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Permit D13-290 - BAKER COMMODITIES - TENANT IMPROVEMENT
BAKER COMMODITIES 5795 S 130 PL D13-290 Parcel No: Address: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0001400005 Permit Number: D13-290 5795 5 130 PL Project Name: BAKER COMMODITIES Issue Date: Permit Expires On: 9/20/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BAKER COMMODITIES INC 4020 BANDINI BLVD , LOS ANGELES, WA, 90023 MICHAEL BULLERI PO BOX 58368 , SEATTLE, WA, 98138 G D A CONSTRUCTION 20811 E 92 E , GRAHAM, WA, 98338 GDACO**131J1 SELF FUNDED - BAKER COMMODITIE Phone: (206) 243-7387 Phone: Expiration Date: 3/15/2014 DESCRIPTION OF WORK: SUBTYPE: AOT TANKS TOTAL) REVISION #1: REPLACE A THIRD WASTE WATER TANK STATUS: APPROVEDDESCRIPTION: REPLACE ONE EXISTING TANK AND ADD ONE NEW TANK (2 Project Valuation: $477,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Fees Collected: $10,420.46 Current Codes adopted by the City of Tukwila: Internations 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: N O • Curb Cut/Access/Sidewalk: N Fire Loop Hydrant: N Flood Control Zone: Hauling/Oversize Load: N 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: Yes Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit doers 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: /7<e.- L Z3aLCeI7 Date: 9/4'D.//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: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 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: 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. 7: 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. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. • • 9: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: 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. 12: SEPA Addendum must be issued prior to issuance of building permit for new tank. Dept. Director scheduled to sign Addendum 3/31/14. 13: SEPA issued 4/1/14. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1700 BUILDING FINAL** 0201 FOOTING 0201 FOOTING 4000 SI -CONCRETE CONST 4004 SI -WELDING 4004 SI -WELDING 4004 SI -WELDING City of4tukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 2061131-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov Parcel No.: 0001400005 Address: 5795 S 130 PL TUKW Suite No: Project Name: BAKER COMMODITIES DEVELOPMENT PERMIT Permit Number: D13-290 Issue Date: 10/31/2013 Permit Expires On: 04/29/2014 Owner: Name: BAKER COMMODITIES INC Address: 4020 BANDINI BLVD , LOS ANGELES, CA 90023 Contact Person: Name: MICHAEL BULLERI Address: PO BOX 58368 , SEATTLE, WA 98138 Contractor: Name: G D A CONSTRUCTION Address: 20811 E 92 E , GRAHAM WA 98338 Contractor License No: GDACO**131J1 Lender: Name: SELF FUNDED - BAKER COMMODITIES Address: Phone: 206-243-7387 Phone: Expiration Date: 03/15/2014 DESCRIPTION OF WORK: REPLACE ONE EXISTING TANK AND ADD ONE NEW TANK (2 TANKS TOTAL) Value of Construction: $110,000.00 Fees Collected: $2,638.89 Type of Fire Protection: International Building Code Edition: 2012 Type of Construction: Occupancy per IBC: 0026 Electrical Service Provided by: SEATTLE CITY LIGHT **continued on next page** doc: IBC -7/10 D13-290 Printed: 10-31-2013 Public Works Activities: ;,hannelization / Striping: N ;.urb Cut / Access / Sidewalk / CSS: N 'ire Loop Hydrant: N Number: 0 Flood Control Zone: Iauling: N Start Time: End Time: :,and Altering: Volumes: Cut 0 c.y. Fill 0 c.y. liandscape Irrigation: Moving Oversize Load: Start Time: End Time: Size (Inches): 0 ianitary Side Sewer: fewer Main Extension: Private: Public: itorm Drainage: itreet Use: Profit: N Non -Profit: N Nater Main Extension: Private: Public: )Vater Meter: N ?ermit Center Authorized Signature: W A Date: I 1 13 hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances fioverning this work will be complied with, whether specified herein or not. Phe granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating :onstruction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached o this permit. Signature: Date: /©/3'/// 3 'rint Name: ['his permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended ,r abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 3: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the 3uilding Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to Mart of any construction. These documents shall be maintained and made available until final inspection approval is punted. 3: The special inspections and verifications for concrete construction shall be required. 3: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by Washington Association of Building Official Certified welder. 3: When special inspection is required, either the owner or the registered design professional in responsible charge, ;hall employ a special inspection agency and notify the Building Official of the appointment prior to the first )uilding inspection. The special inspector shallfurnish inspection reports to the Building Official in a timely manner. loc: IBC -7/10 D13-290 Printed: 10-31-2013 7: A final report documenting required speci-spections and correction of any discrepancioted in the inspections shall be submitted to the Building Official. Th 1 inspection report shall be prepared by th proved special inspection agency and shall be submitted to the Building Official prior to and as a condition of anal inspection approval. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: 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. doc: IBC -7/10 D13-290 Printed: 10-31-2013 CITY OF TUKWILA Commun1 Developineni Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila,.WA 98188; http://www, ukwiiaW.A.gov loarigmftareroanarommanmeralLW Building Permit No. I -1446 Project No. Date Application Accepted Date Application Expires. ( L (For office use only) CONSTRUCTION: PERMIT APPLICATION. Applications and plans must, be complete in order to be•accepted for plan review. Applications will not be accepted Through theptail.or by=fax... **Please"Print** SITE LOCATION 5795 South 130th Place Seattle, WA 98178 • Site Address: 5795.South 130th Place Seattie,WA 98178 Tenant Name: Baker Commodities Inc King Co Assessor's Tax No.: 000140-0005.06. Suite Number: New Tenant: PROPERTY OWNER Name: Baker Commodities Inc • Address:4020 Bandini Blvd City:vemon . State:CA 4:90058 CONTACT PERSON -- person receiving all project communication Name:. Michael Buller ` . • Address: Pts Box 58368 City: Seattle State:WA Zip:98138" Phone: 206 243 7387 • Fax: 206 243 3412 Email: mbulleri@bakercommodities.com GENERAL`. CONTRACTOR INFORIVIATION Company Name: G:D,A. Construction Address: 20811 92nd Ave E City: Graham State: WA Zip:98338 Phone: 253 847 6351 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECTOF':RECORD Company Name: Architect:Name: Address: City: State:. Zip: Phone: Fait: Email: ENGINEER QF RECORD Company Name: DHP'Engineering, :P.S. Engineer. Name: Bret Brasher Address: 25964 129th place SE City: Kent ;State: -:WA -Zip: 98030 Phone: 253 220 0848 F. gmail:.bret@dhpengineering.com LENDER/BOND ISSUED (required for projects $5,000 or" greater pec RCW 19.27.995) Name:: sEL AK Address: 1-4itet0te.4 City: S Zip: H:MOP1fea lon\FormrApplicatiom on Line12012 AyplkationalPumit Application Revised = 24.12 does Revised. Febn:uy 2012 bb BUILDING PERMIT 'INFORMATIO — 206-431-3670 $ Valuation of Project (contractor's bid 'price)t10,000.00 Existing Building Valuation: $ 1261700.00 Describe the scope of work (please provide detailed information): Replace one exciting tank and add one new tank.(2 Tanks Total). Will there be new rack storage? 0 ....Yes 0 ..No If yes, a separate permit and plan submittal will be required. Provide Ail Building Areas in Square Footage Below 2M Floor ~. . 3td Floor Existing Interior Remodel Addition to Existing Structure'. New TYPe of Construction per IBC Type of Occupancy per IBC Floors thru Basement -Accessory Structure". • Attached Garage Detached Garage Attached Carport Detached Carport.: Covered Deck Uncovered Deck PI ANNING 1 IWJSlig1!Ia 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 dwellin& provide the -following: Lot Area (sq R): 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. Handicap:___,___ Number of Parking -Stalls Provided: Standard: Compact Will there be a change in use?' 0 Yes No If "yes"; explain: FIRE P OTECTION%HAZARDOIJS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 .:.....Yes 0 No If yes', attach list ofmaierialr and storage locations on i. separate 8-M" 11 " paper including _r_ _ �.__ quantities ti Almeria! Safety SEPTIC SYSTEM Q On-site'Septic System - For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department H1Appli atio03Wermi•AppliutioM On Uoe\20t2 Applications \Permit AppUeotjon Revised • 2-7.12 dna *mita Ft uary 2012 "b!, • Page 2of4 PUBLIC WORKS PERMIT INFORMATION- 206-433-0179 Scope of Work (please provide detailed information): install7wo 20;000 Balton waste Water Storage Tanks Cal :before you Dig: Please refer to Public Works Bulletin #1 for fees rind estimatesheet. biter District .:;TukJvila 0. -Water District #125 ❑:: Water Availability Provided " .. Tukwila fl.. Sewer Use Certificate Q ...Valley View 0 ...Sewer Availability Provided On site Septic System - For on-site septic system, provide 2 copies of a current septic design approved by King County Health Departinent. • 8binlitif4 with Anolicatioilmmit boxes which HpplvIt Civil:Plans (Maximo fh Paper Size -22" x 34") Q Technical Information Report (Storm Drainage) 0:..Geotechnical Report 0 . Bond ❑.:. Insurance []:.: Easement(s) CI:::Maintenance'Agreen ent(s) puotedilldiiiiies °nark boxes that apply); .: Right-of-way Use - Nonprofit for less than :72 hours . Right-of-way Use = No. Disturbance ❑ . Conatruction/E&cavation/FiII - Right-of-way ' 0 Non -Right -Of -way 0 Total Cut cubic yards .. Total Fill.. ` cubic yards Sanitary Side Sewer Q.:. Abandon Septic Tank ❑ Cap. or Remove Utilities 0...Curb Cut Frontage Improvements ❑.:: Pavement Cut Q : Traffic COOtrol 0...Looped Fire Line [] .. Backflow Prevention - Fire Protection Irrigation " Domestic Water Traffic Impact Analysis .. Hold ::armless -"(SAO) 0 .. Hold Hannicss - (ROW); 0:. Right-of-way Oise - Profit for less than;72 hours Q., Right-of-way Use - Potential -Disturbance" Q... Work III Flood Zone Q:.. Storm Drainage. 0.:. Grease Interceptor 0...Channelization Q:.: Trench Excavation Q.:. Utility Undergrounding 0 ::,Permanent Water Meter Size (I) WO I/ (2) ,' WO # (3) " . WON Q'.: Temporary Water Meter Size (I) - WO # (2) WO # (3). N ❑ .. Water Only Meter Size WO'# Q .. Deduct Water Meter'Stz(e ^ El :c Sewer -Main Extension Public 0 Private 0 0 :. Water Main Extension Public .0 Private FRIANCE INFORMATION" :Fire Line 'size at Property Line Number of Public Fire Hydrants) 0 .. Water 0 Sewer 0 Sewage Treatment Monthly Service.Billing pa; Name Mailing Address: Day Telephone: Water Mem Reim!. ' tiling;. Name: Mailing Address. City Day Telephone: • City • ' State H:4Applienioro1Ponos,Applieetiom On Line12012 Appli stip s kits* Applicnioa Revised 2-7.12 doex Revised. Febnmy 2012 Page3of4 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 :ofapphcanon shalt 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). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND ICNOW-THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY: FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: PrintName: /ii c%,o L uILr":ri. Mailing Address: paBox u�83 b Date: /2Cb//3. Day Telephone:.. Z 6 6 .2 V3 - 73'S 7 Sc'c7TL "WA • 9Z'3R City - State il: AppliuiioatPaUu.Appli tin ns Ont iaeO012 Appl kuru i att Application Revised. 2.7-12.domt Reviled Febtwty 2012 bb • Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY ( PAID PerrnitTRAK $65.00 D13-290 Address: 5795 S 130 PL Apn: 0001400005 $65.00 DEVELOPMENT $65.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R2971 R000.345.830.00.00 1.00 $65.00 $65.00 Date Paid: Friday, August 29, 2014 Paid By: BAKER COMMODITIES INC Pay Method: CHECK 157261 Printed: Friday, August 29, 2014 1:53 PM 1 of 1 CRW SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $7,781.57 D13-2=90 Address: 5795 S 130 PL Apn: 0001400005 $7,781.57 DEVELOPMENT $7,781.57 PERMIT FEE PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R1984 R000.322.100.00.00 R000.345.830.00.00 $4,716.10 $3,065.47 $7,781.57 Date Paid: Wednesday, April 30, 2014 Paid By: BAKER COMMODITIES INC Pay Method: CHECK 155984 Printed: Wednesday, April 30, 2014 2:39 PM • 1 of 1 CRWSYSTEMS • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.Tukwila WA.ov Parcel No.: 0001400005 Address: 5795 S 130 PL TUKW Suite No: Applicant: BAKER COMMODITIES RECEIPT Permit Number: D13-290 Status: APPROVED Applied Date: 09/09/2013 Issue Date: Receipt No.: R13-02998 Payment Amount: $1,601.10 Initials: WER Payment Date: 10/29/2013 10:09 AM User ID: 1655 Balance: $0.00 Payee: BAKER COMMODITIES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 154058 1,601.10 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 Total: $1,601.10 1,596.60 4.50 rinr• Rarainf_r1R Printed: 10-29-2013 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 0001400005 Address: 5795 S 130 PL TUKW Suite No: Applicant: BAKER COMMODITIES RECEIPT Permit Number: D13-290 Status: PENDING Applied Date: 09/09/2013 Issue Date: Receipt No.: R13-02584 Initials: User ID: WER 1655 Payment Amount: $1,037.79 Payment Date: 09/09/2013 04:20 PM Balance: $1,601.10 Payee: BAKER COMMODITIES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 153398 1,037.79 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 1,037.79 Total: $1,037.79 Printed: 09-09-2013 INSPECTION NO. INSPECTION RECORD Retain acopy 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 Project: IN K� �- 0 1« deN.1S Type of Inspection: PI �P 1 - Address: 5'..?C5 13o PC... - Date Called: r3r- e. -'t- \ S--t..IS ? en• T i ON — At 4)..v -i Special Instructions: uJfs; e w)t" 4. A- AN 1L-- Date Wanted: P- 2 S l! q ii: Requester. 0 ARR-% Phone No: ®Approved per applicable codes. Corrections required prior to approval. COMMENTS: r3r- e. -'t- \ S--t..IS ? en• T i ON — At 4)..v -i 1-) oo-t i \NIG - ie.x.,4 _ Pe t iv.rt 101-A,\T\FAe (fi't..)i1L_ - //CI r--; a t Date: EINSPECTION FEE REQUIRED! Prior to next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �#4 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 isA-pu r Utilt/t.d6V n Type of Inspection,' , 1-130€ , i Address: snleb AM I 3 0 61 Date Called: 0 ,e 6 /- SC) 6,-L..0 A f rr I P Special Instructions: y ! Date Wanted.)��a: 1' Z- /4 p.m. Requester: 1.-A .0 D O l 7 , I) '1 4- `P1 -t i t..;1 . 6 / /' Phone No: EJApproved per applicable codes. t_J Corrections required prior to approval. COMMENTS: 4 A i - 1 C Th. -1 ' ' 'l 4 l S , SSD e aAi 0 ,e 6 /- SC) 6,-L..0 A f rr I P r A -4I r -or 1-imA e dU ),\ )4 J e •/1 ti.( i -P 77, r f- ,1 4-1 s e 4 1.-A .0 D O l 7 , I) '1 4- `P1 -t i t..;1 . 6 / /' Inspect Date n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 9 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 : 3-1 o Pro,,��ggct: t�� t IA" 0 `hi -ef Type of Inspection: tli C--c3/Lc AdcA3Addr �) '5S �ni / r Date Called: .e Special Instructions: ,., or Date Wanted: 174.: Requester: Phone No: i, JApproved per applicable codes. D Corrections required prior to approval. COMMENTS: A 2!_• .e Gok--:)- ic (\_5pt,(x€4 ,., or 1 7`,�mt5,-, Q J -e d , i, '\ •. s J s ow. el ,...,- -- A-044 1U(\ A -047 -1.t)(\ Pc.._.( 1 �S -\)11- --•. c-&', i Dater_ 2,4.(4_ 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) ,3 '110 INSPECTION NO. PERMIT NO. &At CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431=2451 Pr t: t itr' K l ,c3 MApt D A,t, e.S Type of Inspection: `- W ,.L -/1.S f�—e64 , P, Address 1 5 0 P Date Called: G ,^ Special Instructions: Date Wanted: �3 - _ f� . f a- m. p.m. Requester: - Phone 2 -5 ! t..0 _3 Approved per applicable codes. /Corrections required prior to approval. COMMENTS: mks... e - e'rex ;/\ w / iD d /A --T Lk,/ A -B D (Pr ('AQ M n /"1t L ` Tho lel1El $/ PL-. /d-( AS - �, Inspe n 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 . c 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431-3670 ; - Permit Inspection Request Line (206) 431-2451 (,3 210 Project: ,cj ,.� •"`f'.. Typ(e�of Inspection: Addr '7}^ Date Called; Special Instructions: �7/� %eL.d % S , eG �/i�1 _. _f Date Wanted:a.m. — —..//j_ p.m. l '�I Requester: ! PhoneN33. 3 rf (5 J3 LjApproved per applicable codes. - COMMENTS: OCorrections required prior -to approval. iffo• M A . fq3r-cs 0.01,- Acre -re r/"\ GPf�T1` LA t c. -c: (.& iY4(.2T-1)r LA.)f A— kir"- Jure j r e i Ai (1 1 n Date: 4 r- REINSPECTION FEE REP UIRED. 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 D13,210 INSPECTI01 N0. PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd.,#100, Tukwila. WA 98188.. (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proje t: , . Type: of Inspection: Date: Address- Y=- • �t3D-Pty Date Called: Special Instructions: • Date Wanted:a.m. 1 Z V -i = . p.m. Requester: Phone No: J Approved per applicable codes: Corrections requiredprior to approval. COMMENTS: /. ( het �I00 •`/\ cA A- t w�- etkI .1)` 00I. Inspector: �%� / Date: n' REINSPECTION FEE REQLiIRED. Prior to nextinspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MAYES TESTING ENGINEERS, INC. 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Tacoma, WA 98499 7911 NE 33nd Drive, Suite 190 Portland, OR 97211 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Inspector: Jim R Kay Hours: Time: to Inspector: Hours: Time: to Inspector: Time: SUMMARY: to Hours: Page 1 of 1 Field Copy / Subject to Review Project No.: T13265 Date: 12/16/2014 Project: Baker Commodities - GDA Permit No.: Weather: Cloudy Project Address: 5795 South 130th Place, Tukwila WA Owner: Engineer: Architect: Contractor: MMI Type of Inspection: Samples: Welding None Inspected welding for conformance with the plans. Inspected welding of a Stainless Steel Baker Tank (MMI PO #140290) bottom of tank Anchor Chairs. The plan detail shows the fillet welds were to be 3/8", previously noted under -size welds were complete per plans. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. ® Yes 0 No E Preliminary Inspection NONCONFORMING CONDITIONS/CORRECTIVE ACTIONS TAKEN: MTE 1000-2C, Rev3, 8/20/09 MAYES TESTING ENGINEERS, INC. r�r 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Tacoma, WA 98499 7911 NE 33'° Drive, Suite 190 Portland, OR 97211 Inspector: C. Tacker Time: Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Inspector: Time: to Hours: to Hours: Page 1 of 1 Field Copy / Subject to Review Project No.: T13265 Date: 3/12/14 Project: Baker Commodities -GDA Permit No.: "D t'3 290 Weather: Clear, 43°F Project Address: 5795 South 130th Place, Tukwila Owner: Baker Commodities Engineer: DHP Architect: Contractor: GDA Inspector: Hours: Type of Inspection: SS Time: to Samples: Nono SUMMARY: Inspected welding for conformance with the plans. Reinspected welds at base of tanks W #1, and W #2 where cracks were previously found. welds were repaired and are now visually acceptable per AWS D1.1-2010 and project plans. This report resolves the Non -Conformance report from 3/7/14. CITY OF TI V Ep. UKW(LA MAR 2 6 20f4 PERMIT CENTER To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. ® Yes ❑ No ❑ Preliminary Inspection MTE 1000-2C, Rev3, 8/20/09 MAYES TESTING ENGINEERS, INC. 