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Permit D14-0239 - RED DOT CORPORATION - DEEP PAD
RED DOT CORPORATION 495 ANDOVER PARK E EXPIRED 02/23/2015 D14-0239 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov 2623049094 495 ANDOVER PARK E Project Name: RED DOT CORPORATION DEVELOPMENT PERMIT Permit Number: D14-0239 Issue Date: 8/14/2014 Permit Expires On: 2/10/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: HIGHLAND PARK PROPERTIES L 495 ANDOVER PARK BLVD E , TUKWILA, WA, 98188 NOEL HESS PO BOX 1161, ENUMCLAW, WA, 98022 M P H SERVICES INC PO BOX 1161, ENUMCLAW, WA, 98022 Phone: (206) 930-0765 Phone: (360) 802-2489 MPHSESI9680B Expiration Date: 6/7/2015 RED DOT CORPORATION 495 ANDOVER PK E , TUKWILA, WA, 98188 DESCRIPTION OF WORK: CONSTRUCT 16 X 22 X 2 FT DEEP PAD WITH REBAR Project Valuation: $16,000.00 Fees Collected: $691.14 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Nor Q Permit Center Authorized Signature: l Date: V 1 4 1 1 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: `lo e i f-ie sS Date: /i, /Gf 7 /LI This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 18: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: Per the International Fire Code, a construction permit is required for the installation of the liquid nitrogen tank. The tank and installation shall comply with International Fire Code Chapter 55. The construction permit shall be obtained from the Tukwila Fire Marshal's Office, 444 Andover Park East, Tukwila WA 98188, 206-575-4407. 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0201 FOOTING 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4026 SI-STRUCT STEEL 4004 SI-WELDING CITY OF TL __ rVILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: '01 2-41`t For o ice use onl CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION ' King Co Assessor's Tax No.: 2 62 30 LI - `�Oa1z/ / Site Address: 7 q( ,4fl7 fi',( efl'//E 95%1- Suite Number: Floor: Tenant Name: f? ed /9 of C ozp PROPERTY OWNER Name: R Do - f o y' Address: "5- /0/of/P" /;:2ie ,/4,57' City: I U lli G✓1 //q State: Gt/6g Zip: n/g$ CONTACT PERSON — person receiving all project communication Name: %fl//-/ C,Qa//W s / oe/ e.C5 n / / tY/ Address: 30eK 15 5 Lv g tab► City: iHifmC /�4." State: J 9 Zip: 9w2 Phone: r,6 9.30024 Fax: lG© 6o2 zgq'1 Email: yhph$CR,,!«SZa IOL . Cow GENERAL CONTRACTOR INFORMATION Company Name: j� / / / /`eeoces, 1-eC /� Address: 0 6 O), HoL City: T.. nalil C /t w State: wZip: 99022 PYoG 73° 0 7G S Fax: ,3(9 602 z'/6sal Contr Reg No.: M p /4 5 es p Date: .2O /S Tukwila Business License No.: .6 (45 - 0 619 3� New Tenant: ❑ Yes ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: A2E Pt79/reel ids 2 MC ` Engineer Name: ,4T//epi "0 Address: 43/y g*y s.�?ee. fiie 5,4t/eZol City: �u 641d1 � State: jit%i9 Zip: f5„? Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: .„� poi_ ,,04�„( f�L' 1/� fd( Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 1 of 4 BUILDING PERMIT INFORMATi — 206-431-3670 J Valuation of Project (contractor's bid price): $ /G 00=9' Existing Building Valuation: $ Describe the scope of work (please provide detailed information): EXCwwle /G Ft X 72. Ft h 2 Ft Pee, /re d/M �s �pe,2 t y7.6esl5 , come 4fiort/S / coo c'(e-f e %d -w2 ',i ftS /h G iee &,ui5. pecS. Will there be new rack storage? ❑ ....Yes ❑ ..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 1 St Floor 2"d Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PR TECTION/HAZARDOUS MATERIALS: Sprinklers e Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes d No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications 0n Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT 11 RMATION — 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 0 .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View ❑ ...Renton 0 ...Sewer Availability Provided 0... Renton 0... Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report O .. Bond ❑... Insurance ❑... Easement(s) 0... Maintenance Agreement(s) Proposed Activities (mark boxes that apply): O .. 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 ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control 0 .. Backflow Prevention - Fire Protection Irrigation ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance ❑... Work in Flood Zone 0... Storm Drainage 0...Abandon Septic Tank ❑... Curb Cut 0... Pavement Cut ❑... Looped Fire Line 95 Domestic Water ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) 0 .. Water Only Meter Size 55 ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public 95 15 ❑... Grease Interceptor ❑... Channelization ❑...Trench Excavation 0... Utility Undergrounding WO # (2) " WO # (3) WO # (2) " WO # (3) WO # ❑ .. Deduct Water Meter Size _ Private 0 Private 0 " WO# " WO# FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) O .. Water ❑ .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications 0n Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER ORTOR17Z/ED AGENT: Signature: Print Name: /voe ! &e55 Mailing Address: � 0 10X //a ,,d# Sc.-zee/lc eS Date: SA/L/ Day Telephone: 206 �✓?