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HomeMy WebLinkAboutPermit D18-0353 - BOEING EMPLOYEES CREDIT UNION - UNDERPINNING OF STAIRSBECU 72770 GATEWAY DR D18-0353 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.eov 2716000075 12770 GATEWAY DR Project Name: , BECU DEVELOPMENT PERMIT Permit Number: D18-0353 Issue Date: 11/19/2018 Permit Expires On: 5/18/2019 Owner: Name: BOEING EMPLOYEES CREDIT UNI Address: PO BOX 97050 , SEATTLE, WA, 98124 Contact Person: Name: TARA TODD Address: 1912 S 146TH ST, SEATAC, WA, 98168 Contractor: Name: MATVEY FOUNDATION REPAIR INC Address: 1912 S 146 ST,SEATAC, WA, 98168 License No: MATVEFR837K5 Lender: Name: BECU - ANDY REISWIG Address: 12770 GATEWAY DR S , TUKWILA, WA, 98168 Phone: (253) 680-9200 Phone: (253) 327-1650 Expiration Date: 6/15/2019 DESCRIPTION OF WORK: UNDERPINNING OF EXISTING STAIRS TO STABILIZE THEM FROM SETTLING. NO ALTERATIONS OR ADDITION TO EXISTING IMPERVIOUS SURFACE. Project Valuation: $17,570.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $793.28 Occupancy per IBC: B Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: k\iNvA-riv o.,. u�lall`� I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: -Tarn, Date: 01 ll l This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 14: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 4036 SI -DRIVEN DEEP FOUND 4034 SI -METAL PLATE CONN 4035 SI -SOILS 4004 SI -WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 jtttp:/fwww.TukwilaWA.gov Building Perriiit`No.. ) (J __ Project No. Date Application Accepted: Date Application Expires: I (Foreke use only). CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications wilt not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 2716000075 Site Address: 12770 Gateway Dr S, Tukwila 98168 Tenant Name: Boeing Employees Credit Union Suite Number: New Tenant: -------- -- PROPERTY OWNER . Name: Tara Todd Name: BECU -Andy Reiswig City: Seatac State: WA Zip: 98168 Address: 12770 Gateway Dr S Email: permits@matveyfoundationrepair.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON .» person receiving all project communication 4 , Name: Tara Todd Address: 1912 S 146th St City: Seatac State: WA Zip: 98168 Phone: (253) 680-9200 Fax: Email: permits@matveyfoundationrepair.com GENERAL CONTRACTOR INFORMATION Company Name: Matvey Foundation Repair Address: 1912 S 146th St Company Name: City: Seatac State: WA Zip: 98168 Phone: (253) 327-1650 Fax: Contr Reg No.: matvefr837k5 Exp Date: 06/15/2019 ITukwila Business License No.: BUS -0997724 FtMpplieuio,s7mum-AppliationwonLine2011Appriwioi'enmiApplication Revised- 8.9-11.doee Revised: August 2011 en Floor. 0 Yes [a ..No ARCHITECT.OF RECORD; Company Names SFA Design Group Engineer Name: Jeff Fitch Company Name: City: Portland State: OR Zip: 97223 Phone: (503) 641-8311 Fax: Architect Name: ' eAAh � c r S. Address: ✓✓ State: w NiNs Zip: 10i(0 City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD. _ _ LENDER/BOND ISSUED (required for projects $5,000 or Address:sfadg greater per RCW 19.27.095) Name: IA- Q t? 1 45 Company Names SFA Design Group Engineer Name: Jeff Fitch Address: 9020 SW Washington Sq Dr Suite 505 City: Portland State: OR Zip: 97223 Phone: (503) 641-8311 Fax: Email: engineering@sfadg.com Page 1 or4 ' eAAh � c r S. City: -` A ✓✓ State: w NiNs Zip: 10i(0 Page 1 or4 (154; BUILDING PERMIT INFORMATION 206-431;4670- Valuation 06-431=3670 Valuation of Project (contractor's bid price): $ 17,570 Describe the scope of work (please provide detailed information): Existing Building Valuation: $ Underpinning of existing stairs to stabilize them from settling. No alterations or addition to existing impervious surface. Will there be new rack storage? 0 Yes El.. No If yes, a separate permit and plan submittal will be required. Proiidi All Building Areas hi Square Footage Below— . l". Floor' 2"0, Floor 3'4, Floor Existing interior Remodel. Addition to - Existing _ Strut:ture New :Floors ._ _ .thru Basement" Accessory Stiucture* Attached Garage Detached Gartute-- -Atta--Cheicl Carport Detached Carport 'Covered Deck---- GO-covered eck "` Uncovered Deck PLANNING DIVISION: Type of Type of - ' Cons traction per :Occupancy, per IBC - ...___ ,IBC Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes m No If "yes", explain: no change FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None O 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 of materials and storage locations on a separate 8-1/2"x 1I" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System – For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. 