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Ph 253.584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 3r Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 Inspector: C. Tacker Time: Inspector: Time: to Hours: to Hours: Page 1 of 1 Field Copy / Subject to Review Project No.: T13265 Date: 3/7/14 Project: Baker Commodities -GDA Permit No.: DI3-290 Weather: Overcast Project Address: 5795 South 130th Place, Tukwila Owner: Baker Commodities Engineer: DHP Architect: Contractor: GDA Inspector: Hours: Type of Inspection: SS Time: to Samples: Nono SUMMARY: Inspected welding for conformance with the plans. Inspected welds at base of tanks W #1, and W #2. Cracks were located and verified with magnetic particle inspection at the SW side of tank W1 (2 cracks), & the SE side of tank W1 (1 crack). Also at the SE side of W1, the weld size needs increased to accommodate for the gap and shim plate. 2Two cracks were found on the North side of tank W2. All areas were marked with orange paint to easily locate (see attached photos). Contractor was not on site, the owner was informed of the non - conformances. Non -conformances marked with oran_e saint To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. ❑ Yes ® No ❑ Preliminary Inspection MTE 1000-2C, Rev3, 8/20/09 Page 1 of 1 MAYES TESTING ENGINEERS, INC 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Ph 253:584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 33'" Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 Inspector: Tom Robinson Hours: Time: 9:30am Inspector: Time: Inspector: Time: SUMMARY: to to Hours: to Hours: Field Co • / Sub ect to Revie' Project No.: T13265 Date: December 19, 2013 Project: Baker Commodities -GDA Permit No.: D13-290 Weather: Partly Cloudy Project Address: Owner: 5795 130th pl, Tukwila Baker Commodities Engineer: Architect: Contractor: DHP GDA Type of Inspection: Samples: Visual Weld / Reinforced Concrete 1 set of 4 — 4"x 8" cylinders Inspector Robinson on site to visual weld inspection of the connection of 1/"x4x2' plate sections to rod . These plates run the diameter of both waste water storage tanks. Welds are acceptable per detail and AWS D1.1. Performed final inspection of reinforcing steel, observed and sampledY Corliss Concrete Mix# (3000 psi @ 28 days) for the Waste Water Storage Tanks foundation. Reinforcing steel isacceptable per S2.0. Concrete was properly mechanically consolidated. Concrete testing: Slump -5 1/4", Air -entrainment -5.2%, Concrete Temperature -59 degrees, Ambient temperature -43 degrees. Cast one set of four 4"x 8" cylinders. Thomas B Robinson o the best o Yes RECEIVED CITY OF TUKWILA MAR 2 6 2,3,E PERMIT CENTER our knowledge, all items inspected today are in conformance with approved plans and specifications. ❑ No ❑ Preliminary Inspection ORMING CONDITIONS/CORRECTIVE ACTIONS TAKEN: MTE 1000-2C, Rev 2, 4/1/07 r°71'•m, ' ►� '� �co t i��, IS}i/.i�=tel D H P -Engineering Structural Building Consultants 25964 129° Place SE, Kent, WA 98030 Phone (253) 220-0848 Memo #.1 From Bret Brasher, P.E. ❑El Memo h Log' AI Confr. 0 Tnfo.- -- Page l of I I ���` _ il o: Date: August 21, 2014 Time: Project: Baker Commodities Waste Water Storage Tank Project No. 14-013 Dean Peyton Person: Mike Bulleri Phone No. (206) 243-7387 Company: Baker Commodities Fax No. Subject: Access Clearance Issues — Adjustment to Footing for Existing Tanks Sent Via Fax 0 Email ® Billing File 0 Mike, Per meeting at the site on August 15, 2014 with contractor, GDA Construction's Gary, and Rick, from your office, there were some access or clearance issues between the comers of the 28 foot square footing. Even moving the footing to the east by 6 inches and to the south by 1' — 2" it was apparent that the corners would need a chamfer to install the new footing. It was also communicated by the contractor that the existing 6" wall on the east side is not square and it will need to be trimmed back to the south to allow clearance for construction forms. The wall removed will be replaced in similar manner to section already removed — see detail 1/S2.0 on the approved plans. Trim will stop approximately one foot from the existing accessory support attached to the side of the wall. Please find enclosed calculations showing that the slightly smaller footing with a 4 foot by 4 foot chamfer (see attached 1/8" scale revised plan) will support the loads applied to the footing. The storage volume is slightly larger due to the reduced footing so that does not affect previous design check. One drafting error was revised, too, text for top steel was corrected so it would match cross section A -A. All changes are clouded on enclosed Detail SK -1. Feel free to contact me if you have any questions. We can Sincerely, DHP Engineering Structural Building Consultants Bret I. R. Brasher, P.E. Sr. Engineer be REMIEWMFaR04 CODE COMPLIANCE APPROVED REVISION Na AUG 2 8 2014 City of Tukwil ING DI RECEIVED • CITY OF TUKWILA AUG 2 1 2014 PERMIT CENTER Enclosed: (Footing Bearing calculations and Detail SK -1 revised view of tank footing) b3z90 0,4„ ,,,4).4., 26891 0/ \<<"4t) �SI S T E%G\� Sr9NAL ti�I #26891 (E) PIPE RAIUNG SHADING INDICATES NEW CONCRETE WALL INSTALL PER 1/52.0. 34'-10� PRGPOSED - f1EL0 VERIFY HATCHING INDICATES EXISTING WALL SAWCUT FLUSH TO EXISTING SLAB ON GRADE TO ALLOW CONSTRUCRON OF NEW FOOTING (6 0 6' 0/C EA WA TEEL SUMP BY OTHERS LOWER CREASE CONTAINER WALL (5) ]TEASE CONTAINER IX LOWER CONTAI4MENT AREA `---(6 0 6' 0/C EA WAY BOTTOM STEEL (5) 6' AIDE WALL 4'-0- MAX TYP `36.-5" NONE COIRRAC10RNUUT LOCATE ANCHOR BQTB TO I 4 TANK WANUFACINtERSPLANS. REFERENCE EGIENSIONS6 AMESM EN FOR COORDW AT10NPU1POSE& MN OF 12 NILTgRSWINO MOM =KER 'LAN 747 FROMADJAGPR ANCHOR C NAM F - FC, f f TANK FOUNDATION PLAN NORT„ SCALE: I/r 1.-0" (5) 6' WOE WALL STEEL RING 8Y OTHERS CONTRACTOR TO SAWCUT (5) CIROJLAR FTG FLUSH TO (5) S.O.C. & DEMO ALL (5) CONCRETE SUPPORTS. REMM£ FILL TO ALLOW (N) FOOTING FLUSH W/ 5.0.G. (SEE WEW A -A). COMPACT SOIL UNDER (5) FOOTING PER GEOTECHNICAL ENGINEERS REPORT. SOILS ENGINEER TO OBSERVE COMPACTION OF SOIL (12) 2 DIAMETER ANCHOR B0iS. EMBEDMENT DEPTH = 16' IN 2'-0' THIO( 50011NG (APROX. r FRCM BOTTOM OF FOOTING,) NOTE: ALL DIMS W/ ASTER'S( PROIDE0 BY FIELD MEASURING BY BAKER COMMODITIES. a 0 t1 -t 0 /af - PAmmia RA -s Sh -f4 TO p. cl- ,/4NG506,131114()S D HP -Engineering, P. S. Jri Structural Building Consultants Amp Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET i OF; DATE DATE th EJ i L- °AO Cvn" t3 i NA -71 O p fa 3Y 1, 1, 1- + 1.o14 3, 1,1.01 * 1•oE Lt 1 ©,q D s, ©.gD t 1.0E � x z3` Q`^-t41r/L 1Vr wT 13iquo ib, Ut,,art� 9 S7: TK3 Wl NO . 11,31K. 0,1-96 (g134 ic)c 2.70.5 r..h z c),t7S VW 1.9 nol;IK Mot.%::0414)(230()=- 5,9753 k- � N=Iticn (t F„✓ _ Qta.SK9(23 . X- PT SMSrL 77444K S'o?oO f bJ I Wq1' = Q63 Ldp 9 11) )( PROJECT NAME: BAKER COMMODITIES SHEET PROJECT NUMBER: 13.054 DAP- ENGINEERING, PS 02/21/14 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRB 'BEARING ON CONCRETE Steel plate area based on owner supplied plans showng 1/2" plate across the bottom of the tank. Plate extends 1' 3" beyond tank wall. Assume 6 inches (3" each side of brg wall) and neglect additonal length. PI design by others. 9 inner rad = 11.5' - 0.25 ft = 11.25 Outer rad =115'+ 0.25 ft= 11.75 Steel plate area = Pl*outer rad2 - Pi*inner rad2 = 5202.5 int (assumed full dead load for check) Load Case 1 - 1.4 Di. 1.4 DL = 1.4 * 913.9 kips = 1279.5 kips fbrg = 246 psi Load Case 2-1.201+LOW 1.2 DL = 1.2 * 913.9 kips = 1096.7 kips 1.0W = 1.0 * 12.32 kips * 34 ft/2 = 209 k - ft 'perimeter= pl*(a4 - b4)/4 = 49,561,401 in4 S = l/(d/2) = 351,499 in3 fbrg = P/A + M/S = 1096.7/5205.5 +209*12/351499 = 218 psi Load Case 3-1.201+1.0E 1.2 DL = 1.2 * 913.9 kips = 1096.7 kips 1.0Eh = 1.0 * 270.5 kips * 20.25 ft = 5,478 k -ft 1.0E„ = 1.0* 162.7k = 162.7 kips a= b= fbrg = P/A + M/S = (1096.7+162.7)/5205.5 + (5478)*12/351,499 = 429 psi Load Case 4 - 0.901 + 1.0W 0.9 01 = 0.9 * 913.9 kips = 822.5 kips 1.OW= 209 k -ft fhrg = P/A + M/S = 822.5/5205.5 + 209'12/351,499 = 165 psi Load Case 5 - 0.901 + 1.0E 0.9 01 = 1.OEh = 1.0E, = 822.5 kips 5,478 k - ft 162.7 kips fbrg = P/A+ M/S = (822.5+162.7) + (5478*12)/351,499 = 376 psi 141 in 135 in All fbrg = phi * 0.85*fc = 0.65*0.85*2500 = 1,381 psi Max fbrg = 429 psi CONCRETE BEARING OK t- P L "t4u- a'r-K)E1I t) Cra.S1,.�T'IS 131 N(1 UK DHP- Engineering, P. 5. 4 Structural Building Consultants ate Phone (253) 220-0848 PROJECT JOB* SHEET OF DESIGNED DATE CHECKED DATE 014Z. 7-4e4K. )(91 3.11c S 1ze✓tE0 T-ta a044%A. PS( (Sot k. 444) �'a-6�r�l�uc`S} —74 i PFrc Pb 23'-0.. 3 •� 16' (2.')(1.e')(2Y) 150 P F 235,1 I ►t _ i�. N1-�7- 2.1.35,1 (v1.)(.9149(2.9(3) .CisopcPj= L?s,LK-7,LK: a.2 - (eY 3039 E-(703 i✓TCt� - ' c} C 8 NirLOK4 *Vt. r . CVErt.T%41.49tts1 NEeL . .(o•7Eti -.0.60 0.7 Mow zt o .T(ix�.SK) V3.1"5 ` 1,t21-1 K - OJoMA. =a.� 1.1. E /13,T )(tV) . -j, ) 9159 K --,. r AAA vK Situ- 115 Gr(' ►�: PE,a. 'Lia E ih4NpiM siu. •-8 (ct.s1 19,441 04(3t1 ' o,? Mo;im No tS e° PSS& Au -E. -7 / 11-.4.1-4, '2- VEitTitA2C, Fv/1-C..6 SINN TV-PAIN(NoS c6.1IN r40-tx NIA JOB # SHEET '' OF DESIGNED DATE CHECKED DATE 1-0AD CA4 Ej Q FD N ( Sor L 11 s ) r D,7.E 0.60 + o.7E.. rato- P'; n1 114/ ( tSd .A.. l,wv&I.I. ) 'L�-Q1' 0£el3 RFn Jt l O F01acptI. or, A. ct,1404A6141 - 017 No4,6 353y K -PT a� >a 4 9,3,5K t-QAt C r3 : : D -I- 43.7E FT4 M 0,7 Moan, 1- a Mo .% = 3,E34 6.751;1<X0)c $1H .d53 Ct k .7. '—') '7' 4414----F.44 PIE �1 AA tt-- /� �'('�'R,',�914.-� K4)t`iXH 210` 2 °�i 6 .'. 1 �, tjw\__ { t• 1O + VJ -; t i .4.4toit nits - L '4th:- nny = (1cr. 3) 2(067; Pdc ,'! �} 3t 3- ... °ADO t .4.7E .. -74° ov tn. -4 littikkget-e (0(t))=363yM-Fig 0-00 t t 17E 'Z. .0.6E`113,1+ 7141 ti.'t i 1.... *c.v....4 ar! 14,2 ) ---F: , '':''''. ir-iir -7 ' Tc;" --"10(37 ' Ti-kino,-r4 'IP 1)( K) 1..(13-'1e...) + . 3 Le —el (,31 '1,011. PS 1- < 1-,(it77 PSF - - Pr 1 DHP- Engineering, P. S. Structural Building Consultants ANNI! Phone (253) 220-0848 PROJECT KA PA=S INA.0443 4F �� IDHP- Engineering, P. S. au Structural Building Consultants ANN Phone (253) 220-0848 PROJECT 1410t(13 -t- Sit4gLF` 7i4N0( JOB # l44u)3 SHEET 7 OF DESIGNED CHECKED 1)14-0 ' DATE 4e/14'i ( y DATE t -.. Sg" o4-1 EA-A4T R.. FON (Solt.. pR y PA.F4sOlki co:47, 0,7E X77 41,11 ybi v,-)1 !IL ti,5156043..) pF = 087 51,2,71c1(*)41-3 f 177 PsP 0. T [0.704 Sk )(108161)/(2.0(.1q = (56,4 11.010 , NJ ct-Kwqc. ZN t��) �S�`4 %)os3 T4H SNc1&1T SL.a4 ntmEt4SiONluF IA(.3k 3,1' 34.0 )Iilult h. ................... =409 k/, T MZ /}3 clop o+1L1E .r.ON ctA-c.L4.4.+t. TANK) Ka- ,4tZ .. "1.4.4%.4t- C T Bak !) CA, (,.)(‘.oy) = `). )to 1' ak 0%4 7 �3C <J144 Ca D..14 o 1 -r _3 t N({ c'( �-�; ..//k1.-)-- tel (3 T` S (o)•()() = 0 52 .7k1 Z .... .. .. . i34v 5 e1.. • p 0-) tok,-(N at,A ave dK DHP Engineering, PS Structural Design Consultants 253-2200848 Project Title: Baker Commodities Engineer Bret Brasher Protect ID: 14.013 P*W. Descc Replacement tank for Existing Wastewater Tank i Printed: 26 FEB 2044, r52PM a :on -Elastic Fotaldatiot Lic. # : KW -06004293 Descripsoon : Footing Design with single 23' dia tank (1.00 +0.7E) - All Directions • Flie= k1201411310Wd' -MCalcstSW4C46%-lEG6' sumo. G MC 1983,2014 d .141.21::v : 114.21.., Licensee : DHP ENGINEERING Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-05 Material Properties Pc = fr. fc * 7.50 = W Density = Lt Wt Facto ElasticModulus = Soil Subgrade Modulus Load Combination ASCE 3.0ksi 410.792 psi 145.0 pct 1.0 3,122.0ks 100.0 psi / (inch deflection) 7-05 4) Phi Values Flexure : 0.90 Shear : 0.750 p = 0.850 fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Reiter = ),000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is:su000rted on an elastic foundation, E(20.04) = 40.0 ksi = 29,000.0 ksi = # 3 2.0 E(-20.04) .+ +tin v Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#6 at 3.0 in from Bottom, from 0.0 to 28.0 ft in this span • Appli Low: 12"wx24"h Span=28.0 ft 2-#6 at 2.250 in from Top, from 0.0 to 28.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.30 k#t, Tributary Width =1.0 ft, (Wftp uniform) Uniform Load : D =1.419 klft, Extent = 2.50 -» 25.50 ft, Tributary Width =1.0 ft, (Tank W1 dead unit) Uniform Load : E = 0.1770 loft, Extent = 2.50 a> 25.50 ft, Tributary Width =1.0 ft, (Tank W1 Ev service) Point Load: E=20.040k(oi9.120ft Point Load: E=-20.040k(a718.880ft D001.StMAMAR:Y• Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Vertical Reactions - Unfactorild 0.731: 1 Typical Section 58.345 k -ft 79.860 k -ft +1.20D+0.50L+0.20S+E 9.224 ft Span # 1 2.672 ksf at 7.78 ft C.PrP = \y/3 )(2.43QPIO Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.000 in 0.000 in 0.186 in -0.003 in Support notation : Far left is #1 _1(1.11`7 kSF r i c3K Load Combination Support 1 Support 2 Overall MAXlmum D Only 0+E . Shear intitp Require ietrts: 0.686 0.348 0.686 0.348 0.348 -0.000 5"ktiElJC _ Entire Beam Span Length : Vu < PhiVd2, Raga Vs = Not Read, use stirrups spaced at 0.000 in F 4 p A $ ; _ E �L rkt al,i� DHP Engineering, PS StructuralDesign Consultants 253-220-0848 Project Title: Baker Commodities Engineer. Bret Brasher Project ID: 14.013 Protect Descr. Replacement tank for Existing Wastewater Tank Pdrced 26 FEB 2014, 252M on Elastic Foundation Lic. # : KW -06004293 Description : Footing Design with single 23' dia tank (1.0D +0.7E) - All Directions Maximum:forces,& Stresses for Load Combinations Fie 74 fk@A;41 11`4C.49 EC6.:,, tttC.1983-201 1 14121 ve? 14t2S; Licensee : DHP ENGINEERING Load CombinationLocation (ft) Bending Stress Results (k4t)--- - Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXmum BENDING Envelope Span # 1 1 9.224 58.35 79.86 0.73 +120D+0 S0Lr+1.60L+1.60H Span # 1 1 13.835 13.41 79.86 0.17 +1.20040.50L+0.20S+E Span #1 1 9.224 58.35 79.86 0.73 +0.90D+E*1.60H Span # 1 1 9.224 5524 79.86 0.69 . OveraltMaxirntint Deflections - Unfactored Loads. Load Combination Span Max." Defl Location in Span Load Coulon Max. Defl Location In Span Span 1 1 0.1856 7.778 Detailed' Shear Information Span Distance 'd Vu (k) Mu d'VuiMu Phi'Vc Comment Spadng Cm) Load Combination Number (ft) Cm) Actual Design (k4t) (k) (k) Redd! Suggest +1.20D+0.50L+020S+E 1 0.00 21.75 0.44 0.44 0.00 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1200+0,50L+020S+E 1 0.33 21.75 1.19 1.19 0.12 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 0.66 21.75 1.96 1.96 0.50 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 0.99 21.75 2.73 2.73 1.12 1.00 23.67 Vu < Ph(Vd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 1.32 21.75 3.50 3.50 2.00 1.00 23.67 Vu < PhIVd2 Not Reqd 0.00 0.00 +120D+0.50L+0.20S+E 1 1.65 21.75 4.28 4.28 3.14 1.00 23.67 Vu < PtuVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 1.98 21.75 5.07 5.07 4.53 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+4.20S+E 1 2.31 21.75 5.86 5.86 6.18 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+0.501+0.20S+E 1 2.64 21.75 6.40 6.40 8.07 1.00 23.67 Vu < PhlVd2 Not Reqd 0.00 0.00 +1.20040.50L+020S+E 1 2.96 21.75 6.58 6.58 10.06 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D40.50L+0.20S+E 1 3.29 21.75 6.77 6.77 12.11 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+0.50L+0.20S+E 1 3.62 21.75 6.96 6.96 14.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20040.50L+0.20S+E 1 3.95 21.75 7.16 7.16 16.39 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20040.50L+0.20S+E 1 4.28 21.75 7.36 7.38 18.62 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 4.61 21.75 7.56 7.56 20.93 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+0.50L+0.20S+E 1 4.94 21.75 7.77 7.77 23.30 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 5.27 21.75 7.98 7.98 25.74 1.00 23.67 Vu < PhiVd2 Not Reqd 0.04 0.00 +1.200+0.50L+0.20S+E 1 5.60 21.75 8.19 8.19 2824 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+0.50L+0.20S+E 1 5.93 21.75 8.41 8.41 30.82 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+0.50L+020S+E 1 6.26 21.75 8.62 8.62 33.47 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 6.59 21.75 8.83 8.83 36.18 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+0.50L+0.20S+E 1 8.92 21.75 9.05 9.05 38.97 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1200+0.50L+0.20S+E 1 7.25 21.75 9.26 9.26 41.83 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+0.501+0.20S+E 1 7.58 21.75 9.47 9.47 44.76 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.206+E 1 7.91 21.75 9.68 9.68 47.76 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.501+0.20S+E 1 8.24 21.75 9.88 9.88 50.83 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 8.56 21.75 10.08 10.08 53.96 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 8.89 21.75 10.27 10.27 57.16 1.00 23.67 Vu < PhWVd2 Not Reqd 0.00 0.00 40,90D+E+1.60H 1 9.22 21.75 -9.78 9.78 55.24 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 '0.90D.E+1.60H 1 9.55 21.75 -9.59 9.59 51.92 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 9.88 21.75 -9.42 9.42 48.67 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90C4E+1.606 1 10.21 21.75 -925 9.25 45.47 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 10.54 21.75 -9.10 9.10 42.33 1.00 23.67 Vu < PhlVd2 Not Reqd 0.00 0.00 +0.90D.E+1.60H 1 10.87 21.75 -8.96 8.96 39.24 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 .0.90D.E+1.60H 1 11.20 21.75 -8.83 8.83 36.19 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 11.53 21.75 -8.72 8.72 33.19 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 + 0.90D+E+1.60H 1 11.86 21.75 -8.63 8.63 30.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 40.9004E41.60H 1 12.19 21.75 455 8.55 27.29 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 +0. +1.60H 1 12.52 21.75 .8.49 8.49 24.38 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 + 0.900+E+1.60H 1 12.85 21.75 .8.44 8.44 21.49 1.00 23.67 Vu < PhIVd2 Not Reqd 0.00 0.00 + 0.90D -+1.60H 1 13.18 21.75 -8.42 8.42 18.61 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 0.0000 0.000 DHP Engineering, PS Structural tura Design Consultants 253-2200848 IO Project Title: Baker Commodities Engineer. Bret Brasher Project ID: 14.013 Proms Descr. Replacement tank for Existing Wastewater Tank Printed: 26 FEB 2011, 252Prd a. ort Efastic:Foundation Lic. # : KW -06004293 Desc rfption : Footing Design with single 23' dia tank (1.0D + 0.7E) - Ail Directions • Detailed Shear Information .. file= '.,s Ito LE -C8 ENERCALC,aac 1993204.81 _ 1 14;121. Licensee : DHP ENGINEERING Span Load Combination Number 4 OW4+1.60H 40.900+01 .60H 40.900,E+1.60H 40.90D+E+1.60H +0.90D-1E+1.60H +0.90D+E+1.60H + 0.9004E+1.60H 40.900,E+1.60H 40.900,E+1.60H 1 1 1 1 1 1 1 1 1 40.9004E+1.60H 1 +0.9OD4E1.60H 1 ,0.9004E+1.60H 1 +0.9004E+1.60H 1 +1.20D40.50L40.20S+E 1 +1.20D40.50L40.20S-E 1 +1.20D40.