LOAD DOWNWARDS= 11429 LBS MAXIMUM COLUMN BASE MOMENT= 34353 FT-LBS ALLOWABLE INCREASE= 1 PER ASCE 7-10 12.4.3.3 POLE FOOTING (CONSTRAINED): IBC EQ. 18-3 d2=4.25(M/S3*b) b= 3.5 FT. DIA. OR SQ. S3= d= BEARING PRESSURE= ALLOWABLE=1000= BEARING PRESSURE= ALLOWABLE== CONSTRAINT FORCE= AREA OF SLAB= WT. OF SLAB=N= F=0.25N= 200 PSF/FT x d (130 PSF/FT*2 PER 1804.3.1) 5.93 FT. IF ROUND , USE 6 FT 5.28 FT. IF SQUARE, USE 5.5 FT 1188 PSF IF ROUND 1500 PSF OK 933 PSF IF SQUARE 1500 PSF QK 9369 LBS MAX. 208 SQ.FT. 15600 LBS 3900 LBS ROUND POLE FOOTING (NONCONSTRAINED): IBC EQ. 18-1 P= 2081 LBS b= S1 xd/3= h= d(assumed)= BEARING PRESSURE= ALLOWABLE= REINFORCING: B= 0.8H= Ds= 2/3*Ds= d= FTG. DEPTH= M(FTG.)= 1.33As(Req'd)= As(Prov'd)= 3.50 FT 544.67 PSF 16.51 FT 8.17 FT 1188 PSF 1500 PSF OK 42.00 IN. 33.6 IN. 34.50 IN. 23.00 IN. 28.30 IN. 8.17 FT 40020 FT-LBS 1.08 IN2 [As=M*12/(.875*d*24)] 1.86 IN2 OK SQUARE POLE FOOTING (NONCONSTRAINED): IBC EQ. 18-1 P= 2081 LBS b= 3.50 FT Si xd/3= h= d(assumed)= BEARING PRESSURE= ALLOWABLE=1000+20%(d-1)= REINFORCING: d= M= 1.33As(Req'd)= As(Prov'd)= 479.33 PSF 16.51 FT 7.19 FT 933 PSF 2238 PSF OK 38.25 39340 FT-LBS 0.78 IN2 [As=M*12/(.875*d*24)] 1.24 IN2 OK NG. USE NONCONSTRAINED A= 2.5544 d= 8.18 USE: 8'-6" DEEP 12#5's VERT. A= 2.0527 d= 7.19 USE: 7'-6" DEEP 4#5's EA. FACE Page 30 of 33 ANCHOR ROD EMBEDMENT: PER AISC'S BASE PLATE AND ANCHOR ROD DESIGN GUIDE, PAGE 23, WE WILL DEVELOP THE RODS BY LAPPING THEM WITH THE VERTICAL REINFORCEMENT. FOR #6 BARS AND SMALLER Ld=48db WHERE fc=2500 PSI FOR LARGER BARS USE Ld=72db ANCHOR ROD SPACING= 14 IN. FOOTING WIDTH= 42 IN. DISTANCE FROM A.R. TO VERT. REINF.= 10.31 FAILURE PLANE AT VERT. REINF.= 6.88 IN. ABOVE BOLT HEAD DEVELOPMENT LENGTH OF REINF.= 30 COVER AT TOP OF FOOTING = 2 IN. TOTAL LENGTH OF ANCHOR ROD= 38.88 IN. USE: 39" IF VERTICAL REINFORCMENT IS TERMINATED WITH A STD. HOOK AT THE TOP THEN Ldh=24db FOR ALL BARS HOOKED DEVELOPMENT LENGTH OF REINF.= 15 IN. TOTAL LENGTH OF ANCHOR ROD= 23.88 IN. USE: 24" Page 31 of 33 PEYTON-TOMITA & ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 04-Jun-14 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16" THICK CHANNEL WITH A 1/2" DIA. A307 BOLT. THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS. MAXIMUM DECK RIB LOAD (P)= CLIP CAPACITY= DEAD LOAD= LIVE LOAD= 38.893 PLF 257.698 PLF 0.395 K 0.425 K Q�C Page 32 of 33 PEYTON-TOMITA & ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 04-Jun-14 LAST RIB CHECK: FASCIA WT.= LIVE LOAD= FLG. STAY CHECK: 10.00 PLF 31.30 PSF RIB LOAD= 32.87 PLF SPAN= 10.50 FT MOMENT= 305.04 FT-LBS RIB CAP.= 311.63 FT-LBS NO REIN. REQ'D REIN. CAP.= 0.00 FT-LBS NA TOTAL CAP.= 311.63 FT-LBS OK L2x2 CAP.= 1.79 K TENSION SCREW CAP.= 0.457 K SHEAR # SCREWS= 2 MOMENT= 10.92 FT-K DEPTH= 8.00 IN. FLG. FORCE= 16.38 K 2%*FLG. F= 0.33 K STRAP T= 0.23 K STRAP OK SCREW V= 0.12 K SCREWS OK Page 33 of 33 TECHNICAL INFORMATION BLUE STAR GAS FACILITY 15838 INTERNATIONAL BLVD TUKWILA, WASHINGTON NOVEMBER 10, 2014 PREPARED FOR: Sterling Realty Organization 600 106th Avenue NE, Suite 200 Bellevue, WA 98004-5043 PREPARED BY: 11400 SE 8`h Street, Suite 345 Bellevue, Washington 98004 Phone (425) 453-9501 Fax (425) 453-8208 Email cpriester@pacland.com Catherine Priester CORRECTION LTRk do b tat 7 REVISION N01_. REPORT FILE CMS( REVIEWED FOR CODE COMPLIANCE APPROVED hAR202015 City of Tukwila BUILDING DIVISION REVIEWED BY: Joe Taflin, P.E. joe@pacland.com RECEIVED CITY OF TUKWILA FEB 2 0 2015 PERMIT CENTER Iz Blue Star Gas Technical Information Report Tukwila, WA Table of Contents Section Page Project Overview 2 1. TIR Worksheet (Inserted) 2. Site Location 3 3. Drainage Basins, Subbasins, and Site Characteristics 4 4. Soils 4 Conditions and Requirements Summary 5 Flow Control Analysis 11 1. Existing Site Hydrology 11 2. Developed Site Hydrology 11 Conveyance System Analysis and Design 14 Special Reports and Studies 15 Other Permits 15 CSWPPP Analysis and Design 16 1. ESC Plan Analysis and Design 16 2. Erosion Risk Assessment 16 3. Construction Sequence and Procedure 16 4. Trapping Sediment 17 5. Wet Weather TESC 17 6. SWPPS Plan Design 17 Appendix: A — Figures B — Operation and Maintenance Guidelines C — Special Reports and Studies PACLAND 50186001 Page 1 Blue Star Gas Technical Information Report Tukwila, WA Project Overview Existing Conditions The project site is located at 15838 International Blvd in Tukwila, Washington, near the intersection of International Blvd/SR-99 and S 160th St. The site is approximately 0.65 acres and was formerly occupied by the El Charro restaurant. The restaurant has been demolished and the remainder of the site contains a store building and parking lot totaling approximately 28,200 SF of existing impervious area. Developed Conditions The proposed redevelopment includes a new propane fueling station, with a canopy and above -ground storage tanks. These improvements will result in replacement of approximately 4,400 sf of impervious surface (asphalt). Other site improvements include the addition of 1,746 sf of landscaped planter area. On -site stormwater runoff from the paved and canopy roof surfaces will be split into two drainage areas. The northwest corner of the site will sheet flow to a trench drain that will connect to an existing catch basin at the northwest corner of the site. The catch basin collected a portion of the roof runoff from the former El Charro restaurant, and an approximately equivalent area will be routed to the catch basin in the developed conditions. The rest of the lot will flow across the site as sheet flow to an existing storm water catch basin located at the southeast corner of the site. The drainage is then conveyed east in a 6" concrete pipe beneath the adjacent property to a 36" concrete pipe which flows northeast and discharges to an earthen conveyance tributary to Gilliam Creek. Pre -Development Stormwater Runoff The existing site is generally flat and currently drains towards the southeast. The site drainage is predominantly conveyed east in a 6" concrete pipe beneath the adjacent property to a 36" concrete pipe which flows northeast and discharges to an earthen conveyance tributary to Gilliam Creek. A portion of the roof runoff from the El Charro restaurant was conveyed to the stormwater system in International Boulevard, which then routes east along S. 160`h Street, then north to the same earthen conveyance tributary to Gilliam Creek as the rest of the site drains. The discharge area is within 1/4 mile from the proposed development. Post -Development Stormwater Runoff Stormwater will be managed on the project site in accordance with the standards of the 2009 King County Surface Water Design Manual (KCSWDM), as amended by the City of Tukwila. Since the project proposes more than 2,000 SF of new and replaced impervious area, a Full Drainage Review will be required. PACLAND 50186001 Page 2 Blue Star Gas Technical Information Report Tukwila, WA Site Location: 5 t PROJECT SITE 5. ••111tt t:t 5. 4 IIn .,..... i. :. .....,. if 4.1.. : 11411. ;t• , g Mat. II J. i Ott., St t:. t. ..r1 Figure 1: Vicinity Map Location: 15838 International Blvd. Tukwila, WA Section/Township/Range: SW 'A of SW 'A Sec.22, T.23N, R.04E of W.M. Parcel/Tax Lot: 2223049068 Size: Approximately 0.65 acres City, County, State: Tukwila, King County, Washington Governing Agency: City of Tukwila VveMleCI : Southwil.'s NtYi 1,1 2. 'ik! Cr. VI PACLAND 50186001 Page 3 Blue Star Gas Technical Information Report Tukwila, WA Drainage Basins, Sub basins, and Site Characteristics: Drainage Basin The project site is located within the Riverton Heights Sub Basin within the Gilliam Creek Drainage Basin. This portion of the drainage basin is subject to "Level 2 — Conservation to Forested" Flow Control conditions per the City of Tukwila Drainage Basins and Flow Control Standards map. Sub Basins In general, the site consists of a single, on -site sub basin, served by the storm drain catch basin located on the southeast corner of the site. Soils: Per the Geotechnical Engineering Report by Terracon dated May 24, 2013, the site is underlain by loose to medium -dense silty/gravelly sands believed to be fill material, which are further underlain by native glacial till & outwash, with groundwater occurring at approximately 16 feet below ground surface. PACLAND 50186001 Page 4 ' Blue Star Gas Technical Information Report Tukwila, WA Conditions and Requirements Summary As required by the 2009 King County Surface Water Design Manual (KCSWDM) and as amended by the City of Tukwila, this project is subject to a Full Drainage Review. Therefore, the storm drainage design for this project is required to comply with all eight (8) Core Requirements as well as all five (5) Special Requirements. The applicable requirements have been met as follows: Core Requirements Core Requirement #1: Discharge at Natural Location All surface and stormwater runoff from a project must be discharged at the natural location so as not to be diverted onto or away from downstream properties. The manner in which runoff is discharged from the project site must not create a significant adverse impact to downhill properties or drainage systems. Response: On -site runoff will be conveyed to the current discharge location, which is a tributary to Gilliam Creek. Runoff that is routed to the existing catch basin at the southwest corner of the subject property will route through a piped network that runs east from the subject property through an existing detention system, before discharging to the earthen tributary and then to Gilliam Creek. The runoff that will be discharged to the existing catch basin located at the northwest corner of the property will route south in a piped sytem down International Boulevard, then east along S. 160th before turning north, where it discharges to the same earthen tributary as the rest of the property. Existing drainage area distributions to the northwest and southwest sub -basins are being maintained, so no downstream impacts are anticipated. Core Requirement #2: Offsite Analysis All proposed projects must submit an offsite analysis report that assesses potential offsite drainage and water quality impacts associated with development of the project site and propose appropriate mitigations of those impacts. The initial permit submittal shall include, at minimum, a Level 1 downstream analysis as described in Section 1.2.2.1 of the 2009 Manual. Response: The proposed project adds less than 2,000 square feet of new impervious surface, does not construct or modify a drainage ditch that is 12 inches in size or larger, and is not adjacent to a landslide, steep slope or erosion hazard area. Furthermore, the proposed improvements do not result in a change in the rate, volume, duration or location of discharge from the site. Therefore, the project is exempt from Core Requirement #2. PACLAND 50186001 Page 5 Blue Star Gas Technical Information Report Tukwila, WA Core Requirement #3: Flow Control All proposed projects, including redevelopment projects, must provide onsite flow control facilities or flow control BMPs or both to mitigate the impacts of storm and surface water runoff generated by new impervious surface, new pervious surface, and replaced impervious surface targeted for flow mitigation. Flow control facilities must be provided and designed to perform as specified by the area -specific flow control facility requirement in Section 1.2.3.1 and in accordance with the applicable flow control facility implementation requirements in Section 1.2.3.2. Flow control BMPs must be provided as directed by the flow control BMPs requirement in section 1.2.3.3 and applied as specified by the flow control BMP requirements in Section5.2. Response: Per correspondence with the City of Tukwila, the site will be subject to the Small Lot BMP Requirements specified in the 2009 KCSWDM. Per the City of Tukwila addendum to the 2009 KCSWDM, the project site is located within the Level 2 — Conservation Flow Control Area. The following Target Surfaces for flow control are defined in Section 1.2.3 of the KCSWDM: 1. New impervious surface that is not fully dispersed per the criteria on Page 1-46. Response: Not applicable to this project, no new impervious surface is proposed. 2. New pervious surface that is not fully dispersed. Response: Proposed planter area of 1,746 sf is not fully dispersed, and is therefore target area for flow control. Per KCSWDM Section 1.2.3, page 1-34, footnote 23: For projects subject to small lot BMP requirements, no flow control BMPs are required for new pervious surface. Note, however, that KCC 16.82.100(G) requires amendment of the soil to mitigate for lost moisture holding capacity in any area that has been compacted or that has had some or all of the duff layer or underlying topsoil removed. The amendment must be such that the replaced topsoil is a minimum of 8 inches thick, unless the applicant demonstrates that a different thickness will provide conditions equivalent to the soil moisture holding capacity native to the site. The replaced topsoil must have an organic content of 8-13% dry weight and a pH suitable for the proposed surface vegetation (for most soils in King County, 4 inches of well -rotted compost tilled into the top 8 inches of soil is sufficient to achieve the organic content standard). The amendment must take place between May 1 and October 1. All proposed impervious areas will be compost -amended as specified above. PACLAND 50186001 Page 6 Blue Star Gas Technical Information Report Tukwila, WA 3. Existing impervious surface added since January 8, 2001 that is not fully dispersed and not yet mitigated with a County -approved flow control facility or flow control BMP. Response: Not applicable to this project, no existing impervious surface added since January 8, 2001. 4. Replaced impervious surface that is not fully dispersed on a transportation redevelopment project in which new impervious surface is 5,000 square feet or more and totals 50% or more of the existing impervious surface within the project limits. Response: Not applicable to this project. 5. Replaced impervious surface that is not fully dispersed on a parcel redevelopment project in which the total of new plus replaced impervious surface is 5,000 square feet or more and whose valuation of proposed improvements (including interior improvements and excluding required mitigation improvements) exceeds 50% of the assessed value of the existing site improvements. Response: Less than 5,000 sf of replaced impervious surface is proposed and the proposed improvements are valued at approximately $70,000 per the user (Blue Star Gas), while the existing assessed value of the existing improvements is approximately $1,463,500 (King County Assessors Report, 2014). Flow Control Summary: The target surface for flow control is limited to new pervious areas, consisting of 1,746 square feet of proposed landscaped planter area, to be amended with compost as specified in KCSWDM Section 1.2.3, page 1-34, footnote 23. Per the 2009 KCSWDM, as amended by the city of Tukwila, the project site is located within the Level 2 — Conservation Flow Control Area. The proposed project meets the following exemption to the flow control facility requirement (Section 1.2.31.): The facility requirement in Conservation Flow Control Areas is waived for any threshold discharge area in which there is no more than a 0.1-cfs difference in the sum of developed 100-year peak flows for those target surfaces subject to this requirement and the sum of historic site conditions 100-year peak flows for the same surface areas. Analysis of the target surface area using KCRTS to compare developed to historic conditions results in less than 0.1 CFS increase. Therefore, flow control facilities will not be provided. Further description of this analysis is included in the "Flow Control Analysis" section of this report. Core Requirement #4: Conveyance System All engineered conveyance system elements for proposed projects must be analyzed, designed, and constructed to provide a minimum level of protection against overtopping, flooding, erosion, and structural failure as specified in Sections 1.2.4.1, 1.2.4.2, and 1.2.4.3 of the 2009 Manual. PACLAND 50186001 Page 7 Blue Star Gas Technical Information Report Tukwila, WA Response: No changes to the existing site hydrology (time of concentration, peak flow rate, volume) will result from the proposed improvements. No known flooding, erosion or overtopping issues are known for the subject property. Core Requirement #5: Erosion and Sediment Control All proposed projects that will clear, grade, or otherwise disturb the site must provide erosion and sediment controls to prevent, to the maximum extent practicable, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. To prevent sediment transport as well as other impacts related to land -disturbing activities, Erosion and Sediment Control (ESC) measures that are appropriate to the project site must be applied as described in Section 1.2.5.1 and shall perform as described in Section 1.2.5.2. In addition, these measures, both temporary and permanent, shall be implemented consistent with the requirements in Section 1.2.5.3 that apply to the proposed project. Response: Erosion and sediment control requirements as outlined in the 2009 KCSWDM will be an integral part of the project construction documents. These measures will include methods to reduce erosion of on -site site soils and measures to prevent sediments from inadvertently leaving the project site, such as erosion eels, straw wattles and catch basin inserts. Core Requirement #6: Maintenance and Operations Maintenance and operation of all drainage facilities is the responsibility of the applicant or property owner, except those facilities for which King County is granted an easement, tract, or right-of-way and officially assumes maintenance and operation. Drainage facilities must be maintained and operated in compliance with King County Maintenance Standards. Response: An Operations and Maintenance Manual is located in Appendix B of this report. Core Requirement #7: Financial Guarantees and Liability All drainage facilities constructed or modified for projects (except flow control BMPs to be privately maintained) must comply with the financial guarantee requirements in King County Ordinance 12020 and the liability requirements of King County Code 9.04.100. There are two types of financial guarantees for projects constructing or modifying drainage facilities; the drainage facilities restoration