� 2 7 3 cl,94✓ l✓df fgo2 City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY PermitTRAK PAID $428.60 D14-0239 Address: 495 ANDOVER PARK E Apn: 2623049094 $428.60 DEVELOPMENT $408.40 PERMIT FEE R000.322.100.00.00 0.00 $403.90 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $20.20 TECHNOLOGY FEE R000.322.900.04.00 0.00 $20.20 TOTAL FEES PAID BY RECEIPT: R2857 $428.60 Date Paid: Thursday, August 14, 2014 Paid By: M P H SERVICES INC Pay Method: CHECK 1087 Printed: Thursday, August 14, 2014 9:21 AM 1 of 1 CP!SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $262.54 D14-0239 Address: 495 ANDOVER PARK E Apn: 2623049094 $262.54 DEVELOPMENT $262.54 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2673 R000.345.830.00.00 0.00 $262.54 $262.54 Date Paid: Thursday, July 24, 2014 Paid By: MPH SERVICES INC Pay Method: CHECK 1072 Printed: Thursday, July 24, 2014 3:02 PM 1 of 1 CRWYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec�_ t:i Fr:---- pJ ( Car 71 Type of Inspection: ; . AC, Address: �6 d ti V j� ' - Date Called: ,4 , Special'Instructions: Date Wanted a.m. Requester: I Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: , 0/t 1" -OA , i - 1) o. 2:u r ) 1 --,n,A AS ei p '► . t P ► O (.. err. (-; el -T- AS P 3 f I-orI-or r e - to A-r , C_-i.) & c._t '�P r. _S © � (.0M )I f'~C E )/\ P J`,Kal j t .- ---_, Inspector: Date:^ , t- REINSPECTION FE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calf to schedule reinspection. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal d ma iecl de a • diti • nal Ian r iew ees ti \I, Redo 1 Co, 7115 (66t/gm Fed Ak'K F Permit No. bill% O.lY Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Date: i et e(5/ (y 2c2/y City of Tukwila BUILDING DIVISION 6ctric45 x 1Q Afifox /60voo sg r7i, 4004-f \\\ \ \ \ \ \ ‘wivg1c/ Ica fadji PLANNING APPROVED - No changes ban be_madeto these plans without approval from the - Planning Division of DCD _ Approved By: C L-0w 9 cY -74 } 8 f f 8€ -uie e v►/ SEPAP-Ai E PERMIT REQUIRED FOR: Br 1 LTGas Piping City of Tukwila BOLDING DIVISION Recf cdR/9 105 AHdoveFZ Irir21{ .E1st (1-c' '4 )(REVIEWED FOR DE COMPLIANCE APPROVED City YukMMo 0 7 2014 ofEAPC eur�.o�n�c DIVISION AUGAUG072014 BUILDING DIVISION yoo ff x L(oo ff iy/fcv( /6'7 syft. \ Wes+ F15+ RECEIVED CITY OF TUKWILA JUL 2 4 201k PERMIT CENTER - AncIovei �/mK F DIL1- 02;1 POE Engineering, Inc. CIVIL & STRUCTURAL ENGINEERING/CONSULTING 1314 8TH STREET N.E., SUITE 201 AUBURN, WASHINGTON 98002 (253) 833-4052 • FAX (253) 833-4053 FILE COPY Parmit No. July 17, 2014 MPH Services Inc. 30815 S.E. 408th Street Enumclaw, WA 98022 Attn: Mr. Noel Hess Re: Red Dot Corporation Tank Foundation 495 Andover Park East, Tukwila, WA Dear Noel, REVIEWED FOR CODE COMPLIANCE APPROVED AUG 07 2014 City of Tukwila BUILDING DIVISION Attached is the foundation analysis and detailing for the new nitrogen tank and vaporizer proposed for the Red Dot Corporation at 495 Andover Park East, Tukwila, WA. A 8,900 gallon nitrogen tank and vaporizer are proposed to be added to the south side of the building in a level at -grade parking with layout as shown on sheet 3 of the attached analysis. The foundation was found to be acceptable with a 24" thick slab with #7 rebar at 12" o/c each way top & bottom as detailed on 15. Foundation sub -grade should be prepared as noted in the soils analysis letter by Jason Engineering and observed by Jason Engineering prior to constructing the footing. Jason Engineering should also be retained to provide special inspections as required (soils, concrete, reinforcing and bolt installation). Pipes or conduits located under the tank area that may be sensitive to settlement should be sleeved / centered in D.I. pipe 5" greater in diameter than the existing pipe / conduit.. The nitrogen tank should be anchored with 1" diameter bolts using the Hilti HIT-HY 200 epoxy anchoring system and installed per the manufacturer's recommendations. Used plate washers 3" square by 3/8" thick as/if required and tack weld to the tank base plate. The vaporizer can use 3A" diameter epoxy bolts. See the attached structural notes for further information. Please call or email with comments, questions, or if further information is desired. Sincerely, POE Engineering, Inc. Alan F. Poe, P.E. Attachments RECEIVED CITY OF TUKWILA JUL 2 4 2014 PERMIT CENTER �Iy-o23� POE Engineering, Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833-4052 . FAX (253) 833-4053 2 3 4 _ E JOB ` - d 3Z SHEET NO 1 OF 2" 6 CALCULATED BY DATE 1 / t / 4' CHECKED BY DATE SCALE V--ea ST' C-a a- P o 1- h•T "u'' 7-As— 4 - "c aat ►T t.e -.� fr -J R- PA - cows 1 t„AId: VA 'beiSk..*5 ... C:4 Cevt. . — "2i i t . t w lwar to C1/401-r CA<AD Z w,4„a3 Cog-4c. ' er . c j Sao ke -A, ..C.a..�us,.e _ `3 fir. SE.— 5 N T Ott+. trKe. .S?, c, rert Z' £ c c=f- 4s c..sa . - tetc. e. Fet..ar-t se S rpr-fin 1/4-00.0 bC 3s.53tt- o 1/4..€0c i (t'c.r S %."- S.- L. kg. 16ey TAB V'f° GsW C8- CS = s ems, tz- c Y. • Cs z o 3 -2-1 !t . 4r t�.