1i.41ppliationsToreu.Appliations On Lind -2011 Applicatiomlpetmit Application Rcviscd - 8-9.11.doa Revised: August 2011 bh Page 2 of 4 � Q PERMIT` APPLICATION NOTES Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review= Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated, Section 105,3,2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O% Signature: HORIZED A Print Name: Andy Reiswig Mailing Address: andy.reiswig@becu.org HAAppliatian•Fomu-Applications On Line=at 1 AppticationsTertnit Application Revised. 8-9.11 doer Revised: August 2011 hh Date: 11/01/2018 Day Telephone: (206) 812-5118 Tukwila WA 98116 Stale Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID D18-0353 Address: 12770 GATEWAY DR Apn: 2716000075 $18.50 DEVELOPMENT $18.50 WASHINGTON STATE SURCHARGE TOTAL FEES PAID BY RECEIPT: R15875 B640.237.114 0.00 $18.50 $18.50 Date Paid: Monday, November 19, 2018 Paid By: MATVEY FOUNDATION REPAIR Pay Method: CHECK 5651 Printed: Monday, November 19, 2018 12:57 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $774.78 D18-0353 Address: 12770 GATEWAY DR Apn: 2716000075 $774.78 DEVELOPMENT $752.18 PERMIT FEE R000.322.100.00.00 0.00 $451.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $293.75 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOLOGY FEE $22.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15765 R000.322.900.04.00 0.00 :r $22.60 $774.78 Date Paid: Monday, November 05, 2018 Paid By: MATVEY FOUNDATION REPAIR Pay Method: CHECK 5558 Printed: Monday, November 05, 2018 2:13 PM 1 of 1 CRW SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: q r2...— ) Ci, Zeer, pith ` r hf� Date Called: Spe ial Instructions: l f Date Wanted: ?–jcRequester: a.m. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Nss-Ftzszt,v part__ L C` t Inspector: #.••••` Date: 6-'2-'41 I ! REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPELTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION d/$ 0.3.5 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: �3 EGJ Type of Inspection: c&JiL 4 fr.• '4 Address: /z -)'to ZiM-N/ Q2 Date Called: Special Instructions: / Date Wanted: /Z —6-/g Ca.m p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. OMMENTS: ,r� A.444),-,G!✓4-L , i'is/il-s r.� Inspector: Date: lot-te 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 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 is 03s, Project: n ,p FiC.t) Type of Inspection: TnsW ` '14 Address: /1770 lsm 0k y Oa Date Called: Special Instructions: / Date Wanted: /Z_tf - IB /� <'0. . .p.m. Requester: Phone No: E1Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. LEGEND X 0 PROJECT WORK AREA LOCATION OF FSI 288 PUSH PIER W/ FSI FS288BL FOUNDATION BRACKET CON. BACKFILL 2 ArchiCAD FILES \BECU.pin H: \ Projects \ (2018) Projects\Matvey Foundation Repair\BECU\02 (####) RMA ARCHITECTURAL PROJECT DATA PROJECT DESCRIPTION: UNDERPINNING OF EXISTING CONCRETE STAIRCASE FOR FOUNDATION STABILIZATION. ASSESSOR PARCEL No: 2716000075 PROPERTY ADDRESS: 12770 GATEWAY DR S TUKWILA, WA 98168 COUNTY: OWNER(S): LEGAL DESCRIPTION: ZONING: LOT AREA: / -- 2.40.RN --_-------- KING COUNTY BECU. CONTACT GARRETT HEINEMANN GATEWAY CORPORATE CENTER PARCEL A OF CITY OF TUKWILA SHORT PLAT NO 89 -1 -SS RECORDING NO 8904120877 SD SHORT PLAT DAF - LOT 7 OF GATEWAY CORPORATE CENTER TUC -CC TUKWILA URBAN CENTER- COMERCIAL CORRIDOR 8.05 ACERS (350,666 SQ FT) .4 Li ly 6058 /4„ E 33344, \ �J \ q\ t PARKING LOT \\ 14,3 EXISTING STEEL COLUMNS (2) PARKING GARAGE 46 •06 \D ..... w 41.6' EXISTING CONCRETE STAIRS GLASS CANOPY ABOVE ENLARGED SITE PLAN 2 0 5' 10' SCALE: 1" = 10' 20' DIS- 03x3 r z 0 Q 3. 0 CCZ s 00 oa a▪ a 43 °mow > . °' 41 z RE ' EWED FOR 13.1:14A ti[�1- OMPLIANCE j APPROVED • NOV 13 2018 RMA Pro Principa Project ct #: city of 1Asurtoift '8` 0 �Afila ISION PERMIT SET 10/29/2018 SITE PLAN A1.01 Sheet No. Sheet 3 of XX Print Date: 10/29/2018 RECEIVED CITY OF TUKWILA NUV 0 5 2018 PERMIT CENTER 1. GENERAL STRUCTURAL NOTES: REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO REFERENCED PROJECT. NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. 2. DESIGN CRITERIA: BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS 2015 INTERNATIONAL BUILDING CODE (IBC) 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) DEAD LOADS: 6" CONCRETE WALL DEAD LOAD CONCRETE LIVE LOADS: ROOF SNOW LOAD STAIRS LIVE LOAD 75 PSF 150 PCF 25 PSF 40 PSF 3 MATERIALS: BRACKET PLATES - ASTM A36 (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE PIER TUBES - ASTM A500 GRADE B OR C (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE EXTERNAL SLEEVE - ASTM A500 GRADE B OR C (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE PIER CAP - ASTM A529 GRADE 50 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE ALL -THREAD ROD - ASTM A193 GRADE B7 (MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, STEEL ANGLE SHAPES - ASTM A36 (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, FILE C -Z.77 REQUIREMENTS):[��+��% �%% Per m!t No. DIY/��/ q' ! 