and site stabilization guarantee, and the drainage defect and maintenance guarantee. Response: No revisions are being made to the site drainage infrastructure so a bond quantities worksheet is not required. Core Requirement #8: Water Quality All proposed projects, including redevelopment projects, must provide water quality (WQ) facilities to treat the runoff from new and replaced pollution -generating impervious surfaces and pollution -generating pervious surfaces targeted for treatment. These facilities shall be selected from one of the area -specific WQ menus described in Section 1.2.8.1 and implemented according to the applicable WQ implementation requirements in Section 1.2.8.2 of the 2009 Manual. PACLAND 50186001 Page 8 Blue Star Gas Technical Information Report Tukwila, WA Response: The proposed commercial project will result less than 5,000 sf of new plus replaced PGIS; therefore, water quality treatment is not required. Special Requirements Special Requirement #1: Other Adopted Area -Specific Requirements The drainage requirements of adopted CDAs, MDPs, BPs, LMPs, and SFDPs shall be applied in addition to the drainage requirements of the 2009 Manual unless otherwise specified in the adopted regulation. Where conflicts occur between the two, the drainage requirements of the adopted area -specific regulation shall supersede those in the 2009 DOE Manual. Response: There are no area -specific requirements applicable to this project site. Special Requirement #2: Flood Hazard Area Delineation Floodplains and floodways are subject to inundation during extreme events. The 100-year floodplains are delineated in order to minimize flooding impacts to new development and to prevent aggravation of existing flooding problems by new development. Regulations and restrictions concerning development within a 100-year floodplain are found in the Sensitive Areas Ordinance. Response: Per the most current FIRM Map, shown on page 13 of this report, the project site does not lie within the 100-year floodplain. Special Requirement #3: Flood Protection Facilities Developing sites protected by levees, revetments, or berms require a high level of confidence in their structural integrity and performance. Proper analysis, design, and construction are necessary to protect against the potentially catastrophic consequences if such facilities should fai I. Response: The project site does not contain any levees, revetments, or berm protection. Special Requirement #4: Source Controls Water quality source controls prevent rainfall and runoff water from coming into contact with pollutants, thereby reducing the likelihood that pollutants will enter public waterways and violate water quality standards and County stormwater discharge permit limits. The County may require mandatory source controls at any time through formal code enforcement if complaints or studies reveal water quality violations or problems. Response: There are no known source control issues proposed with this development. The gas -fueling operation will include spill control measures within the fueling equipment, as required. PACLAND 50186001 Page 9 Blue Star Gas Technical Information Report Tukwila, WA Special Requirement #5: Oil Control Projects proposing to develop or redevelop a high -use site must provide oil controls in addition to any other water quality controls required by the 2009 Manual. Such sites typically generate high concentrations of oil due to high traffic turnover or the frequent transfer of oil. Response: Per the 2009 KCSWDM, as amended by the City of Tukwila, commercial developments with an expected average daily traffic (ADT) count of 100 or more vehicles per 1,000 square feet of gross building area are considered high -use sites. This project is not a high use site. PACLAND 50186001 Page 10 Blue Star Gas Technical Information Report Tukwila, WA Flow Control and Water Quality Facility Analysis and Design Existing Site Hydrology: The project site is located at 15838 International Blvd in Tukwila, Washington, near the intersection of International Blvd/SR-99 and S 160th St. The site is approximately 0.65 acres and was formerly occupied by the El Charro restaurant. The restaurant has been demolished and the remainder of the site contains a store building and parking lot totaling approximately 28,200 SF of existing impervious area. There is no existing pervious area on the site. A summary of the existing and proposed land cover is shown in Table 1, below. The site is generally flat and currently drains towards the southeast. A single catch basin located at the southeast corner of the property collects and conveys site runoff to the east in a piped drainage network. The runoff eventually discharges to a earthen area that is tributary to Gilliam Creek. The demolished El Charro restaurant is believed to have discharged rain leaders partially to an existing catch basin located at the northwest corner of the site, and partially to the catch basin located in the southeast corner of the site. Exact drainage distributions to each catch basin are not known. Developed Site Hydrology: The Blue Star Gas redevelopment project propses to construct a new natural gas fueling station, which includes a 400 SF canopy and two above -grade 1,000 gallon fuel tanks. The existing El Charro restaurant has been demolished and will be replaced with asphalt paving, comprising approximately 4,400 SF of replaced impervious surface and also approximately 1,746 SF of landscape planter area. The on -site stormwater runoff from paved and roof surfaces will be collected and transported in a system of curb, trench drain and an existing catch basin and underground storm drainage pipe to existing piped storm drainage infrastructure systems. The northwest corner of the site, approximately 1,700 SF of area, will be routed to a trench drain and discharged into an existing catch basin located at the northwest corner of the site. This is approximately equal to the west half of the former El Charro restaurant's discharge to the same catch basin. This catch basin discharges to a piped storm conveyance system in International Boulevard, which then continues east along S. 160' and subsequently turns north, where it discharges to the Gilliam Creek tributary area. The rest of the site will sheet flow to the existing catch basin located at the southeast corner of the site. The existing site paving and slopes will be utilized for sheet flow conveyance except for the approximately 4,400 SF of replaced pavement in the foot print of the former restaurant. The catch basin has an existing 6-inch pipe that discharges east from the site, where it connects to a piped stormwater conveyance system, which turns north and discharges to the Gilliam Creek tributary area. PACLAND 50186001 Page 11 Blue Star Gas Technical Information Report Tukwila, WA The two drainage sub -basins will combine in the same earthen tributary area to Gilliam Creek, approximately 700 feet east of the subject property. The proposed site improvements include 1,746 sf of landscaped planter area, which comprises the target surface for flow control on the site. As discussed in the "Conditions and Requirements Summary" section of this report, flow control facilities are not required for any threshold discharge area in which there is no more than a 0.1-cfs difference in the sum of developed 100-year peak flows for those target surfaces subject to the flow control requirement and the sum of historic site conditions 100 year peak flows for the same surface areas. For the purposes of analysis in KCRTS, the target surface in the proposed site is modeled as "Till Grass." As required by the City of Tukwila addendum to the KCSWDM, target surface area is modeled as "Till Forest" to simulate historic site conditions. Results of the KCRTS Flow Frequency analysis are included on the following page. The results of the KCRTS analysis indicate that the 100-year peak discharge from the target surface area in the proposed development is within 0.1 CFS of the 100-year peak discharge for the same area under historic conditions. Table 1: Comparison of Existing and Proposed Land Cover Impervious (sf) Pervious (sf) Existing Conditions 28,196 0 Proposed Conditions 26,450 1,746 Flow Frequency Analysis Time Series File:hist.tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Proh (CFS) (CFS) Period 0.003 2 2/09/01 14:00 0.003 1 100.00 0.990 0.001 7 12/27/01 8:00 0.003 2 25.00 0.960 0.002 4 2/28/03 3:00 0.002 3 10.00 0.900 0.000 8 1/15/04 16:00 0.002 4 5.00 0.800 0.001 6 1/05/05 8:00 0.002 5 3.00 0.667 0.002 3 1/18/06 21:00 0.001 6 2.00 0.500 0.002 5 11/24/06 3:00 0.001 7 1.30 0.231 0.003 1 1/09/08 8:00 0.000 8 1.10 0.091 Computed Peaks 0.003 50.00 0.980 PACLAND 50186001 Page 12 Blue Star Gas Technical Information Report Tukwila, WA Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.004 0.002 0.004 0.001 0.002 0.004 0.003 0.009 Computed Peaks Peak Flow Rates --- Rank Time of Peak 4 2/09/01 7 1/05/02 2 2/27/03 8 3/24/04 6 1/05/05 3 1/18/06 5 11/24/06 1 1/09/08 2:00 16:00 7:00 19:00 8:00 16:00 3:00 6:00 Flow Frequency Analysis - - Peaks - - Rank Return (CFS) Period 0.009 1 100.00 0.004 2 25.00 0.004 3 10.00 0.004 4 5.00 0.003 5 3.00 0.002 6 2.00 0.002 7 1.30 0.001 8 1.10 0.007 50.00 Prob 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 PACLAND 50186001 Page 13 Blue Star Gas Technical Information Report Tukwila, WA Conveyance System Analysis and Design 100-Year Flood/Overflow Condition Review of the most recent FIRM maps indicates that the project site does not lie within the 100-year flood plain. The portion of FIRM containing the subject property is included below. IOiw nn ou•r: reuse FIRM RIX OE1USCi 1111 VIP VAC MO7Mr 11. YWl1 r Von PACLAND 50186001 Page 14 Blue Star Gas Technical Information Report Tukwila, WA Special Reports and Studies Special reports and studies for this property include the following: Geotechnical Engineering Report by Terracon dated May 24, 2013 (Included in Appendix C) Other Permits No additional permits are anticipated to be required for this site. Since the project area is Tess than one acre, a NPDES Construction Stormwater General Permit will not be required. PACLAND 50186001 Page 15 Blue Star Gas Technical Information Report Tukwila, WA CSWPPP Analysis and Design ESC Plan Analysis and Design (Part A) All erosion and sediment control measures shall be governed by the requirements of the City of Tukwila. A temporary erosion and sedimentation control plan has been prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan is included with the construction plans. 1. Erosion Risk Assessment The degree of erosion risk on the proposed project site is minimal. The following factors contribute to a low degree of erosion risk: • Slope across the site is minimal. Runoff will not travel at high velocities across the site and, therefore, will not cause noticeable erosion impacts. 2. Construction Sequence And Procedure The proposed development will include an erosion/sedimentation control plan designed to prevent sediment -laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Prior to the start of any grading activity upon the site, all erosion control measures, including stabilized construction entrances, shall be installed in accordance with the construction documents. The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site is as follows: 1. Hold a pre -construction meeting with the City and obtain remaining required permits. 2. Establish limits of clearing and grading and install chain -link fence around project area. 3. Install erosion eels and straw wattles as shown on plans. 4. Install inlet protection on all existing storm drainage structures to remain. 5. Remove all existing features per demolition plan. 6. Begin grading site. 7. Temporarily stabilize denuded areas. 8. Install utilities. 9. Start construction of building pads and foundations upon building permit approval. 10.Complete rough grading activities. 11. Pave site. 12. Complete site grading and install permanent seeding and planting. 13. Remove all temporary sediment and erosion control devices, only after the site is deemed completely stabilized by the inspector. PACLAND 50186001 Page 16 Blue Star Gas Technical Information Report Tukwila, WA 3. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The following structural items will be used to control erosion and sedimentation processes: • Erosion Eels • Straw wattles • Catch Basin Inlet Sediment Protection • Proper Cover measures Weekly inspection of the erosion control measures will be required during construction. Any sediment buildup shall be removed and disposed of off site. Vehicle tracking of mud off -site shall be avoided. In the event that mud is tracked off site, it shall be swept up and disposed of off site on a daily basis. Depending on the amount of tracked mud, a vehicle road sweeper may be required. Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 14 days and, in some cases, immediate seeding will be required. 4. Wet Weather TESC Operating Plan Work between October 15t and April 30th must adhere to the Wet Season Special Provisions noted in Section D.5.2 in Appendix D of the 2009 KCSWDM. SWPPS Plan Design (Part B) A variety of storm water pollutant controls are recommended for this project. Some controls are intended to function temporarily and will be used as needed for pollutant control during the construction period. These include temporary sediment barriers such as silt fences. For most disturbed areas, permanent stabilization will be accomplished by covering the soil with pavement, building, or vegetation. See construction plans for the T.E.S.C. Plan D-1.0. A. Erosion and Sediment Controls 1. Soil Stabilization - The purpose of soil stabilization is to prevent soil from leaving the site. In the natural condition, soil is stabilized by native vegetation. The primary technique to be used at this project for stabilizing site soil will be to provide a protective cover of grass, pavement, or building. a) See 2009 KCSWDM Section D.3.2.6 for Temporary and Permanent Seeding requirements. PACLAND 50186001 Page 17 Blue Star Gas Technical Information Report Tukwila, WA • b) Structural Controls — See construction plans for the T.E.S.C. and SWPPS Plan, D-2.0. Inlet protection and erosion eels are proposed to minimize siltation of construction activities. c) Clearing Limits — Clearing limits are defined by the placement of silt fence or construction fence. d) Storm Drain Inlet Protection — Curb and grated inlets are protected from the intrusion of silt and sediment through a variety of measures as shown on the Construction Drawings. The primary mechanism is to place controls in the path of flow sufficient to slow sediment -laden water to allow settlement of suspended soils before discharging into the storm sewer. Controls typically provide a secondary benefit by means of filtration. Grated inlets typically include a sturdy frame wrapped in silt fence or crushed stone -lined perimeter to slow the flow of water. Curb inlets typically include crushed stone barriers held in place with silt fence material or geotextile fabric. Where inlets are located in paved areas the contractor shall install filter fabric in the catch basin. See 2009 KCSWDM Section D.5.5 for Final Stabilization requirements. B. Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: 1. Dust Control - Construction traffic must enter and exit the site at the stabilized construction entrance. The purpose is to trap dust and mud that would otherwise be carried off -site by construction traffic. Water trucks will be used as needed during construction to reduce dust generated on the site. Dust control must be provided by the General Contractor to a degree that is acceptable to the owner, and in compliance with applicable local and state dust control regulations. After construction, the site will be stabilized (as described elsewhere), which will reduce the potential for dust generation. Chemical treatments have not been approved for this site. The Civil Engineer of Record must be contacted if these are requested to be utilized. 2. Solid Waste Disposal - No solid materials, including building materials, are allowed to be discharged from the site with stormwater. All solid waste, including disposable materials incidental to the major construction activities, must be collected and placed in containers. The containers will be emptied as necessary by a contract trash disposal service and hauled PACLAND 50186001 Page 18 Blue Star Gas Technical Information Report Tukwila, WA away from the site. The location of solid waste receptacles shall be shown on the T.E.S.C. and SWPPS Plan, D-2.0. Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed so that it will not flow from the site or enter groundwater, even if this requires removal, treatment, and disposal of soil. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 3. Sanitary Facilities - All personnel involved with construction activities must comply with state and local sanitary or septic system regulations. Temporary sanitary facilities will be provided at the site throughout the construction phase. They must be utilized by all construction personnel and will be serviced by a commercial operator. 