>t . • 4 IS' Red Dot Tank Fndn Date and Time: 6/27/2014 11:47:15 AM MCE Ground Motion - Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitude =-122.273462 Period MCE Sa (sec) (%g) 0.2 133.7 MCE Value of Ss, Site Class B 1.0 046.0 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 133.7 Sa = FaSs, Fa = 1.00 1.0 070.8 Sa = FvS 1, Fv = 1.54 Spectrum for Site Class D Period MCE Sa (sec) (%g) 0.000 053.5 T = 0.0, Sa = 0.4FaSs 0.106 133.7 T = To, Sa = FaSs 0.200 133.7 T = 0.2, Sa = FaSs 0.529 133.7 T = Ts, Sa = FaSs 0.600 118.0 0.700 101.1 0.800 088.5 0.900 078.6 1.000 070.8 T = 1.0, Sa = FvS 1 1.100 064.3 1.200 059.0 1.300 054.4 1.400 050.6 1.500 047.2 1.600 044.2 1.700 041.6 1.800 039.3 1.900 037.3 2.000 035.4 114 ,ftro owl ek4c) sv4,444=zst-k.-0e.-4-- 0 OUS TOLIMA SU PPLIED (TEE VW 2 1" FRT VALVES • ABOVE GRADE) C>re:rreit-`44) 46. oli • 120V POWER ; 25 AMP CIRCUIT TYP i 10V POUVER AND ANALOG PHONE UNE FOR TRACKER UNIT "tilOTEL, DRAIMNO III FOR ESTIMATIND PURPOSES ONLY. NDTPOR COMMOTION- MAKAIRec 2344369 MORI= RED DO I-CORR:MUM LOCAT air 74.6 ANDOVER PAM EAST SE.4271E, CA 98188 I t RUA .' s stoteam Our Plucvai kora VV.:Mina Orr STERN CUSIOM ER SERVICE MR PAO LAYOUT DRAvw gm Au OA ra 05106/14 FROWN! tETWOCav TANK UMW CHECK et GM K4E NO WALE ',WORM a/WM= , IOW fal/MPEOM Ri2 Red Dal Cawradon 2344926 fillcMp kw . 'omit . WEST 2 OF 6 • • , . 29'-9" 9'-6" An Atmosphere Container MAWP Weight Empty Full Oxygen Nitrogen Argon Capacity Gallons Cubic Feet Oxygen Nitrogen Argon Ica of Excellence 250 psig 37,000 pounds 121,800 pounds 97,000 pounds 140,500 pounds 8,900 (gas) 1,024, 400 828,700 1,001,300 11' TM-9000 TANK PRESSURE VESSEL IS FABRICATED PER ASME 'BOILER AND PRESSURE VESSEL CODE' SECTION VIII. FOR UNFIRED PRESSURE VESSELS. ALL MATERIALS FOR FABRICATION MEET THE IMPACT TEST REQUIREMENT OF PARAGRAPH UG-84 OF THE ASME CODE. An Atmosphere of Exoell eaoe WESTERN SERVICE CENTER BUSINESS CONFIDENTIAL NOT FOR CONSTRUCTION NOA " C-14190888 52-7/16 113321 I i ` 26-1/16 (661) 22 9/16 [573] 18-11/16 (4141 29-15/16 (7601 1 `� 1 0 LIFT LUG BST HOLE LAYOUT TOP VIEW SCALE NA 0 4-1/4 11081 FILL 36 9/16 19291 —►---- 36-9/16 (9291 — ro-- 40 1 3/ 16 [10371 —► -0— 43-5/16 (11001 47 9/16 (12081 -40-13/16 (10311 TANK OD 43 5/16 (11001 41 9/16 (12081 L LIFT LUG 22-9/16 [5731 26-1/16 (661] 29-15/16 (7601 vl APPROVED DATE ;"." JJC 10-7-08 C A'A M NEXT ASS'1 USED ON APPLICATION N[11 ASS'1 MAW QUANTITY RE0'D REV ECR NO REVISION DESCRIPTION BY DATE rAa. Txr". THE MA1(RIALS AND INFORMATION, INCLUDING 1NE PRINCIPLES Of DESIGN CORIAIN(0 IN IRIS PRIN1, IS HE EXCLUSIVE PROPERTY OF CHAR1 INC., AND IS CONFIDEN11Al AND PROPRIEIARI INFORMATION. 1 IS INIORNAIIOR MAY R01 BE REPRODUCED,. COP ED, OR LOANED. IN PART 0R IN WHOLE. NOR IS 1 E IRTORNANION TO BE RLLAIO 10 MIT PARTY WNWCHART'S PRIOR WHITEN CONSENI. MA '1 SEE B.O.M. PART NUMBER 14190888 I%strbuti,n & Stereo (reap New Prague Operations WAC. CUAt. UNLESS OTHERWISE SPECIFIED DIMENSIONS A E IN INCHES. TOLERANCES: FRACTIONS t I /8 ANGLES t 1' t PEACE DECIMALS t RA 3 PLACE DECIMALS t NA tBfEVS-9000 THRU 15000 SS COLC STRETCH. 175/250/400PS1 RE" 0 SCAIC DO NOT AE[ ET I/16"=1' I DRAWINSCG 1SHE2 OF 2 Fro D 71" C-14190888 . Original Message From: Erik_Montano@praxair.com[mailto:Erik_Montano@praxair.com] Sent: Monday, June 30, 2014 3:50 PM To: Alan F. Poe Subject: RE: Red Dot Corporation Tank Seattle WA Here is the foot pad details on the tank. Please let us know what size anchors and epoxy we need to order for the tank and vaporizer. Thanks. 4y3/4 8-I/ ± 13.2 4 H1' 3t4. REF NOTES: i, E1Ea4J RALL NOL,E:S 2. 1NSP CT OLE LOCATtON. 1StTtG" HEXTtJ#T E1 O60'0t: 3, INSPECT Rolf S:IZT NVNG F:XTVNE tr 00001, a'. VEND R TQ MARK PAR T NUMBER ON EACH PART. Y37e RE 01 WAS 6 fR TC tCK ECR NO ALS :t ,T-S {T. pits ftlti, t5 THt flitam:.fiVellt alki`IfiL, O#? is attimoziot, :Mingle! !USW IN., 11111 BRF41 3 REPAID, tit�F oR i. t t� :I�.i ?t :�� OIL try lS THE INFOt .tt t TD FE el f To Alt Fkitil tape CUR:T'S P 4 MST: (its SCRIPT°0N rite TittkTNS T y 2 1.l Dfi TE PLATE 1- 1 THY, CS AS GTrSO POT MASER 1417 77 JJC NJ` 74:its t€ urt . . OfitIV4t:. da4' ±. 9/23JITR 9!24x08 9/24/0s 9124106 9/25/ 8..I3E LiS E'G ON A PE t CAT I 4T, -.1417 778 t 4U ii�Jk 5.#t.£ rar swat POE Engineering, Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833-4052 FAX (253) 833-4053 JOB SHEET NO CALCULATED BY /L.f DATE . f L CHECKED BY DATE SCALE POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253-833-4052 Title Block" selection. Title Block Line 6 Description : Tank Footing eerrences;: Project Title: Engineer: Project Descr. Project ID: Printed: 2 JUL 2014, 12:11PM I'00000 E-A101g1):00 1. E. C Y;A: 0 2 ec5 J:NEF CALC,INC Z1J63©1�4 Bwftl B`14,18 1/sr 6'" Licensee : POE ENGINEERING, INC. Calculations perACl 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : 2012IBC&ASCE7-10 Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cQ Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear ;Dimensions 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf = 0.90 0.850 0.00180 1.50 :1 1.50 :1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1= when maximum length or width is greater4 2.50 ksf No 150.0 pcf 0.350 1.50 ft 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = 14.0 ft 14.0 ft 24.0 in Pedestal dimensions... px : parallel to X-X Axis = 18.0 in pz : parallel to Z-Z Axis = 18.0 in Height = 1.