9 INSPECTION & TESTING: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2015 IBC SECTION 1810.4.12. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE FOLLOWING: -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) -FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION - PILE AND BRACKET CONFIGURATION - PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) - PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED Plan review :! L . ;got ro cn /�rp+ scions. t- �34 4J L.:li i.i 5:�� Approval of cot L.ao, u,.,.;.,:1 c: aoun::. _s C ., r::1 a.::hoiize the violation of any &coptod coca or ordinan o. f 000; t R �.k� �� ;� OAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON of approved Field 1 opy ; nd c dit ons is acknowledge • PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. EXPIRES: 12/24/18 STRESS, STRESS, By: Date: Fu = 58 Fu = 55 KSI) City of Tukwila 1 yILDING DIVISION STRESS, Fu = 62 KSI) STRESS, Fu = 65 KSI) Fu = 125 KSI) Fu = 58 KSI) 4 WELDING NOTES: CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. 5. CORROSION PROTECTION: SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50 -YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC -ES AC358. 6. INSTALLATION: SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: PUSH PIER INSTALLATION PRESSURE (PSI): [DESIGN LOAD] X 2 / 9.62 IN2. MINIMUM INSTALLATION DEPTH IS 10'-0"± UNO. CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. 7. EXISTING UTILITY LINES: CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING INSTALLATION. 8. PUSH PIER SPLICING: PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. ....._ ......__.___________....,__...__. REVISIONS No changes shall r;z riacle to the scoop of work witho:.t Irv-,: approval of Tukwila RI i'''. r iDivision NOTE: Flevic4ion3 will r;,,It.Pre rl n^;`v pian subrntttai i and may i>+:,:udD cdiltional pl.n rev r,., ;ter r r Win; ':vtIlcaI dumbing as Piping ot Tukwila BU;LP!`:' DIVISION 1. TEST LOADING SCHEDULE AL (.10 DL MAX) 0.25 DL 0.50 DL 0.75 DL 1.00 DL 1.25 DL 1.50 DL 1.25 DL 1.00 DL 0.75 DL 0.50 DL 0.25 DL HOLD TIME 0 MIN. UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE MAX DEFLECTION LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE -TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINU THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THS 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2. DO NOT PLACE PIERS THIS ZONE W/O DIRECTION FROM ENGINEER SFA Design Group, !ix ., USE c 9020 SW WashIngton Square Dr., Suite 505 Portland, Oregon 97223 1813 Ratan Dr., Suite C, Livermore, CA 94551 1912 S 146th Street, Seattle, WA 98168 p: 503.641.9311 wvw.sladg.com MATVEY FOUNDATION REPAIR S: REVIEWEFF F 0 cn co Z cr Z 0 c Z › CL Q W W z< U Y W LLIT OR CODE CO! APLIANCE APPR )VVIDAL NO s _Nov 1`Ea DO NOT PLACE PIERSCity of Tukwila THIS ZONE W/O DIRECTIc BUILDING DIVISION FROM ENGINEER -�� CONTRACTOR TO NOTIFY EOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION • • `�I � � � � � 4 4• 2.,- � I<' BRACKETS NO PIER PLACEMENT ZONE SCALE: NTS (;) 1)18-o 73 PROJECT NO: MFR18-116 DESIGNED BY: MEK DRAWN BY: TKB CHECKED BY: JLD DATE: 10-30-2018 SHEET NO: S1.1 RECEIVED CITY OF TUKWILA NOV 052018 PERi!T CENTER . / \ r \ \ \/Y / / . . .*. ri SFA Design Group, !ix ., USE c 9020 SW WashIngton Square Dr., Suite 505 Portland, Oregon 97223 1813 Ratan Dr., Suite C, Livermore, CA 94551 1912 S 146th Street, Seattle, WA 98168 p: 503.641.9311 wvw.sladg.com MATVEY FOUNDATION REPAIR S: REVIEWEFF F 0 cn co Z cr Z 0 c Z › CL Q W W z< U Y W LLIT OR CODE CO! APLIANCE APPR )VVIDAL NO s _Nov 1`Ea DO NOT PLACE PIERSCity of Tukwila THIS ZONE W/O DIRECTIc BUILDING DIVISION FROM ENGINEER -�� CONTRACTOR TO NOTIFY EOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION • • `�I � � � � � 4 4• 2.,- � I<' BRACKETS NO PIER PLACEMENT ZONE SCALE: NTS (;) 1)18-o 73 PROJECT NO: MFR18-116 DESIGNED BY: MEK DRAWN BY: TKB CHECKED BY: JLD DATE: 10-30-2018 SHEET NO: S1.1 RECEIVED CITY OF TUKWILA NOV 052018 PERi!T CENTER (E) CONC STAIR WALL (E) CONC SLAB ON GRADE (E) SLAB ON GRADE FOOTING 1 1— 1 I =1 I �-S I I 5'-4" STAIR SECTION 11 111-11 _-III- -I I-III=I I' 