4. Water Source - Non -storm water components of site discharge must be clean water. Water used for construction which discharges from the site must originate from a public water supply or private well approved by the State Health Department. Water used for construction that does not originate from an approved public supply must not discharge from the site. 5. Concrete Waste from Concrete Ready -Mix Trucks — Discharge of excess or waste concrete and/or wash water from concrete trucks will be allowed on the construction site, but only in specifically designated diked areas that have been prepared to prevent contact between the concrete and/or wash water and storm water that will be discharged from the site. Waste concrete can be placed into forms to make riprap or other useful concrete products. The cured residue from the concrete washout diked areas shall be disposed in accordance with applicable state and federal regulations. The jobsite superintendent is responsible for assuring that these procedures are fol lowed. Concrete washout areas are not proposed for this project at this time. 6. Fuel Tanks — Temporary on -site fuel tanks for construction vehicles shall meet all state and federal regulations. Tanks shall have approved spill containment with the capacity required by the applicable regulations. The tank shall be in sound condition free of rust or other damage which might compromise containment. Hoses, valves, fittings, caps, filler nozzles, and associated hardware shall be maintained in proper working condition at all times. Temporary on -site fuel tanks are not proposed for this project at this time. PACLAND 50186001 Page 19 Blue Star Gas Technical Information Report Tukwila, WA 7. Hazardous Waste Management and Spill Reporting Plan — Any hazardous or potentially hazardous waste that is brought onto the construction site will be handled properly in order to reduce the potential for storm water pollution. All materials used on this construction site will be properly stored, handled and dispensed following any applicable label directions. Material Safety Data Sheets (MSDS) information will be kept on site for any and all applicable materials. Should an accidental spill occur, immediate action will be undertaken by the General Contractor to contain and remove the spilled material. All hazardous materials will be disposed of by the Contractor in the manner specified by local, state, and federal regulations and by the manufacturer of such products. As soon as possible, the spill will be reported to the appropriate state and local agencies. As required under the provisions of the Clean Water Act, any spill or discharge entering the waters of the United States will be properly reported. The General Contractor will prepare a written record of any such spill and will provide notice to the Owner within 24-hours of the occurrence of the spill. Any spills of petroleum products or hazardous materials in excess of Reportable Quantities as defined by EPA or the state or local agency regulations, shall be immediately reported to the EPA National Response Center (1-800-424-8802) and the Washington State Department of Ecology at (360) 407-6300 or 1-800-258-5990. The reportable quantity for petroleum products is per the State of Washington is any amount that contacts public waterways or public storm systems OR equal to or greater than 1 gallon on a commercial project that does not contact public water systems such as creeks, rivers, lakes, or storm systems and must be reported within 24 hours. The EPA guidelines define spills within the public water systems as those that: violate applicable water quality standards; cause a film or "sheen" upon, or discoloration of the surface of the water or adjoining shorelines; or cause a sludge or emulsion to be deposited beneath the surface of the water or upon adjoining shorelines. The reportable quantity for hazardous materials is per the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA), and is any hazardous substance with reportable quantity that appears in Table 302.4of 40 CFR parts 302, for other substance not found on this list, the reportable quantity is one pound. In order to minimize the potential for a spill of hazardous materials to come in contact with stormwater, the following steps will be implemented: a) All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, PACLAND 50186001 Page 20 Blue Star Gas Technical Information Report Tukwila, WA additives for soil stabilization, concrete, curing compounds and additives, etc.) will be stored in a secure location, under cover, when not in use. b) The minimum practical quantity of all such materials will be kept on the job site and scheduled for delivery as close to time of use as practical. c) A spill control and containment kit (containing for example, absorbent such as kitty litter or sawdust, acid neutralizing agent, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. d) All of the product in a container will be used before the container is disposed of. All such containers will be triple rinsed, with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with storm water discharges. e) All products will be stored in and used from the original container with the original product label. f) All products will be used in strict compliance with instructions on the product label. g) The disposal of excess or used products will be in strict compliance with instructions on the product label. 8. Long -Term Pollutant Controls - Storm water pollutant control measures installed during construction, that will also provide benefits after construction, will not be applicable to this project since most of the pollution control measures are already in place. Those sediment barriers that do not interfere with normal operations and appear to provide long- term benefits can be left in place after construction is completed. 9. Source Controls — Per Section 1.3.4 of the 2009 KCSWDM, structural source control measures, such as car wash pads or dumpster area roofing, shall be applied to the entire site containing the proposed project, not just the project site. No structural source controls are proposed for this site at this time. B. Construction Phase "Best Management Practices" During the construction phase, the General Contractor shall implement the following measures: 1. Materials resulting from the clearing and grubbing or excavation operations shall be stockpiled up slope from adequate sedimentation controls. PACLAND 50186001 Page 21 Blue Star Gas Technical Information Report Tukwila, WA Materials removed to an off -site location shall be protected with appropriate controls and properly permitted. 2. The General Contractor shall designate areas on the T.E.S.C. Plan, D-1.0 for equipment cleaning, maintenance, and repair. The General Contractor and subcontractors shall utilize such designated areas. Cleaning, maintenance, and repair areas shall be protected by a temporary perimeter berm, shall not occur within 150 feet away of any waterway, and in areas located as far as practical from storm drains. 3. Use of detergents for large scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 4. Chemicals, paints, solvents, fertilizers, and other toxic materials must be stored in weatherproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed at an approved solid waste or chemical disposal facility. C. Off -Site Facilities Whenever dirt, rock, or other materials are imported to the construction site or exported for placement in areas off of the primary construction site, the General Contractor is responsible for determining that all stormwater permitting and pollution control requirements are met for each and every site which receives such materials or from which such materials are taken. Prior to the disturbance of any such site, the General Contractor will furnish the Owner with a copy of the storm water permit issued for each such site, as well as a copy of the off -site Owners certification statement agreeing to implement necessary storm water pollution prevention measures. The General Contractor will also furnish a copy of the SWPPP for each such site, including a description of the erosion control measures, which will be applied. At a minimum, each off -site area that provides or receives materials or is disturbed by project activities must implement erosion control measures consisting of perimeter controls on all down slope and side slope boundaries and must also provide for both temporary stabilization measures and for permanent re -vegetation after all disturbance is ended. PACLAND 50186001 Page 22 Blue Star Gas Technical Information Report Tukwila, WA PACLAND 50186001 Page 23 Blue Star Gas Technical Information Report Tukwila, WA PACLAND 50186001 Appendix Blue Star Gas Technical Information Report Tukwila, WA Appendix A Figures Figure 1 — Existing Conditions Plan Figure 2 - Grading and Drainage Plan Figure 3 — T.E.S.C. Plan and Notes PACLAND 50186001 Appendix Blue Star Gas Technical Information Report Tukwila, WA Appendix C Special Reports and Studies PACLAND 50186001 Appendix Geotechnical Engineering Report International & 160th Starbucks Tukwila, Washington May 24, 2013 Terracon Project No. 81135030 Prepared for: SCM Solutions, LLC Ft. Collins, Colorado Prepared by: Terracon Consultants, Inc. Mountlake Terrace, Washington Offices Nationwide Established in 1965 Employee -Owned terracon.com GeoteclrnicaI Environmental lFerracon Construction Materials Facilities lierracon May 24, 2013 SCM Solutions, LLC 1281 East Magnolia, Unit #186 Fort Collins, CO 80524 Attention: Ms. Lisa Sunderland & Ms. Elizabeth Hughes RE: GEOTECHNICAL ENGINEERING EVALUATION International & 160s' Starbucks 15838 international Boulevard Tukwila, Washington Terracon Project No. 81135030 Dear Lisa and Elizabeth, Terracon Consultants, Inc. (Terracon) has completed a geotechnical engineering evaluation for the above -referenced project. Our services were performed in general accordance with our proposal letter (Terracon No. P81130055) dated February 26, 2013. This report presents the results of our evaluation and provides our geotechnical recommendations concerning design and construction issues. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning our report, or if we may be of further service, please don't hesitate to contact us. Sincerely, Terracon Consultants, Inc. David A. Baska, Ph.D., P.E. Geotechnicat Department Manager James M. Brisbine, P.E., L.G Senior Project Engineer Copies to: Addressee (1 PDF copy via email) Sara Martin / Sterling Design Associates (1 PDF copy via email) Terracon Consultants, Inc. 21905 — 64111 Avenue W., Suite 100 Mountlake. Terrace, Washington 98043 P i425j 771.3304 F (425j 771-3549 terracon.com Geatechnical • Environmental ■ Construction Materials S Facilities lierracon TABLE OF CONTENTS EXECUTIVE SUMMARY 1.0 INTRODUCTION 1 2.0 PROJECT INFORMATION 1 2.1 Site Delineation .1 2.2 Proposed Site Development 2 2.3 Scope of Work 2 3.0 SITE SETTING 3 3.1 Regional Geography 3 3.2 Regional Geology 4 3.3 Regional Zoning 4 4.0 SITE CONDITIONS 4 4.1 Development and Surface Features 4 4.2 Soil Stratigraphy 5 4.3 Groundwater Levels 6 5.0 CONCLUSIONS AND RECOMMENDATIONS 6 5.1 General Considerations 6 5.2 Site Preparation 7 5.3 Spread Footings 8 5.4 Slab -On -Grade Floors 10 5.5 Backfilled Walls 11 5.6 Drainage Systems 13 5.7 Pavement Sections 14 5.8 Structural Fill 16 6.0 GENERAL COMMENTS 18 FIGURES Figure 1 — Site Location Map Figure 2 — Site & Exploration Plan APPENDIX A — Field Exploration Procedures, General Notes, and Logs APPENDIX B — Laboratory Testing Procedures, Soil Classifications and Results APPENDIX C — Supplemental Information Geotechnical Engineering Report International & 160th Starbucks a Tukwila, WA May 24, 2013 61 Terracon Project No. 81135030 EXECUTIVE SUMMARY irerracan Terracon has completed a geotechnical engineering evaluation for the proposed construction of a new Starbucks coffee shop at the project site. Our scope of work included exploratory borings, limited laboratory soil testing, geotechnical analysis, and preparation of this report. Based on our findings, we have derived the following geotechnical conclusions and recommendations: • Subsurface Conditions: The site appears to be mantled by 2'/ to 6% feet of Loose to medium dense, silty, gravelly, sands, which we interpret as old fill material. This fill is underlain by a native glacial deposit comprising stiff to very stiff, sandy silts over medium dense to dense, silty sands. One of our borings revealed groundwater at about 16 feet. • Geological Hazards: Based on municipal zoning maps, the site does not appear to be impacted by landslide risks, liquefaction potential, erosion zones, or other geological hazards that would adversely affect site development. ■ Building Support: The proposed building can be supported by conventional spread footings. However, due to the presence of loose and variable fill soils mantling the site, all footings should rest on 18-inch-thick (minimum) aggregate bearing pads in order to reduce the risk of excessive long-term settlements. This mitigation measure represents a balance between the cost of complete fill soil removal and the risk of leaving all fill in place. IN Floor Support: A conventional slab -on -grade floor can be used within the proposed building if the floor subgrades are properly prepared. • Earthwork Considerations: The on -site soils range from moderately silty to very silty, which renders them sensitive to moisture conditions and difficult to compact when wet. As such, earthwork should be performed during periods of dry weather. • Infiltration Considerations: The native glacial silt deposit that underlies the site possesses a relatively low permeability. Therefore, it does not appear feasible to infiltrate any significant amount of the on -site stormwater runoff. This summary should be used only in conjunction with the entire report for design purposes. It should be recognized that geotechnical details were not included or not fully developed in this section; as such, the report must be read in its entirety for a comprehensive understanding of the items presented above. Also, please refer to the GENERAL COMMENTS section for a discussion of the report limitations. lierracon GEOTECHNICAL ENGINEERING REPORT INTERNATIONAL & 160TH STARBUCKS 15838 INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON Terracon Project No. 81135030 May 24, 2013 1.0 INTRODUCTION This report presents the results of our geotechnical engineering evaluation performed for the proposed construction of a Starbucks coffee shop on the subject site. The purpose of our evaluation was to provide geotechnical characterizations, conclusions, and recommendations concerning the following elements of the project: ▪ Building foundations ■ Flexible & rigid pavements • Slab -on -grade floors . Retaining walls • Geological hazards • Structural fill • Seismic criteria • General earthwork • Infiltration potential • Building drains 2.0 PROJECT INFORMATION The following sections present information regarding site delineation, existing site usage, proposed development features, and our geotechnical scope of work. Terracon should be notified if any significant changes are made to the proposed site location, layout, or details. 2.1 Site Delineation The project site comprises a commercial parcel located near the intersection of S. 160th Street and International Boulevard in the southwestern corner of Tukwila, Washington. Table 1, below, summarizes our understanding of the site location and boundaries, as gained from maps, survey plans, aerial 'photos, team communications, and a site reconnaissance. Figure 1 shows the general site location, and Figure 2 illustrates the approximate site boundaries in relation to surrounding features. Terracon Consultants, Inc. 21905 — 64th Avenue, Suite 100 Mountlake Terrace, Washington 98043 P [425] 771-3304 F [425) 771-3549 terracon.com GeotecIiu cal• Environmental • Construction Materials • Facilities Geotechnical Engineering Evaluation International & 160th Starbucks is Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lrerracon TABLE 1 SUMMARY. Of PROJECT SITE DELINEATION Parameter General Description Township I Range / Section SW % of SW '/,, Sect. 22, T23N, R4E Latitude / Longitude Lat = 47.460 deg. Lon = -122.290 deg. Property Address 15838 International Boulevard Tukwila, Washington Geometry Overall Shape: Trapezoidal. Approximate dimensions: 50 feet by 150 feet. Approximate Total Area: 0.17 acres. Visual Boundaries North Side: Commercial parking lot. South Side: Access lane, parking strip, K & S Smoke Shop, & Ace Hardware store. West Side: International Boulevard. East Side: Commercial parking lot. Current Usage El Charro Mexican Restaurant (building & parking lot); restaurant appears to be in full operation. 2.2 Proposed Site Development Development plans call for demolishing the existing restaurant building and then constructing a new Starbucks micro coffee shop on the site. According to a conceptual layout plan, the new development will comprise a small, T-shaped building situated in the western portion of the site. A drive -through lane will extend around the entire site perimeter, and the central area will be landscaped. We anticipate that foundation, floor, and pavement Toads will be relatively low. A short retaining wall might be needed along the northern edge of the site. It has not yet been determined whether stormwater runoff will be infiltrated on site or discharged into a municipal storm drain system. 2.3 Scope of Work We performed all geotechnical services in general accordance with our previously mentioned proposal, except where modifications were warranted by site conditions. It should be noted that our authorized scope of services did not include any environmental characterization or testing of on -site soil samples, but Terracon can provide this service as a separate scope and fee item upon request. We ultimately completed the following geotechnical scope items: Reliable ■ Responsive ■ Convenient Innovative 2 Geotechnical Engineering Evaluation International & 160th Starbucks s Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lierracon • Reviewed topographic maps, geologic maps, municipal hazard maps, aerial photographs, and surface photographs, regarding the site vicinity. • Performed a surface reconnaissance of the site and immediate vicinity. • Advanced three exploratory borings (designated B-1 through B-3) at strategic locations across the site, to depths ranging up to about 16'/ feet below existing grades. • Performed limited geotechnical laboratory testing on representative samples of the near - surface soils. • Analyzed subsurface conditions in relation to the proposed development, and prepared this written report. The functional locations, elevations, and depths associated with our recent on -site explorations are summarized in Table 2, and their relative locations are illustrated on Figure 2. Appendix A describes our field exploration procedures, and Appendix B describes our laboratory testing procedures. 