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = �B1nfOfCiilg Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar SIZE 3.0 in 14 # 7 14 # 7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Appiiesoads 7'-0" 14=0" P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E 134.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 0.0 ksf 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 621.84 0.0 0.0 0.0 35.530 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253-833-4052 Title Block" selection. Title Block Line 6 Description : Tank Footing Project Title: Engineer: Project Descr: Project ID: Punted: 2 JUL 2014,12:11PM CI51E-1aAlanWYD0GU 11ENERCel9 03*B Licensee : POE ENGINEERING, INC. Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS tarl d Resuf Soil Bearing 0.810. Soil Bearing n/a Overtuming - X-X 1.646 Overtuming - Z-Z 1.706 Sliding - X-X n/a Sliding - Z-Z n/a Uplift 0.8044 Z Flexure (+X) 0.4831 Z Flexure (-X) 0.4831 X Flexure (+Z) 0.4831 X Flexure (-Z) 0.2576 1-way Shear (+X) 0.2576 1-way Shear (-X) 0.2576 1-way Shear (+Z) 0.2576 1-way Shear (-Z) 0.4141 2-way Punching 2.025 ksf 0.0 k-ft 487.103 k-ft 24.871 k 0.0 k 0.0 k 44.333 k-ft 26.622 k-ft 26.622 k-ft 26.622 k-ft 23.981 psi 23.981 psi 23.981 _psi 23.981 psi 77.115 psi 2.50 ksf 0.0 k-ft 801.53 k-ft 42.439 k 0.0 k 0.0 k 55.112 k-ft 55.112 k-ft 55.112 k-ft 55.112 k-ft 93.113 psi 93.113 psi 93.113 psi 93.113 psi 186.226 psi +D+0.70E+H about Z-Z axis No Overtuming 0.6D+0.7E 0.6D+0.7E No Sliding No Uplift +1.20 D+0.50 L+0.20 S+E +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D Rotation Axis & Load Combination... Actual Soil Bearing Stress Actual 1 Allowable Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. D Only 2.50 nla 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+L +1-1 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X, +D+Lr+H 2.50 nla 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+S+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X, +D+0.750Lr+0.750L+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+0.750L+0.750S+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+0.60W+H 2.50 n/a 0.0 0.9737 0.9737 n/a nla 0.390 X-X. +D+0.70E+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 0.9737 0.9737 n/a n/a 0.390 X-X. +0.60D+0.60W+H 2.50 nla 0.0 0.5842 0.5842 n/a n/a 0.234 X-X, +0.60D+0.70E+H 2.50 n/a 0.0 0.5842 0.5842 nla n/a 0.234 Z-Z, D Only 2.50 0.0 n/a nla n/a 0.9737 0.9737 0.390 Z-Z, +D+L+H 2.50 0.0 n/a n/a n/a 0.9737 0.9737 0.390 Z-Z, +D+Lr+H 2.50 0.0 n/a n/a n/a 0.9737 0.9737 0.390 Z-Z. +D+S+H 2.50 0.0 n/a n/a n/a 0.9737 0.9737 0.390 Z-Z. +D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 0.9737 0.9737 0.390 Z-Z, +D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 0.9737 0.9737 0.390 Z-Z, +D+0.60W+H 2.50 0.0 n/a n/a nla 0.9737 0.9737 0.390 Z-Z, +D+0.70E+H 2.50 30.629 nia n/a nla 0.0 2.025 0.810 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 0.9737 0.9737 0.390 Z-Z, +D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a . 0.9737 0.9737 0.390 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.50 22.972 n/a n/a nla 0.1882 1.759 0.704 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.50 22.972 n/a n/a n/a 0.1882 1.759 0.704 Z-Z, +0.60D+0.60W+H 2.50 0.0 n/a n/a n/a 0.5842 0.5842 0.234 Z-Z, +0 60D+0,70E++i 2.50 51.048 n/a n/a n/a 0.0 1.958 0.783 Oveturning Stability Rotation Axis & Load Combination... X-X, D X-X. 0.6D+0.7E Z-Z, D Z-Z, 0.6D+0.7E Overturning Moment Resisting Moment Stability Ratio Status None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK 487.103 k-ft 801.53 k-ft 1.646 OK 43/ POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253-833-4052 Title Block' selection. Title Block Line 6 Steel Base Plate Lic. # : KW-06002002 Project Title: Engineer: Project Descr. Description : Tank Plate Code References 1 Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing Area :Full Bearing Column & Plate Column Properties Steel Section : W18x60 Depth 18.2 in 17.6 in"2 Width 7.56 in 984 inA4 Flange Thickness 0.695 in 50.1 in^4 Web Thickness 0.415 in Plate Dimensions N : Length 18.0 in B : Width 18.0 in Thickness 1.50 in Column assumed welded to base plate. Area Ixx Iyy c : LRFD Resistance Factor Allowable Bearing Fp per J8 Support Dimensions Width along'X" Length along "Z' 36.0 in 36.0 in Applied Loads D : Dead Load L : Live Lr : Roof Live S : Snow P-Y 12.330 k 32.330 k 0.0 k 0.0 k W : Wind 0.0 k E : Earthquake 54.960 k H : Lateral Earth 0.0 k • P ` = Gravity bad, '+• sign is downward. V-Z 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 11.840 k 0.0 k M-X 0.0 k-ft ... 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft Moments create higher soil pressure at +Z edge. Shears push plate towards +Z edge. Project ID: Printed: 2 JUL 2014. 