$0L40.208+E 1 +1.20040.50L+0.20S+E 1 40,90D4E+1.60H 1 40.90D+E+1.60H 1 40.9004E+1.60H 1 40.9004E+1.60H 1 40.90D+E+1.60H 1 ,0.900,E+1.60H 1 + 0.90D4E+1,60H 1 40.90D4E+1.60H 1 +0.90D4E41.60H 1 , 0.900,E+1.60H 1 40.900.0E+1.60H 1 40.90D+E+1.60H 1 40.900.E+1.60H 1 +0.90D+E+1.60H 1 40,9009E+1.60H 1 40.900.E+1.60H 1 40.900,E+1.60H 1 +1.20040.50Lr+1.601+1.60H 1 +1.20D+0.50Lr+1.60L+1.60H 1 +1.20D+0.50Lr+1.60L+1.60H 1 +1.20D+0.50Lr.1,60L+1.60H 1 +1.20D+0.50Lr+1.60L+1.60H 1 +1.20040,50Lr+1.60L+1.60H 1 +1.20D+0.50Lr+1.60L+1.60H 1 +1.20D40.501r+1.60L+1.60H 1 +120040.501r+1.60L+1.60H 1 40.9004E+1.60H 1 Distance 'd' Vu (k) Mu d'VuiMu Phi'Vc Phi'Vs Sparing On) Comment (ft) (In) Actual Design (k -ft) (k) (k) Req'd i Suggest 13.51 21.75 -8.41 8.41 15.75 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 13.84 21.75 -8.42 8.42 12.88 1.00 23.67 Vu < PANd2 Not Reqd 0.00 0.00 14.16 21.75 -8.45 8.45 10.01 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 14.49 21.75 -8.50 8.50 7.14 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 14.82 21.75 -8.57 8.57 4.24 1.00 23.67 Vu < PhIVd2 Not Reqd 0.00 0.00 15.15 21.75 -8.65 8.65 1.33 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 15.48 21.75 -8.76 8.76 1.62 1.00 23.67 Vu < PhNd2 Not Reqd 0.00 0.00 15.81 21.75 -8.88 8.88 4.59 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 16.14 21.75 -9.03 9.03 7.61 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 16.47 21.75 -9.19 9.19 10.68 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 16.80 21.75 -9.37 9.37 13.80 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 17.13 21.75 -9.57 9.57 16.99 1.00 23,67 Vu < PtnVd2 Not Reqd 0.00 0.00 17.46 21.75 -9.79 9.79 20.23 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 17.79 21.75 -10.03 10.03 20.34 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 18.12 21.75 -10.30 10.30 23.77 1.00 23.67 Vu < Ph,c12 Not Reqd 0.00 0.00 18.45 21.75 -10.58 10.58 27.29 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 18.78 21.75 -10.88 10.88 30.89 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 19.11 21.75 8.90 8.90 33.14 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 19.44 21.75 8.58 8.58 30.30 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 19.76 21.75 8.25 8.25 27.57 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 20.09 21.75 7.91 7.91 24.94 1.00 23.67 Vu < Ptu'Vd2 Not Reqd 0.00 0.00 20.42 21.75 7.55 7.55 22.43 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 20.75 21.75 7.18 7.18 20.04 1.00 23.67 Vu < PhNd2 Not Reqd 0.00 0.00 21.08 21.75 6.80 6.80 17.77 1.00 23.67 Vu < PhNd2 Not Reqd 0.00 0.00 21.41 21.75 6.41 6.41 15.62 1.00 23.67 Vu < PtuVd2 Not Reqd 0.00 0.00 21.74 21.75 6.00 6.00 13.60 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 2207 21.75 5.59 5.59 11.72 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 22.40 21.75 5.16 5.16 9.97 1.00 23.67 Vu < PhVd2 Not Reqd 0.00 0.00 22.73 21.75 4.72 4.72 8.37 1.00 23.67 Vu < PhVd2 Not Reqd 0.00 0.00 23.06 21.75 4.27 4.27 6.91 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 23.39 21.75 3.82 3.82 5.59 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 23.72 21.75 3.35 3.35 4.43 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 24.05 21.75 2.87 2.87 3.42 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 24.38 21.75 2.38 2.38 2.57 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 24.71 21.75 -2.02 2.02 5.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 25.04 21.75 -2.19 2.19 4.45 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 25.36 21.75 -2.36 2.36 3.62 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 25.69 21.75 -2.21 2.21 2.76 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 26.02 21.75 -1.84 1.84 2.01 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 26.35 21.75 -1.48 1.48 1.39 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 26.68 21.75 -1.12 1.12 0.88 1.00 23.67 Vu < PhiVcl2 Not Reqd 0.00 0.00 27.01 21.75 -0.77 0.77 0.49 1.00 23.67 Vu < PhIVd2 Not Reqd 0.00 0.00 27.34 21.75 -0.43 0.43 0.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 27.67 21.75 0.10 0.10 0.02 1.00 23.67 Vu < PhiVd2 Not Regd 0.00 0.00 (E) PIPE RAILING SUMP BY OTHERS LOWER GREASE �- CONTAINER VIAWALL E.xkVrI Jy() cc)rf 17404m 7 'c' s-1 tYor+t ••c.7" reit. pr., 24. AOING INDICATES NEW CONCRETE WALL. INSTALL PER 1/S2.0. 34.-10. PROPOSED - FIELD VERIFY CAt c('PI c,t4L`1 -- 5•.E. Si( -1 Rtvt ED 7o µijC 4 VI SH/ /4 -A (M O c HAW/ E, a N► s— e%c,. QvAPITI T`/jStli 7 p>`a Nf) a4 ) HATCHING INDICATES EXISTING WALL. SAWCUT FLUSH 10 EXISTING SLAB ON GRADE TO ALLOW CONSTRUCTION OF NEW FOOTING 16 0 { 0 J 6" 0/C EA WAY DefF50 STEEL (E) CREASE CONTAINER IN LOWER CONTAINMENT AREA (E) 6" WOE WALL STEEL RING BY OTHERS CONTRACTOR TO SAWCUT (E) ORCULAR FTG FLUSH TO (E) S.O.G. & DE40 AU. (1) CONCRETE SUPPORTS. REMOVE FILL TO ALLOW (N) FOOTING I FLUSH W/ S.O.G. (SEE NEW A -A). COMPACT SOL UNOER (N) FOOTING PER GEOTECHNICAL ; ENGINEERS REPORT. SOLS ENGINEER TO OBSERVE COMPACTION OF SOL a (12) 2' DIAMETER ANCHOR BOLTS. EMBEDMENT DEPT = 1B" IN 2'-0" MIO( FOOTING (APROX. 8' FROM BOTTOM OF FOOTING) NOTE. ALL DIMS W/ ASTERISK' PROBED BY EKED MEASURING BY BAKER COMOMTIES. /6 0 6" 0/C EA WAY BOTTOM STEEL MAX EXISTING TMS( B DIA PER BAKER COTES (E) 6" WIDE WALL ti tqT • CONMACTORMUST LOCATE AMOR BOLTS TOYATGN TAW 100.1 ACTURE S RAMS. REFEREIICE DIMENSIONS ANGLESOMENFDR COOR000MON PURPOSES. MNOF 12 ANCHORS WI NO ANCHOR CLOSER THAN 70 FROM ADJACENT ANCHOR T ANT( 'POT TNT) A TTCIN PT . AN /NORTH FILE COPY DHP-Engineering, �ritN°. Structural Building Design Consultants Sheet 1 of 33 25964 I29'h Place SE, Kent, WA 98030 Phone (253) 220-0848 Design By: BIRB Structural Calculations These calculations are provided as part of a submittal for the construction of a foundation to support (1) 23' diameter x 34 ft tall storage tank. Tank is considered to have continuous bearing around it's perimeter with equal distribution of load The design of the tank to support its own weight including contents is not within the scope of Anderson-Peyton's work. Foundation is designed to support both gravity and lateral loads induced from the tanks themselves. Foundation is cast directly over an existing slab on grade or over compacted soil per the project soils report. Project & Location: BAKER COMMODITIES — WASTE WATER STORAGE TANKS Tank Foundation Details & Calculations Seattle, WA Client: Structural Engineering: Project Number: Code: Loads: REVISION N Baker Commodities Inc. Recycling for Life Baker Commodities, I P.O. Box 58365 Seattle, WA 98178 DHP Engineering, PS Structural Building De! 25964 129th Place SE Kent, WA 98030 14.013 2012 IBC I. Vertical Loads: 913.9k total load for 23' Diameter tank REVIEWED FOR CODE COMPLIANCE APPROVED ign coMiRtaTiti 2014 City of Tukwila BUILDING DIVISION iimemarar II. Lateral Loads (Wind): Exposure "B" Ultimate Wind Speed = 110 MPH (3 Second Gust) Nominal Wind Speed = 85 MPH (3 Second Gust) III. Lateral Loads (Seismic): Seismic Design Category "D" Site Class "E" Seismic Use Group I Spectral Response Acceleration: Ss= 1.479 g SDS = 0.888 g S1=0.554 g SDI= 0.886 g Importance Factor, 1 E=1.0 11I. Soil Loads (Per Geotech Consultants Report JN05375, dated Feb, 13, 2014): All Soil Bearing = 2000 PSF and Subgrade modulus = 100 pci 1 ys lkt,( 26891 w� SFClST�W�G�� j�NAL E 4 #26891 —c � -1 4'1 RECEIVED CITY OF TUKWILA MAR 1 0 2014 PERMIT CENTER 113-290 (E) RAlLINC-4( sue Fr 0THENS LOAM (0EA( CCPTAW:ER WALL it.; GREASE CONTAJNER•---, 111 LONEP 0714INNuE01 1 AREA 1 nOCATES NEw CrI/CEETE WALL WALL PER 1152.) 24.-10" FROPOSD - REID WW1' 1---HATEMN.; INEATESCOSTING WALL rir'N\ I 5AV.:0tAf5e 10 ErriST4.6 S_AB r)4 , CRADE TO ALIO* ECNSDWKDON 00 520: tiEW FOOTire, jO o 6 0/5 EA WAt EoTICO STEEL ---; 'Z. 11 sr.• \ 30,Ttf / + -?' #, \ r / ......, 1 ..,_. :-.,, ....s.c. ti.• \ ,.. Cl• /77I \ 1 . \\— if, 0 6. OR EA WAY EOTTOU STEEL E1 C "AICE WALL A (5) vADE WAIL 51551 RING 50 014Ee5 CCAIMA511/470 TO 144501 (E) °KOLAR 015 FlUDI 10 (51 04.0 & atio Alt it) CONCRETE St/f005111.. FEue,.E FILL TO ALLOW (N) 000104G 0101,4 w/ 105 (SEE l.IEW A -A) C.:)11P45T 144. UNDER (N) FOORNS FER 000155.4a550. 50051515 REPOR 1 50455 EfinEER 15 OB11F15 501100:31014 Cf SOL NAVE TEP 41154550 E 0( 15 DREW -NT 40PTI4 16. 000146 (A50RO0 FEN EOTTOM Of rOOINP.3) NO1E: MI DIUS 401E5015,. PP.acci; EY ELC' IlEASIAINC BY 840ER COMUM DES VER:15' F.ELD IT HEEDED PkICR Ti) DENOT.iot NOTE COMIRACTte MUST LOWE ANCHOR BOLTS TO MATCH TWOUBUFACRIFSERS RANS.REFERENCE CAEN:310M & ANGLES OWN FOR COOROINAMON FURPOSSiS. MN OF 12 ANCHORS WI' NO ANOICF1 CLOSER THAN JO FROM ADJACENT AMOK*. TANK FOUNDATION PLAN ir:ALLE I /4"- /4 0 12" 0/C W4 ART 0 I0" 0/C W/ *15115AT1110 1100K5 SAWCUT Ei1511N0 ---� `..LAB TO INSTALL ENDING IF •Yi LT p4 !) IB" 0/0. ---/ ALTERNATE S,DE5 SIMPSON SET EPDXY MATCH EN51111G WALL 51D1H (4455 CF 6'4 MATCH UMST110; WALL HUGHT (MAO OF 3'-0.1 OI NEW CONTAINMENT WALL SCALE: 3/4"= 1'-:)" 15115 50 11114T.R'.:- APPROA 23'-0" - SCE TANK TAWS ON'OS (2) F5 4.-0" ONO MAR CENTERED NICER ROD 2 TYPICAL BOLT EMBEDMENT SCALE: 3/ 4"= I' - O' 2' DIAMETER 51554 36 1,.4 —. THREADED ROD N11H DBL HUT \ ( WASHER TIP \ I 15 06" 0/0, EA WAY (PER TAN. MFR) 55 h b" 0/C, EA WAY SLO — MAO IB" i'AMITER SUMP \1'•\` i / 1 I -MIN '." �LGY7�FY%�ii�1CLR BOTTOM Of 16" MIN jEMBEDMENT- fir ` / SW TO FEBAR 111 2'-0" THK FT: " � mncri�fn4Y�nO1(Q50� C.�: i-' C �'iIG011lrmi�iO�l,MIU'/LV�IfIJCSdJ701ViVJ — HOLT WELOME51 & CONNECTION Br OTHERS �- A5 0 18" 0/C 111 SLOPED SECTION 5ON PARA11EL TO SLIp5 HATCHED AREA IIIUCAIES SLOPED .SURFACE UNDER TANK CONCRETE PER 50150 EHMCN90145 FROM TANK MFR COORDR+ATE PP.IOR TO CONSTRUCTION 5/ TANK SUPPLIER. 50435 A5 114IE 50NOL414115 FO.IR W/F001040 PORTION CTI 26 -0' VIEW A -A SCALE: 1,:4'4•1'-O" TANK MEP) (1) 50.0. OR SOM. SEE NOTE ON PLAN CEAICERNRI6 C.OMPACT1011. OpPONAL TO IN51*LL NEW 5 0 G W/ WOVEN WIRE MESH W1.4,5.4 0 CENTERLINE MATCH EXISTING SLAB DEPTH. (1) OREAE N LOWER APE* } } DIA. SCH20 PIPE EX SLAB DOWELS \ m . N. ' DIA. SCH.80 PIPE 18' DIA. SUMP /1/2' THK. WALL •D D •• •• PROFILED S T HRAGEI TANK 3/8' THK. M.S.' PLATE 23'-0' DIA, x 134'-0' HIGH CAPACITY = 104; 00 GALLONS . • D • ' • D PROPOSE 24' MANHOLE FOR LOCATION SEE PLAN °THK. M.S. FLOOR PLATE • • •` c .s.\�\`�\moi\\♦i.\rr\�: 6' DIA. SCH.80 CHAIR I SEE PLAN — TA -N k N► Tvn.E2 P L-A S V14,4.%) FOR1 28'-O" 5 PLAN %r4100 S P .- I'4 ,o 13Y TANK M -. ALA, t.Q.MPAS v fio �T wE-AME,1474 TANK z.TSEA.F �(3Y oTK'E0.1 SoS _ 0.808 �'3_ 1 O,1-9(0 (1 C3/1 e) . to 1-1... g,-1. i= l c => 1 a= C.0.-,4;„ Tom = . o-1- (340. ZS c 0 . IA p)..2 11_-%.1 C3 11414-1.4.. rk - Exs pi C =0.01 � 3 7- 0,G5(0 °:28( (sQl.) 11..8-1 FQ a..8,7 hk =341 .& = O.�Z� u= o, �s O .ti Sns W z (0 . t) CO Q,VAW = 0.1? $ W VtiaL Ni/4. v„ HL vJ 0Ina. et 11941 s It'iTZILPACK. (f • ¢. ovisratAmmyiet ••_!_�.! D H P -Engineering, P. S. JOB # SHEET (0 OF 1 Structural Building Consultants Mil i/ �lmn Phone (253) 220-0848 DESIGNED DATE PROJECT CHECKED DATE • sic P3E ? -r 0; ,�.: 1.0 f )4O sec.ritnt 15.1.1 Mig CS = 0.041 (Sur= 001411 C00XLo) is s'o 0 H= > (nF,r, s Eor4 — t° e2 . Ti4q UE 3 5,=OAS L0., • • Com 2.0 j_yr .QN ISi-y-Z. 14/A use fQN ;1.8 _ 6` T (-1-1—c) C3 - O,ygL, LAT Yid IS, 7.2, G (�) l' * 1%1.k lyyylz.1- D%.0b40.1.40S vol Design Maps Summary Report II USWDesign Maps Summary Report User -Specified Input Report Title Baker Commodities Tanks Addition Thu August 15, 2013 22:24:39 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) 47.482°N, 122.259°W Site Class E - "Soft Clay Soil" I/II/III Site Coordinates Site Soil Classification Risk Category Page .7 USGS-Provided Output Ss = 1.479 g Si = 0.554 g SKS SNI = 1.331 g 1.329 g SOS = Sol = 0.888 g 0.886 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.40 1.26 1.12 0.98 0.84 0.70 0.56 0.42 0.29 0.14 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 Period, T (sec) 1.40 1.60 1.00 2.00 0.99 0.90 0.81 0.72 0.63 0.54 H 0.45 0.36 0.27 0.18 0.09 0.00 0.00 Design Response Spectrum 0.20 0.40 0.60 0.00 1.00 1.20 Period, T (sec) 1.4.0 1.60 1.20 2.00 httn://geohazardc.uses.anv/deli mmans/us/summarv.nhn?temnlate-minimal&latitude=47.4... 8/15/2013 Search Here For Latitude & Longitude Enter any address, city, country, province, state or zip code to find its latitude and longitude. 579F----TSouth NOTES: When searching for a common destination name, (a destination name found in multiple locations) you should add a country or state name Example: Georgetown, Guyana - Springfield, Illinois - Paris, Texas Here you can also find major worldwide attractions. Example: Enter Eiffel Tower The Latitude & Longitude coordinates of: 5795 South 130th PI Seattle, Washington - 98178 are the following: 47.482099 N, 122.25896 W LATITYPRA .U)NGITUDE - • 4_^ . , - - A; et- re Lake • •. _ k#I Stevens , - - v, • • . Seattle °Hill -Silver Firs Woodinville Redmond •t • -:Bellevue SiaTePril.k iday. Shelton _ Park Ron Rnt Wayl ()Lea Hill, acme_ • N °Puyallup °South I-611 away 01 pAPerden .s,,..... -.. .rikinderbird .---...- - , C3-- 7,- Ell D H P Engineering, P. S. �� } Filo Structural Building Consultants 11111 ilLL ! n Phone (253) 220-0848 PROJECT JOB # SHEET OF DESIGNED DATE CHECKED DATE tit'N0 L -OA OJ z to t -P4 E.Kp AU— SX /14 c t 7 1-10 -� tC+-r / 4 i ME c r ST£ MJ I,L, j 4 ark" 7 VAA-44V1 (1401— //).. t"*1 t4/ /4" t•P t4cM147) Via 01_3 1 40. 1.<.7-=1.o a ►tEn- .n'n.....-t-r' in G A c E --9.5) ("E -Q I,}- o. (X) 25 6114,1'c' e,►caV . EQ1N 11. 7 -1) O►R.S -102_1 l< .ot ( '`bC o, a 5 k.t Ire iw) 1�1� - x.Ot 7` O .i1 -E S aW o,?s IA. = vovslo ( 0.73)0i.o)(o.45)(1i0) = zii I.{ (ASF 7 7,,,,,w _ (b PSF' D 9-1-'1. L1' ,N �sF = l 06 720 5'� .,5t 1..1, `O Pa)= .xlsem.. F - C-1,i-1,)(0.ss)(o.)('&)(3y') 127%02 . ,) F z_ ta..tk S s.t.4,7 c, ft ..LiiViAi4 (0 Velocity Pressure Exposure Coefficients, Kt, and Ka Table 6-3 Height above ground level, z Exposure (Note 1) B C D ft (m) Case 1 Case 2 Cases 1& 2 Cases 1& 2 0-15 (0-4.6) 0.70 0.57 0.85 1.03 20 (6.1) 0.70 0.62 0.90 1.08 25 (7.6) 0.70 0.66 0.94 1.12 30 (9.1) 0.70 0.70 0.98 1.16 40 (12.2) 0.76 0.76 1.04 1.22 50 (15.2) 0.81 0.81 1.09 1.27 60 (18) 0.85 0.85 1.13 1.31 70 (21.3) 0.89 0.89 1.17 1.34 80 (24.4) 0.93 0.93 1.21 1.38 90 (27.4) 0.96 0.96 124 1.40 100 (30.5) 0.99 0.99 1.26 1.43 120 (36.6) 1.04 1.04 1.31 1.48 140 (42.7) 1.09 1.09 1.36 1.52 160 (48.8) 1.13 1.13 1.39 1.55 180 (54.9) 1.17 1.17 1.43 1.58 200 (61.0) 1.20 1.20 1.46 1.61 250 (762) 128 1.2.8 1.53 1.68 300 (91.4) 1.35 1.35 1.59 1.73 350 (106.7) 1.41 1.41 1.64 1.78 400 (121.9) 1.47 1.47 1.69 1.82 450 (137.2) 1.52 1.52 1.73 1.86 500 (152.4) 1.56 1.56 _ 1.77 1.89 Notes: 1. Case 1: a. All components and cladding. b. Main wind force resisting system in low-rise buildings designed using Figure 6-10. Case 2: a. All main wind force resisting systems in buildings except those in low-rise buildings designed using Figure 6-10. b. All main wind force resisting systems in other structures. 2. The velocity pressure exposure coefficient K may be determined from the following formula: For lSf.5z5 For z<15ft. KQ=2.01(15/z.fa en less than 30 feet for Case 1 in exposure B. 3. a and z, are tabulated in Table 6-2. 4. Linear interpolation for intermediate values of height z is acceptable. 5. Exposure categories are defined in 6.5.6. 11 Bret From: Mike Bulleri [MBulleri@bakercommodities.com] Sent: Friday, February 21, 2014 12:50 PM To: 'bret@dhpengineering.com' Subject: RE: Tank Specification Using mild steel plate the tank weight empty Total weight of Water Total Water and Tank weight Sincerely, Baker Commodities Inc General Manager (206) 243-7387 (206) 243-3412 Fax mbulleriabakercommodities.com 50, 691 pounds +/- 863,200 pounds +/- 913,891 pounds CONFIDENTIAL NOTICE: This e-mail communication and any attachments may contain proprietary and privileged information for the use of the designated recipients named above. Any unauthorized review, use, disclosure or distribution is prohibited. If you are not the intended recipient, please contact the sender by reply e-mail and destroy all copies of the original message. From: Bret[mailto:bret(adhpenaineerino.comj Sent: Wednesday, February 19, 2014 4:25 PM To: Mike Bulleri Subject: Tank Specification Hi Mike, I was starting in on checking footing and was wondering if you had a chance to get tank weight info so I can put it in my calculations. Please send over when you can. Thanks. Regards, Bret I. R. Brasher, P.E. Associate Principal DHP Engineering P. S. Strudwra1 Building Design Cansu;tantn 2L)964 129:11 P:.,ce SE 'Keri; in 98237:• (253)220-084S The information contained in this e-mail and its attachments are intended for the use of the individuals) to whom it is addressed and may contain information that is privileged, confidential, or exempt from disclosure. Unintended recipients are hereby notified that any dissemination, distribution, or copying of this e-mail is strictly prohibited. If you have received this e-mail in error, please notify bretgOdhoengineering.com and delete the e-mail without retaining any copies. 1 D H P -Engineering, P. S. tail Structural Building Consultants ILL:mnin! Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET )2" OF DATE DATE I IL t or 73 I • 1. i 31 L Cc.)rA 131 NA -710145 + VOW 3, 10_0 * 1.0C 4, 0,9 D 1- 1, 3LN 5, 0.90 + I.0E ,.-T = cf 13, q uo lbs s7 = 1-085= WINO ; 11,3/K. = 0.%-6 (gal k)7- 270.5 Ev z o,1z8 (913 fs() = gat:1K Moir►=(L )(151()z5,u-, = C61.5K)(2-3- L) = tis, I T/ * = 5'o?oo U 71 w��4!L wT" = cacoiLdU 917,2 K PROJECT NAME: BAKER COMMODITIES SHEET )? PROJECT NUMBER: 13.054 DEP- ENGINEERING, PS 02/21/14 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRB BEARING ON CONCRETE Steel plate area based on owner supplied plans showng 1/2" plate across the bottom of the tank. Plate extends 1' 3" beyond tank wall. Assume 6 inches (3" each side of brg wall) and neglect additonal length. PI design by others. Inner rad = 11.5' - 0.25 ft = 11.25 Outer rad = 11.5' + 0.25 ft = 11.75 Steel plate area = Pl*outer rade - PI*inner rade = 5202.5 int (assumed full dead load for check) Load Case 1- 1.4 DL 1.4 DL = 1.4 * 913.9 kips = fbrg = 246 psi 1279.5 kips Load Case 2 -1.2 DL + 1.0W 1.2 DL = 1.2 * 913.9 kips = 1096.7 kips 1.0W = 1.0 * 12.32 kips * 34 ft/2 = 209 k -ft 'perimeter = pi*(a4 - b4)/4 = 49,561,401 Ino S = I/(d/2) = 351,499 in3 fbrg = P/A + M/S = 1096.7/5205.5 +209*12/351499 = 218 psi Load Case 3- 1.2 DL + 1.0E 1.2 DL = 1.2 * 913.9 kips = 1096.7 kips 1.0Eh = 1.0 * 270.5 kips * 20.25 ft = 5,478 k - ft 1.0E„ = 1.0* 162.7k = 162.7 kips a= b= fbrg = P/A + M/S = (1096.7+162.7)/5205.5 + (5478)*12/351,499 = 429 psi Load Case 4 - 0.9DL + 1.0W 0.9 DL = 0.9 * 913.9 kips = 1.0W = 209 k - ft 822.5 kips fbrg = P/A + MIS = 822.5/5205.5 + 209* 12/351,499 = 165 psi Load Case 5 - 0.9DL + 1.0E 0.9 DL = 1.0Eh = 1.0E„ = 822.5 kips 5,478 k - ft 162.7 kips fbrg = P/A + M/5 = (822.5+162.7) + (5478*12)/351,499 = 376 psi All fbrg = phi * 0.85*fc = 0.65 * 0.85 * 2500 = 1,381 psi Max fbrg = 429 psi CONCRETE BEARING OK 141 in 135 in 1! DHP- Engineering, P. S. gStructural Building Consultants --ALM! Phone (2S3) 220-0848 PROJECT JOB # SHEET 114 OF DESIGNED DATE CHECKED DATE 014£ "PANK 0 I lto 49i 3,t(k .(9 17)(9133K) ib1.7K le PPR-) joePa, (Sos L 1'( P aeSsvr+.Es ) —74 i 3'1 X41` `113,9 Eh,= 270;5K Fes = 10.7K P.TS = 0-1)(741_20050 Pc -F) = /15.11 C3Y-yr►SpLan. Iv C$N7 CO c'V t.)ciet' ,T3 ! Ir I o art.7%.4t tN ( !-}EBL S� 0.7Cry..1o,9)(4..1,g3 j )4)4_ .4,xi‹) (2.4j - 0,GMri ? o►moTm b A0. L (A0 -� 'f%.1 0,7Mo, ©Io Ma. r ti►pT e P\E;,\ Ptic-` ? / I2.'