6-1 B-2 B-3 TABLE 2 ' SUMMARY:OF SITE EXPLQRA.TION PROGRAM Surface..: ` T�ermination. Elevation ;; Depth (feet) (feet) Proposed Entry/Exit Area Proposed Building Footprint Proposed Drive -Through Lane 330 330 330 6% 16% 6% Note Ali exploration depths and elevations should be regarded as'only approximate values. .Elevation datum: 1995'USGS to ra hic ma 3.0 SITE SETTING We obtained information concerning regional conditions in the site vicinity from a review of topographic maps published by the U.S. Geological Survey (USGS), geologic maps published by GeoMap Northwest, and on-line zoning maps prepared by King County. Our research findings are discussed below, and excerpts from selected maps and photo files are contained in Appendix C. 3.1 Regional Geography The subject site is situated in a commercial area approximately % mile east of SeaTac International Airport, approximately' mile south of Highway 518, and closely northwest of the McMicken Heights residential area. Topographically, the site sits on the northwestern flank of a Reliable in Responsive • Convenient • Innovative 3 Geotechnical Engineering Evaluation International & 160th Starbucks w Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lierracon broad, regional knoll. Regional surface grades descend to the northwest at a gentle gradient and rise to the southeast at a gentle to moderate gradient. Surface elevations range from about 500 feet at the top of the knoll to about 200 feet at the bottom (USGS datum). Judging by local topography, it appears that a moderate amount of cutting and filling might have been performed near the site as part of the original neighborhood development. 3.2 Regional Geology According to the 2007 Geologic Map of King County, the site vicinity is underlain by Vashon-age glacial deposits. The primary soil deposit is glacial till, which tends to form a cap over ridges and other high features, with a typical thickness on the order of 10 to 30 feet. This deposit overlies the regional knoll and much of the adjacent upland areas. The other significant mapped glacial deposit is recessional outwash, which exists in valleys, ravines, and other low- lying areas, typically with a thickness Tess than 10 feet. It appears that the subject site lies within a zone of recessional outwash but is very close to a contact with glacial till. 3.3 Regional Zoning King County's regional zoning maps show approximate locations where geological hazards and other Environmentally Sensitive Ordinance (SAO) areas are documented or suspected. According to these maps, there are no potential or known landslide areas, liquefaction zones, erosion zones, peat deposits, or abandoned coal mines within the site vicinity. 4.0 SITE CONDITIONS Terracon representatives visited the project site several times during May of 2013 to evaluate surface and subsurface conditions. We were not accompanied by any property owner representatives during our visits, so we did not obtain any anecdotal information regarding existing utilities and past site usage. Our geotechnical observations, measurements, findings, and interpretations are described in the following text sections. 4.1 Development and Surface Features The following paragraphs briefly discuss existing site development and surface features, as observed, obtained, or inferred during our site reconnaissance. Appendix C contains graphical information related to this discussion. or Surface Grades: Most of the site is fairly flat, with a very gentle slope downward to the southeast. Surface grades lie at an average surface elevation of about 330 feet (USGS datum) but are slightly lower than some adjacent grades. Along the northern edge of the site, there is a landscape strip that slopes gently upward approximately 1 to 3 feet to Reliable s Responsive ■ Convenient ■ Innovative 4 Geotechnlcal Engineering Evaluation International & 160th Starbucks ® Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lierracon reach the higher grades of the adjacent parking lot. International Boulevard is approximately 3 to 4 feet higher than the western side of the site, apparently due to embankment fill placement during road construction. is Buildings: A small, single -story, stucco -sided, commercial building currently occupies the western half of the site. This building appears to be on the order of 20 to 40 years old, but we did not observe any obvious indications of settlement, shifting, or other foundation distress around the exterior. ■ Appurtenances: A 3- to 4-foot-high concrete retaining wall extends along the western edge of the site to support the higher grades of International Boulevard. A sign pole sits at the southwestern corner of the site. ■ Pavements: Most of the site is currently covered by asphaltic pavement, which generally appears to be in fair to good condition. Our exploratory borings revealed that this pavement ranges from about 1 % to 3% inches thick. We did not observe a crushed gravel base course below the pavement. • Utilities: According to utility locating marks, the site is serviced by underground sewer, water, electrical, and gas. • Vegetation: The site is devoid of vegetation, but landscaping shrubs, plants, and small trees are located in a planter strip adjacent to the northem site boundary. 4.2 Soil Stratigraphy Our exploratory borings revealed three main soil types below the site, as described in the following paragraphs. The boring logs contained in Appendix A and the lab sheets contained in Appendix B provide details regarding on -site soil conditions. Although our scope of work did not involve any sampling or testing for possible environmental soil contaminants, it should be noted that we did not see any petroleum sheens or smell any petroleum odors in any of the soil samples that we obtained. • Granular Fill Soils: immediately beneath the pavement, all three of our borings disclosed a surficial layer of silty, gravelly sand with scattered traces of wood debris and asphalt particles. This layer ranged from about 2'/ to 6% feet thick. The upper portion was generally medium dense, but it graded to loose at greater depths. Based on the location and composition, we infer this soil to be a layer of imported fill soil that was placed during the original neighborhood grading operations many decades ago. Our grain -size analyses performed on two representative samples revealed a fines (silt and clay) content of about 28 to 32 percent, a sand content of about 49 to 61 percent, and a gravel content of about 11 to 19 percent. Field moisture contents were measured at about 13 to 18 percent. Reliable ■ Responsive ■ Convenient is Innovative 5 Geotechnical Engineering Evaluation International & 160th Starbucks ® Tukwila, WA May 24, 2013 s Terracon Project No. 81135030 lierracon • Native Sandy Silts: Below the granular fill soils, all borings encountered a layer of stiff to very stiff, sandy silt. This layer ranged from about 3 to 7 feet thick. We interpret the sandy silt to be a native recessional outwash deposit, which was shown on regional geologic maps. • Native Silty Sands: Beneath the sandy silt layer, at depths ranging from about 5% to 13' feet, two of our borings disclosed medium dense to dense, silty sands with gravel. . We interpret this soil to be weathered glacial till or glacial outwash. 4.3 Groundwater Levels Our deepest exploratory boring (B-2) encountered groundwater within the native, silty, sand deposit at a depth of about 16 feet. We infer that this groundwater is perched atop deeper layers of less -permeable glacial soils. Over the entire site, groundwater conditions probably fluctuate with season, precipitation patterns, on -site or off -site usage, and other factors. 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on our surface reconnaissance, subsurface exploration, and document research, we conclude that the proposed site development is feasible from a geotechnical standpoint, contingent on proper design implementation and construction practices. Our geotechnical conclusions and recommendations concerning general considerations, site preparation, spread footings, slab -on -grade floors, retaining walls, site drains, pavement sections, and structural fill are presented in the following text sections. ASTM specification codes cited herein refer to the 2010 manual published by the American Society for Testing & Materials. WSDOT codes refer to the 2012 edition of Standard Specifications for Road, Bridge, and Municipal Construction published by Washington State Department of Transportation. 5.1 General Considerations We offer the following comments, conclusions, and recommendations concerning general geotechnical design and construction issues affecting the overall development. Geological Hazards: King County's on-line regional maps do not show any geological hazard areas, such as landslide zones, erosion areas, liquefaction zones, and abandoned coal mines, at or near the subject site. Our surface reconnaissance and subsurface exploration confirmed this regional mapping. Consequently, the proposed site development does not appear to be constrained by anv municipal Sensitive Area Ordinances (SAO). Reliable ■ Responsive ■ Convenient ■ Innovative 6 Geotechnical Engineering Evaluation International & 160th Starbucks a Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lrerracon Earthwork Considerations: Our borings and laboratory testing disclosed moderately silty to very silty soils underlying the site. Because these soils are moisture -sensitive and easily disturbed when wet, we recommend that earthwork be scheduled for extended periods of dry weather. Foundation Considerations: Our borings disclosed about 2'/2 to 6Y2 feet of loose or medium dense fill mantling the site. These surficial fill soils are not well -suited for foundation bearing due to their moderate compressibility, which creates a risk of excessive post -construction settlements. However, given the lightweight nature of the proposed building, we conclude that conventional shallow spread footings can be used to support the building if appropriate subarade improvements are performed and if the risk of moderate differential settlements can be tolerated. Seismic Site Class: The 2009intemational Building Code (IBC) assigns a seismic Site Class on the basis of geological conditions prevailing within a depth of 100 feet below the local ground surface. Although our borings did not extend to a depth of 100 feet, we infer from near -surface soil observations and from available geologic maps that the overall subsurface conditions correspond to Site Class "D" as defined by the IBC. Infiltration Potential: Our scope of work did not include infiltration testing or analysis, but we infer from density and textural properties that the native sandy silt deposit underlying the entire site would likely offer a very low percolation rate (probably less than 0.05 to 0.10 inches per hour before a safety factor is applied). As such, the on -site soil conditions are not well suited for stormwater infiltration. Contaminated Soil Considerations: Our scope of work did not include an assessment of environmental risks or possible soil contaminants. However, the presence of imported fill soils on the site inherently carries the possibility of undesired constituents. If contaminated soils are encountered. it could affect certain geotechnical recommendations presented herein, such as for foundation subgrade preparations and reuse of on -site soils. 5.2 Site Preparation Preparation of the project site will involve tasks such as demolition, temporary drainage, stripping, cutting, filling, erosion control, and subgrade compaction. The paragraphs below present our geotechnical comments and recommendations concerning these various issues. Demolition: The first step in site preparation will likely consist of demolishing all existing structures and appurtenances. Any associated underground structural elements, such as old footings, stemwalls, and sign foundations, should be removed as part of this demolition operation. Also, any abandoned sewerlines, drainpipes, or other underground utilities should be either removed or grouted in place Reliable ■ Responsive a Convenient s Innovative 7 Geotechnical Engineering Evaluation International & 160th Starbucks gi Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lrerracon Temporary Drainage: Any sources of surface or near -surface water that could potentially enter the construction zone should be intercepted and diverted before stripping or grading activities begin. We tentatively anticipate that a system of temporary curbs or berms placed around the upslope sides of the construction zone will adequately intercept most surface water runoff. However, the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction. sequence, and contractor's methods; therefore, final decisions regarding temporary drainage details are best made in the field at the time of construction. Clearing and Stripping: After surface and near -surface water sources have been controlled, the construction zone should be cleared and stripped of all existing pavements, slabs, sidewalks, and residual topsoils. Our borings revealed about 1% to 3% inches of asphalt pavement within the parking lot, but variations could occur. Stripping depths should be adjusted as needed to remove all root mats, muck, and other deleterious materials, if encountered. Weather Considerations: It should be realized that if the stripping or cutting operations proceed during wet weather, greater stripping depths might be necessary to remove disturbed moisture -sensitive subgrade soils. For this reason, site earthwork is best performed during a period of dry weather. 5.3 Spread Footings Conventional spread footings can be used to support the proposed building if the subgrades are properly prepared. We offer the following comments and recommendations conceming design and construction of spread footings. In the event that very unfavorable soil conditions are revealed by future excavations, then we might need to provide supplemental recommendations for subgrade improvements or an alternative foundation system. Footing Depths and Widths: For frost and erosion protection, the bottoms of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bottoms of interior footings need bear only 12 inches below the surrounding slab or crawlspace level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. Bearing Provisions: Because the existing surficial layer of loose to medium dense fill soil could lead to excessive total and/or differential settlements of the new building, we recommend that all footings bear on an 18-inch-thick (minimum) pad of high -strength aggregate fill material. This will involve overexcavating the existing soil downward at least 18 inches and outward at least 12 inches, as indicated in the sketch below (where D = 18 inches). The resulting overexcavations should then be backfilled with a suitable bearing material, as discussed in the following paragraph. Reliable ■ Responsive ■ Convenient ■ Innovative 8 Geotechnical Engineering Evaluation International & 160th Starbucks n Tukwila, WA May 24, 2013 n Terracon Project No. 81135030 Design Footing Level lferracon Bearing Pad Materials: We recommend using 2-inch-minus crushed rock (commonly called "railroad ballast") for the aggregate bearing pads beneath each footing. This material offers a high shear strength and does not require rigorous compaction to achieve a firm and unyielding condition, but it should be bucket -tamped after placement. Other materials, such as sand and gravel mixtures ("pit run"), are not recommended for bearing pads, due to their inherently lower shear strength and their need for rigorous compaction. Bearing Capacities: Based on the bearing provisions described above, we recommend that all footings be designed for the following maximum allowable soil bearing capacities. These values incorporate static and transient (wind or seismic) safety factors of at least 2.0 and 1.5, respectively. Design Parameter. Iiowable Value Static Bearing Pressure Seismic Bearing Pressure 2000 psf 2600 psf Footing Settlements: We estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements between new foundation elements over horizontal spans on the order of 50 feet could approach s/ inch. In all cases, these settlements would be reduced if the actual design bearing pressures are lower than our recommended maximum allowable pressures. Footing and Stemwall Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported or on -site granular soils can be used for this purpose. All footing and stemwall backfill soil should be compacted to a uniform density of at least 90 percent (based on ASTM: D-1557). Reliable ■ Responsive ■ Convenient ■ Innovative 9 Geotechnical Engineering Evaluation International & 160th Starbucks is Tukwila, WA May 24, 2013 m Terracon Project No. 81135030 Mrracon Lateral Resistance: Footings and stemwalls that have been properly backfilled as described above will resist lateral movements by means of both passive earth pressure and base friction. We recommend using the following allowable values, which incorporate static and transient (wind or seismic) safety factors of at least 1.5 and 1.1, respectively. Allowable base friction, which includes a safety factor of 1.5, can be combined with the respective passive pressure to resist static and transient loads. Design Parameter, Allowable.: Value '. Static Passive Pressure Transient Passive Pressure Base Friction Coefficient 300 pcf 400 pcf 0.4 Subgrade Verification: Footings should never be cast atop loose, soft, organic, or frozen soil, slough, debris, uncompacted fill, or surfaces covered by standing water. We recommend that the condition of all subgrades be verified by a Terracon representative before any bearing pad fill is placed, and then again before any footing concrete is poured. 