1-1117- - ) =III -_J 8'-5" N (A) 1'-0" N CI) 1,-0" N (E) 4"0 STEEL PIER WITH (E) 1'-0"SQx12"DP CONCRETE FOOTING (-1 SCALE: 1/4"= 1 -0" 1/S21 1'-0" r—• _4 I N N \ (E) FOUNDATION/(N) PIER LAYOUT PLAN SCALE: 1/4"=1'-0" EXPIRES: 12/24/18 (E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES: 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPA BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP 3 INDICATES (E) CONC WALL ON (E) CONC FOOTING (CONTRACTOR TO VERIFY 6"Wx4'-0"H (E) CONC WALL MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) SFA Design Group, tic 9020 SW Washington Square Dr...,, Suite 505 Portland, Oregon 97223 1813 Mikan Dr., Suite C, Livermore, CA 94551 1912 5 146th Street, Seattle, WA 98168 p: 505.641.8311 www.sfedg.com cc a 0 LLJ CC REVIEWED FOZ CODE COMPLIA APPROVED Q NOV 13 20189 City of Tukw il0 !WILDING DIV INDICATES (N) CONC BACKFILL PER DETAIL 2/S4.3 ((2) TOTAL) 5. ' SECTION CUT - DETAIL NUMBER/SHEET NUMBER X/SX.X 6. 1I) INDICATES LOCATION OF FSI 288 PUSH PIER W/ FSI FS288BL FOUNDATION BRACKET PER DETAILS ON S4.1 ((4) TOTAL) PUSH PIER INSTALLATION NOTES: • MAX LOAD TO ANCHOR = 3,671 LBS • 2.875"0 PIPE PILE W/ 0.165" THICK WALL • 3.5"0x48" LONG PIPE SLEEVE W/ 0.216" WALL • MINIMUM 10'-0" INSTALLATION DEPTH • MINIMUM 2000 PSI INSTALLATION PRESSURE • MINIMUM 1/4" FOUNDATION LIFT DURING INSTALLATION 7. PIER SPACING SHALL BE AS INDICATED ON PLAN (3'-6" OC MAX) UNO 8. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS 9. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS ARE (N) UNO Ner u) co OC co o T Qa) w o ti D N T (E) FOUNDATION/ (N) PIER LAYOUT PLAN • REVISIONS PROJECT NO: MFR18-116 DESIGNED BY: MEK DRAWN BY: TKB CHECKED BY: JLD DATE: 10-30-2018 SHEET NO: S2.1 RECEIVER CITY OF TUKWILA NOV 05 2018 PERMIT CENTER - 1 r7 /HOLES 2/S4.1 R1/4" 13/4" 7" 1'- " 3" 534" R/HOLE /1t/HOLE R/HOLE 4/S4.1 NOTE: CAP R NOT SHOWN FOR CLARITY FS288BL BRACKET - TOP SCALE: 11/2"=1'-0" cn M 1/S4.1 /CAP R/PIPE/HOLES_ 3/16 R3/8 w/ 13/16,»° HOLE TYP 6/S4.1 FS288BL BRACKET - RIGHT SCALE: 11/2"=1-0" 1/S41 Y4 9>, It 1%" -1" -2" 6/S4.1 FS288BL BRACKET - LEFT EXPIRES: 12/24/18 FS288BL BRACKET - BACK SECTION A -A N /4).:s/PIPE/HOLES q../HOLES R/HOLES 1" 1 /S4.1 6/S4.1 FS288BL BRACKET - FRONT 1 SFA Design Group, uc 9029 SW Washington Square Dr., Suite50USE 5 Portland, Oregon 97223 1813 Rutan Dr., Suite C, Livermore, CA 94551 1912 5146th Street, Seattle, WA 98168 p:523.641.8311 www.sfadg.com CC REVIEWED :OR CODE COMPL " E APPROVE c z o(O NOV 13 21310 r - Q City of Tukw►iin BUILDING DIVISgQ g DC'3§ 0 N - YY LLI W T r SCALE: 11/2"=1 '-0" 4/S4.1 /HOLE 3" 3" R/HOLE 0 R/R/HOLE — /HOLE 13/ 1/" TYP 2/S4.1 FS288BL BRACKET - BOTTOM SCALE: 11/2"=1 '-0" 0 U_ W 2 • BRACKET DETAILS 'REVISIONS • PROJECT NO: MFR18-116 DESIGNED BY: MEK DRAWN BY: TKB CHECKED BY: JLD DATE: 10-30-2018 SHEET NO: S4.1 RECEIVED CITY OF TUKWILA NUV052313 PERMIT CENTER (E) EXTERIOR SURFACES (SAWCUT AS REQ'D) ((E) EXTERIOR GRADE AS OCCURS) (E) CONC WALL (E) CONC STAIRS (E) INTERIOR GRADE 111 1. 11 ; (E) CONC FOOTING (CHIP FLUSH W/ STEMWALL AS REQ'D) FOUNDATION BRACKET PER PLAN FSI PUSH PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) PUSH PIER TO (E) FOUNDATION DETAIL SCALE: 1"= 1 '-O" (E) EXTERIOR SURFACES (SAWCUT AS REQ'D) ((E) EXTERIOR GRADE AS OCCURS) • 4° a4 a 4 (E) CONC WALL EXPIRES: 12/24/18 (E) CONC STAIRS Q4 (E) INTERIOR GRADE ,,,111,, III ,111,,,111, g. 4 .4 4 1'-6"0 NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S 11-11 Ilii FOUNDATION BRACKET PER PLAN SFA Design Group, tic STRIXTJ 99m SW Washington Sawn Dr., &Mn 305 ismc Portland, Organ 97223 1813 Dolan Dr, Sone G Livermore, CA94551 1912 S 146th Street, Seattle, WA 98168 p: 593.641.8311 enen°htl9.cmn 0_ REViEVQED r 01 CODE COMPL APPROVE L NOV 13 2J1k 0 w BUILDING City of Tukw►DIV'iI Z F `} ca / W LLI 2 (E) CONC FOOTING (CHIP FLUSH IN/ STEMWALL AS REQ'D) CONCRETE BACKFILL CENTERED ON PIER TUBE INSTALLED FLUSH W/ FOUNDATION BRACKET (f'c=2500 PSI MIN) FSI PUSH PIER & EXTERNAL SLEEVE PER PLAN (N) PUSH PIER TO (E) FOUNDATION DETAIL SCALE: 1"=1'-0" co cc o T c. Q a) w o D N PIER DETAILS I REVISIONS • PROJECT NO: MFR18-116 DESIGNED BY: MEK DRAWN BY: TKB CHECKED BY: JLD DATE: 10-30-2018 SHEET NO: S4.2 RECEIVED CITY OF TUKWILA NUV 05 2018 PERMIT CENTER SFA Design Group, LLC STRUCTURAL 1 CIVIL 1 GEOTECHNICAL 1 LAND U'SE PLANNING 9020 SW Washington Square Drive, Suite 505, Portland, Oregon 97223 1813 Rutan Drive, Suite C, Livermore, California 94551 1912 S 146th Street, Seattle, Washington 98168 p: 503-641-8311 www.sfadg.com STRUCTURAL CALCULATIONS BECU Underpinning 12770 Gateway Dr S, Tukwila, WA 98168 Matvey Foundation Repair EXPIRES: 12/24/18 LIMITATIONS REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2018 City of Tukwila BUILDING DIVISION ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. MFR18-116 October 30, 2018 0114-- o CITY OF T UKWIL TUKWILA 0 5 2018 PERMIT CENTER 5FA Design Group, LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR18-116 SHEET NO. PROJECT BECU Underpinning DATE 10/30/2018 SUBJECT Push Pier Design Requirements BY MEK Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the project located in Tukwila, WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the concrete slab on grade, and concrete walls. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. By inspection, Per the following calculation, lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. There is no ICC -ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and testing requirements per IBC 2015 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. 'General Building Department Building Code Conformance (Meets Or Exceeds Requirements) 2015 International Building Code (IBC) 2015 International Residential Code (IRC) 'Dead Loads City of Tukwila 6" Concrete Wall Dead Load Concrete 'Live Loads 75.0 psf 150.0 pcf Roof Snow Load Stairs Live Load 25.0 psf 100.0 psf ElSFA Design Group, LLE STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR18-116 SHEET NO. PROJECT BECU Underpinning DATE 10/30/2018 SUBJECT Design Loads BY MEK IWorst Case Vertical Design Loads Tributary Width To Anchor = StairsDL = StairsLL = ConcFloorDL = ConcFloorLL = WaIIDL = (150 pcf) (100 psf) (150 pcf) (40 psf) (75 psf) IPier Layout (See S2.1 for Enlarged Plan) (6.00 in) (3.25 ft) (4.00 in) (2.00 ft) (4.00 ft) (39.00 in) (24.00 in) = 3.50 ft = 244 plf = 325 plf = 100 plf = 80 plf = 300 plf Dead Load 2.253 kips Floor Live Load 1.418 kips Roof Snow Load 0.000 kips Controlling ASD Load Combination: D+L Max Vertical Load to Worst Case Pier 3.671 kips El5FA Design Group. LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR18-116 SHEET NO. PROJECT BECU Underpinning DATE 10/30/2018 SUBJECT Foundation Supportworks 2.875 in 0 Push Pier System BY MEK Design Input Pier System Designation = Vertical Load to Pier, PTL = Minimum Installation Depth, L = Unbraced Length, I = Eccentricity, e = Concrete to Steel Coefficient of Friction, p = Friction Factor of Safety, FS = Normal Surface Force, Fn = Vertical Component of Tieback, PTB = Design Load (Vertical), PDL = +MomentEccentcty = -MomentTleback = -MomentFncson = 2.875 in 0 3.671 kips 10.000 ft 0.500 ft 4.250 in 0.000 2 1.835 kips 0.000 kips 3.671 kips 15.600 kip -in 0.000 kip -in 0.000 kip -in Design Moment, MomentPeroL = 15.600 kip -in Sleeve Property Input Sleeve Length = Design Sleeve OD = Design Wall Thickness = Note: Sleeve reduces bending stress on main pier from eccentricty 'Pier Property Input 48.000 in 3.434 in 0.183 in r= 1.151 in 1.871 in2 1.444 in' 1.938 in' 2.480 in4 29000 ksi 50 ksi A= S= Z= 1= E= Fy = Design Tube OD = Design Wall Thickness = k= Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC -ES AC358 based on a corrosion loss rate of 50 years for zinc -coated steel 2.823 in 0.136 in 2.10 r = 0.951 in A= 1.146in2 c= 1.411 in S = 0.734 ins Z = 0.981 in' I = 1.037 in4 E = 29000 ksi Fy = 50 ksi 'Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force c/PIER/ REACTION PIER CAP WITH THREADED RODS PIER EXTERNAL SLEEVE (E) STEMWALL AND FOOTING (E) GRADE 111 I111i11H =111-11 111111= Iar III- -III111=1 A111-111-1 ITIE111111111= III=111=111_=' 111 111=11 III 111; -111= =111-11 I SLEEVEAL :111111111111 111; I I VIII PIER II,- REACTION AT LOAD BEARING STRATUM Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. kl/r = Note: Flexural design capacity Fe = based on combined plastic section 4.71" (E/Fy)-5 = modulous of pier and sleeve Fcr = Pn = Safety Factor for Compression, Pc = Allowable Axial Compressive Strength, Pn/Cl, = Actual Axial Compressive Demand, Pr = Dhp,er = Mn = Safety Factor for Flexure, Ob = Allowable Flexural Strength, Mn/ilb = Actual Flexural Demand, Mr = Combined Axial & Flexure Check = 'Results 13.25 1630.291 ksi 113.43 49.362 ksi 56.6 kips 1.67 33.9 kips 3.671 kips 20.8 146.0 kip -in 1.67 87.4 kip -in 15.6 kip -in 0.23 OK, <200 OK, <.45E/Fy OK §E2 §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 §(H1 -1a & lb) Max Load To Pier = Design Load = 3671 Ib 2.875" Diameter Pipe Pier with 0.165" Thick Wall 3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall Minimum 10'-0" Installation Depth And Minimum 2000 psi Installation