-1.1.2 Z VE2Tlc.4L RACE N44 Z.N= vt..1%-(m t N (1 (J FM1t t\)oS �N 5���%Stfi-"�-T� / ? c- '2 r.A-(. , :lI DHP- Engineering, P. S. i%V Structural Building Consultants Anal Phone (253) 220-0848 PROJECT JOB # SHEET 15 OF DESIGNED DATE CHECKED DATE D r.. 0.7,E 0.60 t 0,1E rtft. Pr .,I- p" O£ep CA4 E3 Q 1 D N ( Ste, L (3)14) ftzkalivitta) C-11 Z (SStSJ..IL wiE2143J iz'�rt 235.22( O.? Pia. E = 353`i K -FT Pt) 71141,1 13 gK L-0AD CrC� E _ D -r Q.7 E Ft() -% = O.? r'br4 qi3, K K ; I 5-:3 ;k1()G°) 2403 k h 1'1 ` • Cosa (±. file _ I1f 73 K 1 t (3,o1- ') U ..-:.rtleL .......( ,� ��......2-.p� 563. P,u 'z 094 F - (.vOIN '13 Auk_i3ny_-� 113I= 2(067PJi= ,4t4., O by 1144 - 331KF'r 4 0.10(135a9N_363y K -FT 0.3 Po to,?E t`(ii97i = v03.4k pfd PA'S 8Sd3:y'r 2ce):T3 es r < z.,,(367 ()SF Lwt,O at' '.-/,� M TIS-o,-D.SA-4 N4j ! li DHP- Engineering, P. S. kWStructural Building Consultants Alm! Phone (253) 220-0848 PROJECT bO1 C -c. 514 L-A' Th}NK JOB # SHEET 1(° OF DESIGNED DATE CHECKED DATE A4op01`e R M o#4. E‘ -.STV F0 N (So,L QRc P CO NT. 4 w ,o� 1 %AIw 1 1 ATG 1+.(gin la .1-o" )-Jt. t' i` /So PCF)..` . ZOO . P.LJ ..... ... 417, 5 ,)(.2 ) = 1/q19 PL. F C)47.. %.11. 0) 01-3 ;A::. 177 PLP ...:.. . 1, = Gt = 0.7 [(D95K) x,04, lc SFT (ce.mi.o+p %print tilEciromt cIn. A .A.ti TANK) .At‘(.. 5:C; ENTtw:p((Lu-� o.57558?YZ = °.57555-(1- '.. Cl'( -919 p� _? z , 3' (1)“.(069) - `).1 !ell (At N) ,T vac L11414(=, ( t Z'� o 713 ;2 _ (h►( CHtc-cC )-(o t A3 "q 5 (0, Wk t) ()-(1") 6)2( (o @ 7'Jp q.7" -- art, d�L 0•S2- Jo L-1 U ? U 4 (-) (00&.11 a(A aK DHP Engineering, PS Structural Design Consultants 253-220-0848 r7 Project Title: Baker Commodities Engineer. Bret Brasher Project ID: 14.013 Project Desc r. Replacement tank for Existing Wastewater Tank Printed: 26 FEB 2014, 2:52PM Beam on Elastic -Foundation Lic. # : KW -06004293 Description : Footing Design with single 23' dia tank (1.0D +0.7E) - All Directions CODE REFERENCES FAe=1:12094113HX0A-MalcSISW4C46-Z.K6 ENERCALC, INC.1983-2014; Build --6.141.21 Ver.6.141.21. Licensee : DHP ENGINEERING Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-05 Material :Properties .= Pc = fr =112 • 7.50 kV Density = Lt Wt Factor = Elastic Modulus = 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi Phi Values Flexure : 0.90 Shear : 0.750 01 = 0.850 Soil Subgrade Modulus = 100.0 psi / (inch deflection) Load Combination ASCE 7-05 fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Rebar = 1,000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, E(20.04) 40.0 ksi = 29,000.0 ksi = # 3 2.0 E(-20.04) Cross Section &Reinforcing Mafia Rectangular Section, Width = 12.0 In, Height = 24.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 28.0 ft in this span Applied Loads Load for Span Number 1 Uniform Load : D = 0.30 k/ft, Tributary Width =1.0 ft, (Wftg uniform) Uniform Load : D = 1.419 k/ft, Extent = 2.50 -» 25.50 ft, Tributary Width = 1.0 ft, (Tank W1 dead unit) Uniform Load : E = 0.1770 k/ft, Extent = 2.50 -» 25.50 ft, Tributary Width = 1.0 ft, (Tank W1 Ev service) Point Load : E = 20.040 k t 9.120 ft Point Load : E = -20.040 k 18.880 ft 12" w x 24" h Span=28.0 ft 246 at 2.250 in from Top, from 0.0 to 28.0 ft in this span Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY - Maximum Bending Stress Ratio = 0.731: 1 Section used for this span Typical Section Mu : Applied 58.345 k -ft Mn • Phi : Allowable 79.860 k -ft Load Combination +1.20D+0.50L+0.20S+E Location of maximum on span 9.224 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 2.672 ksf at Vertical Reactions - Unfactored Load Combination Support 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Desi•n OK 0.000 in 0.000 in 0.186 in -0.003 in 7.78 ft Ce`1P = 3)( hiPIP = 3.1?J RSF cK Support notation : Far left is #1 Support 2 Overall MAXimum D Only D+E 0.686 0.348 0.686 0.348 0.348 -0.000 •-. Shear Stirrup Requirements_. . Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in to Nos^ S'E �L b-%1 DHP Engineering, PS Structural Design Consultants 253-220-0848 $ Project Title: Baker Commodities Engineer: Bret Brasher Project ID: 14.013 Project Descc Replacement tank for Existing Wastewater Tank Primed: 26 FEB 2014. 252PM Beam on Elastic Foundation Lic. # : KW -06004293 Description : Footing Design with single 23' dia tank (1.0D +0.7E) - All Directions Maximum Forces & Stresses for LoadCombinations Fli e = k1201411311X0A-ATEidaW4C4S=ZEC6 "- NERCALC, INC 1983-2014, B iid:6:14.1.21; Ver.614.1.21 =_ Licensee : DHP ENGINEERING Load Combination Bending Stress Results (k -ft ) Location (ft) Segment Length Span # In Span Mu : Max PhrMnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.224 58.35 79.86 0.73 +1.20040.50Lr+1.60L+1.60H Span # 1 1 13.835 13.41 79.86 0.17 +1.20D+0.50L+0.20S+E Span # 1 1 9.224 58.35 79.86 0.73 +0.90D+E+1.60H Span # 1 1 9.224 55.24 79.86 0.69 Overall Maximum Deflections - Unfactored.Loads. _ Load Combination Span Max.': Dell Location in Span Load Combination Max. '+' Defl Location in Span Span 1 Detailed. Shear Information.: __ 0.1856 7.778 0.0000 0.000 Load Combination +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.200'.0.50L+0.20S+E +1.20 D+0.50 L+0.20 S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +120D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +120D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E 40.9004E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H 40.90D4E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D-0E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H Span Distance 'd' Vu (k) Mu d'VuWMu Phi'Vc Comment POWs Sparing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest 1 0.00 21.75 0.44 0.44 0.00 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 0.33 21.75 1.19 1.19 0.12 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 0.66 21.75 1.96 1.96 0.50 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 0.99 21.75 2.73 2.73 1.12 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 1.32 21.75 3.50 3.50 2.00 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 1.65 21.75 4.28 4.28 3.14 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 1.98 21.75 5.07 5.07 4.53 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 2.31 21.75 5.86 5.86 6.18 1.00 23.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 2.64 21.75 6.40 6.40 8.07 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 2.96 21.75 6.58 6.58 10.06 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 3.29 21.75 6.77 6.77 12.11 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 3.62 21.75 6.96 6.96 14.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 3.95 21.75 7.16 7.16 16.39 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 4.28 21.75 7.36 7.36 18.62 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 4.61 21.75 7.56 7.56 20.93 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 4.94 21.75 7.77 7.77 23.30 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 5.27 21.75 7.98 7.98 25.74 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 5.60 21.75 8.19 8.19 28.24 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 5.93 21.75 8.41 8.41 30.82 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 6.26 21.75 8.62 8.62 33.47 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 6.59 21.75 8.83 8.83 36.18 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 6.92 21.75 9.05 9.05 38.97 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 7.25 21.75 9.26 9.26 41.83 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 7.58 21.75 9.47 9.47 44.76 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 7.91 21.75 9.68 9.68 47.76 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 8.24 21.75 9.88 9.88 50.83 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 8.56 21.75 10.08 10.08 53.96 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 8.89 21.75 10.27 10.27 57.16 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 9.22 21.75 -9.78 9.78 55.24 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 9.55 21.75 -9.59 9.59 51.92 1.00 23.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 9.88 21.75 -9.42 9.42 48.67 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 10.21 21.75 -9.25 9.25 45.47 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 10.54 21.75 -9.10 9.10 42.33 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 10.87 21.75 -8.96 8.96 39.24 1.00 23.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 11.20 21.75 -8.83 8.83 36.19 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 11.53 21.75 -8.72 8.72 33.19 1.00 23.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 11.86 21.75 -8.63 8.63 30.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 12.19 21.75 -8.55 8.55 27.29 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 12.52 21.75 -8.49 8.49 24.38 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 12.85 21.75 -8.44 8.44 21.49 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 13.18 21.75 -8.42 8.42 18.61 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 DHP Engineering, PS , Structural Design Consultants 253-220-0848 Project Title: Baker Commodities 19 Engineer: Bret Brasher Project ID: 14.013 Project Descr: Replacement tank for Existing Wastewater Tank Printed: 26 FEB 2014, 2:52PM BeamyonElas�cFoundation Lic. # : KW -06004293 Description : Footing Design with single 23' dia tank (1.0D +0.7E) - All Directions DetaitetShearinforn anon. file 1:1201A13HX0A A1Cakg1SV1!4C4S-LEC6` - ERCALG, INC 198-2014, Buikh6.141'21,_Ver.6.141.21 7. Licensee : DHP ENGINEERING Load Combination +0.90D+E+1.60H 40.90D4E+1.60H +0.90D+E+1.60H 40.90D-1E+1.60H 40.90D4E+1.60H 40,90D4E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H 40.90D+E+1.60H +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20 D+0.50 L+0.20 S+E +1.20D+0.501+0.20S+E 40,90D+E+1.60H 40,90D+E+1.60H +0.90D+E+1.60H 40.90D+E+1.60H +0.90D4E+1.60H 40.90D+E+1.60H 40.90D+E+1.60H 40,90D+E+1.60H 40,9OD4E+1.60H "0.90D+E+1.60H 40.90D+E+1.60H +0.90D+E+1.60H +0.90D4E+1.60H 40.90D4E+1.60H 40.90D4E+1.60H +0.90D+E+1.60H 40.90D4E+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.601+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +0.90D-1E+1.60H Span Distance 'd' Vu (k) Mu d'VuIMu Phi'Vc PhIVs Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) Comment (k) Req'd Suggest 1 13.51 21.75 -8.41 8.41 15.75 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 13.84 21.75 -8.42 8.42 12.88 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 14.16 21.75 -8.45 8.45 10.01 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 14.49 21.75 -8.50 8.50 7.14 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 14.82 21.75 -8.57 8.57 4.24 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 15.15 21.75 -8.65 8.65 1.33 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 15.48 21.75 -8/6 8.76 1.62 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 15.81 21.75 -8.88 8.88 4.59 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 16.14 21.75 -9.03 9.03 7.61 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 16.47 21.75 -0.19 9.19 10.68 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 16.80 21.75 -9.37 9.37 13.80 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 17.13 21.75 -9.57 9.57 16.99 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 17.46 21.75 -9.79 9.79 20.23 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 17.79 21.75 -10.03 10.03 20.34 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 18.12 21.75 -10.30 10.30 23.77 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 18.45 21.75 -10.58 10.58 27.29 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 18.78 21.75 -10.88 10.88 30.89 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 19.11 21.75 8.90 8.90 33.14 1.00 23.67 Vu < PhiVc12 Not Reqd 0.00 0.00 1 19.44 21.75 8.58 8.58 30.30 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 19.76 21.75 8.25 8.25 27.57 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 20.09 21.75 7.91 7.91 24.94 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 20.42 21.75 7.55 7.55 22.43 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 20.75 21.75 7.18 7.18 20.04 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 21.08 21.75 6.80 6.80 17.77 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 21.41 21.75 6.41 6.41 15.62 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 21.74 21.75 6.00 6.00 13.60 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 22.07 21.75 5.59 5.59 11.72 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 22.40 21.75 5.16 5.16 9.97 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 22.73 21.75 4.72 4.72 8.37 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 23.06 21.75 4.27 4.27 6.91 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 23.39 21.75 3.82 3.82 5.59 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 23.72 21.75 3.35 3.35 4.43 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 24.05 21.75 2.87 2.87 3.42 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 24.38 21.75 2.38 2.38 2.57 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 24.71 21.75 -2.02 2.02 5.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 25.04 21.75 -2.19 2.19 4.45 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 25.36 21.75 -2.36 2.36 3.62 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 25.69 21.75 -2.21 2.21 2.76 1.00 23.67 Vu < PhiVd2 Not Reed 0.00 0.00 1 26.02 21.75 -1.84 1.84 2.01 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 26.35 21.75 -1.48 1.48 1.39 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 26.68 21.75 -1.12 1.12 0.88 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 27.01 21.75 -0.77 0.77 0.49 1.00 23.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.34 21.75 -0.43 0.43 0.22 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 1 27.67 21.75 0.10 0.10 0.02 1.00 23.67 Vu < PhiVd2 Not Reqd 0.00 0.00 DHP- Engineering, P. S. nos Structural Building Consultants rai mb! Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 14 OF DATE DATE —t1 p+, r-(591 A-4cHcYt (o" ryennAtNT) ' NNW 18, t) Ih5 C 4i' 7 7 ) #Cr ,9.c.. Await,/ f t,/: 0 — : ..N►g3SO vI H c5ttf 7I(I t E4 -r3 spi J(1 PROJECT NAME: BAKER COMMODITIES SHEET I PROJECT NUMBER: 14.013 DHP - ENGINEERING, PS 02/27/14 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRB OVERTURNING - TANK CONNECTION FULL TANK By inspection use least dead weight for resistance against Wind and Earthquake - Load Cases 4 & 5 Load Case 4 - 0.9DL + 1.0W Mow = 1.0W = 1.0 * 12.32 kips * 34 ft/2 = MR = 0.9E = 0.9 * 23/2 * 913.9 kips = Load Case 4 - 0.9DL + 1.0E MOTM = MR= MR MOTM 209 k - ft 9,459 k - ft Therefore no holdown required for wind 1.0E = 1.0 *270.5*20.25 + 162.7*23/2 = 7,349 k - ft 0.9E = 0.9 * 23/2 * 913.9 kips = 9,458 k - ft MR Total Tu = (1.0MoTM - 0.9MR) / 8 ft = (7349 - 9458 )/ 16 Total Tu = -132 kips > MOTM Divide among 4 anchor bolts in tension zone, Therefore NO holdown required for seismic Tubo, = -33.0 kips/bolt )J -TE I -}j it G � )O� f✓i *See condition with no resistance for water on following sheet d=12 itc ,L &uO tT b NS 1 Nn 1stU t- KA- ,/her. `J At-) K y`' 014 i 14Pliv) E) r1 -o9 ' F sS�j c& ( cAP'�(TY v F (— SK Cgik;`(, ; otis dk I t k » 1.11-T uK PROJECT NAME: BAKER COMMODITIES SHEET �Z PROJECT NUMBER: 14.013 DHP - ENGINEERING, PS 02/27/14 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRD OVERTURNING - TANK CONNECTION FULL TANK (check w/ incline for drain) By inspection use least dead weight for resistance against Wind and Earthquake - Load Cases 4 & 5 Load Case 4 - 0.9DL + 1.0W Mow = 1.0W = 1.0 * 12.32 kips * 34 ft/2 +13/12 = MR = 0.9E = 0.9 * (23/2-8/12) * 913.9 kips = MR Load Case 4 - 0.9DL + 1.0E MorM MOTM = 1.0E = 1.0 *270.5*(20.25+13/12) + 162.7*(23/2+8/12) = MR = 0.9E = 0.9 * 23/2 * 913.9 kips = MR Total Tu = (1.0MQTM-0.9MR)/8ft = (7)5C,—t5/0 f/ 12 Total Tu = -72 kips > MOTM Divide among 4 anchor bolts in tension zone, Tui = -18.1 kips/bolt (4 fA ts) "V,j— *See condition with no resistance for water on following sheet 223 k - ft 8,911 k - ft Therefore no holdown required for wind 7,750 k - ft 8,910 k - ft Therefore NO holdown required for seismic d = 12 PROJECT NAME: BAKER COMMODITIES SHEET y3 PROJECT NUMBER: 14.013 DHP - ENGINEERING, PS 02/27/14 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRB OVERTURNING - TANK CONNECTION TANK EMPTY By inspection use least dead weight for resistance against Wind and Earthquake - Load Cases 4 & 5 (Dead wt of tank only, no liquid) Load Case 4 - 0.9DL + 1.0W MOTM = 1.OW = 1.0 * 12.32 kips * 34 ft/2 = MR = 0.9E = 0.9 * 23/2 * 50.7 kips = MR Load Case 4 - 0.9DL + 1.0E MOTM 209 k - ft 525 k - ft Therefore no holdown required for wind Tank Horizantal Eh = 0.296 * 50.7 kips = 15 kips Tank Vertical Ev = 0.178* 50.7 kips = 9 kips MOTM = MR = 1.0E = 1.0 *15*20.25 + 9*23/2 = 0.9E = 0.9 * 23/2 * 50.7 kips = MR MOTM Total Tu = (1.0Mo - 0.9MR) / 8 ft = - 515 )/16 Total Tu = -7 kips f`, k tflj r --J Divide among 4 anchor bolts in tension zone, Tubdt = -1.8 kips/bolt 408 k - ft 525 k - ft Therefore holdown required for seismic d = 16 �.y PDA Powers Design Assist Version: 2.1.5000.17212 Company name: Project: Project number: DHP Engineering, PS Baker CommoditiesRepiacement Wastewater Tank 14.013 Date: 2/27/2014 Page: 1/6 PROJECT DATA: Company name: Project name: Name of the project engineer: Topic: Project description: Remarks: DHP Engineering, PS Baker Commodities Replacement Wastewater Tank Input data and results must be checked for agreement with the existing dreumstances. the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http:llwww.powers.coml 1.5 PDA Powis Desitin Assist' Version: 2.1.5000.17212 Company name: Project: Project number: DHP Engineering, PS Baker CommoditiesReplacement Wastewater Tank 14.013 Date: 2/27/2014 Page: 2/6 GEOMETRY: LOAD ACTIONS: jibl. (ft-ibj Z Na Muz Y Design Toads / actions Nu 18000 Vux 0 V uy 200 Mux 0 M uy 0 M uz 0 Eccentric profile ex = 0.00 inch; ey = 0.00 inch Input data and results must be checked for agreement with the existing circumstances. the standards and guideknes and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.coml PD4 Powers Design Assist' Version: 2.1.5000.17212 Company name: Project: Project number: DHP Engineering, PS Baker CommoditiesReplacement Wastewater Tank 14.013 Date: 2/27/2014 Page: 3/6 CALCULATIONS: Selected anchor: Effective embedment depth: Approval: Basic principles design: Hvy Hex Bolt F1554 Gr 36 - 2", Grade 36 (CIP) hef = 16.000 inch ACI 318 Appendix D Issued: 1/1/2002 Design method: Concrete: Load combination: Reinforcement: Stand-off: CIP Torque (ACI 318 D.8): Seismic Loads: Resulting anchor forces / load distribution: Max. concrete compression Max. concrete compression Resulting tension force: Resulting compression force strain: stress: Summary: Anchor plate: Profile: 0.00%a 0 psi 18000 Ib 0 Ib Design proof Tension Toad Shear load Interaction ACI 318-08 (Appendix D) Normal weight concrete, cracked concrete, f'c = 3000 psi taken from Section 9.2 none edge reinforcement or < #4 bar Condition B not existent Yes Yes Demand 18000 Ib 200 Ib Material: Length x width: Actual plate thickness: Calculated plate thickness: none selected Anchor No. Tension Toad #1 18000 Ib Maximum 180001b Capacity 18697 Ib 12426 Ib Status 0.9651.0 0.02 51.0 0.82s1.0 fyk = 36000 psi 8.00 inch x 8.00 inch 0.500 inch not calculated Shear load 200 Ib 200 Ib OK Input data and resutts must be checked for agreement with the existing dreumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10508, USA. http:/lwww.powers.coml PDA Powers Design Assist Version: 2.1.5000.17212 Company name: DHP Engineering, PS Project: Baker Date: 2/27/2014 CommoditiesReplacement Wastewater Tank Project number: 14.013 Page: 4/6 DESIGN PROOF TENSION LOADING: Steel strength: Nsa *Nsa Nua Design proof: Concrete strength: hef kc Nb ANco ANc Vec,N,x tPec,N,y Wed,N Wc,N Pcp,N 4)*Ncb Nua Design proof: Pullout / Bond strength: 4)*Npn Nua Design proof: = 145000 Ib = O * Nsa = 0.75 * 145000 Ib = 108750 Ib = 180001b Nua / (4) * Nsa) = 18000 Ib / 108750 Ib = 0.17 S. 1.00 = 16.000 inch = 16.0 = kc * fc 0.5 * hef1.667 = 16.0 * 54.77 * 101.688 = 89032 Ib = 2304.00 inch2 = 2304.00 inch2 = 1.000 = 1.000 = 1.000 = 1.00 = 1.000 = seas * 0 duct * 0 * (ANc / A Nc0) W ec,N,x * W ec,N,y * W ed,N * W c,N * W cp,N * Nb Reference D.5.1 D.5.1.2 D.5.2.2 D.5.2.4 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.7 D.5.2.1 = 0.75. 