5.4 Slab -On -Grade Floors In our opinion, a soil -supported slab -on -grade floor can be used in the proposed new building if the subgrade is properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Sections: A slab -on -grade floor section typically comprises a concrete slab over a vapor barrier over a base course (capillary break) layer and, where needed, a subbase course. We recommend the following minimum thicknesses for these layers. Our specific recommendations for subgrade preparation and layer materials are discussed below. Floor Layer (top to bottom) Concrete Slab Vapor Retarder/Barrier Base Course (Capillary Break) Subbase Course inimum.:Thickness (by others) 10 mil 4 inches 8 inches Subgrade Preparation: After the slab -on -grade floor area has been cut down to an elevation that will accommodate the appropriate layers, the exposed subgrade soils should be compacted to a firm and unyielding condition by means of a vibratory -drum roller. Any localized zones of soft, organic -rich, or debris -laden soils disclosed during compaction should be overexcavated and replaced with structural fill material. If the subgrade is prepared during wet weather, it might be advantageous to cover it with a separation geotextile (such as Mirafi 140N) before the subbase course is placed. Reliable ■ Responsive ■ Convenient ■ Innovative 10 Geotechnical Engineering Evaluation International & 160th Starbucks a Tukwila, WA May 24, 2013 in Terracon Project No. 81135030 lierracon Subbase Course: A subbase course provides structural support for a floor slab and helps to reduce long-term differential settlements. For this purpose, we recommend using imported, well -graded sand and gravel, such as "Ballast" per WSDOT: 9-03.9(1) or "Gravel Borrow" per WSDOT: 9-03.14. Alternatively, an angular material such as "Crushed Surfacing Base Course" per WSDOT: 9-03.9(3) or 2-inch-minus crushed rock ("railroad ballast") could be used, although these materials would likely be more expensive. In the interest of using recycled materials, it would also be acceptable to use crushed cement concrete, provided that it meets the same textural criteria as the aforementioned WSDOT materials. Base Course (Capillary Break): A base course, or capillary break, is a layer of relatively porous material placed beneath floor slabs to retard the upward wicking of groundwater, as well as to provide a smooth bearing surface. Ideally, the base course would consist of clean, uniform, well-rounded gravel, such as 5/8-Inch or 7/8-inch washed rock. It would also be acceptable to use a clean, angular gravel such as "Crushed Surfacing Base Course" per WSDOT: 9-03.9(3) for this purpose. Floor Settlements: If the subgrade and floor layers are properly constructed, we estimate that total post -construction settlements of the slab -on -grade floor will not exceed IA inch. Differential settlements across the length or width of the floor could approach two-thirds of the actual total settlement. Subgrade Verification: Floor slabs should never be cast atop loose, soft, organic, or frozen soil, slough, debris, uncompacted fill, or surfaces covered by standing water. We recommend that the condition of all subgrade areas be verified by a Terracon representative before any underslab fill is placed, and then again before the slab is poured. 5.5 Backfilled Walls We anticipate that a backfilled concrete retaining wall might be needed along the northem side of the site to support the existing soil bank. It is also possible that the existing wall located along the western side of the site might be replaced. Our design and construction recommendations for backfilled concrete walls are presented below. Applied Loads: The overturning and sliding loads typically applied to a retaining wall can be classified as static earth pressures, static surcharge pressures, and seismic surcharge pressures. If an adequate drainage system is included with the retaining wall, hydrostatic pressures can be neglected. Our recommended design pressures, which are derived from measured and inferred properties, are discussed in the following paragraphs and summarized in Table 3. Reliable ■ Responsive ■ Convenient is Innovative 11 Geotechnical Engineering Evaluation International & 160th Starbucks m Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lferracon ■ Static Earth Pressures: Yielding (cantilever) retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas non -yielding (restrained) walls should be designed to withstand an appropriate at -rest lateral earth pressure. The at -rest case is applicable where retaining wall movement is confined to Tess than 0.005 times the wall height. If greater movement is possible, the active case applies. These pressures act over the entire back of the wall and vary with the backslope inclination. For retaining walls with a level or inclined backslope and well -drained conditions, we recommend using the values provided in Table 3. • Static Surcharge Pressures: Any superimposed vertical loading (such as adjacent foundations or traffic loads) located within a 45-degree plane projected upward from the wall base will apply a lateral surcharge to the wall. For traffic loads, a uniform vertical surcharge of 250 psf can be assumed. The active or at -rest lateral surcharge can be approximated by multiplying the vertical load by 30 percent and 50 percent, respectively. • Seismic Surcharge Pressures: The total static pressures acting on a wall should be increased to account for seismic surcharge loadings resulting from lateral earthquake motions. These surcharge pressures act over the entire back of the wall and vary with the backslope inclination, the seismic acceleration, and the wall height. Based on a wall height of "H" feet, we recommend that these seismic loadings be modeled as the uniform pressures given in Table 3. Resisting Forces: Lateral pressures acting on retaining walls are resisted by a combination of passive lateral earth pressure and base friction. Passive pressure acts over the embedded front of the wall and footing, although the upper 2 feet should be neglected. Interface friction along the bottom of a wall footing can be combined with passive pressure to resist sliding. Assuming a level foresiope, we recommend using the design values presented in Table 3. These values are derived from measured and inferred soil properties, and they incorporate a static safety factor of at least 1.5. • TABLE. 3 D SIGN.CRITERIA FOR SACKFlLLED;RS.TALN1NG WALLS• Design Parameter Wall Condition -Static Case Seismic Case. Active Earth Loading At -Rest Earth Loading Level Backslope 35 pcf 2H:1V Backslope 55 pcf 4 H psf 8 H psf Level Backslope 50 pcf 12 H psf 2H:1V Backslope 85 pcf Passive Earth Resistance Base Friction Resistance Level Foreslope 300 pcf Any angle 0.4 24 H psf 400 pcf 0.4 Note Other values woul aPl ly"for differing wail conditions or surcharge loads Reliable ■ Responsive a Convenient u Innovative 12 Geotechnical Engineering Evaluation International & 160th Starbucks a Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lierracon Curtain Drains: A curtain drain is a vertical layer of drainage material that is placed against the back of a wall to dissipate hydrostatic pressures. We recommend using a clean, well-rounded aggregate, such as "Gravel Backfill for Drains" (per WSDOT: 9-03.12(4)), for this purpose. The curtain drain should extend outward at least 12 inches from the wall and extend upward to within about 12 inches of the ground surface. Heel Drains: A heel drain is a horizontal drainage element that is placed behind the rearward projection (heel) of a wall foundation to collect water from the curtain drain. We recommend that a heel drain be included with all on -site retaining walls. Each heel drain should comprise a 4-inch-diameter perforated pipe surrounded by at least 6 inches of drainage gravel, all wrapped with filter fabric. The drainpipe should then be connected to a tightline discharge pipe that routes water to an appropriate location. Backfill Soil: We recommend that all backfill placed behind the curtain drain consist of either on -site or imported granular material, as described in the Structural Fill section of this report. If the backfill soil contains more than 10 percent fines, a layer of filter fabric (such as Mirafi 140N) should be placed between the curtain drain and backfill. Soil Compaction: Because soil compactors place significant lateral pressures on walls, we recommend that only small, hand -operated compaction equipment be used within 3 feet of a wall. Also, the soil within 3 feet should be compacted to a density as close as possible to 90 percent of the maximum dry density (based on ASTM: D-1557). A greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post -construction settlements. Backfill placed behind the curtain drain should be compacted to a density of 90 percent. 5.6 Drainage Systems In our opinion, the new development should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Foundation Drains: Due to the possibility for shallow groundwater to form below the site, we recommend that the building be encircled with a perimeter foundation drain to collect exterior seepage. This drain should consist of a 4-inch-diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe. The gravel envelope should be wrapped with filter fabric (such as Mirafi 140N) to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above or below the base of the perimeter footings. Subfloor Drains: Based on the groundwater conditions observed in our site explorations, we currently do not infer a need for drains beneath floor slab if the foundation drains are properly Reliable a Responsive ■ Convenient ■ Innovative 13 Geotechnical Engineering Evaluation International & 160th Starbucks m Tukwila, WA May 24, 2013 m Terracon Project No. 81135030 lFerracon installed. However, the final decision regarding the need for subfloor drains should be made at the time of construction, after the floor subgrade has been exposed and the foundation walls have been cast. Runoff Water: Roof downspouts, parking lot drains, and drains from any other runoff surfaces should not be tied into the perforated piping system of the foundation drain. Instead, the runoff water collected from such sources should be routed through a separate tightline piping system. Also, final site grades should be sloped so that surface water flows away from the building rather than ponding near the foundation walls. Drainage Discharge: All water collected by the interceptor drain, foundation drain, catch basins, and other on -site systems should be conveyed to an off -site municipal storm drain, sewer, or other appropriate discharge location. As previously mentioned, the subsurface soils do not appear suitable for on -site infiltration of stormwater. 5.7 Pavement Sections We anticipate that some combination of flexible and rigid pavements will be used in new parking lot and drive -through lane. The following comments and recommendations are given for pavement design and construction purposes. Soil Design Values: Soil conditions can be defined by a California Bearing Ratio (CBR), which quantitatively predicts the effects of wheel Toads imposed on a saturated subgrade. Although our scope of work did not include a CBR test on the existing surficial granular fill soils, we infer from our limited textural testing that a CBR value of 5 to 10 would likely be appropriate for pavement design purposes. Traffic Design Values: Traffic conditions can be defined by a Traffic Index (TI), which quantifies the combined effects of projected car and truck traffic. Although no specific traffic data was available at the time of our analysis, we estimate that a TI of 3.0 to 4.0 would likely be appropriate for the drive -through lane or adjacent parking areas. A slightly higher TI of about 5.0 appears appropriate for an access driveway subjected to daily deliveries by small freight trucks, but this does not accommodate frequent use by heavy freight trucks. Flexible Pavement Sections: A flexible pavement section typically comprises an asphalt concrete pavement (ACP) over a crushed aggregate base (CAB) over a granular subbase (GSB). Although the GSB can be omitted in certain cases, we infer that it is beneficial at this site in order to mitigate the moisture -sensitive subgrade conditions. Our recommended minimum thicknesses for flexible pavement sections, which are based on the aforementioned design values and a 20-year lifespan, are shown below. Reliable ■ Responsive ■ Convenient ■ Innovative 14 Geotechnical Engineering Evaluation International & 160th Starbucks a Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lrerracon Flexible Pavement Layers;. (top to bottom) • Mlnimum:Thickness Parking Lot & Drive Thru Light -Truck Driveway Asphalt Concrete Pavement (ACP) Crushed Aggregate Base (CAB) Granular Subbase (GSB) 3 inches 3 inches 6 inches 31/2 inches 4 inches 8 inches Rigid Pavement Sections: A rigid pavement section typically comprises a cement concrete pavement (CCP) over a crushed aggregate base (CAB) over a granular subbase (GSB). Although the GSB can be omitted in certain cases, we infer that it is beneficial at this site in order to mitigate the moisture -sensitive subgrade conditions. Our recommended minimum rigid pavement sections, which are based on the aforementioned design values, are shown below. Cement Concrete Pavement (CCP) Crushed Aggregate Base (CAB) Granular Subbase (GSB) Minimum Thickness: Parking Lo Drive-T 5 inches 2 inches 6 inches Light -Truck Driveway 6 inches 2 inches 8 inches Subgrade Preparation: All pavement subgrades should be compacted to a firm and unyielding condition before any pavement layers are placed. We recommend using a vibratory roller in granular (sand or gravel) subgrade areas and a static roller in cohesive (silt or clay) subgrade areas. Any encountered zones of very loose fill soil will require additional compactive effort to achieve an adequate density. After all subgrade areas have been compacted, the resulting subgrade condition should be verified by proof -rolling with a loaded dump truck or other heavy construction vehicle, in the presence of a geotechnical representative. Granular Subbase: We recommend that all GSB material consist of imported, well -graded sand and gravel, such as "Ballast" per WSDOT: 9-03.9(1). In the interest of using recycled materials from on -site or off -site sources, it would be acceptable to substitute up to 20 percent of the GSB with crushed asphalt concrete or up to 100 percent of the GSB with crushed cement concrete, provided that the finalmixture meets the same textural criteria as the aforementioned WSDOT material. Regardless of composition, all GSB material should be compacted to a minimum density of 95 percent, based on the Modified Proctor maximum dry density (per ASTM: D-1557). Crushed Aggregate Base: We recommend that all CAB material conform to the criteria for "Crushed Surfacing Base Course" per WSDOT: 9-03.9(3). In the interest of using recycled materials from on -site or off -site sources, it would be acceptable to substitute up to 20 percent Reliable ■ Responsive ■ Convenient ■ Innovative 15 Geotechnical Engineering Evaluation International & 160th Starbucks ti Tukwila, WA May 24, 2013 A Terracon Project No. 81135030 lierracon of the CAB with crushed cement concrete, provided that the final mixture meets the same textural criteria as the aforementioned WSDOT material. Regardless of composition, all CAB material should be compacted to a minimum density of 95 percent, based on the Modified Proctor maximum dry density (per ASTM: D-1557). Asphalt Concrete Pavement: We recommend that the ACP aggregate gradation conform to the control points for a'/ -inch mix (per WSDOT: 9-03.8(6)) and that the binder conform to PG 58-22 criteria (per WSDOT: 9-02.1(4)). We also recommend that the ACP be compacted to a target average density of 92 percent, with no individual locations compacted to less than 90 percent nor more than 96 percent, based on the Rice theoretical maximum density for that material (per ASTM: D-2041). Cement Concrete Pavement: We recommend using Portland cement concrete with a minimum compressive strength of 4,000 psi and a minimum rupture modulus of 580 for the CCP. We also recommend that the concrete be reinforced with a welded wire mesh such as W2-6x6, positioned at a one-third depth within the layer. Compaction Testing: Compaction of the CAB and GSB layers should be verified qualitatively by method observations, proof -rolling, and hand -probing, as well as quantitatively by nuclear densometer testing. Compaction of the ACP should be quantified by laboratory testing of core samples, along with in -situ nuclear densometer testing. Pavement Life and Maintenance: It should be realized that asphaltic pavements are not maintenance -free. The foregoing pavement sections represent our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt, base, and subbase courses would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 5.8 Structural Fill The term structural fill refers to any materials placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other such features. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Structural Fill Materials: For general use, a well -graded mixture of sand and gravel with a low fines content (commonly called "gravel borrow" or "pit -run") provides an economical structural fill material. For specialized applications, it may be necessary to use a highly processed material such as crushed rock, quarry spalls, clean sand, granulithic gravel, pea gravel, drain rock, Reliable ■ Responsive ■ Convenient ■ Innovative 16 Geotechnical Engineering Evaluation International & 160th Starbucks ® Tukwila, WA May 24, 2013 a Terracon Project No. 81135030 lrerracon controlled -density fill (CDF), or lean -mix concrete (LMC). Recycled asphalt or concrete, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any significant amount of organic matter or debris, nor any individual particles greater than about 4 inches in diameter. Solt Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the fines content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. On -Site Soils: Because only minor cuts are planned for the site after surface stripping, we expect that only minor quantities of on -site fill soils will be generated during earthwork activities. Our borings indicated that the upper on -site soils will likely consist of silty, gravelly sands, with random particles of wood or asphalt. At the time of our exploration, moisture contents in the upper fill zone were found to range from about xx to xx percent, which we infer to be at or slightly above their optimum moisture content. As such, most on -site soils will likely be reusable during dry weather if they can be adequately moisture -protected, but they will be difficult to reuse during wet weather. Any zones containing significant amounts of wood, asphalt, or other waste products should be excluded from reuse as structural fill. Wet -Weather Earthwork: As discussed above, the on -site fill soils would be difficult to reuse as structural fill during wet weather. Consequently, the project specifications should include provisions for using imported, clean, granular fill. As a general structural fill material, we recommend using a well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT: 9-03.9(1) and 9-03.14, respectively. For combined structural fill and drainage purposes, a relatively clean and uniform angular material such as "Crushed Surfacing Base Course" per WSDOT: 9-03.9(3) is preferable. Fill Placement and Compaction: Structural fill materials should be placed in horizontal lifts not exceeding about 12 inches in loose thickness. Unless stated otherwise in this report, we recommend that each lift then be thoroughly compacted with a mechanical compactor to a uniform density of at least 90 percent, based on the Modified Proctor test (ASTM: D-1557). Compaction is not necessary for certain structural fill materials, such as pea gravel, drain rock, quarry spells, CDF, and LMC. Subgrade Verification and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with our various recommendations for site preparation. The condition of all subgrades should be verified by a Terracon representative before soil or concrete placement begins. Also, fill soil compaction should be verified by means of in -place density testing, hand -probing, proof -rolling, or other Reliable ■ Responsive ■ Convenient ■ Innovative 17 Geotechnical Engineering Evaluation International & 160th Starbucks a Tukwila, WA May 24, 2013 m Terracon Project No. 81135030 lierracon appropriate methods performed during fill placement so that the adequacy of soil compaction efforts may be evaluated as earthwork progresses. 