Pressure Minimum 1/4 Foundation Lift During Installation 5FA Design Group, LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR18-116 SHEET NO. PROJECT BECU Underpinning DATE 10/30/2018 SUBJECT Foundation Supportworks FS288BL Bracket BY MEK Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod =11 D = 0.750 in Ft = 125 ksi At = 0.344 in2 Capacity = 42.950 kips I Block Shear at 3/8" Plate and OO to TBS = 0.3(58)(%)(11)+0.5(58)(%)(2) = 93.525 kips Capacity of Weld E70 Electrodes = 70 ksi Size of Fillet = 0.188 in Length of Weld = 11.000 in Capacity of Per Inch of Fillet = 2.784 kli Capacity of Fillet = 30.627 kips I Capacity of %" Plate 6 --- IResults At = 3.188 in2 Ft = 21.600 ksi T = 68.850 kips I= 0.031 in4 A = 0.375 in2 r = 0.289 in k = 1.00 I = 8.500 in kl/r = 30.0 Fa = 20.350 ksi S = 4.516 in3 Fb = 27.000 ksi RMAx = 15.429 kips Fv = 14.400 ksi VALLOW = 43.200 kips 4 Limiting System Factor Capacity of System (2 Sides) = 15.43(2)=30.86kips (Bracket Only) 5FA Design Group, LLE STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR18-116 SHEET NO. PROJECT BECU Underpinning DATE 10/30/2018 SUBJECT (E) Concrete Footing/Foundation Wall BY MEK Footing/Foundation Wall Section Properties Foundation Width, b = 6 in Foundation Depth, d = 48 in Cross Sectional Area, A = 288 in2 Section Modulus, Sx = 2304 in' Gross Moment of Inertia, Ig = 55296 in° Assumed Conc, fc = 2000 psi r. (Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for loading conditions. AS OCCURS (NOT CONSIDERED FOR MOMENT CAPACITY) -o Footing/Foundation Wall Cross Section Dead Load, D = 0.644 klf Note: Load factors taken from AC1318-14 §5.3.1 Floor Live Load, L = 0.405 klf Roof Snow Load = 0.000 klf Governing Load Combination = 1.2D + 1.6L + .5S Wu= 1.421 klf Desired Pier Spacing, SD = 3.50 ft Ultimate Shear (WS/2), Vu = 2486 lbs Ultimate Moment (WS^2/8), Mu = 2.18 k -ft IFootinq/Foundation Wall Moment & Shear Capacity Per ACI318-14 Conc Modulus of Rupture, fr = 335 psi Cracking Moment, Mcr = S*fr = 64.4 k -ft Flexure Reduction Factor, 4) = 0.65 Design Moment, 4)Mcr = 41.9 k -ft Shear Strength, VG = 25760 lbs Shear Reduction Factor, 4) = 0.75 Design Shear, 0.54)Vc = 9660 lbs >2.18k -ft Span Ok > 2486 lbs Span Ok §19.2.3.1 §21.2.2 §22.5.5.1 §21.2.1 Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. 111 1111 RILEYGROUP June 30, 2015 Mr. Stephen Blackstone IA Interior Architects 1001 Fourth Avenue, Suite 440 Seattle, Washington 98154 3 Subject: Foundation Recommendations BECU at Tukwila Financial Center 12770 Gateway Drive South Tukwila, Washington RGI Project No. 2015-101 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 131018 City of Tukwila BUILDING DIVISION References: 1. Report of Geotechnical Investigation Proposed 37 -acre Development Tukwila Washington, prepared by Dames and Moore dated March 19, 1985. 2. Report of Geotechnical Investigation Proposed Phase III Development Gateway Corporate Center Tukwila Washington, prepared by Dames and Moore dated August 26, 1987. Dear Mr. Blackstone: As requested, The Riley Group, Inc. (RGI) has reviewed the referenced reports and developed foundation recommendations for a remodeling of an existing BECU building at Tukwila Financial Center located at 12770 Gateway Drive South in Tukwila, Washington. PROJECT UNDERSTANDING RGI understands that the proposed project will include a concrete vault, two new canopies, and three coffee kiosks. Geotechnical recommendations will be needed for foundation support of the proposed structures. RGI understands that the existing buildings and slabs pile supported. Detailed pile depth and design information were not available for review. SUBSURFACE SOIL CONDITIONS Based on the referenced reports (Reference 1 and 2), the site is underlain by alluvial silt, organic silt and sand deposits. The near -surface soils consist of soft to medium stiff silt and organic silt that extended to depths from 6 to 9 feet below ground surface. The soils below near -surface layer consist of loose to medium dense, fine to medium sand with variable silt content. SEISMIC CONSIDERATIONS Based on the 2012 International Building Code (IBC), RGI recommends the follow seismic parameters in Table 1 be used for design. Tacoma, Washington Phone 253.565.0552 1)1(6- O!Sf3 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 •Fax 425.415.0311 www.riley-group.com RECEIVED CITY OF TUKWILA Kennew ce 1605 PERMIT CENTER BECU at TFC Tukwila, Washington Page 2 Table 1 IBC Seismic Parameters June 30, 2015 RGI Project #2015-101 2012 IBC Parameter Value Site Soil Class' E Site Latitude 47.488753° N Site Longitude 122.274714° W Maximum considered earthquake spectral response acceleration parameters (g) Ss =1.497, S1=0.561 Spectral response acceleration parameters adjusted for site class (g) Sms =1.347, Smi =1.347 Design spectral response acceleration parameters (g) Sds =0.898, 5d1 =0.898 1 Note: In general accordance with the USGS 2012 International Building Code. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. RGI reviewed the results of the field testing and assessed the potential for liquefaction of the site's soil during an earthquake. Based on review, the possibility of liquefaction during an earthquake is high. The existing building is supported on piles. RGI recommends that no new load will be added to existing piles. All new structures will be supported on their own foundations. CONCLUSIONS AND RECOMMENDATIONS Vault RGI understands that the design team is considering steel pipe piles for supporting the proposed vault. If this option is used, the pile capacities listed in Table 2 can be used for structural design and pile layout. Table 2 Driven Pile Capacities (kips) Pile Type Pile Diameter (inches) Compression Uplift Lateral Pipe 2 6 0 0 Pipe 3 12 3 1 Typically, a small diameter steel pipe pile is designed as end bearing piles and must be terminated in dense soil in order to reach the design bearing capacity. Based on our review of referenced reports, the site does not have the dense soil needed at shallow depth to provide the pile support. If this option is used, two test piles must be installed to verify the design load. Each pile should be loaded up to twice of 1I MI 1 RILEYGROUP BECU at TFC Page 3 June 30, 2015 Tukwila, Washington RGI Project #2015-101 its design capacity. A geotechnical engineer should observe the pile installation and testing. This option can be used only when both piles have passed the loading testing. Alternatively, helical piles can be used for the vault. A helical pile is an extendable deep foundation system with helical bearing plated welded to a central shaft. Load is transferred from the shaft to the soil through these bearing plates. RGI recommends that either square shaft or round shaft lead sections be used. The first section of lead section contains helical plates. The lead section can consists of either one or up to four helices. Additional helices can be added, if required, with the use of helical extensions. The design capacities listed in Table 3 can be used in design. The design capacities assume 6- to 8 -inch diameter helix. Table 3 Helical Pile Capacities (kips) Pile Type Shaft Diameter (inches) Compression Uplift Lateral Helical 1.5 15 20 2 The helical piles can be installed either using a machine or hand -hold tool. The above capacity can be reached with a torque of approximately 1,000 foot-pounds. A geotechnical engineer needs to observe the pile installation and verify the capacity during construction. Canopy Two new canopies will be constructed for the site. RGI understands that the design team is considering of using some of the existing pile foundations if possible. At the time of preparing this report, there is limited information about the existing foundation system. If this option is considered, RGI recommends that contractor verifies the pile foundation capacity during construction. Alternatively, helical piles can be used for the canopies as described above. Kiosk The project site is susceptible to soil liquefaction during earthquake event. The existing building is supported on pile foundation and the proposed vault and canopies will be supported on piles. However, the proposed kiosk is relatively light weight and the risk related to soil liquefaction is low. RGI recommends that the kiosk be supported reinforced concrete slab over 12 inches of structural fill. A bearing capacity of 1,000 psf can be used for structure design. Immediately below the floor slab, RGI recommends placing a 4 -inch -thick capillary break layer of clean, free -draining pea gravel, washed rock, or crushed rock that has less than 5 percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, an 8- to 10 -millimeter thick plastic membrane should be placed on the 4 -inch -thick layer of clean gravel or rock. ADDITIONAL SERVICES A geotechnical engineer/geologist needs to observe the pile installation and determine the pile depth during construction and verify the kiosk slab subgrade before placing structural fill. iiMI 1 RILEYGROUP BECU at TFC Page 4 lune 30, 2015 Tukwila, Washington RGI Project #2015-101 LIMITATIONS This letter is the property of RGI, IA Interior