12:1GPM File = c:IDOCUME-1WIanIMYDOCU-11ENERCA-1114-032.ec6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver6.14.1.28 Licensee : POE ENGINEERING, INC. 0.60 0.0 ksi Anchor Bolts Anchor Bolt or Rod Description Max of Tension or Pullout Capacity Shear Capacity Edge distance : bolt to plate Number of Bolts in each Row Number of Bolt Rows 1" 15.70 k 7.90 k 5.0 in 2.0 1.0 TQ Maatlislanot POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253-833-4052 Title Block' selection. Title Block Line 6 Description : Tank Plate GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Goveming Load Combination Goveming Load Case Type Design Plate Size Pu : Axial Mu : Moment Load Comb. : +1.40D Loading Pu : Axial Design Plate Height DesigaPlate Width Load Resistance Factor Design +1.20D+0.50L+0.20S+E Axial Load Only 1'-6" x 1'-6" x 1-1/2" 85.921 k 0.000 k-ft 17.262 k 18.000 in 18.000 in Will be different from entry if partial bearing used. Al : Plate Area 324.000 inA2 A2: Support Area 1,296.000 inA2 sgrt(A2/A1) 0.000 Distance for Moment Calculation " m " 0.355 in " n " 5.976 in X 0.029 inA2 Lambda 0.171 n' 2.932 in n' * Lambda 0.502 in L = max(m, n, n") 5.976 in Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Loading Pu : Axial Design Plate Height Design Plate Width Wine different from entry if partial bearing used. Al : Plate Area A2: Support Area sgrt(A2/A1 ) Distance for Moment Calculation " m " n" X Lambda n' n' * Lambda L = max(m, n, n") 66.524 k 18.000 in 18.000 in 324.000 inA2 1,296.000 inA2 0.000 0.355 in 5.976 in 0.111 inA2 0.343 2.932 in 1.007 in 5.976 in Project Title: Engineer: Project Descr: Project ID: Printed: 2 JUL 2014, 12:17PM cjl)OC-Ot�lE-11rUan1A'�'OD� adEi�ER,C7s-1a1�1-i332eeB�; E1jEftCAL1ttC'198320,14,$nild 1?t18 �[er1d 28' Licensee : POE ENGINEERING, INC. `. Mu : Max. Moment fb : Max. Bending Stress Fb : Allowable : Bending Stress Ratio fu : Max. Plate Bearing Stress .... Fp : Allowable : Bearing Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu *LA2 / 2 fb : Actual Fb : Allowable Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu * LA2 / 2 fb : Actual Fb : Allowable Stress Ratio 4.735 k-in 8.418 ksi 32.400 ksi 0.260 Bending Stress OK 0.265 ksi 1.530 ksi 0.173 Bearing Stress OK K Axial Load Only, No Moment 1.530 ksi 0.053 ksi 0.035 0.951 k-in 1.691 ksi 32.400 ksi 0.052 Axial Load Only, No Moment 1.530 ksi 0.205 ksi 0.134 3.666 k-in 6.518 ksi 32.400 ksi 0.201 POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253-833-4052 Title Block" selection. Title Block Line 6 el Description : Tank Plate Load Comb. : +1.20D+0.50L+0.50S+1.60W Loading Pu : Axial Design Plate Height Design Plate Width Will be different from entry ff partial bearing used. Al : Plate Area A2: Support Area sgrt(A2/A1) Distance for Moment Calculation "m" "n" X Lambda n' n' * Lambda L = max(m, n, n") 30.961 k 18.000 in 18.000 in 324.000 in"2 1,296.000 inA2 0.000 0.355 in 5.976 in 0.052 inA2 0.231 2.932 in 0.676 in 5.976 in Load Comb. : +1.20D+0.50L+0.50S-1.60W Loading Pu : Axial 30.961 k Design Plate Height 18.000 in Design Plate Width 18.000 in Will be different from entry if partial bearing used. Al : Plate Area 324.000 inA2 A2: Support Area 1,296.000 inA2 sgrt( A2/A1) 0.000 Distance for Moment Calculation m" "n" X Lambda n' n' * Lambda L = max(m, n, n") Load Comb, : +1.20D+0.50L+0.20S+E Loading Pu : Axial Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al : Plate Area A2: Support Area sgrt(A2/A1 ) Distance for Moment Calculation "m" n" X Lambda n' n' * Lambda L = max(m, n, n") 0.355 in 5.976 in 0.052 in"2 0.231 2.932 in 0.676 in 5.976 in 85.921 k 18.000 in 18.000 in 324.000 inA2 1,296.000 inA2 0.000 0.355 in 5.976 in 0.144 in"2 0.394 2.932 in 1.155 in 5.976 in Project Title: Engineer: Project Descr: Project ID: Printed: 2 JUL 2014, 12:17PM .IPPNVIAMAY000 104. A 111 Re INC Q963-`20y'4- m1 am.#0 Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax=Fu*LA2/2 fb : Actual Fb : Allowable Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu *LA2 / 2 fb : Actual Fb : Allowable Stress Ratio Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu *LA2 / 2 fb : Actual Fb : Allowable Stress Ratio Licensee : POE ENGINEERING,INC. Axial Load Only, No Moment 1.530 ksi 0.096 ksi 0.062 1.706 k-in 3.033 ksi 32.400 ksi 0.094 Axial Load Only, No Moment 1.530 ksi 0.096 ksi 0.062 1.706 k-in 3.033 ksi 32.400 ksi 0.094 Axial Load Only, No Moment 1.530 ksi 0.265 ksi 0.173 4.735 k-in 8.418 ksi 32.400 ksi 0.260 POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253-833-4052 Title Block" selection. Title Block Line 6 Description : Tank Plate Load Comb. : +0.90D+E+1.60H Loading Pu : Axial 66.057 k Design Plate Height 18.000 in Design Plate Width 18.000 in MI be different from entry if partial bearing used. Al : Plate Area 324.000 inA2 A2: Support Area 1,296.000 inA2 sgrt( A2/A1 ) 0.000 Distance for Moment Calculation " m " 0.355 in " n " 5.976 in X 0.111 inA2 Lambda 0.342 n' 2.932 in n' * Lambda 1.003 in L = max(m, n, n") 5.976 in Load Comb. : +0.90D-10E+1.60H Loading Pu : Axial 0.000 k Design Plate Height 18.000 in Design Plate Width 18.000 in Will be different from entry if partial bearing used. Al : Plate Area 324.000 inA2 A2: Support Area 1,296.000 inA2 sgrt( A2/A1 ) 0.000 Distance for Moment Calculation " m " 0.355 in " n " 5.976 in X 0.000 inA2 Lambda 0.000 n' 2.932 in n' * Lambda 0.000 in L = max(m, n, n") " 5.976 in Project Title: Engineer: Project Descr: Project ID: Printed: 2 JUL 2014, 12:17PM 089.: ME-13A1an1MY-0ij;C17 101.0,. 