0.40 * 0.70 * (2304.00 / 2304.00) * 1.000 * 1.000 * 1.000 * 1.00 • 1.000 * 89032 Ib = 18697 Ib = 18000 Ib Nua / (0* Ncbg) = 18000 Ib / 186971b = 0.96 S. 1.00 = 0seis * Oduct * 0 * Wc,P * 8 * Abrg * fc. = 0.75 * 0.40 * 0.70 * 1.0 * 8 * 5.32 * 3000 = 26793 Ib = 18000 Ib Nua / (0* Npn) = 18000 Ib / 26793 Ib = 0.67 s 1.00 Input data and results must be checked for agreement with the existing dramstances, the standards and guidelines and must be checked for plaus0>ility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10808, USA, http:/hyww.powers.com/ PDA Powers Design Assist Version: 2.1.6000.17212 Company name: DHP Engineering, PS Project: Baker Date: 2/27/2014 Commod itiesRepiacement Wastewater Tank Project number: 14.013 Page: 6/6 DESIGN PROOF SHEAR LOADING: Steel strength (without lever arm): Vey *Vey Vua Design proof. = 87000 Ib = m * Veq = 0.65 * 87000 Ib = 56550 Ib = 200 Ib Vua / (0.* Vey) = 200 Ib / 56550 Ib = 0.00 5 1.00 Concrete breakout strength, direction y+: le d0 Cal Vb Avco AVc Wed,V Wa,V W c,V Wh,V m*Vcb Vua Design proof: = 16.00 inch = 2.00 inch = 24.00 inch Reference D.6.1 D.6.1.2 D.6.2 = 7 * (le /d0)0.2* d00.5*fc' 0.5* Ca11.5 = 7 * 1.516 * 1.414 * 54.772 * 117.58 = 96629 Ib = 2592.00 inch2 = 1440.00 inch2 = 0.900 D.6.2.6 = 1.000 D.6.2.1 c = 1.000 D.6.2.7 1.225 D.6.2.8 =oseis*mdud *m*(Ave/Avco)*Wed,v*Wa,V*Wc,V*Wh,V*Vb D.6.2.1 = 0.75. 0.40 " 0.70 * (1440.00 / 2592.00) * 0.900 • 1.000 • 1.000 * 1.225 • 96629 Ib = 12426 Ib = 200 Ib Vua /(0*Vc=200ib/12426ib=0.0251.00 Input data and results must be checked for agreement with the existing dreumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http:dwww.powers.coml PDA Powers Design Assist Version: 2.1.5000.17212 'Company name: Project: Project number: DHP Engineering, PS Baker CommoditiesReplacement Wastewater Tank 14.013 Date: 2/2712014 Page: 6/6 Pryout strength: hef kc Nb ANc ANc0 ca,min Wed,N 4Jcp,N Wc,N kcp * Vcp Vua Design proof: = 16.000 inch = 16.0 = kc • fc 0.5 * hef1 667 = 16.0 * 54.77 * 101.688 = 89032 Ib = 2304.00 inch2 = 2304.00 inch2 = 24.00 inch = 1.000 = 1.000 = 1.000 = 2.0 =�seis*mduct *1:0 *(ANc/ANW) *Wed,N Wcp,N*Wc,N*Nb*kcp = 0.75. 0.40. 0.70 • (2304.00 / 2304.00) • 1.000. 1.000. 1.000. 89032 Ib • 2.0 = 37394 lb = 200 Ib Vua / (0 * Vcp) = 200 Ib / 37394 Ib = 0.01 5 1.00 COMBINATION TENSION / SHEAR LOAD: Interaction: Design proof. WARNINGS / REMARKS: (Nu /(0*Nn)+Vu/(0*VII))/1.2=(0.96+0.02)/1.2=0.8251.0 Fastening okl D.5.2.2 D.5.2.5 D.5.2.7 D.5.2.6 D.6.3.1 Input data and results must be chedced for agreement with the existing dreu nstances, the standards and guidegnes and must be checked for piausibllity. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, httpilwww.powers.com/ �! DHP- Engineering, P. S. �1 Structural Building Consultants • ! ! Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 70 OF DATE DATE D L ST4P CE oppsvT 01. 1-14 54 f 8//2' ? O `�' 60 1.67 �/ ►, j or -u;+ � = a-1 473 pr 1-44,4%-bef 4rn4.. 34(.41.44m = 8, 5 Forv .1.6-1 Ci,t l'4 r GJ (4C44.07r44 !•'.rwiiM) 1)0.2 91711.) .S;ni. I:(0, 14161.7 jks — r► w 4 t4G14vin TVICc t-4,40 C 4 al fix SSR z '1.b, bc41 = = CG 65•1-14 CAP ..lir 476 7 9,44 liCe11sS Dux 3oi j0542 A uµi.ti D •411 TO i .• 4‘1 44, • GEOTECH CONSULTANTS, INC. Baker Commodities P.O. Box 58368 Seattle, Washington 98138 Attention: Michael Bulleri �i 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 February 13, 2014 JN 05375 via email mbulleri@bakercommodities.com Subject: Foundation and Liquefaction Considerations Proposed Replacement of Existing Wastewater Storage Tank 5795 South 130th Place Tukwila, Washington Dear Mr. Bulleri: This letter presents our geotechnical recommendations related to design of the foundations for the replacement of the existing 80,000 -gallon wastewater storage tank with a new 100,000 -gallon tank. The existing tank is located in the westem, central portion of the Baker Commodities facility, just to the south of the two smaller wastewater storage tanks that were installed in 2013. We addressed foundation design for these smaller tanks in our August 9, 2013 letter, and the tanks have since been installed on concrete mat foundations. The walls of the existing 80,000 -gallon tank sits on a continuous circular stem wall that was partially infilled with compacted structural fill. A sloped concrete slab was placed over the compacted structural fill to support the bottom of the tank. This foundation system, which is depicted on the original 1985 drawings prepared by Harvey R. Dodd & Associates, will be removed for construction of the foundation for the new tank. We met with you and Bret Brasher of DHP Engineering at the site on January 31, 2014 to observe the current conditions in the area of the existing tank. We saw no indications of excessive • settlement in the circular stem wall foundation. An on -grade concrete slab and short concrete containment walls are located around the existing circular tank foundation. From our previous work on the wastewater tanks to the north, and review of the 1985 plans for the 80,000 -gallon tank, we know that the site is underlain by alluvial silty sands. These soils are acceptable to support lightly - loaded foundations, such as from the planned 100,000 -gallon tank. Based on the 1985 drawings, the existing tank foundations are underlain by a few feet of compacted fill. This prepared soil subgrade is suitable to support the new tank's foundations. However, we expect that at least a portion of the new tank will extend outside of the existing footprint, in order to provide sufficient clearance to the east and south containment walls for a larger tank diameter. It will be important that the new tank foundation bears on at least 12 inches of compacted granular fill overlying the native alluvial sands. As a result, it will be necessary to remove the existing containment slab within the extent of the new tank foundation to assess the shallow soil conditions immediately beneath. An allowable bearing pressure of 2,000 pounds per square foot (psf) can be assumed for the new wastewater storage tank foundation. A one-third increase in this bearing capacity can be used when considering short-term wind or seismic loads. If the tank bears on a mat or reinforced footing, the bearing area can be assumed to extend one -foot beyond the edge of the tank footing. We GEOTECH CONSULTANTS, INC. Baker Commodities February 13, 2014 3 �b JN 05375 Page 2 recommend a subgrade modulus of 100 pounds per cubic inch (pci) for a properly -prepared subgrade that underlies the existing slab. Under the International Building Code (IBC), the Site Class would be E. The loose soils that lie immediately beneath the water table are potentially liquefiable. However, the medium -dense condition of the sands above the water table makes the probability of widespread liquefaction or a loss of bearing strength low. The use of a reinforced concrete foundation is appropriate to mitigate the potential risk of bearing loss in the event of seismic liquefaction. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S$) and 1.0 second period (S1) equals 1.46g and 0.50g, respectively. Please contact us if you have any questions regarding this letter, or if we can be of further assistance. Respectfully submitted, GEO ULTANTS, INC. Marc R. McGinnis, P.E. Principal cc: DHP Engineering — Bret Brasher via email bret&..dhpengineering.com MRM: at GEOTECH CONSULTANTS, INC. PROJECT NAME: BAKER COMMODITIES PROJECT NUMBER: 14.013 DEP - ENGINEERING, PS STRUCTURAL BUILDING CONSULTANTS SHEET 02/27/14 DESIGN BY: BIRD CONCRETE PIT AREA CHECK GROSS STORAGE VOLUME AreaA=50ftx40ftx3ft= 6,000 ft3 Area B = 39.5 ft x 20 ft x 4.5 ft = 3,555 ft3 Area C = 39.5 ft x 30 ft x 4.5 ft = 5,333 ft3 Area D=50ftx 19.5 ft x 4.5 ft = 4,388 ft3 TOTAL GROSS storage area = 19,275 ft3 LARGEST TANK VOLUME (Per City of Tukwila TMC 18.66.130 & 8/12/13 Pre -App Response) Replacement Tank #14 =100,000 gallons = 13,369 ft3 LARGEST Tank Volume = 13,369 ft3 (New tank) Storage volume = 110% of Total Tank Volume = 1.1 x 10,963 = EXISTING STORAGE VOLUME 14,706 ft3 Area A (E) Tank Volume reduction = (4)(3')(PI)(11 FT)2/4 + (2)(3')(PI)(13 FT)2/4 + (3')(PI)(6 FT)2/4 = 2,022 ft3 Area B (E) Tank Volume reduction = (2)(2.5')(PI)(12 FT)2/4 = 565 ft3 Area B (E) Slab reduction = 2 ft x 34.5 ft x 20 ft = 1,380 ft3 Area D (E) Tank Volume reduction = 4 ft x 4 ft x 16 ft = 256 ft3 TOTAL Net Reduction in area = 4,223 ft3 TOTAL NET STORAGE AFTER ADDITION OF NEW TANKS & SLAB = GROSS VOLUME - STORAGE REDUCTION VOLUME 15,052 ft3 ADDITIONAL STORAGE REQUIRED = 0 ft3 Existing lagoon or storage area sufficient w/ replacement tank FILE COPY ..___ a P.11" DHP-Engineering, P.S Structural Building Design Consultants • 25964 1291 Place SE, Kent, WA 98030 Phone (253) 220-0848 Sheet l of 1. 0 - Design By: BIRB Structural Calculations These calculations are provided as part of a submittal for the construction of a foundation to support (2) 12' diameter x 26 tall storage tanks. Tanks are considered to have continuous bearing around it's perimeter with equal distribution of load The design of each tank to support it's own weight including contents is not within the scope of Anderson-Peyton's work. Foundation is designed to support both gravity and lateral loads induced from the tanks themselves. Foundation is cast directly over an existing slab on grade over native soil per the project soils report. Project & Location: BAKER COMMODITIES — WASTE WATER STORAGE TANKS Tank Foundation Details & Calculations Seattle, WA • Client: Structural Engineering: Project Number: Code: Loads: • b3- 2'?o Baker Commodities Inc. Recycling for Life Baker Commodities, Inc P.O. Box 58365 Seattle, WA 98178 DHP Engineering, PS Structural Building Design Consultants 25964 129th Place SE Kent, WA 98030 13.054 2012 IBC I. Vertical Loads: 183" total load at 12' Diameter tank II. Lateral Loads (Wind): Exposure "B" Ultimate Wind Speed = 110 MPH (3 Second Gust) Nominal Wind Speed = 85 MPH (3 Second Gust) Importance Factor, Iw=1.0 III. Lateral Loads (Seismic): Seismic Design Category "D" Site Class "E" Seismic Use Group I Spectral Response Acceleration: Ss = 1.479 g SDs = 0.888 g S,=0.554 g SDI= 0.886 g Importance Factor, IE=1.0 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 0 9 2013 PERMIT CENTER o R W/44t Q #26891 ��; D H P -Engineering, P. S. ffi0 Structural Building Consultants "AimPhone (253) 220-0848 PROJECT T;3M(,(1- COoitrIAo )I.r~j JOB # Osy SHEET 2- OF DESIGNED DATE CHECKED DATE ETA' Ov E OAS E MST EPAAL PER Sp it -,S IZt Porur F DC, E OF (_E ) 2'-o" NEw aN1X 39 X 21. -off T1WK SLAB Tw N . S DARE ci i °". late # '�. W WRFC; ioN, *r(►A-7£5 -11404E ARE ARS. D,IMENSiv4s Pte. 13Ageft, CpMNoq,Z'EJ O/C _ 1N (.)EsE GOIA, N'EA. t L_AC,OOt.i t3E,R 1," v` I Q Coal LA4a L NEW {2' DIA TAN► DN .sL / J )SON, `1.%0 3-1/4" (FIELD DIM -TANK MFR TO VERIFY) 1; 2x4x2'-0" W/ (2) 7/8"0x12" A.B.'s @ 16" GA, (18) LOCATIONS EMBED PLATE VIEW A -A TANK WALL (BY OTHERS) 5/8" (FIELD DIM) PLATE BY OTHERS, WELDED TO THE TANK WALL 12' DIA. TANK - PLAN SCALE: 1/4"=1'- 0" TANK EDGE PROJECT NO. : 13.054 DESIGNED BY : BIRB DRAWN BY : DLW ISSUE DATE : 8-2-6-13 BAKER COMMODITIES SD1 Engin oestrin g Building Design Consultants 25964 129th Place S.E. Kent, WA 98030 (253) 220-0848 PREPARED FOR: TYP>3/16" V12" MIN R 1/2,'x4"x2'-0" W/ (2) 7/8"0x12" WHS @ 16" GA, (18) LOCATIONS AROUND PERIMETER EQUALLY SPACED. NATIVE COMPACTED SOILS • 1-1 3/8" OR 1/4" THICK TANK WALL (BY OTHERS) ADDT'L STEEL CHANNELS & PLATE (BY TANK. MFR) (2)-#4x4'-0" @ EA EMBED • 0 c / \/ \\/ \/ \/ `/ Y j\/ \\/\ N � J U N CY J v DEEP FOOTING EXISTING 4" 14 S.O.G. TANK ATTACHMENT & EMBED PLATE PROJECT NO. : 13.054 DESIGNED BY : BIRB DRAWN BY : DLW ISSUE DATE : 8-26--13 BAKER COMMODITIES SD2 ilDHP I, Engirt aaring Building Design Consultants 25964 129th Place S.E. Kent, WA 98030 (253) 220-0848 PREPARED FOR: `i4 1.0 GENERAL THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 1.1 CODES ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF MARYSVILLE AND: THE 2012 INTERNATIONAL BUILDING CODE (IBC), AS AMENDED AND ADOPTED BY THE CITY OF TUKWILA AND THE STATE OF WASHINGTON; A.C.I. 318; A.LS.C. 14TH EDITION MANUAL AND AISC 360-2010; AWS D1.1-06; 1.2 DESIGN CRITERIA A. VERTICAL LOADS 1. LIVE LOADS N/A 2. DEAD LOADS 12 DIA TANK W/ CONTENTS B. LATERAL LOADS: 182,600 LBS ALLOW 33-1/3% INCREASE IN STRESSES FOR WIND AND SEISMIC FORCES. LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF THE FLOORS TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO THE FOOTINGS, WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND SLIDING FRICTION OF EARTH. OVERTURNING IS RESISTED BY THE DEAD LOAD OF THE STRUCTURE. 1. WIND: EXPOSURE B ULTIMATE WIND SPEED, VULT = 110 M.P.H. (3 SECOND GUST). NOMINAL WIND SPEED, VASD = 85 M.P.H. IMPORTANCE FACTOR, Iw = 1.0 OTHER STRUCTURE PER ASCE 7, SECTION 29.5 RISK CATAGORY I1 INTERNAL PRESSURE COEFFICIENT GCPi = ±.18 2. SEISMIC: IMPORTANCE FACTOR, IE = 1.0 RISK CATEGORY II MAPPED SPECTRAL RESPONSE COEFFICIENTS, Ss = 1.479 AND SI = 0.554 SOIL SITE CLASS = E SPECTRAL RESPONSE COEFFICIENTS, SDs = 0.888 AND SDI = 0.886 Ica SEISMIC DESIGN CATEGORY = D SEISMIC RESPONSE COEFFICIENT Cs = 0.296 STRENGTH RESPONSE MODIFICATION FACTOR R = 3 EQUIVALENT LATERAL FORCE (ASCE 7, SECTION 15.4.1) 1.3 SHOP DRAWINGS SUBMIT SUFFICIENT COPIES OF SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR THE FOLLOWING: 1. CONCRETE MIX DESIGNS 2. REINFORCING STEEL (CONCRETE) 3. DO NOT FABRICATE PRIOR TO ARCHITECT'S/ENGINEER'S APPROVAL. ALL SHOP DRAWINGS SUBMITTED TO THE ENGINEER SHALL BEAR THE STAMPED APPPROVAL OF THE CONTRACTOR. SHOP DRAWING APPROVAL BY ANDERSON-PEYTON STRUCTURAL ENGINEERS SHALL NOT IMPLY THAT THE PROJECT MAY BE BUILT FROM THE SHOP DRAWINGS. RATHER, THE PROJECT PLANS SHALL BE USED FOR CONSTRUCTION. CONTRACTOR SHALL REVIEW SHOP DRAWINGS AND STAMP INDICATING THIS PRIOR TO REVIEW BY ENGINEER OF RECORD. 2.0 SITE WORK 2.1 SOIL DATA (PER GEOTECHNICAL REPORT #JN 05375 DATED 8/9/13 PREPARED BY GEOTECH CONSULTANTS) FOR LOCATIONS SEE SOILS REPORT. SOIL BEARING @ CONT. SPREAD FOOTINGS = 2500 PSF AND SUBGRADE MODULUS OF 100 PCI. 3.0 CONCRETE 3.1 GENERAL NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF ACI 301-02 ESTABLISH PROPORTIONS OF CEMENT, COARSE AND FINE AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE PROPERTIES SPECIFIED FOR EACH CONCRETE MIX TYPE PER ACI -301 ON THE BASIS OF PREVIOUS FIELD EXPERIENCE OR TRIAL BATCHES. USE ADMIXTURES IN ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS. USE AMOUNTS OF WATER - REDUCING ADMIXTURE THAT WILL PERMIT PLACING WITHOUT SEGREGATION, HONEYCOMBING OR ROCK POCKETS. THE SLUMPS SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF PLACEMENT INTO THE STRUCTURE. USE INTERIOR MECHANICAL VIBRATORS WITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. DO NOT MOVE THE CONCRETE HORIZONTALLY USING THE VIBRATOR. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT LOCATIONS FOR APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT TIE WIRES AND FORM ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACE; SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIES. 3.2 STRENGTH - DESIGN MIXES TO PROVIDE NORMAL WEIGHT CONCRETE WITH THE FOLLOWING PROPERTIES: APPLICATION STRENGTH MAXIMUM PERCENT F'c, (PSI) WATER/CEMENT AIR RATIO ENTRAINMENT FOOTINGS SUBNOTES: 3000 0.50 5% 1. ANY OF THE ABOVE MIXES CAN BE USED FLOWABLE (8" TO 11" SLUMP) IF THE PROPER ADDITION OF ADMIXTURES IS INCLUDED AND THE W/C RATIO IS NOT INCREASED. 2. THE PROPORTIONS APPROVED SHALL BE CAREFULLY MAINTAINED. NO DEVIATION FROM THESE PROPORTIONS, ESPECIALLY THE ADDITION OF WATER, SHALL BE MADE WITHOUT APPROVAL OF THE ENGINEER. 3.3 MATERIAL - CEMENT, WATER & AGGREGATES PER ACI 301 A. CEMENT MUST CONFORM TO ASTM C-150, TYPE I OR TYPE II. ENGINEER'S APPROVAL IS REQUIRED FOR USE OF TYPE III CEMENT. B. WATER TO BE CLEAN AND POTABLE. C. COARSE AND FINE AGGREGATES TO CONFORM TO ASTM -C33. 3.4 MATERIALS A. WATER REDUCING ADMIXTURES: CONCRETE USING POZZOLITH ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE USED WITH THE ENGINEER'S APPROVAL AND MUST CONFORM TO ASTM -C494, POZZOLITH POLYHEED, POZZOLITH 100XR, OR POZZUTECH 20. POZZOLITH SHALL BE INCORPORATED INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ADMIXTURES AND DOSAGES WILL VARY DEPENDING ON CLIMATIC CONDITIONS AND THE CONTRACTOR'S JOBSITE REQUIREMENTS. MAXIMUM SLUMP FOR SUCH CONCRETE SHALL NOT EXCEED 8" WITH A MINIMUM OF 10 OUNCES OF POLYHEED PER 100 OUNCES OF CEMENT. USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. B. AIR ENTRAINMENT: CONFORM TO ASTM -C260 AND ASTM -C494, MBVR OR MICRO -AIR BY MASTER BUILDER. ENTRAIN 5% +/- 1% AIR BY VOLUME IN ALL EXPOSED CONCRETE. C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR APPROVAL IS GIVEN BY THE ENGINEER. NO ADMIXTURES CONTAINING CHLORIDES ARE PERMITTED. 3.5 REINFORCING STEEL DETAIL, FABRICATE AND PLACE PER ACI -315 AND ACI -318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES. A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING ASTM STANDARD A-615, A-706 AT BOUNDARY ELEMENTS; GRADE 60 FOR #3 AND LARGER BARS UNLESS NOTED OTHERWISE ON THE PLANS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND SUBMITTED TO THE -ENGINEER FOR REVIEW PRIOR TO FABRICATION. yD GRADE 60 REBARS SHALL NOT BE BENT IN FIELD AFTER CONCRETE PLACEMENT. ALL BEND SHALL BE PER ACI. B. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS OR CORNER BARS PROVIDED, BOTH VERTICAL AND HORIZONTAL. C. LAPS: ALL TENSION SPLICES ARE ACCORDING TO ACI 318, CLASS B AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS FOR fc GREATER THAN 3000 PSI AND ARE 40 DIAMETERS FOR fc WHICH IS LESS THAN 3000 PSI, UNLESS NOTED OTHERWISE. D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM 1-#5 TOP AND BOTTOM, EXTENDING 2'-6" BEYOND OPENING AT EACH CORNER. SEE TYPICAL DETAILS. E. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED UNLESS CALLED FOR AND APPROVED BY THE ENGINEER. F. MINIMUM REINFORCING: WHERE REINFORCEMENT IS NOT SHOWN ON THE DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318) SHALL BE REFERRED TO FOR PROPER REINFORCEMENT. G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS FOLLOWS: COVER CONDITION 2" BOTTOM FOOTING STEEL 2-1/2" TOP FOOTING STEEL H. WELDED WIRE FABRIC: ASTM -A185 AND ASTM -A82 I. DEFORMED BAR ANCHORS: ASTM -A496 4.0 METALS 4.1 WELDING A. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE" & D1.3 "STRUCTURAL WELDING CODE - SHEET STEEL." B. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON STATE ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS. FOR ALL MOMENT FRAMES WELDERS SHALL HAVE ADDITIONAL CERTIFICATION SHOWING QUALIFIED IN ACCORDANCE WITH AWS D1.8, SECTION 5, WELDER QUALIFICATION, THE SUPPLEMENTAL WELDER QUALIFICATION FOR RESTRICTED ACCESS WELDING. C. STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON THICKNESS OF MEMBERS JOINED TOGETHER. D. ADDITIONAL FIELD WELDING MAY BE REQUIRED FROM THAT SHOWN ON THE DETAILS, DEPENDING ON THE JOINT CONFIGURATION, SPLICE LOCATIONS, ERECTION SEQUENCES, ETC. • THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL FIELD WELDS AND SUBMIT THEM FOR REVIEW. FIELD WELDING SHOULD BE MINIMIZED WHEREVER POSSIBLE. E. THE MINIMUM WELD SIZE USED SHALL BE 3/16" U.N.O.ON PLANS. ALL WELDS SHALL BE MADE USING LOW -HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH = 70 KS1. LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN FOUR HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS OR SHALL BE REDRIED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REDRIED NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. F. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. ALL COMPLETE -PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION EXCEPT PLATE LESS THAN OR EQUAL TO 1/4" THICK SHALL BE MAGNETIC PARTICLE TESTED. REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. G. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS; ROOT FACE DIMENSIONS; GROVE ANGLES; BACKING BARS; COPES; SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL PARTS. H. NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT WHERE SHOWN ON THE DRAWINGS. 5.0 STRUCTURAL STEEL A. ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE A1SC "MANUAL OF STEEL CONSTRUCTION." STEEL SHALL CONFORM TO THE FOLLOWING, UNO: CHANNELS, EMBEDMENTS IN CONCRETE AND MISC. METALS, UNO NELSON WELDED HEAD STUD ASTM A36, Fy = 36 ksi OR STEEL TYPES LISTED UNDER "ALL STEEL" ASTM A108, Fy = 51 ksi B. ALL WORK SHALL BE IN ACCORDANCE WITH THE A1SC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLERANCE FOR BUILD-UP MEMBERS SHALL BE PER AWS D1.1. GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS, UNO. C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO: ERECTION ANGLES; LIFT HOLES, AND OTHER AIDS. D. METAL PROTECTION - ALL MISCELLANEOUS STEEL AND HARDWARE EXPOSED TO VIEW OR IN UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED PER ASTM A-123 WITH 1.25 OZ. OF ZINC SPELTER PER SQUARE FOOT OF SURFACE AREA. ALL OTHER STEEL SURFACES TO BE SHOP PAINTED AFTER FABRICATION. 6.0 SPECIAL INSPECTIONS: F SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1704 OF THE 2009 IBC AND ARE REQUIRED DURING THE FOLLOWING: A. THE TAKING OF CONCRETE TEST SPECIMENS. B. THE PLACEMENT OF REINFORCING STEEL, TENDONS, AND PRESTRESSED STEEL OF ALL STRUCTURAL FOOTINGS, COLUMNS, WALLS, SLABS AND APPENDAGES. C. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE A SCHEDULE OF REQUIRED INSPECTIONS AND SHALL SUBMIT THIS SCHEDULE TO THE ARCHITECT AND ENGINEER FOR APPROVAL. D. INSPECTION IS INSPECTION PERFORMED BY THE BUILDING OFFICIAL AT VARIOUS STAGES OF A PROJECT AS OUTLINED IN IBC SECTION 109 TO ENSURE COMPLIANCE TO THE BUILDING CODE. E. SPECIAL INSPECTION SHALL BE DONE BY THE OWNER'S INSPECTOR WHERE IBC CHAPTER 17 (REF SECTION 1704) REQUIRES SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. F. STRUCTURAL OBSERVATION SHALL BE PERFORMED BY A REGISTERED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AS DEFINED IN IBC SECTION 1702. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR INSPECTION AS REQUIRED BY IBC SECTIONS 109 OR 1704. 7.0 MISCELLANEOUS VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. D HP -Engineering, P. S. 6i. " Structural Building Consultants ft! Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET - OF DATE DATE ' sec-Trrnt 15.44.1 fit. C - (. ?.9tLf.(,s )1 o� Wr ._.? TA- q LF.._. ►5. Li 1 1.0 f ).0 .Netl.o l ( nerr, .e -s E oN 11.e_5) 2.o 1--1�NL cQN I S .-y -1 I`l/A) %JJ . EQ V So, - O� 4 _ 0.731 3 r) 5.7.-c(3)) 11.8 4q. CC7-5 0'.2. Sns W : Al qJ ,)W = 0.I7$ In! uer...A.1".1-10A vN .4-crCR.PAus 0 • e:.. overou su N(!, JJ Design Maps Summary Report SUMS Design Maps Summary Report User -Specified Input Report Title Baker Commodities Tanks Addition Thu August 15, 2013 22:24:39 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.482°N, 122.259°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category I/II/III Page USGS-Provided Output Ss = 1.479 g S:= 0.554g S„s = 1.331 g S,,, = 1.329 g Sos= 0.888g S°, = 0.886 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.40 1.26 1.12 0.99 S 0.94 N 0.70 0.56 0.42 0.29 0.14 0.00 0.00 0.20 MCEa Response Spectrum 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.00 Period, T (sec) 2.00 Design Response Spectrum 0.99 - 0.90 - 0.91 - 0,72 -- 0.63 0.63 - St 0.54 -0:1 n 0.45 0.36 0.27 - 0.19 - 0.09 - 0.00 1 1 1 ! 1 1 1 1 ! 1 0.00 0.20 0.40 0.60 0.50 1.00 1.20 1.40 1.60 1.90 2.00 Period. T (sec) http://geoha7ards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.4... 8/15/2013 7 Search Here For Latitude & Longitude Enter any address, city, country, province, state or zip code to find its latitude and longitude. I5795 South 1: NOTES: When searching for a common destination name, (a destination name found in multiple locations) you should add a country or state name Example: Georgetown, Guyana - Springfield, Illinois - Paris, Texas Here you can also find major worldwide attractions. Example: Enter Eiffel Tower The Latitude & Longitude coordinates of: 5795 South 130th Pi Seattle, Washington - 98178 are the following: 47.482099 N , 122.25896 W LATITUDE & LONGITUDE ':oiyriipfc 41, National Park.; s^An� Mq "''• Athletrc Co�•piex��„ Marysvie Lake,tu;^yt ;z d' Stevens ' t•` Seattle Nill-Silver Firs i Woodinville x !lttltlan o Redmond ale �§ r.' • e i. x-11- - - Scwau`. Bremerton § R ton:q r*ter B1rI f .°• �eda y .,��' ; Kent s er lrWa o Lea Hill ith:Endo Tacoma; idey Park l $9�ewcrod ~Puyallup.. 'q'a ip, South e I till Oly`m ia� .Spanaway Thunderbird f Lake- Wen0;_tchi,1,- - M,r� mow+ -a tiM State: ark • Ellen bOi S Q J D H P -Engineering, P. S. JOB # SHEET 116 OF Structural Building Consultants Phone (253) 220-0848 DESIGNED DATE PROJECT CHECKED DATE r'SX 64 CE 7 .. q. c -r T. 3.. `> 5 r,�- cry►' . 7_14v# .t 1 (.:7--‘)r) : IA- ,,..,�Y ‘13 141" 1.<4.7 = I.o ALL - ,k&4 jt MET ATE µf1/1-/ 3 y T A3'cE 1-9,51 .. 1-93-1) 1.ot pion f (E -Q IA. 0.00 2S K,_IAC TKaV KA 2. OtcI.S • TAF . - C. — 0.90 . /p ,y ‘1- %11,5 %11,5 ( 0,7o) (1.) (00.9 5) (110) C2o.to co.ss) CO. H 1(0 =-7 )(112)(u2) F = .9 LLc cxp a Imo O•6 73 Ps -F" -7 Timiy = c 6 Psp 1-0,b ()SP ...uiiA•1'F 9 Velocity Pressure Exposure Coefficients, K6 and Kt Table 6-3 Height above ground level, z Exposure (Note 1) B C D ft (m) Case 1 Case 2 Cases 1 & 2 Cases 1 & 2 0-15 (0-4.6) 0.70 0.57 0.85 1.03 20 (6.1) 0.70 0.62 0.90 1.08 25 (7.6) 0.70 0.66 0.94 1.12 30 (9.1) 0.70 0.70 0.98 1.16 40 (12.2) 0.76 0.76 1.04 1.22 50 (15.2) 0.81 0.81 1.09 1.27 60 (18) 0.85 0.85 1.13 1.31 70 (21.3) 0.89 0.89 1.17 134 80 (24.4) 0.93 0.93 1.21 1.38 90 (27.4) 0.96 0.96 1.24 1.40 100 (30.5) 0.99 0.99 1.26 1.43 120 (36.6) 1.04 1.04 1.31 1.48 140 (42.7) 1.09 1.09 1.36 1.52 160 (48.8) 1.13 1.13 1.39 1.55 180 (54.9) 1.17 1.17 1.43 1.58 200 (61.0) 1.20 1.20 1.46 1.61 250 (76.2) 1.28 1.28 1.53 1.68 300 (91.4) 1.35 1.35 1.59 1.73 350 (106.7) 1.41 1.41 1.64 1.78 400 (121.9) 1.47 1.47 1.69 1.82 450 (137.2) 1.52 1.52 1.73 1.86 500 (152.4) _ 1.56 1.56 _ 1.77 1.89 Notes: 1. Case 1: a. All components and cladding. b. Main wind force resisting system in low-rise buildings designed using Figure 6-10. Case 2: a. All main wind force resisting systems in buildings except those m low-rise buildings designed using Figure 6-10. b. All main wind force resitting systems in other structures. 2. The velocity pressure exposure coefficient K, may be determined from the following formula: For15ft.5z5 Forz<15ft. KL = 2.01 (15/zf° en less than 30 feet for Case 1 in exposure B. 3. a and zs are tabulated in Table 6-2. 4. Linear interpolation for intermediate values of height z is acceptable. 5. Exposure categories are defined in 6.5.6. Minimum Design Loads tor Buildings and Other Structures 75 D H P -Engineering, P. S. Structural Building Consultants 14(„Aimmi Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 10 OF DATE DATE okm) cQ• rA 6 NA -710 95 1. 1,11, + 1. 04 111-D Lt, D r, OA) 0,90 1- 1 .0E PROJECT NAME: BAKER COMMODITIES SHEET it PROJECT NUMBER: 13.054 DHP - ENGINEERING, PS 08/22/13 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRD BEARING ON CONCRETE Steel plate area = (18) 4" x 2 ft long plates = 1728 in2 Load Case 1 - 1.4 DL 1.4 DL = 1.4 * 182.6 kips = fbrg = 148 psi Load Case 2- 1.2 DL + 1.OW 1.2 DL = 1.2 * 182.6 kips = 1.0W = 1.0 * 4.92 kips * 26 ft/2 = 255.6 kips 219.1 kips 64 k - ft 'perimeter = Pi*(a4 - b4)/4 = 6,559,421 in4 S = I/(d/2) = 79,508 in3 fbrg = P/A + M/S = 219/1728 +64* 12/79,508 = 136 psi Load Case 3 -1.2 DL + 1.0E 1.2 DL = 1.2 * 182.6 kips = 219.1 kips 1.0Eh = 1.0 * 54.1 kips * 15.5 ft = 1.0E„ = 1.0* 32.5k = 32.5 kips 839 k - ft a= b= fbrg = P/A + M/S = (219.1+32.5)/1728 + (839)* 12/79,508 = 272 psi Load Case 4 - 0.9DL + 1.0W 0.9 DL = 0.9. 182.6 kips = 1.0W = 64 k - ft 164.3 kips fbrg = P/A + M/S = 164/1,728 + 644'12/79,508 = 105 psi Load Case 5 - 0.9DL + 1.0E 0.9 DL = 1.0Eh = 1.0E„ = 164.3 kips 839 k - ft 32.5 kips fbrg = P/A+ M/S = (164.3+32.5) + (839*12)/79,508 = 240 psi All fbrg = phi * 0.85*fc = 0.65 • 0.85 * 2500 = 1,381 psi Max fbrg = 272 psi CONCRETE BEARING OK 82.5 in 78.5 in PROJECT NAME: BAKER COMMODITIES SHEET i1 - PROJECT NUMBER: 13.054 DHP - ENGINEERING, PS 08/22/13 STRUCTURAL BUILDING CONSULTANTS DESIGN BY: BIRB OVERTURNINGTam• By inspection use least dead weight for resistance against Wind and Earthquake - Load Cases 4 & 5 Load Case 4 - 0.9DL + 1.0W MOTM = 1.OW = 1.0 * 4.92 kips * 26 ft/2 = 64 k - ft MR = 0.9E = 0.9 * 12.5/2 * 182.6 = 1,027 k - ft Load Case 4 - 0.9DL + 1.0E MOTM = MR= MR MOTM 1.0E = 1.0 * 54.1*15.5 + 32.5*12.5/2 = 0.9E = 0.9 * 12.5/2 * 182.6 = MR Total Tu = (1.OMoTM - 0.9MR) / 8 ft = (1042 -1027) / 8 Total Tu = 2 kips Therefore no holdown required for wind 1,042 k - ft 1,027 k - ft < MOTM Therefore holdown required for seismic Divide among 4 anchor bolts in tension zone, Tub,* = 0.5 kips/bolt — .SA'y 1 Kip) Pt,/- Pot.11v.1-d v SA.?-t.S iAr.,i y. d=8 74)" 0 rA- ',yr 71-/ 11-1/C''3t`O 3 PD/ Powers Desiggn Assist. Version: 2.1.4954.22360 Company name: Baker Commodities Project: Tank Additions Project number: 13.054 Date: 8/22/2013 Page: 1/5 Project data: Company name: Project name: Baker Commodities Tank Additions Name of the project engineer: BIRB Topic: Project description: Remarks: Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers lane. Brewster, NY 10509. USA. http:Ilwww.powers.coml PDI Powers Design Assist` Version: 2.1.4954.22360 Company name: Baker Commodities Project: Tank Additions Project number: 13.054 Date: 8/22/2013 Page: 2/5 Geometry: Load actions: Obi, [ft-ibj Z _._._* X Vux x Design loads / actions Nu Vux 1000 0 V uy 0 Mux 0 Muy 0 mu, 0 Eccentric profile ex = 0.00 inch; ey = 0.00 inch Load reversal X -direction: 100% Load reversal Y -direction: 100% Input data and results must be cheated tor agreement with the existing arcumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10608, USA, http:/lwww.powers.coml IS Powers Desitin Assi$t° Version: 2.1.4964.22360 Company name: Project: Project number: Baker Commodities Tank Additions 13.054 Date: 8/22/2013 Page: 3/5 Calculations: Selected anchor: Effective embedment depth: Approval: Basic principles design: Hex Bolt F1554 Gr 36 - 7/8", Grade 36 (CIP) hef = 10.000 inch ACI 318 Appendix D Issued: 1/1/2002 Design method: Concrete: Load combination: Reinforcement: Stand-off: CIP Torque (ACI 318 D.8): Seismic Loads: Resulting anchor forces / load distribution: xiY4 Max. concrete compression strain: Max. concrete compression stress: Resulting tension force: Resulting compression force: Summary: 0.00 960 0 psi 1000 Ib 0 Ib ACI 318-08 (Appendix D) Normal weight concrete, cracked concrete, f = 2500 psi taken from Section 9.2 none edge reinforcement or < #4 bar Condition B not existent No (Concrete cover edge: 3.00 inch, member thickness cover: 3.00 inch) Yes Design proof Demand Tension load 1000 Ib Shear load Interaction Anchor plate: Material: Length x width: Actual plate thickness: Calculated plate thickness: Profile: none selected Anchor No. Tension load #1 1000 Ib Maximum 1000 Ib Capacity 3738 Ib Status 0.27 5 1.0 fyk = 36000 psi 24.00 inch x 4.00 inch 0.500 inch not calculated Input data and results must be checked for agreement with the existing circumstances, the.standards and guidehnes and must be chedced for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, htip:Uwww.powers.com/ Shear Toad 0 lb 0 Ib OK Version: 2.1.4954.22360 Company name: Baker Commodities Project: Tank Additions Protect number: 13.054 Date: 8/22/2013 Page: 4/5 Design proof tension loading: Steel strength: Nsa *Nsa Nua Design proof: Nua / (c1) * Nsa) = 1000 Ib / 20097 Ib = 0.05 s 1.00 Concrete strength: = 26796 Ib = etv * Nsa = 0.75 * 26796 Ib = 20097 Ib = 1000 Ib hof kc Nb A Nc0 ANc Wec,N,x Wec,N,y Wed,N Wc,N Wcp,N "*Ncb Nua Design proof: Pullout / Bond strength: Cbt *Npn Nua Design proof: Reference D.5.1 D.5.1.2 = 10.000 inch = 24.0 = kc * fc' 0.5 * hef1.5 = 24.0 * 50.00 * 31.623 = 37947 Ib D.5.2.2 = 900.00 inch2 = 900.00 inch2 = 1.000 D.5.2.4 = 1.000 D.5.2.4 = 1.000 D.5.2.5 = 1.00 D.5.2.6 = 1.000 D.5.2.7 = mseis * `bduct * * (ANc /ANW) * Wec,N,x * Wec,N,y * Wed,N * Wc,N * tPcp,N * Nb D.5.2.1 = 0.75 * 0.40 * 0.70 * (900.00 / 900.00) * 1.000 * 1.000 * 1.000 * 1.00 * 1.000 * 37947 Ib = 7969 Ib = 1000 Ib Nua / (0* Ncbg) = 1000 lb / 7969 Ib = 0.13 s 1.00 =mseis*Oduct**Wc,P*8*Abrg*fc' = 0.75 * 0.40 * 0.70 * 1.0 * 8 * 0.89 * 2500 = 3738 Ib = 1000 ib Nua / (c1)* Npn) = 1000 Ib / 3738 Ib = 0.27 5 1.00 Fastening old Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10609, USA, http:gwww.powers.coml 7 PD/ Power Design Assist Version: 2.1.4954.22360 Company name: Baker Commodities Project: Tank Additions Project number: 13.054 Date: 8/22/2013 Page: 5/5 Warnings / remarks: 1`1�1.aF Input data and results roust be checked tor agreement with the existing circumstances, the standards and guideBnes and must be checked for plausibility. Powers Fasteners. 2 Powers lane, Brewster, NY 10509, USA, http:l/www,powers,com/ t II ter 1' -Engineering, P. S. Structural Building Consultants jlLan Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 18 OF DATE DATE 1,1. v- E 3/ b" /`-tg cv k i ju S (J�c.lL. 3,-v,„c./�l �L.. .. TF T = 0,6 FsicA Pi (70 43.t)(01010i ") kips /spy °w t-�1 ,2 /4ccy PER_ 2.4/' PLATE 17, v E-(.1Jit t•-) i iy (� 4-3 k_ 1`;.. (4/). u►)y o , .2_, 1_ Lv E H 1= cr` Otar .?z 1 -Ni ,.. . A Q TO c1•) ) �,� i i pF, 2. "Ilk=°•,1 (c-7.sk�(1S L)-�(t$1,,(0—) sJL ' So6+ 131' 1 O 1,. f.... 7 .... ' , .. O k'W/ FTC Z u 1 b `rEhck• noN /5 3 Q T /N yr 1,s 7-1-11 cir D 11 P -Engineering, P. S. 11 Structural Building Consultants 011,FAILNA Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 9 OF DATE DATE -TWO T" N K Ccm - 3 i T101� (so%L.. 13R-6 Pa - i ) A.� 1 t. N" 1 8S b1= $1:61( Eh,= K 54. I K 31.51( EVz _ 32.5K ('-')(1 ')(39') (tsoPcF) t �M' -- (8.5`)(181-.10K)--�S.s1)(182.(o1<) 2.. if ti I1 e by. M�P � K 18 .6 t181.0 ..1- 104k N M;An1.F So1L- AuLow rx0()1_ HEEL (. 0.7 E — o O,?Morm 0:7 g5,4,1k 17;s't 54,1K)(17.1._ 13 Ko K=► -T 0 (, fAK. 0,6 [L(.')-- �e3. X3H/1.) -t is , (1.534 f 7 K-Fi 'AR .> o.? f''�,►n� 9.3 �! D H P -Engineering, P. S. PI Structural Building Consultants ;Awe Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 1-O OF DATE DATE LOFM CJ r Vt4("4.L 0,Jer s ovEk D t o.?E 0.(,o+e LOovb Sol L ran -C) Prtessoilt,s EV fNEC)t,Et..-MO PER IGF 7. SEc.T(ON Pok. sok, ISScyTHv�S G. V1"3 a- ► (o k - f= -T- 1 —T E r4NK [w1 t, 191.6k = 36S.. -i< CiorSt L: D -i- 0,7 E p:- 31.5K Ey), D FD3QSIbliok t o, M _ l3101( -r S t .3 r31 - (0e 5914,31/4 '- (!')(W4)39 ) /4..u_ 13(14) = 1500 P3 >=- ( 'I' (L- SOI t S RC pc)A ° 'l3 IN-rote/ME % It of Se- (SAIL (E.-: QC0Dt ?� K K)( ` 13-1-40/<- P0,1/4 0. d E - . O.6 (365 1.`(t 1821_k) t `0,7 (71-=s4 1-11-S1/4)::1-11-S1/4)::375k; 1'3.14k''c- F r 3.591 . Z _ S.67 375 k 3154 l + (4)0.94 00 F O. z.3. ►F 0,)(714) L 9 ill off ,..• %3 zbKf �3 L5.zK�(0 =13 5.`l4,3) ±(a)(1. ). = I.35 .1.Q17.1.Q17o,59 tqF . 7 D H P -Engineering, P. S. Vii!Structural Building Consultants Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET )-1 OF DATE DATE c Pc.}=) = 30o p� I , i%*)(0„t i) 801 80► QEF e(),7081111.71-)1= 1 co pLK ( 89.75 pLF) ag514.1``)Qs. a -CAA-c.. .771(41f 7,'Z (z, t Lt 1. A c.c'jZh1j �v 1_0Ap`'Tf C- CE Nin-tk0 oF- 405r( --r c tes-LE_. (0.08 K/Fr cc74. 7 CeN+, A0= C1•b) (0.5755 7) = 3, (n- 71) - _ .5. 3 N1 j n` vs� (1) #6 a ` I L' (lc QoT: .. S C DHP- Engineering, P. S. Structural Building Consultants ('eft! Phone (253) 220-0848 PROJECT JOB # SHEET OF DESIGNED DATE CHECKED DATE 3 odwtei . Fc ri r;(1 r ..: raw -qui -91i DHP Engineering KentHVA 253-220-0848 Project Title: En9ineer: Project Descr: Beam on Elastic Foundation Description: Fooling Design with 12' and 12' tanks (1.0D +0.7E) CODE REFERENCES. Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 Matekial Properties , . . 'V •, 23 Project ID: Printed: 23 AUG 2013, 4:38PM File 0201314Slu0ozocitiOoquAt-..B.Ep6. ' ENEOcgc.iNc,'19.8.1-2013,',Bviktli.13.7.1i:v,erit.13:7131„;7;: Licensee :,DHP ENGINEERING .$.01.11-14- 0-tc11QN, fc = 3.0 ksi 6 Phi Values Flexure: 0.90 fr = fc1/2 * 7.50 = 410.792 psi Shear: 0.750 IV Density = 145.0 pct 13 1 = 0.850 it Lt VVI Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 100.0 psi / (inch deflection) Load Combination ASCE 7-05 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = ),000.0 ksi E - Stirrups .29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, r4,..00)0) D(0101) ; E(0.1) + * E(t.08) D(01301)E(-6.68) * * +1* i D(0.3) *t * :Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing.... 146 at 3.0 in from Bottom, from 0.0 to 34.0 ft in this span :AppliedLoads:' Load for Span Number 1 -121 pan= .0 ft 146 at 2.250 in from Top, from 0.0 to 34.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.30 k/ft, Tributary Width = 1.011. (Wftg uniform) Uniform Load : D = 0.8010 k/ft, Extent = 2.333 -» 15.0 ft, Tributary Width = 1.011, (Tank W1 dead unit) Uniform Load: D = 0.8010 k/ft, Extent = 19.333 -» 31.667 ft, Tributary Width = 1.0 ft, (Tank W2 dead unit) Uniform Load: E = 0.10 k/ft, Extent = 2.333 -» 15.0 ft, Tributary Width = 1.011, (Tank W1 Ev service) Uniform Load: E = 0.10 k/ft, Extent = 19.333 -» 31.667 ft, Tributary Width = 1.0 ft, (Tank W2 Ev service) Point Load : E 6.080 k a 6.0 ft Point Load : E = -6.080 k 11.380 ft Point Load : E = 6.080 k 22.630 ft Point Load : E -6.080 k 28.0 ft DESIGN'SUMMARY •-• Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.416: 1 Typical Section 17.483 k -ft 42.035 k -ft +1.200+0.501_40.20S+E 22.800 ft Span # 1 Maximum Soil Pressure = • Vertkal.:Reaaion0'-'7'..Utifactoied-::::1., Load Combination Support 1 verall MAXimum 0.470 D Only 0.297 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.243 ksf at 0.00 ft Support notation : Far left is #1 • -•Design OK 0.000 in 0.000 in 0.086 in 0.031 in Support 2 0.296 0.296 DHP Engineering Kent; WA 253-220-0848 Beam on Elastic Foundation Project Title: Engineer: Project Descr. Description : Footing Design with 12' and 12' tanks (1.0D +0.7E) Vertical Reactions,-: Unfactored .::,, Load Combination Support 1 Support 2 ; 0.470 0.169 D+E Support notation : Far left is #1 1••( Project ID: Prinked: 23 AUG 2013. 