6.0 GENERAL COMMENTS As discussed above, the site is mantled by fill soils of unknown origin and placement. We typically recommend removal of all undocumented fill below new buildings because it is impossible to accurately predict the settlement response of such soils. Our recommendations presented herein for foundation and floor support include mitigation measures that offer a balance between the cost of removing all fill versus the risk of leaving all fill in place. By leaving some existing fill in -place under the structure, as described herein, there is a slight risk of greater -than -normal settlement. If the owner desires to minimize or eliminate this risk, all existing fill should be removed and replaced. Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction, and other earth -related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the explorations performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between explorations, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this geotechnical project does not include either specifically or by implication any environmental or biological (such as mold, fungi, and bacteria) assessment of the site, nor any identification or prevention of pollutants, hazardous materials or conditions. If such information is desired by the client or owner, Terracon could provide these services as a separate scope and fee item. This report has been prepared for the exclusive use of our client, for specific application to the currently proposed project, and in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Reliable ■ Responsive ■ Convenient ■ innovative 18 POW Litz JMB Pict 81135030 Darn By: SGP Sage AS SHOWN JMB Rollo. Figure 1.dwg *rand Br JMB Oak May 2013 1Terracon Consulting Engineers and Sdentisls 2100514th AvmueW.81a 100 Maimed* Tanar,WA000b PH, (420) 7713301 FAX (425)7714510 Basemap PDF obtained from Google Maps and modified by Terracon SITE LOCATION MAP FIG. No. International & 160th Starbucks Tukwila, Washington Prepared for. SCM Solutions, LLC 1 Existing Parking Lot Q. co 0 S B-1 Existing Smoke Shop and Hardware Store LEGEND: s B_1 BORING NUMBER AND APPROXIMATE LOCATION Basemap PDF fife provided by SCM Solutions and modified by TERRACON. 30 0 10 20 30 1 SCALE IN FEET JMB Prcjecto. 81135030 D. Br SGP bak 1 inch =30feet Chd.dBy: JMB FM Nw Flom 2.dwg samosas JMB Oila May 2013 1Irracon Consulting Engineers and Scientists 21905516Maiu.W.9.14 100 Abnn955.9T...ce WA890p PH.(496) 7714304 FAX. (495)771.1549 SITE AND EXPLORATION PLAN FIG. No. International & 160th Starbucks Tukwila, Washington Prepared for: SCM Solutions, LLC 2 APPENDIX A FIELD EXPLORATION PROCEDURES, NOTES, AND LOGS 81135030 FIELD EXPLORATION PROCEDURES The following paragraphs describe our procedures associated with the on -site subsurface explorations and field tests that we conducted for this project. Interpretive stratigraphic logs of our auger borings are enclosed in this appendix. Our scope of work did not include a precise survey of each exploration location. Instead, all horizontal positions were determined by pacing or taping distances from existing site features, and all depths were referenced to existing site grade. As such, the locations and depths given in the report text, shown on the report figures, and stated on the stratigraphic logs should be considered accurate only to the degree implied by our measuring methods. Auger Borings All borings were advanced with a hollow -stem auger, using a trailer -mounted drill rig operated by an independent drilling firm (Boretec-1, Inc.) working under subcontract to Terracon. As each boring was completed, the borehole was backfilled with suitable materials and the surface was patched with asphalt or concrete. Excess soil cuttings were barreled and left on site in a discreet location. A geotechnical specialist from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. Throughout the drilling operation, soil samples were obtained at 2%- or 5-foot depth intervals by means of the Standard Penetration Test (SPT) per ASTM: D-1586. All samples were stored in watertight containers and later transported to our laboratory for further visual examination. Interpretive stratigraphic logs of our explorations are enclosed in this appendix. 81135030 GENERAL NOTES DRILUNG & SAMPLING SYMBOLS: SS: Split Spoon -1 3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin -Walled Tube - 2' 0.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Corhtg - 4", N, B RB: Rodc Bit BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary The number of bows required to advance a standard 24nch O.D. spilt -spoon sampler (SS) the last 12 Inches of the total 18-Inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: White Sampling N/E: Not Encountered WCI: Wet Cave M WO: While DriNing DCI: Dry Cave In BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring Togs are the levels measured In the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated Levels may reflect the location of groundwater. In low permeability sons, the accurate detemnination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification Is based on the Unl led Classification System. Coarse Grained Solis have more than 50% of their dry weight retained on a #200 sieve: their principal descriptors are: botlders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as days if they are plastic, and silts If they are slightly plastic or not -plastic. Major constituents may be added as modlllers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained sons are defined on the basis of their in -place relative density and line -grained sons on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS jtELATiVE DENSITY OF COARSE -GRAINED SOILS Uncontlne4 Penetration or Standard Penetration Compressive N-value (SS) or Nrvalue (SS) Strenuth. Qu. est Mon, Blows/Ft, Consistency Relative Density < 500 <2 Very Soft 0 — 3 Very Loose 500 -- 1,000 2-3 Soft 4-9 Loose 1,001 — 2,000 4-6 Medium Stiff 10 —29 Medium Dense 2,001 — 4,000 7-12 Stiff 30-49 Dense 4,001 — 8,000 13-26 Very Stiff 50+ Very Dense 8,000+ 26+ Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Termfs) of other percent of Major Component constituents Dry W&ahf of Sample particle Size Trace < 15 Boulders Over 12 In. (300mm) With 15 — 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) RELATIVE PROPORTIONS OF FINES Silt or Clay Passing #200 Sieve (0.075mm) Descriptive Termfsi of other percent ot; PLASTICITY DESCRIPTION constituents Dry Weigh, TAM plasticity index Trace < 5 Non -plastic 0 With 5-12 Low 1-10 Modtiiers > 12 Medium 11-30 High 30+ 81135030 lrerracon - • 0 0 0 x a u. z J r, z cc 00 co BORING LOG NO. B-1 Page 1 of 1 PROJECT: International & 160th Starbucks CLIENT: SCM Solutions, LLC. SITE: 15838 International Boulevard Tukwila, Washington GRAPHIC LOG LOCATION See E#itbit A 2 PEPTM nu J 0 SAMPLE TYPE 2. o U FIELD TEST RESULTS SAMPLE NUMBER WATER CONTENT(%) PERCENT FINES 0,3 3.5 Inches ASPHALT _ _ — _ FILL - SILTY GRAVELLY SAND (SMI, brown, medium dense grading to loose, ti..; .'; " moist +b X 7 8-12-10 N=22 " SANDY SILT WITH GRAVEL MILL brown, very stiff, moist • • j .5 )( 13 11-12-12 N=24 SILTY SAND WITH GRAVEL (SMI, brown, medium dense, moist Boring Terminated at 6.5 Feet Stratification lines are approodmate. In -situ, the transition maybe gradual. Advancement Method See E,ddbitA-3 for description of field procedures. See Appendix B for desuiptlon of laboratory procedures and additional data (limy). SeeC for exp nation of symbols and Notes: Abandonment Method: Bodkngs becktllled with bentonite chips upon completion WATER LEVEL OBSERVATIONS lierracon 21905 84t Mountlake h Ave. W, Suite 100 Terrace, Washington on 5f1312013 Boring Sting BoringCompleted: 5113J2013 Groundwaternotobserved Earted: 85 Diller Borefec Project No.: 81135030 Ehfrlbit: A-1 0 a O O re 0 J 0 J z CO (0 it BORING LOG NO. B-2 Page 1 of 2 PROJECT: International & 160th Starbucks CLIENT: SCM Solutions, LLC. SITE: 15838 International Boulevard Tukwila, Washington GRAPHIC LOG LOCATION See E,dibit A•2 DEPTH _ E z 0 SAMPLE TYPE . FIELD TEST RESULTS SAMPLE NUMBER WATER I CONTENT(%) co III1 -0.5 Inches ASPHALT • : .1 FILL • SILTY GRAVELLY SAND (SM1, brown, medium dense grading to loose, :.t� moist -'.y. 11; `'•'k wood debris observed 10 4-3-2 N=5 •f . blawcounts likely overstated on gravel 5.5 ' �' SANDY SILT (MU, trace gravel, tan -brown, stiff, moist 6-16-4 .. • — \ 6 N=20 i i : _ 4..'• ,: . •• brown, st own, very tff, moist silty sand interbeds observed — ) 14 6-8.11 N=19 .1- , -7 , 1 0— SnatiacatIon fines are apprwdmate. In -situ, the transMon may be gradual. Advancement Melhort See 6dtibitA-3for description offield procedures. See Appendix B for description of laboratory procedxres and additional data Of any}. Notes: Abandonment Method: Borings bacidlled with benton to cNps upon completion See A c for emlanatlon of symbols and WATER LEVEL OBSERVATIONS At the time 5N312013 :Is: Bodng ��: 5/13/2013 of chilling 1 terracon Driller Boretec 2190584th Aw. W, Sulks 100 Mountlake Terrace, Washington Project No.: 81135030 Esdibih• A-2 BORING LOG NO. B-2 Page 2 of 2 PROJECT: International & 160th Starbucks CLIENT: SCM Solutions, LLC. SITE: 15838 International Boulevard Tukwila, Washington GRAPHIC LOG LOCATION See FaltIWtA2 DEPTH DEPTH (FL) wz F 0 SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS SAMPLE NUMBER WATER CONTENT (%) PERCENT FINES ' .: ` a .. r ' • f, SANDY SILT MILL trace gravel, tan -brown, stiff, moist (continued) — 15— _ 13 8-11-12 N=23 with gravel 13.5 • -� • 11 ii • 118.5 SILTY SAND WITH GRAVEL ISM brown, dense, moist l 12 15-14-18 N=32 Boring Terminated at 16.5 Feet $Va1iiica ion lines are approimate. in -situ, the transition maybe gradual. Achencement Method: See Etddbil A-3 for description of field procedures. See Appendix B for description of laboratory procures and additional data (if airy). See Appendix C far explanation of symbols and ablise4ations. Notes: Abandonment Method Borings backfilled with bentonite clips upon completion WATER LEVEL OBSERVATIONS llrerraCC3n 21905 84tb Mountlake Ave. W, Suite 100 Terrace, Washington started 511312013 Boring Completed 5d1312013 Q At the time of drilling Ikili � EC85 Driller. Baetec Project No.: 81135030 Erddbit A-3 BORING LOG NO. B-3 PROJECT: International & 160th Starbucks SITE: 15838 International Boulevard Tukwila, Washington CLIENT: SCM Solutions, LLC. Page 1 of 1 LOCATION See Edit* A-2 ro DEPTH c rc 1 3 PERCENT FINES • 1 • 0.3 3 Inches ASPHALT 5 FILL - SILTY GRAVELLY SAND MMAILgrayish-brown, medium dense grading to IL wood debris observed FILL - , trace asphalt, dark brown 5— SANDY SILT (ML), trace gravel, greenish -gray, stiff, moist Boring Tenntnated at 8.5 Feet n 12 4.4-3 N=7 13 11-3-4 N=7 Stratification lines are approximate. In -situ, the transition maybe gradual. Advancement Method: Abandonment Method: Borings baddied with bentonite daps upon completion See ExiNbk A-3 for desodpUm of field procedures. See Appendix B for description of labaratory procedures and additional data (If any). See Appendix C for emanation of symbols and abbredaUann. Notes: WATER LEVEL OBSERVATIONS Groundwater not observed i[erracon 21905 64th Ave. W, Suite 100 Mou tiakeTerrace,Washington Boring Started: 5/13/2013 Boding Completed 5/13/2013 Drill Wp EC85 Miler: Boratec Project No.: 81135030 Bali* A-4 APPENDIX B LABORATORY TESTING PROCEDURES, CLASSIFICATIONS, AND RESULTS 81135030 i LABORATORY TESTING PROCEDURES The following paragraphs describe our procedures associated with the laboratory tests that we conducted for this project. Our test results are enclosed in this appendix and/or are shown on the exploration logs contained in Appendix A. As part of our testing program, the samples were examined in our laboratory and classified in accordance with the attached General Notes or the Unified Soil Classification System (USCS), based on the texture and plasticity of the soil. A brief description of the USCS is included with this appendix. Visual Classification Procedures Visual soil classifications were conducted on all samples in the field and on selected samples in our laboratory. All soils were classified in general accordance with the United Soil Classification System, which includes color, relative moisture content, primary soil type (based on grain size), and any accessory soil types. The resulting soil classifications are presented on the exploration logs contained in Appendix A. Moisture Content Determination Procedures Moisture content determinations were performed on representative samples to aid in identification and correlation of soil types. All determinations were made in general accordance with ASTM: D-2216. The results of these tests are shown on the exploration logs contained in Appendix A. Grain Size Analysis Procedures A grain size analysis indicates the range of soil particle diameters included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM: D-422. The results of these tests are presented on the enclosed grain -size distribution graphs and were used in soil classifications shown on the exploration logs. 81135030 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests` Soil Classification Symbol Group Name° Coarse Grained Sois Gravels Clean Gravels Cu 2 4 and 1 S Cc S 3' More than 50% Of coarse Less than 5%Ines° More than 50% retained Sargon retained on on No. 200 sieve No. 4 sieve Gravels with Fines More Fines dassfy as ML of MH Than i2% fines° GW Well -graded gravel' Cu<4andya1>Cc>3° GP Poorly graded graver GM Slaygraver•QN Fines classify as CL or CH GC Clayey graver k" Sands 50% or more of coarse fraction passes No.4 sieve Clean Sande Less than 5%fines° Cut8end11Cc13° Cu <6 andlor 1 > Cc> 3" Sands with Fines Fines dassty as AIL or MH More than 12% tines° Firs Classify as CL or CH SW WeI-graded sand' SP Poodygraded sand' Fine -Grained Sob Sits and Clays Inorganic 50% or more passes the Liquid limit less than 50 No. 200 sieve SM Silty sand""" SC Clayeysard°J1 PI > 7 and pots on or above A' line, CL Lean days'"' PI < 4 or plots below A fine' M. SICw' Sits and Clays Inorganic Liquid link 50 or more uquld -wen dried Organic dayu•k" Lipid lint - not dried < 0.75 a- Organic sit",A0 PI piols on or above A one CH Fat day' ‘ P1 plots Wm"' ins MH Bask Set" Liquid limit -oven dried <di5 OH �c�"" Liquid emit - not dried Organic sillo •0 Highly organic sots Primarilyorga,c meter, dark lo odor, and organic odor PT Peat "Based on the material passing the 31n. (75-man) sieve ' If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both' togroup name. 'Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded graded ravel gravel witwell-gradedday, GP-GM fly h silt, GP -GC poorly graded gavel with °Sands with 5 to 12% fines require dual symbols SW-SM well.gr sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded sand with sift, SP-SC poorly graded sand with clay 'Cu =Delp* Cc-- F. If soil contains 15% sand, add"with sand' to group name. °If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. "If fines are organic, add "with organic fines" to group name. I If soil contains 215% gravel, add 'with graver to group name. If Attaberg Snits plot in shaded area, sal is a CL-ML, silty clay. "if soil contains 15 to 29%plus No. 200, add Mt sand' or "with gravel,' whichever is predominant. `If soil contains 2 309E plus No. 200 predominantly sand, add `satulf to sip name. "H soil contains 2 30% plus No. 200, predominantly gravel, add "gravelly' to group name. "PI 24 and plots on or above A' line. °PI <4 or plots below A one. °PI plots on or above A late. °PI plots below 'A' line. ou —� For clasdttoauonof�fine-grained sots po ..of coarse Equau°nor Hodi°nt 40 •- then Equation Vwdoa$atLLa 3o dhenPt-0.a(LL-6) 20 to r and fne-grained grained aolhl `Pe • il'at Plu4 to 1.1.ti8.6. P14.73 (LL-20) of IT • Inc 10loPhr, .. m _ �. f airMon ...,� . .__. l ` dC` ....::...::......... MHwOH '� .. r . _...._,,........._.., fr . .�.„ , �0�. :.. ..::... :. _ ...:..:. ML or OL ;l'231:y1Ls:";,: 4 - i w 1a 20 60 60 70 LIQUID UMIT (L1) 81135030 110, Terracon_ GRAIN SIZE DISTRIBUTION ASTM D422 100 95 90 85 80 75 70 65 60 m 55 z 50 LL 45 ce 40 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS 4 2 1 1/23/8 3 4 8 810 1416 20 30 40 50 80 100140200 6 3 1.5 HYDROMETER • 1 I1 I I • • • • • • • • • • • • • • • • 100 COBBLES Boring ID • B-2 10 GRAVEL 1 0.1 GRAIN SIZE IN MILLIMETERS SAND 0.01 0.001 coarse l fine Depth 2.5 coarse medlum I fine SILT OR CLAY USCS Classification LL PL PI Cc Cu Boring ID Depth • B2 2.5 D100 19 Deo 0.353 D3o 0.086 D10 %Gravel 11.2 %Sand 60.5 %Silt 28.3 %Clay PROJECT: International & 160th Starbucks SITE: 15838 International Boulevard Tukwila, Washington lferracon 21905 64th Ave. W, Suite 100 Mountlake Terrace, Washington PROJECT NUMBER: 81135030 CLIENT: SCM Solutions, LLC. EXHIBIT: B-1 `• GRAIN SIZE DISTRIBUTION ASTM D422 100 95 90 85 80 75 70 65 F C'1 60 55 co cc w 50 u.. z 45 w ce 40 w 0 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCITES 1 U.S. SIEVE NUMBERS 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200 100 COBBLES I I I • • • • • • • • • • • • • • • • • • • 10 GRAVEL coarse Boring ID Depth fine I I I GRAIN SIZE IN MILLIME 1 EKS SAND coarse meclum I fine USCS Classification • B-3 2.5 Boring ID Depth D100 Deo D30 • B-3 2.5 25 0.486 D10 0.1 HYDROMETER 0.01 0.001 SILT OR CLAY LL PL PI Cc Cu %Gravel %Sand %Silt %Clay 18.8 48.9 32.3 PROJECT: International & 160th Starbucks SITE: 15838 International Boulevard Tukwila, Washington lierracon PROJECT NUMBER: 81135030 CLIENT: SCAR Solutions, LLC. 21905 64th Ave. W, Suite 100 Mountlake Terrace, Washington EXHIBIT: B-1 APPENDIX C SUPPLEMENTAL INFORMATION 81135030 INTERNATIONAL BLVD. & I60TH SEATAC, WA CONCEPT DTO SITE PLAN SCALE: I" = 40' DATE 10/23/ 12 PROPERLY & REGULATORY INFORMATION HAS NOT BEEN VERIFIED Excerpt from 1995 USGS map titled "Des Moines WA" (contour interval = 25 feet) NATIONAL. !' GEOGRAPHIC V4=a[MUILII — 0.0 0.1 0.2 0.3 0.4 0.5 0.6 miles 0.0 0.5 1.0 km TN MN 161/2 05/03/13 Excerpt from 2007 "Geologic Map of King County" by GeoMap Northwest ti i• • i I ..7a ' '.iXRa--4d. 1£151itS CUB ^rtrJ,�' ^�WW�'>'. 