44::' 2 ec6 `YERCALxi 4ING 7983-2014;"t3uild 6 �41;;38 x�let 6 ��2 Licensee : POE. ENGINEERING, INC.-. Axial Load Only, No Moment Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu * LA2 / 2 3.641 k-in fb : Actual 6.472 ksi Fb : Allowable 32.400 ksi Stress Ratio 0.200 Bearing Stresses Fp : Allowable 1.530 ksi 0.204 ksi 0.133 Axial Load Only, No Moment 1.530 ksi fu : Max. Bearing Pressure 0.000 ksi Stress Ratio 0.000 Plate Bending Stresses Mmax = Fu * LA2 / 2 0.000 k-in fb : Actual 0.000 ksi Fb : Allowable 32.400 ksi Stress Ratio 0.000 POE Engineering, Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833-4052 FAX (253) 833-4053 1 2 3 3 5 6 1 8 1 3 4 6 E 7 8 1 JOB SHEET NO t� CALCULATED BY A .4.. DATE Y 1'a 1 ( CHECKED BY DATE SCALE • 1 2 3 4 5 E 7 8 1 2 3 4 6 2/ 3 2 8 Lw.sT r aer Cr ') 4...V ' t� ram:..... _4 -ri+.At *cam 6. $ 3 Lo. r... " V T- s t_., " IA k` 2 P /A C. 4.1 f . oc ®k �l WARNING �""P ,. AT �. , emsExPERENCED O�d 2 �Ym�ol cfb 0 —r Orr z m ZN Ch m'M• 3m� L1 a a 8 O * -o V. 0 U1 0 Mu) *O .zm Si. N. Co 0 30 0 N z -4 CO 0 A W N * o Aron-OmmmI{-i-1 r 9 N fm11 'S 9 --( t.--t tW-t D i.R t9't .0 X, .02Z mz oDD. r r m -E. a o —.0 7D O Z z W m So -- 0en0 M00Cto0 Co -12•y 00 -I�t•SI -091 D'o 1 0.O m C �.-a r.t S.tn Ca m 00-I cxx •• -1. 0 -I -D.'CI 0 AIT 7. 0 I(I -t 1-I ar zzz . • • 0 .0 0 00 « 0 N w ( . m 9r z y.m' 1Sn I" "a. 1m0 NX N m p z 0-z N 0 0 9 N1.y 0tn -a-ar m -I .01 Z CAA --I Co mZI Iyt ryt yz N •�Sa San 010 CS 00 FI •• a m 1V 'm t7 N m co.-..� ,'a m m z y vi� a s .tn < yyyyMMM rma0++ m 0 CITY• r- tam W OI m m • O On, cx to. a. m 91.i Sy sic, W—•✓-01 r 2Lo m 6 01 Rom+ 4m m -i • 0 .0 0 ' r s �++ Z -{ • O m n 9 E n% C 0 •10m-i s m = y C N D A m m m m -1 0 xc= rn N '1 2 0 LONm 0 m z m 4- r z 0 m (n A13 11< Fri A 0chtl -^ rm C ) 6) 7.7 uA 1.% 0CD 1113 01 •W.O (99/ 69 m co D•0 0 CONNECTION SCHEDULE "A• FGNWIBER DESIGN PRESSURE P510'(BARG1 TEST PRESSURE PSG (BARG7 1" IPS 304 S.S. 3000 LB.SOCKET WELD CONN.- 9" FG00464 .650 (fly( . 715 734931 1" -IPS ANSI CLASS 300 RF. WELD NECK FLG., 304 S.S. .17.314" 14511 • FG01774 650 (44.51 715 (4931- 0W N0: . t221-21 A-3 RED: JOB NM GOfILENAM0 - G.WGO ISSoSatiDAill38450221d21A603CRIER4hav . . POE Engineering, Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833-4052 FAX (253) 833-4053 6] 6 1 2 3 4, 8 1 2 3 5 6 7 8 4 5 5 JOB tl — SHEET NO t .S OF CALCULATED BY :%►,C'P DATE "1 CI 114 CHECKED BY DATE SCALE . . . ... .. . rva 'Ito Co 6 €.- /6 47e _. must. A/1""" ` 14 61.".TL gee V .. .... • 2 2 DDI11,I iI"r AA, lb/ STRUCTURAL NOTES: DESIGN LOADS / CODES Building Code 2012 IBC Wind Load Zone 110 MPH (Ultimate), EXP. B Seismic Site Class D, Use Group 1 Sds = 0.891, Sd.1 = 0.472 Required Soil Bearing Capacity (DL+LL) 2,500 PSF GENERAL NOTES All materials and workmanship shall conform to the drawings and the specifications (if any). During the construction period the contractor shall be responsible for the safety of the building. The contractor shall provide adequate shoring, bracing, and guys in accordance with all national, state, and local safety ordinances. Any deviation must be approved prior to erection. All erection procedures shall conform to OSHA standards. Any deviations must be approved by OSHA prior to erection. The contractor shall be solely responsible for all excavation procedures including lagging, shoring, and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. The contractor shall be responsible for coordinating the work of all trades and shall check all dimensions. All discrepancies shall be called to the attention of the Architect and be resolved before proceeding with the work. Shop drawings required by these notes shall be subrnitted to the Engineer for review prior to fabrication. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used subject to review by the Engineer. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Architect/Engineer so that the proper revisions may be made. Modification of details of construction shall not be made without written approval of the Engineer. FOUNDATIONS All footings shall bear on undisturbed ground or structural fill prepared per the project soils report. All footings shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. The foundation design is based on the recommendations in the project geotechnical report by Jason Engineering. Unless otherwise indicated foundation work shall be performed in accordance with this report. The report is part of the plans and should be kept on the job site at all times. to Fill under footings and slabs shall be compacted to 95% minimum of maximum dry density per ASTM D- 1557. Compaction of fill shall be in lifts not to exceed 8 inches loose thickness. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. Foundation excavations shall be examined and certified by the soils engineer or his representative prior to the placement of any reinforcing steel or concrete. Material for filling and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic matter, trash, lumber, or other debris. Fill and backfill shall be deposited in layers not to exceed 8 inches thick. Properly moisten all backfill material to approximate optimum requirements and thoroughly roll or compact with approved equipment in such a manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by ASTM D- 1557 method of compaction. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used where larger power driven compaction equipment cannot be used. Backfill shall not be placed until after completion and inspection of damp proofing as/if required. CONCRETE All cast in place concrete shall meet the following requirements: Quality of concrete shall be determined by Section 1905 of the 2012 IBC. Minimum 28 day compressive strength 3,500PSI. Use a minimum of 5 1/2 - 94# sacks per yard of Type I cement with 6.6 gallons of water per sack of cement. Maximum slump - 4 inches (+ or -1 /2"). All methods and materials per Chapter 19 the 2012 IBC. Alternate mix designs will be reviewed upon submittal. Provide one set of 3 cylinder tests for each four hours of concrete placement or for each pour. Copies of test reports shall be sent to the Engineer and the Building Department. Concrete shall be maintained in a moist condition (or sealed with an approved chemical sealer) for a minimum of five (5) days after placement. Alternate methods will be approved if satisfactory performance can be assured. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. All concrete with a designated strength exceeding 2500 psi shall require continuous inspection per IBC Section 1705.3 by an inspector approved by the building department and the Engineer. Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. REINFORCEMENT Reinforcement shall be deformed bars in accordance with ASTM A-615 Grade 60 and made from new billets. Reinforcing to be welded shall be ASTM A-615 Gr. 60 with a Carbon Equivalent (C.E.) of 0.55 or less, or ASTM A-706. Welded wire fabric shall be in accordance with ASTM A-185. Wire mesh shall lap one full mesh at sides and ends. Lap all reinforcing bars 60 diameters at all splices, corners, and intersecting walls, unless noted otherwise. Cover over reinforcement shall be a minimum of 3 inches for concrete placed on ground, 2 inches for concrete exposed to ground or weather after removal of forms, and 1 1/2 inches unless noted otherwise. Anchor bolts, dowels, and other embedded items to be securely tied in place before concrete is poured. Submit shop drawings to the Engineer for review before fabrication. NON -SHRINK GROUT Non -shrink grout shall have a minimum compressive strength of 5,000 PSI. Use non-metallic, non -shrink grout in exposed conditions. EXPANSION ANCHORS Expansion anchors shall be Simpson Strong -Bolt or equivalent approved by the Engineer (accompanied by current !CC/ICBO Report - 2012 IBC compliant). Install anchors per ICC/ICBO Report number ESR- 1771. Special inspection is required during installation. Do not cut or damage existing reinforcing to install anchors. ADHESIVE ANCHORS Adhesive anchors shall be Simpson SET-XP (ICC/ICBO ER-2508) with A307 threaded rod, or an equivalent system (accompanied by a current ICC/ICBO Report - 2012 IBC compliant for seismic loading) approved by the Engineer. Install anchors per ICC/ICBO Report number ER-2508. Special inspection is required during installation. Do not cut or damage existing reinforcing to install anchors. STRUCTURAL STEEL All methods and materials shall conform to the 2012 IBC Chapter 22 and the AISC Specification, latest edition, for the Design, Fabrication and Erection of Structural Steel for Buildings. Material for structural shapes shall be ASTM A572 grade 50 (Fy=50ksi). Material for bars and misc. steel shall be ASTM A-36 or ASTM A572. Bolts per ASTM A-307, unless noted otherwise. High Strength bolts per ASTM A-325, were noted. Nuts per ASTM A-563. Pipe per ASTM A-53, Grade B. Tubes per ASTM A-500, Grade B. 1q / SPECIAL INSPECTIONS & TESTS REQUIRED (See Notes Above Also) All inspection and testing shall comply w/ the 2012 IBC Chapter 17 and other applicable building code sections, and are in addition to the inspections made by the building official. Special inspections are required per IBC Chapter 17 as applicable. The site address shall be indicated on all submittals. A) Special inspections are required by the Geotechnical Engineer (or his representative) for the following work: 1. General compliance with soils report during site preparation - to occur periodically during the site preparation for the building foundation, slab and paved areas. 2. Observation of excavations, structural fill placement, and field density for preparation of soils under building footings. B) Special inspections are required by the Special Testing Agency (*) for the following work: 1. Reinforced Concrete: Continuous inspection during the placement & casting of samples, and compressions tests. 2. Reinforcing Steel: Continuous inspection during placement of all reinforcing prior to pouring of concrete/placing of grout. 