Architects, and its designated agents. Within the limits of the scope and budget, this letter was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this letter was issued. This letter is intended for specific application to the BECU at TFC project in Tukwila, Washington, and for the exclusive use of IA Interior Architects and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The analyses and recommendations presented in this letter are based upon reviewing the explorations completed by others at the site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this letter prior to proceeding with construction. Please call us if you have any questions or need additional information at (425) 415-0551. Sincerely, The Riley Group, Inc. Ricky R. Wang, PhD, PE Principal Engineer Attachments: Figure 1. Vicinity Map Figure 2. Site Plan h�3 o/24,s II 1 1111 1 RILEYGROUP USGS, 1995, Des Moines, Washington 7.5 -Minute Quadrangle 1 , - Corporate Office 17522 Bothell Way Northeast 1 1 Bothell, Washington 98011 Phone: 425.415.0551 RILEYGROUP Fax: 425.415.0311 Approximate Scale: 1"=1000' 0 500 1000 BECU at Tukwila Financial Center RGI Project Number 2015-101 Site Vicinity Map A 2000 N Figure 1 Date Drawn: 07/2015 Address: 12770 Gateway Drive South, Tukwila, Washington 98168 • Him FA81.14 e HIPAFI wo oR E.6241,L) \ No Legend & Grading Notes SILT Fake - \ • riELURE ID P&Sr Ah Re4UIREP _�,.•- - _ .� _- 4. - - L, e FDR 55PPORT• _ - - -- - Ir- I'/i�n WAhfleP GRn.VEL - -\ - o _ ^ ----:'�` t7P- PEA (GRAVEL 1----_`1'"_� c ._ �'� 4:)..• + 18.85 PRorose0 -.Pal' EtivAlioN '/7.� �, pfl �tl (iS `` °� Ern N ' _- �q�/t� I V ( oibvED LON (DJ2 • © hfRALI BALE F LYCR = S py- ��� ._ ©i1.0 _ o_ �� ®crw �� ❑ O fRoPo -0 eAful6 .y..1,MA,44„a.,o, wrimu„,,i.u.i. _ . z .• �* -a , , \ 4 �•.,� • eLIRY Pp$¢IL P.f�D W/C1Ffv/f5L • . 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' 'alil1.50 ' o it :' 1 '/~ C-1i 5/2/2019 City of Tukwila Department of Community Development TARA TODD 1912 S 146TH ST SEATAC, WA 98168 RE: Permit No. D18-0353 BECU 12770 GATEWAY DR S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/4/2019. 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 6/4/2019, 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. Sin erely, CCIA A-1 C Kandace Nichols Permit Technician File No: D18-0353 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0353 DATE: 11/05/18 PROJECT NAME: BOEING EMPLOYEES CREDIT UNION SITE ADDRESS: 12770 GATEWAY DR S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: kikki 100001(6 Building Division IR .\\1C1 N� fil�li Public Works P(M RP( \i I6 Fire Prevention Structural Mi fr? IIIb Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable U (no approval/review required) DATE: 11/06/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/04/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff initials: 12/18/2013 MATVEY FOUNDATION REPAII,�NC 1 -tome Espanol Contact Safety & Health Claims & Insurance Alak Washington State Department of , Labor & Industries Page 1 of 2 A-7. Index Help M L&:1 Workplace Rights Trades & Licensing MATVEY FOUNDATION REPAIR INC Owner or tradesperson Principals COTE, MATTHEW A, PRESIDENT Doing business as MATVEY FOUNDATION REPAIR INC WA UBI No. 602 080 798 Parent company MATVEY CONSTRUCTION, INC. 1912 S 146TH SEATAC, WA 98168 253-327-1650 KING County Business type Corporation License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. MATVEFR837K5 Effective — expiration 06/15/2017— 06/15/2019 Bond ........_....._ Wesco Insurance Co Bond account no. 46wb086763 $12,000.00 Received by L&I Effective date 06/12/2017 06/12/2017 Expiration date Until Canceled Insurance ................_........_ Colony Ins Co Policy no. 103 GL 0020130-00 $1,000,000.00 Received by L&I Effective date 09/26/2018 09/27/2017 Expiration date 09/27/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, u some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602080798&LIC=MATVEFR837K5&SAW= 11/19/2018 MATVEY FOUNDATION REPAIR INC License Violations ..._ ....................................... No license violations during the previous 6 ye. -..period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 64.1,468-00 ............................... Doing business as MATVEY FOUNDATION REPAIR Estimated workers reported Quarter 3 of Year 2018 "51 to 75 Workers" L&I account contact TO / KARLA BOWMAN (360)902-5535 - Email: BOWK235@Ini.wa.gov Track this contractor Q Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 ©Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602080798&LIC=MATVEFR837K5&SAW= 11/19/2018