0ty Bra► x Mountain P akli C nto► rs Oft dark) •100;800;100D -;.V. 0100r CAO Shoreline Condition rm r 1`tli�t►wa�a inctrpflratod Area Lo9end $treats tiff; Atrdhis 1.44:21 Faroela Lska :arts Stems SAO WatlaM -pip Lanai* SAO.:Coal Mine 8A0 S$lkinfa . Rivers ;g .°MI El*II !rt CAO Basin Condition • %lottivan Law �1ii 'AYI=. Pacific Highway South - Google Maps Page 1 of 1 Googie Address Pacific Highway South Address is approximate htto://mays.Rooele.com/maos?f=o&source=s q&hl=en&geocode=&q=15838+Internationa... 5/14/2013 Blue Star Gas, SEA Co 10802 E Marginal Wy S Tukwila, WA 98188 Exhibit "A" Private Utility Easement Description SW —SW 22, T23N, R4E, WM THAT PORTION OF UNPLATTED TRACT "H" AS SHOWN UPON THE PLAT OF SUNNY DALE GARDENS, DIVISION NO.1, ACCORDING TO THE PLAT RECORDED IN VOLUME 25 OF PLATS, PAGE 50. IN KING COUNTY, WASHINGTON, BEING A PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEASTERLY LINE OF STATE HIGHWAY NO.1 AS IT WAS CONVEYED BY THAT CERTAIN DEED UNDER RECORDING NUMBER 20011227002261, WITH A LINE WHICH IS 382.00 FEET NORTH OF AND PARALLEL TO THE SOUTH LINE OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 22 AND RUNNING; THENCE SOUTH 89'43'00" EAST, ALONG SAID PARALLEL LINE, 9.26 FEET; THENCE NORTH 30'05'46" WEST, 7.17 FEET; THENCE NORTH 89'43'00" WEST, 3.53 FEET TO A POINT ON THE WESTERLY MARGIN OF SAID STATE HIGHWAY NO. 1; THENCE SOUTH 19'02'03" WEST, ALONG SAID MARGIN, 6.54 FEET TO THE POINT OF BEGINNING; RECEIVED CITY OF TUKWILA CORRECTION FEB LTR# REVISIQttlklO ,1PEwM�r�E�rER bp+-oiLi 7 CENTRE PIIIN TE lae,P2. 14209 29th Street East, 1105 - Sumner, WA 98390 253-987-5924 main 253-987-7859 fax PS -13— LAN 12- i 5-2015 0, 11—F WEST QUARTER CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. OUND "X IN 3" BRASS DISC. INCASED, VISITED 9-8-1999 co v N tD N .4 I 0� 0 1 0 0 z 25.92' 22 7 63.46' I 1 o N89'43'00"W 0 kJ!. 1.78' .14/ 41) ti 41 �� / (o. Pvi co IN 28 PRIVATE UTILITY EASEMENT TAX PARCEL 2223049102 183.66' S89'43'00"E 185.44' POINT OF BEGINNING FOR EASEMENT DESCRIPTION LINE 382.00 FEET NORTH OF AND PARALLEL TO THE SOUTH LINE OF THE SW1/4 OF THE 'SW1/4 OF SEC 22. TWP 23 N. RNG 4 E. W.M. TAX P„RCEL. 2223049068 185.67' 249. 13' TAX PARCEL TAX , 2Z004.9045 2610.20' 989'43'00"E 2636.12' SOUTHWEST CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. FOUND TACK IN 1" IRON PIPE, INCASED, VISITED 7-23-2004 TEA PARS 2223049024 22 B04 /27 SOUTH QUARTER CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST. W.M. FOUND COPPER NAIL IN CONCRETE POST. INCASED. VISITED 7-1-2002 Exhibit "B" Private Utility Easement SW —SW 22, T23N, R4E, WM 26-4 $ 1" 40' .4)1'(°' BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME g \ J ¢. S {cl`r CGa S PERMIT # I 1 Lf 1 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization / -00 °-2" Erosion prevention 'f /,s e0 sO Water/Sewer/Surface Water -�— $250 (1) Road/Parking/Access $— A. Total Improvements J 0O0.0O $0.00 3. Calculate improvement -based fees: &a/000'13 B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) ife 5. Enter total excavation volume rf SO Enter total fill volume 300 cubic yards cubic yards /.l'GO °-° $ Woo o2 0.00 (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Upto50CY Free 51 — 100 $23.50 44- 101-1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for ls' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1s' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for ls' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 37-- r (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ / 7,7.0 250.00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 FEB 2 0 2015 bli4.-o 14'7 REVISION NO -t PERMIT CENTER CORRECTION RECEIVED CITY OF TUKWILA BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ (Sae 0.00 (6) 7. Pavement Mitigation Fee $ /V,V (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 05%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 37°1" (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 —10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 —100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 $ 7-.8'f 0.00 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ /10 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ IS. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I 0.00 (9) $ Ar/4 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /6/3, el- 0.00 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014 -12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 0.75" 2.5" Temporary Meter $300 $1,500 3 5 City of Tukwila 13epartment of Community Development 6300 Southcenter Boulevard, Suite M100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: blip://www.TukwitaV/,A.vtov Site address (attach map and legal description showing hydrant location and size of main): 3o4 -40 5,3 1 k. 1 dat'L 24,14 4wvaWI)mIttldrr ", ItN . ,- :AetitiContacvPerson. Name: J�'1t°l�ir<t.t t�L jot 'r,�% k3 /t t'a . Name: l Address: 0 Address: +` Phew .�►$' o Phone: This certificate is for the purposes of: Residential Building Permit CommerctaUl�4W1 Preliminary Plot ermit Rezone Q Short Subdivision [a Other Estimated number of *entice COMIC dons and water meter sizc(s): Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): - "1 es 0-0 tr b* tt$"r.. lti"ty.di'stirl t I. The proposed project is within (City/County) 2. a<ctiMprovements required. 1. The improvements required to upgrade the water system to bring it into comp►iencc with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: n Oise eeparare shut f more room tr needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of residual for a duration of 2 hours eta velocity of /j fps es documented by the attached calculations. 3. Water liability: equable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. Ogpm at 2011E 1. 1 V E: CITY OF TIJ W; FEB 2 0 2015 PERMIT CENTER I hereby certify that the above information Is true and correct. ^„,,,cr k f" air .''ii 2. ,.<9 s, 14:047 °°FkHH�°" REVISION NO1L LT Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. . 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. :y Applicant's Signature -� Date Z ' 3 • 3") 1� District Representative ,vM,,J.4,., PG.,4.d,„.,,t �, Date 2.- 3 - is City of Tukwila ila Jim Haggerton, Mayor �I ,d' February 10, 2015 Department of Community Development Jack Pace, Director Malcolm G. Davis Blue Star Gas 10802 E Marginal Way S Tukwila, WA 98168 RE: Request for Application Extension D14-0147 #2 Blue Star Gas —15838 Tukwila International Blvd Dear Mr. Davis, This letter is in response to your written request for an extension to Application Number D14-0147. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months, through August 13, 2015 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Bill Rambo Permit Technician File: Permit D14-0147 W:\Permit CenteAExtension LettersWpplications\2014\D14-0147App Extension Letter#2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development January 15, 2015 CHRIS MASTRUP 880 N WRIGHT RD SANTA ROSA, CA 95407 RE: Correction Letter # 1 to Revision #1 DEVELOPMENT Permit Application Number D14-0147 BLUE STAR GAS - 15838 TUKWILA INTERNATIONAL BL Dear CHRIS MASTRUP, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW - R DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Submit a construction cost estimate for proposed site work and enter the amount on the 1st page of the attached PW Bulletin A2. 2) Since each permit stands on its own please submit copy of the TIR report that was part of the L14-0076. 3) Provide name and phone number of the designated person and/or company responsible for maintenance of the future on site storm drainage system. 4) If the catch basin you are connecting to at the NW corner is inside the adjacent parcel to the north, please submit a storm drainage easement document including maintenance responsibility. 5) Since water service is provided by Water District #125, phone (206) 242-9547, and landscape irrigation is proposed applicant shall submit a WD #125 Certificate of Water Availability. Form is attached. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0147 January 16, 2015 To: Jennifer Marshall, Permit Technician City of Tukwila From: Malcolm G. Davis, Blue Star Gas Plant Manager Re: Request for Continuance for Review of #D14-0147 Dear Ms. Marshall, Blue Star Gas respectfully requests a continuance to complete the review of permit #D14-0147. Our plans are currently in your office in process of being reviewed. If additional information is required to support our request please advise. Sincerely, alcolm G. Davis Plant Manger Seattle Co 10802 East Marginal Way South Tukwila, WA 98168 (206) 762-2583 (206) 225-7039-Cell mdavis(abluestargas.com www.bluestargas.com kwsrAR£4s RAVED - OITV OF TUKWILA liAN 2 0 2015 OMIT CENTER Request for Extension # 3.4 Current Expiration Date: 241 _.1! S Extension Request: 'r Approved for / days Denied (provide explanation) Signature/InitialsliP.-- co City of Tukwila Department of Community Development December 5, 2014 CHRIS MASTRUP 800 N WRIGHT RD SANTA ROSA, CA 95407 RE: Application No. D14-0147 BLUE STAR GAS Dear CHRIS MASTRUP: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0147 for the work proposed BLUE STAR GAS at 15838 INTERNATIONAL BLVD 2 has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire 02/11/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, r Marshall Technician File ' u D14-0147 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 19, 2014 CHRIS MASTRUP 880 N WRIGHT RD SANTA ROSA, CA 95407 RE: Correction Letter # 3 DEVELOPMENT Permit Application Number D14-0147 BLUE STAR GAS - 15838 TUKWILA INTERNATIONAL BL Dear CHRIS MASTRUP, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Laura Benjamin at 206-433-7166 if you have questions regarding these comments. • Current site plan for building permit does not match site plan submitted for administrative design review (L14- 0076). Approval with conditions granted for design review. Applicant needs to resubmit with approved site plan. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision 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, <---)foap ----...e44 Bill Rambo Permit Technician File No. D14-0147 6300 Southcenter Boulevard Suite #100 • Tukwila Washinnon 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director November 12, 2014 Malcolm G. Davis Blue Star Gas 10802 East Marginal Wy S Tukwila, WA 98168 RE: Request for Application Extension D14-0147 Blue Star Gas —15838 Tukwila International Blvd Dear Mr. Davis, This letter is in response to your written request for an extension to Application Number D14-0147. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 90 days, through February 11, 2015 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Mar hall chn cian File: Permit D14-0147 W:\Pernut Center\Extension Letters\Applications\2014\D14-0147App Extension Letter .docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Malcolm Davis Subject: FW: October 11, 2014 TO: JENNIFER MARSHALL, PERMIT TECHNCIAN CITY OF TUKWILA FROM: MALCOLM G. DAVIS, BLUE STAR GAS PLANT MANAGER RE: REQUEST FOR CONTINUANCE #D14-0147 Dear Ms. Marshall, Ntet!"."40,44 NOV 102014 t'EliattircENTEFt Blue Star Gas respectfully requests a onetime 90 day extension of permit #D14-0147 to allow additional time to satisfactorily complete the Landscape Plan and Storm Water Plan. Please see below for most recent comments from our Engineer who indicates that in two to three more weeks the plans will be completed. Thank you for your cooperation in this matter. Sin erely ` e�' Malco m G. 'avis Plant Manager "We'll also be producing a storm water report for the permit submittal, which I understand is being handled by PDG. I haven't heard of a submittal schedule yet, so we plan on having our items sent to PDG in 2 to 3 weeks. We may be able to make adjustments to that if needed. " Regards, Joe Taflin, P.E.*, LEED AP PAC LAND Engineering & Development Consulting Services 11400 SE 8th St, Suite 345 1 Bellevue, WA 98004 Office: (425) 453-9501 x1515 I Cell: (206) 683-0108 *WA, TX NE, MN Malcolm Davis Plant Manager ��I1E81AR6AS Seattle Co 10802 East Marginal Way South Tukwila, WA 98168 (206) 762-2583 (206) 225-7039-Cell mdavis dnbluestargas.com www.bluestargas.com / Request for Exte ion # 1 / Current Expiration Date: ` I td i1 Extension Request: ^1 \\(�� I Approved for -! O days Denied (provide explanation) Signature/Initials l / 1 City of Tukwila Department of Community Development October 10, 2014 CHRIS MASTRUP 880 N WRIGHT RD SANTA ROSA, CA 95407 RE: Application No. D14-0147 BLUE STAR GAS 15838 INTERNATIONAL BLVD 2 Dear CHRIS MASTRUP: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0147 for the work proposed at BLUE STAR GAS (15838 INTERNATIONAL BLVD 2) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 11/13/2014. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, fer Marshall t Technician File No: D14-0147 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development June 11, 2014 CHRIS MASTRUP 880 N WRIGHT RD SANTA ROSA, CA 95407 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D14-0147 BLUE STAR GAS - 15838 TUKWILA INTERNATIOANL BL Dear CHRIS MASTRUP, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • Administrative Design Review required before building permit can be issued. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0147 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development June 03, 2014 CHRIS MASTRUP 880 N WRIGHT RD SANTA ROSA, CA 95407 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0147 BLUE STAR GAS - 15838 TUKWILA INTERNATIOANL BL Dear CHRIS MASTRUP, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Dave Larson at 206-431-3678 if you have questions regarding these comments. 1) Please provide a structural design and calculations for the foundation system of the new propane tanks. 2) One accessible van parking stall with off load will be needed for the existing building as additional parking is proposed. Access to the tenants should not be through a vehicular way. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. 1) Administrative Design Review is required before building permit can be issued. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision 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 206-433-7165. Sincerely, r Marshall Technician File No. D14-0147 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0147 DATE: 02/20/15 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 15838 TUKWILA INTERNATIONAL BLVD Original Plan Submittal X Response to Correction Letter # 1 X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ l) s e/ 346-6 Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/24/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/24/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0147 DATE: 12/29/14 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 15838 TUKWILA INTERNATIONAL BLVD Original Plan Submittal X Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: ,_, \--(rtS uilding Division a Public Woro Akk /If 1-19-IS- Fire Prevention IP Planning Division • Structural Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 12/30/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 01/27/15 Approved Corrections Required Approved with Conditions Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only r CORRECTION LETTER MAILED: t IJ — IS- ��✓/ Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Ir Staff Initials: I2/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0147 DATE: 11/24/14 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 15838 TUKWILA INTERNATIONAL BLVD Revision # before Permit Issued Original Plan Submittal X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural IA &Aft 1)--16-iii Planning Division • Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 11/25/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 12/23/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: .4 Departments issued corrections: Bldg ❑ Fire ❑ Ping- PW 0 Staff Initials: VU 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0147 DATE: 06/06/2014 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 15838 TUKWILA INTERNATIONAL BLVD Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: C (d— L Building Division 1111 Public Works Fire Prevention Structural (L Cam - Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/10/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/08/14 El Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: id 1--1 1 Departments issued corrections: Bldg 0 Fire ❑ Ping PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0147 DATE: 05/13/14 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 15838 TUKWILA INTERNATIOANL BL X Original Plan Submittal Response to Correction Letter #_ Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Pt/ OW off = 24 I L Building Division In is tk tgi I`4 Public Works 111 /'M Vc, 111,9/veil, GP(, Cope - Fire Prevention Planning Division pi Structural Permit Coordinator w PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/15/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) DUE DATE: 06/12/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: �� 1,0r l � PERMIT NO: b t H'-'O 1 L{ SITE ADDRESS: Ls-g�� 11.)I„6N_,f t �,1 ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 6 14)--?-q—lI Summary of Revision: AffrA Cr,v‘o gco e r Received b'\ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: - Received by: please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 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: 0 2.1` z o 2o t 5 Plan Check/Permit Number: Di — 14 - ❑ Response to Incomplete Letter # Response to Correction Letter # t Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: 6) S4-04- C2s- / Ss-3 k ; la. I IQ Aerv. �aa 13 f kalcolrA Summary of Revision: ' ptr, Phone Number: ` _06 (22.5 --7o fOf-4- et~AFaf-�► S MOWED OF TUKWILA FEB 201015 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: [II —Entered in TRAKiT on 1 4 T S� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hitp://www.ci.tulcwila.wa.us REVISION SUBMITTAL Revision submittals mast be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: i' f0 yA ❑ Response to Incomplete Letter # Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: D 14-0147 Project Name: Blue Star Gas Project Address: 15838 Tukwila International Blvd Contact Person`y cf /14S , — Phone Number: 7 7 „.17.J-j/ 3' Summary of Revision: �,�,;,.,, Sc ; frZt 5 'A; f j-�� �/r� f ;���rn�r�• rfrf f r--{ ' X /`f - 0076 Ea9..