4'38PM Fite = L12013110JJAbFCICatcs46DG7DFA� .EC6 %t NF.RCALC INC: 198 .2Q 13,,Ba1¢&13.7.31 10:j :l. Licensee : DHP ENGINEERING -Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in ,Maximum-Fort:es:&;Stresses foroad Combinations Load CombinationLocation (ft) Bending Stress Results (k -ft ) Segment Length Span # In Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 22.800 17.48 42.04 0.42 +1.20D+0.50L+0.20S+E Span # 1 1 22.800 17.48 42.04 0.42 +0.90D+E+1.60H Span # 1 1 22.800 16.63 42.04 0.40 Overall; Maximum; Deflections=.Unfactored:Loads Load Combination Span Max. • ' Defl Location hi Span 0 S°`.1�� v(�S ( Q1Q Span 1 Load Combination Detailed Shearinformation 1 0.0864 0.000 Max. •+• Defl Location in Span 0.0000 0.000 Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi`Vc Comment Ptii'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) ; DHP Engineering Kent WA 253-220-0848 . , • , Beamon Elastic Foundation • • Project Title: En9ineer Project Desa: Project ID: Printed 23 AUG 2013. 4 38PM ; File 7' I-A20)31.03.1lAkk-cCe.itist.DG7.0M-P.-c.C6':?; Lic# ER.CALC:INC:,1983;2013,tuild:6.13,t31; vai:613131V . : KW -06004293 - • • • Licensee : DHP'ENGINEERING Description: Footing Design witt112' and 12' tanks (1.0D + 0.7E) Detailed Shear Information Span Distance VVu (k) Mu d*VidiViu PhrVcComment Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Reqd Suggest 40.9004E+1.60H 1 14.80 21.75 1.40 1.40 6.07 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 15.20 21.75 1.49 1.49 5.58 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 15.60 21.75 1.74 1.74 5.00 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 40.90D+E+1.6011 1 16.00 21.75 2.00 2.00 4.33 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 16.40 21.75 2.25 2.25 3.55 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 16.80 21.75 2.50 2.50 2.67 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.200+0.50L+0.20S+E 1 17.20 21.75 2.81 2.81 2.33 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 17,60 21.75 3.14 3.14 1.23 1.00 22.02 Vu < PhIVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 18.00 21.75 3.47 3.47 0.01 1.00 22.02 Vu < PhiVe/2 Not Reqd 0.00 0.00 +1.20040.50L+0.20S+E 1 18.40 21.75 3.79 3.79 1.35 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 18.80 21.75 4.12 4.12 2.84 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 19.20 21.75 4.45 4.45 4.46 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 19.60 21.75 4.49 4.49 6.17 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 20.00 21.75 4.39 4.39 7.86 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.Q0 • +1.20D+0.50L+0.20S+E 1 20.40 21.75 4.30 4.30 9.50 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 20.80 21.75 4.20 4.20 11.10 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 21.20 21.75 4.10 4.10 12.67 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 21.60 21.75 3.99 3.99 14.19 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 22.00 21.75 3.89 3.89 15.68 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 _.,+1.20D+0.50L+0.20S+E 1 22.40 21.75 3.78 3.78 17.12 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 '0.90D4E+1.60H 1 22.80 21.75 -2.68 2.68 16.63 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 23.20 21.75 -2.77 2.77 15.47 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 23.60 21.75 -2.87 2.87 14.27 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 24.00 21.75 -2.98 2.98 13.04 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 40.900+E+1.60H 1 24.40 21.75 -3.09 3.09 11.76 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 24.80 21.75 -3.20 3.20 10.44 1.00 22.02 Vu < PhiVct2 Not Reqd 0.00 0.00 +0.900+E+1.60H 1 25.20 21.75 -3.32 3.32 9.07 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 25.60 21.75 -3.45 3.45 7.65 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 26.00 21.75 -3.59 3.59 6.19 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 26.40 21.75 -3.73 3.73 4.66 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.6011 1 26.80 21.75 -3.89 3.89 3.08 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 27.20 21,75 -4.05 4.05 1.44 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 27.60 21.75 -4.22 4.22 0.96 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 28.00 21.75 -4.42 4.42 0.84 1.00 22.02 Vu < PhVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 28.40 21.75 1.51 1.51 1.45 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 28.80 21.75 1.32 1.32 0.93 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 29.20 21.75 1.12 1.12 0.49 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 29.60 21.75 0.92 0.92 0.13 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 30.00 21.75 0.70 0.70 0.15 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E+1.60H 1 30.40 21.75 0.48 0.48 0.35 1.00 22.02 Vu < PhiVel2 Not Reqd 0.00 0.00 +0.90D+E+1.60H 1 30.80 21.75 0.26 0.26 0.45 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 31.20 21.75 -0.25 0.25 1.03 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 31.60 21.75 -0.52 0.52 0.82 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 32.00 21.75 -0.45 0.45 0.56 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 32.40 21.75 -0.32 0.32 0.35 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 32.80 21.75 -0.20 0.20 0.19 1.00 22.02 Vu < PhiVcr2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.20S+E 1 33.20 21.75 -0.08 0.08 0.08 1.00 22.02 Vu < PhlVd2 Not Reqd 0.00 0.00 1.90D+E+1.60H 1 33.60 21.75 0.03 0.03 0.01 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 DHP- Engineering, P. S. ° Structural Building Consultants rifilz21 Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 1'6 OF DATE DATE Ott£ Atari Com i3'1O T. .18.i-. (0K • 18' Ems,: = 31; S K Nr; - : 0.')Ct8`)079(ISo ..PcF) 11,s (GY 3049LO-10 04,L, PTy) U✓ Er;-T.-ste (N (� M0 - 0.7 [(poi( )(17.5I. c,(3:: K 04o Mk 0.b 182.6 )5(2)-4- eiLe )6t 1�_S, 3,:7 DHP- Engineering, P. S. Structural Building Consultants --FARM! Phone (253) 220-0848 PROJECT JOB # DESIGNED CHECKED SHEET 1' 7 OF DATE DATE L-OA.D c4 -.1E3 @ F:D N . Say L 9 A -f pr4.... ` 4,1,41t1) GS"A.To IJ r o. 7... 0.60 t. O,7 E F 17,C(t( P _ P_.r-T(i 91A3 3 t•-oNC) il) MLS SS C3,P--tt vvE21.t3 ottp i63 K r; D -t 1)1.0E- ,7-_...�S ,- 0.7:E.. oM p ^ 63x -t(L)(o)' e= . M a ‘c)) ‘c ► z, 1.3 P 2`ti;2K ((-j. (De- — 2-97.1-K = b 6.3. - MQ012 t I$ .= lb93: P 1:)So P3A / tA.- tiny = 'D -SC f C (j) K &r . 4 o., ko (71.8 k )H 7-* (c3 K p- . p A -S o.1.0P to r K 94%1(1 I- k).-1 (31.5K) 187. k M X63 k -FT 3.S3• iia ) :3c..-1539 Sorb y...... 139c, . (33 r < -s . PS F ' K. • r*�A DHP- Engineering, P. S. Structural Building Consultants p Vii% rt o ASIM Phone (253) 220-0848 PROJECT JOB # SHEET 2g OF DESIGNED DATE CHECKED DATE Soli.. op._() PtiE.SSotti !Sa:ocp) 3oo::"PAF C3,7 Dx•SKI(171) (11-.‘ 0.7 [(Pi, 100 .s')/Q-p)(s:3, CE,aino►p �M& m'S Qpp . 0 % Mt:. C 11 O N C TAN K DHP Engineering Kent, WA .253-220-0848 Beam on Elastic Foungation, • Lic. #: KW -06004293 , Description Fooling Design with single 12 tank (1.00 +0.7E) - East_West Direction ,.'CODEREFERENCEV Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 .NfateliOrPropettlet • . = 3.0 ksi fr = Pc112 * 7.50 = 410.792 psi kjf Density = 145.0 pcf X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0ksi Soil Subgrade Modulus = 100.0 psi / (inch deflection) Load Combination ASCE 7-05 fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Rebar = ),000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, Project Title: Engineer: Project Descr: Project ID: Printed 26 AUG 2013. 12 20PM - L12013.11UAM,Cerias19DG71*--13.ED: ENERCALC,K161:13,2013,:fliukk6:13/.11;,i/ea.A3.74:i. Licensee: DHP ENGINEERING fc di Phi Values Flexure : 0.90 Shear : 0.750 0.850 E(6.42) 40.0 ksi .29,000.0 ksi = # 3 2 E(-6.42) • 12" w x 24" h Span=18.0 ft Cross Section-8Reinforcing Details . Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#6 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Applied Loads Load for Span Number 1 1-#6 at 2.250 in from Top, from 0.0 to 18.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.30 k/ft, Tributary Width = 1.0 ft, (WO uniform) Uniform Load: D = 0.8010 k/ft, Extent = 2.666 —» 15.333 ft, Tributary Width = 1.0 ft, (Tank W1 dead unit) Uniform Load: E = 0.1056 k/ft, Extent = 2.666 —» 15.333 ft, Tributary Width = 1.0 ft, (Tank W1 Ev service) Point Load : E = 6.420 k at 6.310 ft Point Load : E = -6.420 k 11.690 ft -DESIGN SUMMARY • .. Maximum Bending Stress Ratio = 0.394: 1 Section used for this span Typical Section Mu : Applied 16.543 k -ft Mn • Phi : Allowable 42.035 k -ft Load Combination +1.20D40.50L+0.20S+E Location of maximum on span 6.353 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.474 ksf ---,,'Vertical Reactions =-Unfactored Load Combination Support 1 Support 2 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection at 0.00 ft Support notation : Far left is #1 • Design OK 0.000 in 0.000 in 0.102 in 0.017 in Overall MAXimum 0.295 0.159 D Only 0.159 0.159 D+E 0.295 0.049 - Shear StirruPRequIreinents - Entire Beam Span Length : Vu < PhiVot2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in DHP Engineering Ken, WA .253-220-0848 Beam on Elastic Foundation Lic: # KW -06004293 Project Title: Engineer: Project Descr: Description : Footing Design with single 12' tank (1.0D + 0.7E) - East_West Direction Maximum Forces':& Stresses for load Combinations , ..: Load Combination Location ftBending Stress Results (k -ft ) Segment Length Span # in Span) Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.353 16.54 42.04 0.39 +1.200+0.50L+0.20S+E Span # 1 1 6.353 16.54 42.04 0.39 40.9004E+1.60H Span # 1 1 6.353 14.96 42.04 0.36 Overatl.Maximum:Defiect ores • unfactored Loads', . Load Combination Span Max. • ' Deft Location In Span Load Combination Span 1 DetailedShear,lnformation 30 Project ID: Printed 26 AUG 2013. 12:2SPM Fde L:)2013t1QJJAMF(.1t aies16DG7DM-8.EC6 • ENERCALC, INC; 1983-2013, alit:6.13.7 31, Ver.6,13.7.31 Licensee`: DHP; ENGINEERING, t 0.1024 0.000 Max. '+• Deft Location in Span 0.0000 0.000 Load Combination +1.200+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.200+0.50 L+0.205+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E - +1.20D+0.50L+0.20S+E •1.20D+0.50L+0.20S+E +1.20 D+O.50 L+O.20 S+E +1.20D+0.50L+0.20S+E +1.20 D+0.50 L+0.20 S+E 41.20040.50E+0.205+E +1.20D+0.50L+0.20S+E +1.200+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.200+0.50L+020S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+020S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.200+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +1.20D+0.50L+0.20S+E +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.900+E+1.60H +0.9001E+1.60H `- t0.90D+E+1.60H 0.9004E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H 40.90D+E+1.60H +0.9004E+1.60H Span Distance 'd' Vu (k) Number (ft) (in) Actual Design 1 0.00 21.75 0.17 0.17 1 0.21 21.75 0.44 0.44 1 0.42 21.75 0.71 0.71 1 0.64 21.75 0.97 0.97 1 0.85 21.75 1.24 1.24 1 1.06 21.75 1.50 1.50 1 1.27 21.75 1.76 1.76 1 1.48 21.75 2.02 2.02 1 1.69 21.75 2.27 2.27 1 1.91 21.75 2.53 2.53 1 2.12 21.75 2.78 2.78 1 2.33 21.75 3.03 3.03 1 2.54 21.75 3.28 3.28 1 2.75 21.75 3.44 3.44 1 2.96 21.75 3.46 3.46 1 3.18 21.75 3.47 3.47 1 3.39 21.75 3.49 3.49 1 3.60 21.75 3.51 3.51 1 3.81 21.75 3.52 3.52 1 4.02 21.75 3.53 3.53 1 4.24 21.75 3.54 3.54 1 4.45 21.75 3.54 3.54 1 4.66 21.75 3.55 3.55 1 4.87 21.75 3.55 3.55 1 5.08 21.75 3.55 3.55 1 5.29 21.75 3.55 3.55 1 5.51 21.75 3.54 3.54 1 5.72 21.75 3.54 3.54 1 5.93 21.75 3.53 3.53 1 6.14 21.75 3.52 3.52 1 6.35 21.75 -3.11 3.11 1 6.56 21.75 -3.11 3.11 1 6.78 21.75 -3.12 3.12 1 6.99 21.75 -3.13 3.13 1 7.20 21.75 -3.14 3.14 1 7.41 21.75 -3.16 3.16 1 7.62 21.75 -3.18 3.18 1 7.84 21.75 -3.21 3.21 1 8.05 21.75 -3.23 3.23 1 8.26 21.75 -326 3.26 1 8.47 21.75 -3.30 3.30 1 8.68 21.75 -3.34 3.34 Mu d'Vu/Mu Phi'Vc Comment Phil's Spacing (in) (k -ft) (k) (k) Req'd Suggest 0.00 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 0.03 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 0.11 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.26 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.45 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 0.71 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.02 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.38 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.80 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 2.27 1.00 22.02 Vu < PhVd2 Not Reqd 0.00 0.00 2.80 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 3.38 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 4.01 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 4.70 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 5.39 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 6.09 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 6.79 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 7.50 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 8.21 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 8.93 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 9.64 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 10.36 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 11.08 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 11.80 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 12.52 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 13.24 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 13.96 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 14.67 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 15.39 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 16.11 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 14.96 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 14.27 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 13.59 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 12.90 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 12.22 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 11.53 1.00 22.02 Vu < PhVd2 Not Reqd 0.00 0.00 10.83 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 10.13 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 -- 0.00 9.43 1.00 22.02 Vu < Ph Vd2 Not Reqd 0.00 0.00 8.72 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 8.00 1.00 22.02 Vu < PhVd2 Not Reqd 0.00 0.00 7.28 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 DHP Engineering Keit, WA 253-220-0848 'Beam on Elastic Foundation`., Project Title: Engineer: Project Descr Description : Footing Design with single 17 tank (1.0D +0.7E) - East_West Direction Detailed' Shearinfor ation Span Distance Load Combination Number (ft) (in) +0.900+E+1.60H 1 8.89 21.75 +0.9004E+1.60H 1 9.11 21.75 40.90114E+1.601i 1 9.32 21.75 +1.20D+0.50L+0.20S4E 1 9.53 21.75 +1.20D+0.50L+0.20S+E 1 9.74 21.75 +1.20D40.50140.2084E 1 9.95 21.75 +1.20D+0.501.+0.20S+E 1 10.16 21.75 +1.20D+0.50L+0.20S+E 1 10.38 21,75 +1.20D+0.50L+0.20S+E 1 10.59 21.75 +1.200+0.50L+0.20S+E 1 10.80 21.75 +1.20D+0.50L+0.20S+E 1 11.01 21.75 +1.20D+0.50L+0.20S+E 1 11.22 21.75 +1.20D+0.50L+0.20S+E 1 11.44 21.75 +1.20D+0.50L+0.20S+E 1 11.65 21.75 +0.90D+E+1.60H 1 11.86 21.75 +0.90D+E+1.60H 1 12.07 21.75 40.900+E+1.60H 1 12.28 21.75 40.9004E+1.60H 1 12.49 21.75 40.900+E+1.60H 1 12.71 21.75 '0'90D4E+1'60H 1 12.92 21.75 '.0.90D+E+1.60H 1 13.13 21.75 +0.90D+1.60H 1 13.34 21.75 40.90D+E+1.60H 1 13.55 21.75 40.90D+E+1.60H 1 13.76 21.75 0'90 +1.60H 1 13.98 21.75 40.90D4E+1.60H 1 14.19 21.75 +0.90D+E+1.60H 1 14.40 21.75 +0.90D4E+1.60H 1 14.61 21.75 40.90D+E+1.60H 1 14.82 21.75 40.900+E+1.60H 1 15.04 21.75 +1.200+0.50L+0.20S+E 1 15.25 21.75 +1.20D+0.50L+0.20S+E 1 15.46 21.75 +1.20D40.50L+0.20S+E 1 15.67 21.75 +1.20040.50L+0.20S+E 1 15.88 21.75 +1.20D+0.50L+0.20S+E 1 16.09 21.75 +1.20D40.50L40.20S+E 1 16.31 21.75 +1.20D+0.501+0.20S+E 1 16.52 21.75 +0.900+E+1.60H 1 16.73 21.75 +0.90D4E+1.60H 1 16.94 21.75 40.900+E+1.60H 1 17.15 21.75 90.9004E+1.60H 1 17.36 21.75 40.90D4E+1.60H 1 17.58 21.75 90.9009E+1.60H 1 17.79 21.75 Vu (k) Actual Design -3.38 3.38 -3.42 3.42 91 Project ID: Printed: 26 AUG 2013, t2:20PM FBs . L.1201314JJAIN�C1Ca.l isti?G7DA4';9Et.6 NERCALC, INC.1983Z013, t 16,13.731 V &131.31;__ Licensee : DHP ENGINEERING Mu d`Vu/Mu Phi*Vc Commit Phi'Vs Spacing (in) (k -ft) (k) (k) Req'd Suggest 6.55 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 5.81 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -3.47 3.47 5.06 1.00 22.02 Vu < PhVc/2 Not Reqd 0.00 0.00 3.53 3.53 6.09 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 3.59 3.59 5.31 1.00 22.02 Vu < PhiVc12 Not Reqd 0.00 0.00 -3,67 3.67 4.52 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -3.74 3.74 3.71 1.00 22.02 Vu < PhlVd2 Not Reqd 0.00 0.00 -3.82. 3.82 2.89 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -3.91 3.91 2.04 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -3.99 3.99 1.19 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -4.08 4.08 0.31 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -4.18 4.18 0.59 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -4.28 4.28 1.51 1.00 22.02 Vu < Ph Vd2 Not Reqd 0.00 0.00 -4.38 4.38 2.44 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 2.08 2.08 3.87 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.98 1.98 3.46 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.88 1.88 3.06 1.00 22.02 Vu < PhIVd2 Not Reqd 0.00 0.00 1.78 1.78 2.69 1.00 22.02 Vu < Ph1/d2 Not Reqd 0.00 0.00 1.67 1.67 2.34 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.56 1.56 2.01 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.44 1.44 1.70 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.32 1.32 1.42 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.20 1.20 1.17 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 1.07 1.07 0.94 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.95 0.95 0.74 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.81 0.81 0.56 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.68 0.68 0.41 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.54 0.54 0.29 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.39 0.39 0.21 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.25 0.25 0.15 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.29 0.29 0.46 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.32 0.32 0.38 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.27 0.27 0.30 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.22 0.22 0.24 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.18 0.18 0.18 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.14 0.14 0.13 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 -0.10 0.10 0.10 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.10 0.10 0.06 1,00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 0.09 0.09 0.04 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.08 0.08 0.03 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.07 0.07 0.02 1.00 22.