3. Anchor Bolts: Required during the placement of all anchor bolts in concrete or masonry. 4. Expansion or Epoxy Bolts: Periodic inspection during placement in concrete. 5. Grout Placement: Continuous during the placement of all grout under wall panels and columns. * Special Inspectors and testing laboratories shall be provided by the owner and certified by the Washington Association of Building Officials (W.A.B.O.) if required by the building official. Special inspectors shall furnish inspection reports and a final signed report to the building official and POE Engineering, Inc. SHOP DRAWINGS Submit a maximum of (4) sets of prints to the Engineer prior to fabrication or construction. Allow (5) business days for Engineer to review. The General Contractor shall review and approve shop drawings before submittal to the Engineer. Reference plans and details as applicable. Deviations from these drawings shall be clearly identified. If the fabricator's shop drawings are the sole design, differ in design, or add to the design of the structural drawings, they shall be stamped by a licensed State of Washington Civil Engineer responsible for the design. Calculations submitted are for information only and will not be stamped or returned except at the option of the Engineer. -o/ Review is only for general conformance with the design concept of the project and general compliance with the information included in the contract documents. Any markings or comments are subject to the requirements of the drawings and specifications. The contractor is responsible for correlating and confirming dimensions, choice of fabrication process and techniques of construction, coordination of his (or her) work with other trades, and performing the work in a safe and satisfactory manner. Shop drawings to be submitted shall include, but are not limited to the following items: 1. Concrete Mix Designs. 2. Concrete Reinforcement. JJA File#: 14007 Date: 2014-07-11 Red Dot Corp, 495 Andover Park East Alan F. Poe 1314 8th St NE # 201 Auburn, WA 98002 Attn: Alan Poe Re: Foundation support for tank As requested, we visited the above mentioned site to verify bearing capacity for a liquid storage tank. Foundation soils at 2 feet below existing asphalt were probed and found to be firm and non -yielding. Material type was noted to brown, cohesive sandy silt. Sections of blue -gray silt were noted. It is our opinion, the bearing capacity for the these soils is estimated at 2,500 PSF. Additional care should be exercised with the conduits running under the proposed location of the tank. At 2 feet below asphalt grade, the conduits were estimated to be approximately 6 to 12 inches below bottom proposed concrete. Also, there was another conduit running perpendicular to the copper conduits which had been recently repaired. It can be seen in pic#1. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. Contact us if you have any questions or if we can be of any further assistance. Thank You. JJA, INC Jason Bell, P.E. Vice Prent (206) 786-8645 — office@JJAinc.biz — PO Box 181 Auburn WA 98071 f/jA JJA File#: 14007 Date: 2014-07-11 1. Foundation area for storage tank. Bollards protect underground conduit coming from building. . Conduits from building are copper inside 4 inch PVC. Red Dot Corp, 495 Andover Park East 2. Foundation area. Conduits seen picture. (206) 786-8645 office@JJAinc.biz — PO Box 181 Auburn WA 98071 City of Tukwila Department of Community Development 1/5/2015 NOEL HESS PO BOX 1161 ENUMCLAW, WA 98022 RE: Permit No. D14-0239 RED DOT CORPORATION 495 ANDOVER PK E Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/23/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/23/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, J nnif Marshall Pe mit echnician File No: D14-0239 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: D14-0239 DATE: 07/24/2014 PROJECT NAME: RED DOT CORPORATION SITE ADDRESS: 495 ANDOVER PK E X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: /11- AO(' 7- 1-i Building Division S �- +--� Public Wor Awc Fire Prevention Structural ❑ cQ L iP 72i-pl Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/29/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 08/26/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 M P H SERVICES INC Page 1 of 2 Washington State Department of Labor & Industries M P H SERVICES INC Owner or tradesperson HESS, NOEL STEVEN Principals HESS, NOEL STEVEN, PRESIDENT HESS, DONNA M, SECRETARY Doing business as M P H SERVICES INC WA UBI No. 602 359 971 PO BOX 1161 ENUMCLAW, WA98022 360-802-2489 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. MPHSESI968OB Effective — expiration 09/02/2004— 06/07/2015 Bond Old Republic Surety Co Bond account no. YLI259171 Received by L&I 06/05/2014 Active. Meets current requirements. $12,000.00 Effective date 09/05/2014 Expiration date Until Canceled Old Republic Ins Co Bond account no. YLI259171 Received by L&I 09/01/2005 $12,000.00 Effective date 09/05/2005 Expiration date 09/05/2014 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602359971 &LIC=MPHSESI968OB&SAW= 08/14/2014