-0:;ov‘---16446A/10-0-1' 1oRa, PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including Received at the City of Tukwila Permit Center by: . . Entered i.n TRAKiT on (11 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: 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: 11 - 2- S Z©l Plan Check/Permit Number: b l `t ('7 Response to Incomplete Letter # Ur Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: �v�S+a�GaS - 11/\-°�(' b,^� 7 Project Address: 15 3 4 e l_ Contact Person: V s vO ' . l�� Phone Number: 2ro4::, 1 225-70 3 Summary of Revision: Fppt, -R)r Qv�� Lv-1- 00-7 Jo OFTUKVAIA NOV 2'4 201'*' -*SRAM/ . canna Sheet Number(s): "Cloud" or highlight all areas of revision including date of revij'on Received at the City of Tukwila Permit Center by: 4E-- Entered in TRAKiT on t 1-1 II City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax etc •Q5 30,.2ot4 Date. Plan Check/Permit Number: ID Response to Incomplete Letter # ID Response to Correction Letter # El Revision # after Permit is Issued J-Revision requested by a City Building Inspector or Plans Examiner Project Name: 3\OE- 5 1 `�`-r G-Cii-) .- c l t`-k- Project Address: /5$ 3g (VN{e.r'v� `)-t -\ is Iv c1 7 )- -''(� WA q�(�� Contact Person: ul/vi : S S`i� tip Phone Number: 7 71 `-4Lj — 21S' 61 Summary of Revision: Re _3(23,"5_ - cz,rr -c-- CcZ � v� RECEIVED O1bOFTuKwii,A )JUN032014 PERMIT CENTER Sheet Number(s): i • D 5- / 0 l "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: I] Entered in TRAKiT on 3 411.5//(/ 1� RECORD OF SURVEY NOTES: 1) THE MONUMENT CONTROL SHOWN FOR THIS SITE WAS ACCOMPLISHED BY FIELD TRAVERSE UTILIZING A ONE (1) SECOND THEODOLITE WITH INTEGRAL ELECTRONIC DISTANCE MEASURING PETER (6E00IlE1ER 600) AND REAL TIME KINEMATIC (UK) / STATIC GLOBAL POSITIONING SYSTEM (oPS). LINEAR AND ANGULAR CLOSURE OF THE TRAVERSES MEET THE STANDARDS OF WAC 332-130-090. 2) UTILITIES OTHER THAN THOSE SHOWN NAY EXIST ON THIS SITE. ONLY TTIIIRSI�I INSTALLATION ARE HEOWN REON VISIBLE EVIDENCE 3) THIS SURVEY REPRESENTS PHYSICAL IPPROVEIENT CONDITIONS AS TREY EXISTED AUGUST 31, 2014, THE DATE OF THIS FIELD SURVEY. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. NO ADDITIONAL RESEARCH HAS BEEN ATTEMPTED. 5) OFFSET DIMENSIONS SHORN HEREON ARE MEASURED PERPENDICULAR TO PROPERTY LIMES. 6) IT IS NOT TIE INTENT OF THIS SURVEY TO SHOW EASEMENTS OR RESERVATIONS WHICH NAY EFFECT THIS SITE. BASIS OF BEARING: TRUE NORTH. BASED UPON GLOBAL POSITIONING sYSTEM (9PS) LAMBERT GRID WASHINGTON STATE NORTH ZONE COOOINATES A CONVERGENCE ANGLE OF 01'05'09.17' COUNTERCLOCKWISE WAS APPLIED AT A TACK IN 1' IRON PIPE, ENGAGER LOCATED AT TIE INTFRSCTIO4 OF SOUTH 160TH STREET AND PACIFIC HIGHWAY SOUTH. THE MONUMENT IS THE SOUTHWEST CONGER OF SECTION 22 TOWNSHIP 23 NORTH, RANGE 4 EAST OF THE WILLAIETTE 16UDIAN. THE NORTH AIERICAN DATUM OF 1983/1991 MA0 83/91) 614I0 COORDINATES WERE FOUND TO BE 171091.160 / 1279634.304 AT THAT POINT. TIE INVERSE OF BOTH THE SEA LEVEL CORECTION FACTOR OF 0.999986720 AND TIE GRID SCALE FACTOR OF 1.000007768 WAS APPLIED TO THE GRID COODINATES FOR SHOWN GROUND DISTANCES. DESCRIPTION: THE SOUTH 150 FEET OF THE FOLLOWING DESCRIBED PROPERTY: SUNNYMAT O�ALEE�GARCENS, OIOF IVVIISSIMI NN4OO.1, TRACT 'H'CACCCODING TOOT TIE THE ATAT Of PLAT NBNGARTAO PAGE 5Q, IN KDS COUNTY. A TP. BEING PORTION THE SOUTIEQUARTER OF TIE SOUTHWEST QUARTER SECTION 22. TOWNEMIP DESCRIBED � ARAM 4 S OWS EAST. N.M., IN KINGG COMTY, WASHINGTON DDE BEGINNING AT TIE SOUTHEASTERLY LINE OF STATE HIGHWAY N0.1 WITH A LINE WHICH IS 232.00 FEET WORTH OF AND PARALLEL TO THE SOUTH LIFE OF THE SOUTHWEST QUARTER OF THE SOUTHWEST GUARDER OF SAID SECTION 22 AND RUNNING THENCE SOUTH 88'38'54' EAST ALONG SAID PARALLEL LINE 196.57 FEET TO A POINT FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION BEARS SOUTH 1'21'06' NEST 232.00 FEET AND NORM 88'38'54' WEST 353.80 FEET LIN E ff SAID SOONESTOTIAT RIGHT ANGLES PTO QUARTER SOUTH OF SAID SECTION 22 : THENCE NORTH 17'12'20' EAST 405.10 FEET THENCE NORTH 18'27'40' WEST TO THE SOUTHEASTERLY LINE OF SOUTH 158TH STREET FORERLY OEE0000 ROAD: THENCE SOUTHWESTERLY ALONG SAID ROAD MARGIN TO THE SOUTHEASTERLY OF STATE HIGHWAY N0.1: THENCE SOUTH 20'05'39' NEST ALONG SAID HIGHWAY LINE TO THE POINT OF BEGINNING: EXCEPT THAT PORTION CONVEYED BY THAT CERTAIN DEED UNDER RECORDING NUMBER 20010119001829, BEING WIRE PARTICULARLY DESCRIBED AS FOLLOWS BEGINNING AT A POINT ON THE SOUTHEASTERLY LINE OF STATE HIGHWAY N0.1. WEE SAID LINE MIERSECTS A LINE WHICH IS 232.00 FEET NORTH OF AND MILLED TO THE SOUTH LINE OF THE SOUT)EST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 22: THENCE ALONG SOUTHEASTERLY LINE N20'05'39'E. 158.41 FEET TO THE NORTHERLY LINE OF THAT PARCEL AS CONVEYED BY QUIT CLAIN DEED HECODED UNGER RECORDING NUMBER 9701070013 THENCE ALONG SAID NORTHERLY LINE S88'39'42'E, 2.56 FEET THEME PARALLEL TO SAID SOUTHEASTERLY LINE OF STATE HIGHWAY N1.1 S20'05'39'14. 112.74 FEET THENCE S13'22'30'N, 20.47 FEET: THENCE S7'00'30'W, 23.34 FEET TO THE SOUTHERLY LINE OF SAID PARCEL; THENCE ALONG SAID SOUTHERLY LINE NT8'39'42'W, 10.66 FEET TO THE POINT OF BEGINNING, CONTAINING 532 SQUARE FEET MORE OR LESS. A PORTION OF THE SW CITY OF TUKWILA, 21 2 0 WEST QUARTER CORNER SECTION 22, TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M. FOUND "X" IN 3" BRASS DISC, INCASED. VISITED 9-8-1999 20 40 SCALE: 1" = 20' u� n m (V 0 0 0 z 21 22 25.92 28 27 SOUTHWEST CORNER SECTION 22, TOWNSHIP 23 NORTH. RANGE 4 EAST, N.M. FOUND TACK IN 1' IRON PIPE. INCASED. VISITED 7-23-2004 RECORDING CERTIFICATE: Recording No Filed for record this day of �M. in book _ of Surveys at page _ at the request of Norman E. Larson. 2014 at _ : _ Manager Superintendent of Records 63.46' 1/4 OF THE SW 1/4 OF SEC. KING COUNTY, 0Oa / / / / / / / / SET TACK IN LEAD SET TACK IN LEAD 22, TWP. 23 N., RNG. 4 E. W.M. WASHINGTON TAB/ ")A-)nrI I n/, i r,r,vLL. r)r)r) zsrl A ulrlr) S89'43'00"E 185.44' rOUNO SURVEY MARKER 29287 ANDERSON' SET TACK IN LEAD AREA UNDER CONSTRUCTION \ \ ` FLOW LINE OF VERTICAL CURB BUILDING TAX PARCEL 2223049068 FOUND TACK IN LEAD N86'05'22"W 2.18' FROM CALCULATED CORNER UILDING CORNER ENCROACHES 0.44' INTO THE RIGHT OF WAY N89'43'00"W i 249.13' LAND SURVEYOR'S CERTIFICATE: This nap correctly represents a survey made by an or under my direction in conformance with the requirements of the Survey Recording Act at the request of Sterling Realty Organization in August 2014. Norman E. Larson Certificate No. 22338 T A \/ [) A )('I I I nr, i nr,vLL. r)7r) 7r> A ur\ A.r. 2610.20' S89'43'00"E 2636.12' 185.67' T A v q A Drs171 I nr, 1 nr\LLL. 77r) 7,,r A urlr) A LLLViJ`f.,vt`r CENTRE P INTE 14209 29th Street East, #105 - Sumner, 253-813-1901 main 253-987-7859 WA 98390 fax DRAM BY: D Woods C� BY: N Larson DAM Sept. 3, 2014 MUM ROS 3cg& 1" = 20' Poe N°' 3465 FLOW LINE OF EXTRUDED CURB 1K BuILDgIB ' SET TACK IN LEA 0 FOUND 1/2' REBAR WITH CAP STAMPED 8409' 3.1' NORTH OF BUILDING FACE SOUTH QUARTER CORNER SECTION 22, TOWNSHIP 23 NORTH. RANGE 4 EAST. W.M. FOUND COPPER NAIL IN CONCRETE POST. INCASED, — VISITED 7-1-2002 �22 27 D9Q DAT3• SW -SW 22, T23N, R4E, WM SOMMNIOR Sterling Realty Organization 600 106th Ave NE, Suite 200 Bellevue, WA 98004 KING COUNTY, WASHINGTON SHEET 1 OF 1 411111N1 8 21 WEST QUARTER CORNER SECTION 22. TOWNSHIP 23 NORTH. RANGE 4 EAST. W.M. FOUND "X" IN 3" BRASS DISC. INCASED. VISITED 9-8-1999 0 0 21 d, 22 25.92' 28 Y 27 63.46' N89'43'00"W 1 f 4 0 0 SET TACK IN LEAD SET TACK IN LEAD FOUND TACK IN LEAD N86'05'22'W 2.18' FROM CALCULATED CORNER UILDING CORNER ENCROACHES 0.44' INTO THE RIGHT OF WAY 249.13' T A \/ F) A "Intl I r1/\ r)r)r) ,n A ail A 2610.20' CATCH BASIN STANDARD SKATE RIM 357.87 8' CONC W 356.47 IE 4' PVC S 356.59 IE ( OUND SURVEY MARKER 29287 ANDERSON" p1 BUILOINB TAX PARCEL 2223049068 S89'43'00"E 2636.12' 185.67' T A \/ ri A L)f'I-I r)r)r) ;n A a1nr) S89'43'00"E 185.44' TA\/ F)AD/\I-I 1 nr\ i rI[\VLL. r)r)r) Af\Aun7A LLLvV`t..VL`t A. \W 'ButLDItrB ' SOUTH QUARTER CORNER SECTION 22. TOWNSHIP NORTH. RANGE 4 EAST. FOUND COPPER NAIL IN CONCRETE POST, INCASED, VISITED 7-1-2002 1 TACK IN LEA % CATCH BASIN STANDARD GRATE RIM 352.68 CONC N 351.27 IE , 6' CONC E 351.27 IE FOUND 1/2" REBAR WITH CAP STAMPED 8409' 3.1' NORTH OF BUILDING FACE 23 W.M. �22 B4 27 SOUTHWEST CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. FOUND TACK IN 1" IRON PIPE, INCASED, VISITED 7-23-2004 SW 1/4, SW 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. LEGEND / / / / STORM DRAINAGE INLET PROTECTION AT DOWNSTREAM CB If. `4 TIMES POST DIA. NOTE: 8'-0" TALL FENCE UNLESS OTHERWISE NOTED. TEMPORARY CHAINLINK FENCE / STORM DRAINAGE INLET PROTECTION (TYP) 4'-0" MIN. 1 4'—O" MIN. MOVEABLE CONCRE BLOCKS (TYP.) NTS TEMPORARY CHAIN UNK FENCE WITH EROSION EELS (OR APPROVED EQUA, )- INSTALLED ON UPSTREAM SIDE.„, CHAIN LINK FENCE cONTRACTtbR STAGING ARE�A STORM DRAINAGE INLET PROTECTION (TYP) CONTRACTOR TO TRIM EDGES TO PREVENT TRIPPING. OVERFLOW FLAPS FILTER FABRIC BAG (SEDIMENT TRAP) MIRAFI 100X OR EQUAL (MATERIAL) FILTER FABRIC IN CATCH BASIN TEMPORARY INLET PROTECTION NTS E GRAPHIC SCALE 0 to oo 40 ( IN FEET ) 1 inch - 20 ft. SEEDING/STABILIZATION NOTE: TEMPORARY SEEDING MAY BE USED THROUGHOUT THE PROJECT ON DISTURBED AREAS THAT HAVE REACHED FINAL GRADE OR THAT WILL REMAIN UNWORKED FOR MORE THAN 30 DAYS. PERMANENT SEEDING — ALL AREAS AT FINAL GRADE WITHIN THE AREAS SHOWN ON THE LANDSCAPE PLANS, MUST BE COVERED BY HYDROSEED. PROVIDE TEMPORARY IRRIGATION FOR HYDROSEEDING FOR A MINIMUM OF ONE GROWING SEASON UNTIL THE SEED STABILIZES. THE OPTIMUM PERMANENT SEEDING WINDOW IS APRIL 1 THROUGH JUNE 30 AND SEPTEMBER 1 THROUGH OCTOBER 1. SEEDING OUTSIDE OF THESE WINDOWS MAY REQUIRE IRRIGATION OR MULCH/PLASTIC COVER UNTIL 75 PERCENT GRASS COVER IS ESTABUSHED. PROPERTY LINE LIMITS OF DISTURBANCE EROSION EEL, STRAW WATTLE, OR APPROVED EQUAL TEMPORARY CHAIN LINK FENCE INLET PROTECTION PER DETAILS DEMOLITION NOTES (PACLAND) x x- 1. DEMOLITION NOTES ARE FOR CLARIFICATION ONLY AND ARE SHOWN FOR THE CONTRACTOR'S BENEFIT. THESE NOTES ARE NOT INTENDED TO BE COMPREHENSIVE. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL EXISTING ON —SITE IMPROVEMENTS NECESSARY TO ACCOMMODATE THE PROPOSED CONSTRUCTION. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY CENTER POINTE CONSULTANTS, DATED SEPTEMBER 3, 2014. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OVER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CONTRACTOR IS TO REMOVE ALL EXISTING SURFACE IMPROVEMENTS AND DEBRIS WITHIN THE OMITS OF WORK UNLESS OTHERWISE NOTED. ALL DEBRIS FOUND ON SITE SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE STATE CODES. 4. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. 5. ABANDONED PIPES LOCATED OUTSIDE PROPOSED BUILDING PAD OMITS WITH AN EXCESS OF 3' COVER MAY BE DECOMMISSIONED AND ABANDONED IN PLACE, PROVIDED THAT THESE ABANDONED UTILITIES ARE GROUTED AND CAPPED. EXISTING SUBSURFACE IMPROVEMENTS AND DEBRIS WITHIN THE PROPOSED BUILDING PAD AREA, INCLUDING 10' BEYOND FOUNDATIONS, SHALL BE REMOVED. SEQUENCE OF CONSTRUCTION 1. HOLD A PRE —CONSTRUCTION MEETING WITH CITY AND OBTAIN REMAINING REQUIRED PERMITS FOR ALL WORK WITHIN PUBLIC RIGHT OF WAY AND ON —SITE. 2. ALL NECESSARY CONSTRUCTION SIGNAGE MUST BE IN PLACE PRIOR TO START OF CONSTRUCTION. 3. ESTABUSH UMITS OF DISTURBANCE AND INSTALL CHAIN LINK FENCE AROUND PROJECT AREA. 4. INSTALL EROSION EELS AND STRAW WATTLES AS SHOWN ON THE PLANS. 5. INSTALL INLET PROTECTION ON ALL EXISTING STORM DRAINAGE STRUCTURES TO REMAIN. 6. SAWCUT AND REMOVE ASPHALT TO INSTALL UTILITIES AND FOOTINGS FOR PROPANE TANKS, REMOVE ALL EXISTING FEATURES PER DEMOUTION PLAN. CLEAR, GRUB, AND STRIP THE SITE AS NECESSARY. 7. BEGIN ROUGH GRADING THE SITE. 8. TEMPORARILY STABIUZE DENUDED AREAS. 9. INSTALL UTILITIES. 10. START CONSTRUCTION OF BUILDING PADS AND FOUNDATIONS UPON BUILDING PERMIT APPROVAL. 11. COMPLETE ROUGH GRADING ACTIVITIES. 12. FINISH PAVING THE SITE. 13. REMOVE ALL TEMPORARY SEDIMENT AND EROSION CONTROL AFTER INSPECTOR HAS DETERMINED THE SITE IS COMPLETELY STABILIZED, WITH PERMANENT STABILIZATION AND/OR LANDSCAPING. MAINTENANCE ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABIUZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUAUFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPUCABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED, AND RESEEDED AS NEEDED. 3. EROSION EELS OR STRAW WATTLES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM BOTH WHEN IT REACHES ONE—THIRD THE HEIGHT OF THE EEL OR WATTLE. 4. CATCH BASIN INLETS SHALL BE CLEANED OR REPLACED PER THE MANUFACTURER'S RECOMMENDED SCHEDULE. 5. SINCE THE SITE IS COMPLETELY PAVED, A CONSTRUCTION EXIT IS NOT NECESSARY. THE CONTRACTOR IS TO ENSURE THAT THERE IS NO TRACKING OR FLOW OF MUD OR DIRT ON TO PUBLIC RIGHTS —OF —WAY FROM THE SITE. IF TRACKOUT BECOMES AN ISSUE, MEASURES SUCH AS A WHEEL WASH, SHAKER PLATES, RUMBLE STRIP, OR OTHER APPROVED MEASURES MAY BE NECESSARY. TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS —OF —WAY. 6. THE CONTRACTOR STAGING AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). Ds.IQI.d Bye Memo Dale JWT 11/19/2014 Drawl Br PERMIT CLP at.dtad er Proisci NoD JWT 50-250-009 11400 SE Bth 4. Site 345 OAkwue, WA 98004 T (425) 453-9501 F (425) 453$IOE www.Podwn.mw BLUE STAR GAS FACILITY 15838 INTERNATIONAL BLVD TUKWILA, WA DEMOLITION/T.E.S.C. PLAN D-1.0 (, SW 1/4, SW 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. 21 F n to 0 z 21 WEST QUARTER CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. FOUND "X" IN 3" BRASS DISC, INCASED, VISITED 9-8-1999 22 25.92' 28 Y 27 / SOUTHWEST CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. FOUND TACK IN 1" IRON PIPE, INCASED, VISITED 7-23-2004 63.46' ,N 10 N N89'43'00" 249.13' CA BASIN STANDARD GRATE RIM 3'T11 87 8' C 35G�42 4' PVfOf 356.59_I 4" DI STORM DRAIN 0 TC: 357.86 S57.36 (RIM) TP:357,9 TP: 357.74 1.56R� EXISTING SLOPE PAVEMENT TO DRAIN TOWARD EXISTING CATCH BASIN 2610.20' S89'43'00"E 2636. 2 357.74 \.3 7.52t-357." INSTALL NEW 3:. ASPHALT FLUSH WIN EXISTING 1 ASPHALT (TYP.) TP:357.28 (EXISTING) Sji3 ?:' ,` x INSTALL NEW „ASPHALT -FLUSH- WITH EXISTING �.\55 ASPHALT (;TYP....:).' • 111I I11) 1111=I111 APPROXIMATE LOCATION MEET AND MATCH EXISTING CURB SET TACK IN LEAD OF STORM DRAIN LINE .* PER VALLEY YIEM i�a.-.. SEWER DISTRICT ASBUILTS A 354 co 3 " MAINTAIN FLOW / /PATTERN BETWEEN/ EXISTING CURB AND NEW ISLAND CATCH BASIN STANDARD GRATE RIM 352.68 CONC N 351.27 IE 6' CONC E 351.27 IE gg`T �����• �UI ING A gi SOUTH QUARTER CORNER SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. FOUND COPPER NAIL IN CONCRETE POST, INCASED, VISITED 7-1-2002 SOIL AMENDMENT NOTES �22 27 (EXCERPTED FROM K.C.C. 16.82.100) F. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN UNDISTURBED STATE TO THE MAXIMUM EXTENT PRACTICABLE. ANY DUFF LAYER OR TOPSOIL REMOVED DURING GRADING SHALL BE STOCKPILED ON -SITE IN A DESIGNATED, CONTROLLED AREA NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS. THE MATERIAL SHALL BE REAPPLIED TO OTHER PORTIONS OF THE SITE WHERE FEASIBLE. G.1. EXCEPT AS OTHERWISE PROVIDED IN SUBSECTION G.2. OF THIS SECTION, AREAS THAT HAVE BEEN CLEARED AND GRADED SHALL HAVE THE SOIL MOISTURE HOLDING CAPACITY RESTORED TO THAT OF THE ORIGINAL UNDISTURBED SOIL NATIVE TO THE SITE TO THE MAXIMUM EXTENT PRACTICABLE. THE SOIL IN ANY AREA THAT HAS BEEN COMPACTED OR THAT HAS HAD SOME OR ALL OF THE DUFF LAYER OR UNDERLYING TOPSOIL REMOVED SHALL BE AMENDED TO MITIGATE FOR LOST MOISTURE -HOLDING CAPACITY. THE AMENDMENT SHALL TAKE PLACE BETWEEN MAY 1 AND OCTOBER 1. REPLACED TOPSOIL SHALL BE A MINIMUM OF EIGHT INCHES THICK, UNLESS THE APPUCANT DEMONSTRATES THAT A DIFFERENT THICKNESS WILL PROVIDE CONDITIONS EQUIVALENT TO THE SOIL MOISTURE -HOLDING CAPACITY NATIVE TO THE SITE. REPLACED TOPSOIL SHALL HAVE AN ORGANIC MATTER CONTENT OF BETWEEN EIGHT TO THIRTEEN PERCENT DRY WEIGHT AND A PH SUITABLE FOR THE PROPOSED LANDSCAPE PLANTS. GRAPHIC SCALE 0 o m 10 ( Di FEET ) 1 inch - 20 ft LEGEND PROPERTY UNE EXISTING CONTOUR TRENCH DRAIN STORM DRAIN TOP CURB ELEVATION TOP PAVEMENT ELEVATION EXISTING SPOT ELEVATION SLOPE ARROW GRADING NOTES (PACLAND) 356 ...._ ..._. TC: XXX.XX-" TP: XXX.XX X.XX% 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. 3. ALL PERMANENT CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE UBC CODE AND APPUCABLE LOCAL REGULATION. ALL PERMANENT CUT AND FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. 4. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO PRECLUDE PONDING OF WATER. 5. ALL POLLUTANTS OTHER THAN SEDIMENT ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 6. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. 7. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 8. ALL EARTHWORK SHALL CONFORM TO THE PROJECT GEOTECHNICAL REPORT RECOMMENDATIONS, UNLESS APPROVED OTHERWISE BY THE PROJECT GEOTECHNICAL ENGINEER. 9. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN. STORM DRAINAGE NOTES (PACLAND) 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. 2. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. 3. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 4. STORM DRAINAGE PIPE WITH LESS THAN 2'-0" COVER SHALL BE CLASS 50 DUCTILE IRON PIPE, OR APPROVED EQUAL, TO SUSTAIN H-20 LOADING. 5. ALL ONSITE STORM DRAINAGE PIPE SHALL BE SMOOTH -WALLED INTERIOR, MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT N=0.012 OR LESS. 6. PRECAST STRUCTURES MAY BE. USED AT CONTRACTOR'S OPTION. 7. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOW LINE OF GUTTER (WHERE APPLICABLE). 8. CATCH BASIN INLET PROTECTION / EROSION CONTROL TO BE USED FOR ALL NEW INLETS. 9. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT. 10. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE LABELED "DRAIN". 11. ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED MORTAR INVERT FROM INVERT IN TO INVERT OUT, UNLESS OTHERWISE SHOWN IN THE CATCH BASIN DETAIL. 12. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS TO PROPOSED STORM DRAINS AS SHOWN. 13. TRENCH DRAIN SHALL BE ZURN Z886-HD WITH CONCRETE ENCASEMENT. MOO SE BB St. Site 315 Belleme, WA98004 T (125)1539501 F (425)153-8208 .Prdin.coe BLUE STAR GAS FACILITY 15838 INTERNATIONAL BLVD TUKWILA, WA GRADING AND DRAINAGE PLAN C-2.0