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 0.06 0.06 0.01 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 0.04 0.04 0.00 1.00 22.02 Vu < PhiVd2 Not Reqd 0.00 0.00 PROJECT NAME: BAKER COMMODITIES PROJECT NUMBER: 13.054 DHP - ENGINEERING, PS STRUCTURAL BUILDING CONSULTANTS SHEET 3.3 08/19/13 DESIGN BY: BIRB 1 CONCRETE PIT AREA CHECK GROSS STORAGE VOLUME AreaA=50ftx40ftx3ft= 6,000 ft3 AreaB= 39.5 ft x 20 ft x 4.5 ft = 3,555 ft3 AreaC= 39.5 ft x 30 ft x 4.5 ft= 5,333 ft3 Area D= 50 ft x 19.5 ft x 4.5 ft = 4,388 ft3 TOTAL GROSS storage area = 19,275 ft3 LARGEST TANK VOLUME (Per City of Tukwila TMC 18.66.130 & 8/12/13 Pre -App Response) Existing (E) Tank 1*14 = 82,000 gallons = New (N) W-1 or W-2 = 22,997 gallons = 10,963 ft3 2,938 ft3 LARGEST Tank Volume = 10,963 ft3 Storage volume = 110% of Total Tank Volume = 1.1 x 10,963 = STORAGE REDUCTION VOLUME (Largest of existing or new) 12,059 ft3 Area A (E) Tank Volume reduction = (4)(31(PI)(11 FT)2/4 + (2)(3')(PI)(13 FT)2/4 + (3')(PI)(6 FT)2/4 = 2,022 ft3 Area B (N) Tank Volume reduction = (2)(2.51(P1)(12 FT)2/4 = 565 ft3 Area B (N) Slab reduction = 2 ft x 34.5 ft x 20 ft = 1,380 ft3 Area D (E) Tank Volume reduction = 4 ft x 4 ft x 16 ft = 256 ft3 TOTAL Net Reduction in area = 4,223 ft3 TOTAL NET STORAGE AFTER ADDITION OF NEW TANKS & SLAB = GROSS VOLUME - STORAGE REDUCTION VOLUME = 15,052 ft3 ADDITIONAL STORAGE REQUIRED = 0 ft3 Existing lagoon or storage area sufficient 4O l! 1y `no, it 35 50 d e:: yo ? 4' 9 3 " 0 6 e 19 tea * ?k e--, rea_. LJ% c 1. , G re ase _ .. CG/! 7cr /vet ev> s 4, 3b STRUCTURE — GENERAL LAYOUT Existing Tanks & Structure -no -1 -to 14- New tanks no -15 1. MAIN ROAD AROUND PLANT 2. TRUCK LOADING AREA 3. TANK LOADING PUMP 4. CLEARING TANK - 6' DIAMETER, 8' HIGH, CAPACITY 2,003.0 LBS 5. 11' DIAMETER, 40' HIGH TANK, CAPACITY 97.38 TONS 6. 11' DIAMETER, 40' HIGH TANK, CAPACITY 97.38 TONS 7. 11' DIAMETER, 40' HIGH TANK, CAPACITY 97.38 TONS 8. 11' DIAMETER, 40' HIGH TANK, CAPACITY 97.38 TONS 9. 13' DIAMETER, 34' HIGH TANK, CAPACITY 94 TONS 10. 13' DIAMETER, 34' HIGH TANK, CAPACITY 94 TONS 11. 50'X100' LAGOON 12. GREASE CONTAINER CLEANING AREA 13. FUEL PUMP ISLAND - GAS AND DIESEL 14. 82,000 GAL RAW WATER TANK (WITH BRIM) 15. Two waste water storage tanks 12' diameter 26' high capacity for each tank is 21,997 gallons and weight 91.3 tons full. To be set in the remaining 40'z 40' Containment Lagoon. THE LAGOON IS OVER 200 FEET FROM OUR PROPERTY LINES. ALL WATER OR SPILLAGE IN THE LAGOON IS PUMPED TO OUR WATER TREATMENT SYSTEM. August 12, 2013 City of Tukwila Department of Community Development Mike Bulleri Baker Commodities Inc PO Box 58368 Seattle, WA 98138 RE: Pre -Application Meeting PRE13-014 Dear Mr. Bulleri: 37 Jim Haggerton, Mayor Jack Pace, Director Enclosed please find the written comments from those departments present at your pre -application meeting held on August 1, 2013 at 2:30 p.m. Should you have any questions after reviewing the enclosed information, please feel free to contact the appropriate staff member. I have enclosed a copy of the sign in sheet which lists those present at your meeting. If you should have any general questions relating to the next step in the process, please feel free to contact me at (206)431-3672. We hope this information is helpful to you and your team and look forward to working with you on your project. Sincerely, told& qt(i\--- Brenda Holt Permit Coordinator enol xc: PREI3-014 bh 08/12/2013 H:1Pre-ApplicationTRE13-014-1etter.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax: 206-431-3665 3a The following performance standards shall apply to rendering plants, in addition to the performance standards for the applicable zoning district: A. Any new facilities constructed at a rendering plant which will be used for storage or transmission of liquid or semi-liquid products will be protected by containment facilities capable of preventing the release of any product into surface or ground waters in the event of a _f more 4tiav1- one Slrot � d ItSw►.sStova. cac►1th, is spill orbreakage.4 pv ethed 1�,,, k,ou,,,dmo "A- coLCIk Suc1o• c q� khw�,(. �a Ca tANA bkoak 10A. o4.c t ewk size o tr 5- B. Any new facilities will utilize the best feasible odor abatement equipment and shall be designed, constructed and operated so that the new facilities will not increase the risk of odor emissions from the site. C. The facility, including both existing and new facilities, shall comply with applicable air pollution control requirements of the Puget Sound Air Pollution Control Agency, including both procedural and substantive standards. D. A copy of the current Spill Prevention Control and Countermeasure Plan (SPCCP) as required by the Puget Sound Air Pollution Control Agency shall be on file with the DCD. 6503AGo2.rdj 4k. 1c r i S 1DYo jI. or -69. s mis S io, •c. t1 .k so r- -.4A, - cl 3q II. Also, per TMC18.66.130, the following performance standards shall apply: Provide documentation on how the proposal complies with the following standards: 1. Any new facilities constructed at a rendering plant which shall be used for storage or transmission of liquid or semi-liquid products will be protected by containment facilities capable of preventing the release of any product into surface or ground waters in the event of a spill or breakage. If more than one storage or transmission facility is protected by a containment facility, such containment facility shall be of sufficient size to contain a spill of the largest storage or transmission facility so protected. 2. Any new facilities will utilize the best feasible odor abatement control equipment and shall be designed, constructed and operated so that the new facilities will not increase the risk of odor emissions from the site. 3. The facility, including both existing and new facilities, shall comply with applicable air pollution control requirements of the Puget Sound Air Pollution Control Agency, including both procedural and substantive standards. 4. A copy of the current Spill Prevention Control and Countermeasure Plan (SPCCP) for the new facilities required by the Puget Sound Air Pollution Control Agency shalt be on file with the DCD. III. SEPA review is required. Staff requested clarification from the Department of Ecology on whether a SEPA review is required or not. The Department of Ecology has confirmed that SEPA is required. SEPA application is attached. FILiE COPY GEOTECH CONSULTANTS. INC. Permit No. Baker Commodities P.O. Box 58368 Seattle, Washington 98138. Attention: Michael Bulleria y( 13256 Northeast 20th Sweet, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 5 2013 City of Tukwila BUILDING DIVISION August 9, 2013 JN 05375 via email mbulleri@bakercomodities.com Subject: Foundation and Liquefaction Considerations Proposed Two New Wastewater Storage Tanks Seattle Rendering Facility 5795 South 1130th Place Tukwila, Washington Dear Mr. Bulleri: This letter presents our geotechnical recommendations related to design of the foundations for the proposed wastewater storage tanks at the above -referenced address. We previously prepared geotechnical studies dated October 15, 1991 and September 27, 2005 for the tanks that have been installed to date in the existing containment pit. From our discussions, arid the information you provided we expect that two new 22,000 -gallon wastewater storage tanks are to be installed in the central bay of the existing containment pit. !n order to observe the current conditions in the area of the proposed wastewater storage tanks, we visited the site on August 9, 2013. During this visited we were able to meet with both you and representatives of DHP Engineering to discuss the new project. After our 2005 study, six storage tanks were installed on a new 2 -foot -thick concrete mat poured in the northern bay of the containment pit. This mat foundation appears to have performed well, with no indications of excessive settlement. Based on the available information, and our recent observations, it is our professional opinion that the design considerations presented in our previous reports are stili appropriate, An allowable bearing pressure of 2,500 pounds per square foot (psf) can be assumed for the wastewater storage tanks. A one-third increase in this bearing capacity can be used when considering short-term wind or seismic Toads. For footings bearing on a concrete mat, the bearing urea can be assumed to extend one -foot beyond the edge of the tank footing. We recommend a subgrade modulus of 100 pounds per cubic inch (pci) for the soils that underlie the existing slab. Under the International Building Code (!BC), the Site Class would be E. The loose soils that lie immediately beneath the water table are potentially liquefiable. However, the medium -dense condition of the sands above and below this layer makes the probability of widespread liquefaction or a loss of bearing strength low. The use of a reinforced mat foundation is appropriate to mitigate the potentia! risk of bearing loss in the event of seismic liquefaction. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (SRECEIVED 1.0 second period (S1) equals 1.46g and 0.50g, respectively. CITY OF TUKWILA 11 3- o GEOTECH CONSULTANTS, INC. SEP 0 g 2013 PERMIT CENTER Baker Commodities August 9, 2013 JN 05375 Page 2 Please contact us if you have any questions regarding this letter, or if we can be of further assistance. cc: DHP Engineering — Dean Peyton via email deandhpengineerinq, com MRM: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. 8/4/2014 • City of Tukwila Department of Community Development MICHAEL BULLERI PO BOX 58368 SEATTLE, WA 98138 RE: Permit No. D13-290 BAKER COMMODITIES 5795 S 130 PL 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 9/20/2014. 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 9/20/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D13-290 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 March 31, 2014 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director MEMORANDUM TO: Jack Pace, DCD Director and SEPA Responsible Official FM: Carol Lumb, Senior Planner RE: E14-0004 Addendum to E13-0016: Baker Commodities Proposal: Amend the SEPA checklist for E13-0016, a Determination of Nonsignificance issued October 23, 2013 for the following work: • Replace one 20,000 gallon tank and add one new 20,000 gallon tank to store waste water from the rendering facility. The addition of the new tank will allow the waste water to be held longer on site for treatment prior to discharge to the City's sewer system and is not considered an expansion of the nonconforming use on site. At the time of the 2013 SEPA submittal, Baker planned to repair an existing 100,000 gallon tank located in a concrete containment area. When repairs were initiated, Baker determined that the tank has reached the end of its useful life and cannot be repaired, so must be replaced. As a result, the original SEPA Checklist has been revised to add the replacement of the existing 100,000 gallon tank in addition to the replacement of a 20,000 gallon tank and the addition of a 20,000 gallon tank. At the time of the initial SEPA determination, the City reviewed the proposal to assess whether the replacement and addition of two 20,000 gallon tanks was an expansion of the unclassified use on the site and determined it was not. Substituting a new 100,000 gallon tank for a deteriorated 100,000 gallon tank will not expand the capacity of the rendering facility. Findings: 1. Repair of an. existing 100,000 gallon tank is not possible due to its advanced deterioration. 2. The replacement of the 100,000 gallon tank with a tank of the same size is not an expansion of the existing unclassified use on the site. 3. The revisions to the proposed project fall within the impacts analyzed in the original SEPA Checklist and do not represent a substantial change to the Determination of Nonsignificance issued by this Department. CL Page 1 of 2 03/31/2014 4:36 PM H:\\Baker Commodities\SEPA Addendum -Staff Rpt. Baker Commodities SEPA Addendum — E14-006 March 31, 2014 • . Conclusion: The City has reviewed the checklist submitted by Baker Commodities for E13-016 and the additional information submitted for the SEPA Addendum, E14-0004, and determined that it, along with City staff analysis, is adequate in evaluating the impacts associated with replacing the existing 100,000 gallon tank with a new 100,000 tank. • Related Information: 1. SEPA Checklists (E13-0016 and E14-006) 2. ESA Screening Checklists 3. Structural Drawings prepared by DHP Engineering dated 9-3-13 4. Applicant TMC 18.66.120 Compatibility Analysis dated September 6, 2013 5. Spill Prevention Control and Countermeasure Plan, prepared by Seeler Engineering, P.C. September, 2011 cc: Files: E13-016, E14-0004 CL H:\\Baker Commodities\SEPA Addendum Staff Rpt. Page 2 of 2 03/31/2014 4:36 PM City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director SEPA ADDENDUM TO DETERMINATION OF NONSIGNIFICANCE E13-0016 Description of current proposal: Replace rather than repair an existing, deteriorated 100,000 gallon tank at Baker Commodities, a rendering plant with a new 100,000 gallon tank. File Number: E14-0004 Proponent: Mike Bulleri for Baker Commodities. Location of current proposal: 5795 South 130th Place, Tukwila, WA. Lead Agency: City of Tukwila, Department of Community Development Title of Document being added to: SEPA Determination of Nonsignificance, issued by the City of Tukwila on October 23, 2013. Date documents were prepared: March 10, 2014 and August 27, 2013 Documents Available for review at: City of Tukwila, Department of Community Development, 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188, Monday through Friday, 8:30 a.m. — 5:00 p.m. Based on the findings and conclusions in the staff report dated March 31, 2014, the lead agency has determined that there are no adverse impacts associated with the replacement of the 100,000 gallon tank at the Baker Commodities site. Address: 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 Contact Person: Carol Lumb, Senior Planner Telephone: 206-431-3661 Responsible Official: Jack Pace, Director Signature: cc: Files: E13-016, E14-0004 CL H:\\Baker Commodities\SEPA Addendum -E1300016 Page 1 of 1 Telephone: 206-431-3670 Date: Rolf 03/31/2014 4:38 PM • PLAN HPUTING SLIP PERMIT NUMBER: D13-290 DATE: 08/21/14 PROJECT NAME: BAKER COMMODITIES SITE ADDRESS: 5795 S 130 PL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: F5f Af 04.1u1 Building Division Public Works Fire Prevention Structural n Planning Division ❑ Permit Coordinator 0 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/26/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/23/14 Approved Approved with Conditions ❑ Corrections Required ri Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 • PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-290 DATE: 03/10/14 PROJECT NAME: BAKER COMMODITIES SITE ADDRESS: 5795 S 130 PL Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: A -p Building Division el 1Y\ N/A— � 41-- ILI Public Works Si �i N/4 Fire Prevention Structural CVL f1000, Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/11/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 04/08/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-290 PROJECT NAME: BAKER COMMODITIES SITE ADDRESS: 5795 S 130 PL X Original Plan Submittal Response to Correction Letter # _ DATE: 09-09-13 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Iiu ding'vision Public o ks A C�. ' Planning Division Fire Prevention sp Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 09-12-13 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route IV Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 10-10-13 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PROJECT NAME: ,kkv ' C0I/✓yii ej SITE ADDRESS: S7' r s t 30 ? 1 PERMIT NO: t1G--2-q0 ORIGINAL ISSUE DATE: 10 -31-13 REVISION LOG REVISION NO. DATE RECEIVED 3_� Nt STAFF INITIALS STAFF INITIALS ISSUED DATE 4--3o-1 y STAFF INITIALS a Summary of Revision: ,Q .Q ar q - ��c,,..� Wg (' _ 4/a �1-e. Received by: i7.,4a, L ,6,,, Ll rr. REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary off Revision: ,,,,Q.e {S CLes k -v -kA & ,,c-i-TNo4 mi Coc re'(e pad 'Qv, 1.04 L r'€ ui 1 -fir• `ABk,vi t/ Received by: /f,CAGc'L ,3QL/c'r / (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) 41) 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: '/2/ /a i'/ Plan Check/Permit Number: 7 i;3 - 290 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # •2. after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 6-5- s -4-e_ c- T"c n K r c Q Lac e nn c, -Y t Project Address: 5 75'5 S c 13O PL Sc� T -71c w a Contact Person: /% /fie 3, LLC r/ Phone Number: 2b6 2413 _735'7 Summary of Revision: RPu,3Ib ii a 66.nrcre'fc %NSC' tocLJosfe we 71.A 7N K RECEIVER Y OF TUKWILA MG 2 1 Z011¢', PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of re is' n Received at the City of Tukwila Permit Center by: Entered in TRAKiT on Irl~t I 1 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: 3//o Plan Check/Permit Number: D 13- 29D Response to Incomplete Letter # Response to Correction Letter # Revision # ! after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name(( ey,S/on/ To Per mif .D13 -25'o RePloce )As* wal-cr rap., Project Address: 5 775 SQL ng /Jon' PL Jean -lc w 98/78 Contact Person: Mic%aet. 73Llitri Phone Number: 206 213" 7387 Summary of Revision: iS-4iKl9 was -ie & -'7 k ^fo i r6 -,Ve°eiT RePiaCe.• RECEIVED CCTV OF Twannuk MR 10 2014 PERMS CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including dote % revisi'n' C Received at the City of Tukwila Permit Center by: VIP *SI—Entered in Permits Plus on H:\Applications\porms-Applications On Line\2010 Applications\7.2010 - Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople Prier Friendly Page • General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name G D A CONSTRUCTION UBI No. 600293157 Phone 2538476351 Status Active Address 20811 E 92Nd License No. GDACO"131J1 Suite/Apt. License Type Construction Contractor City Graham Effective Date 4/21/1987 State WA Expiration Date 3/15/2014 Zip 98338 Suspend Date County Pierce Specialty 1 General Business Type Individual Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date ANSPACH, GARY D Owner 04/21/1987 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 OHIO CAS INS CO 3037956 03/13/2002 Until Cancelled $12,000.00 02/11/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 14 American States00 01CG317739- 03/13/2012 03/13/2014 $1,000,000.00 02/11/2013 Insurance Co American 13 States 01CG3177399 03/13/2011 03/13/2012 $1,000,000.00 02/11/2011 Insurance Co 12 AMERICAN STATES INS CO 01CG3177398 03/13/2004 03/13/2011 $1,000,000.0002/11/2010 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 10/31/2013