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Permit D13-083 - BANK OF AMERICA - FOUNDATION REPAIR
BANK OF AMERICA FOUNDATION REHAB 295 TUKWILA PY D13-083 City orI'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: htto://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 9202470100 Address: 225 TUKWILA PY TUKW Suite No: Project Name: BANK OF AMERICA - FOUNDATION REHAB Permit Number: D13-083 Issue Date: 06/28/2013 Permit Expires On: 12/25/2013 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: SCOTT NEUMAN Address: 1601 FIFTH AV, SUITE 1600 , SEATTLE WA 98101 Contractor: Name: B DAVIS INC Address: 1441 A TERMINAL AV , SAN JOSE CA 95112 Contractor License No: BDAVII*000CP Lender: Name: SELF FUNDED - WESTFIELD Address: Phone: 206-926-0595 Phone: 408-436-4800 Expiration Date: 01/24/2014 DESCRIPTION OF WORK: STRUCTURAL BRACING OF SUBSTRUCTURE. SEE DESIGN NARRATIVE PROVIDED WITH SUBM11-rt:�) STRUCTURAL CALCULATIONS. Value of Construction: $20,000.00 Fees Collected: $779.67 Type of Fire Protection: NONE International Building Code Edition: 2009 Type of Construction: III -B Occupancy per IBC: 0008 Electrical Service Provided by: **continued on next page** doc: IBC -7/10 D13-083 Printed: 06-28-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie N N N Number: 0 Start Time: Volumes: Cut 0 c.y. Size (Inches): 0 End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non -Profit: N Public: 6o17 ed this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. The granting of this permit does not pre construction or the performance of work. to this permit. Signature: Print Name: e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached ��- 6/0,--‘4 Date: G Q f 5 This 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 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 for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 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 m 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 doc: IBC -7/10 D13-083 Printed: 06-28-2013 inspection agency and shall be submitted t- Building Official prior to and as a conditionlinal inspection approval. 7: 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. 8: 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 D13-083 Printed: 06-28-2013 CITY OF TUK A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per• No. Project No. Date Application Accepted: Z.' ( 3 Date Application Expires: l -M-I3 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION // King Co Assessor's Tax No.: 920247010001 Site Address: L�qTukwila Parkway, Tukwila, WA 98188 Suite Number: N/A Floor: 1 Tenant Name: N/A PROPERTY OWNER Name: WEA Southcenter LLC Address: 11601 Wilshire Boulevard, 11th floor City: Los Angeles State: CA Zip: 98188 CONTACT PERSON — person receiving all project communication Company Name: Unknown - To Be Determined Name: Scott Neuman, SE Company Name: N/A Address: 1601 5th Ave, Suite 1600 Phone: (206)-622-5822 Fax: (206)-622-8130 City: Seattle State: WA Zip: 98101 Phone: (206)-926-0595 Fax: (206)-622-8130 Email: Scott.Neuman@kpff.com Phone: GENERAL CONTRACTOR INFORMATION Company Name: Unknown - To Be Determined Address: Company Name: N/A City: Seattle State: WA Zip: 98101 Phone: (206)-622-5822 Fax: (206)-622-8130 City: State: Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\Applications\Fomu-Applications On Lme\201 1 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 hh New Tenant: ❑ Yes ❑✓ ..No ARCHITECT OF RECORD Company Name: KPFF Consulting Engineers Engineer Name: Greg Varney, SE Company Name: N/A City: Seattle State: WA Zip: 98101 Phone: (206)-622-5822 Fax: (206)-622-8130 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: KPFF Consulting Engineers Engineer Name: Greg Varney, SE Address: 1601 5th Ave, Suite 1600 City: Seattle State: WA Zip: 98101 Phone: (206)-622-5822 Fax: (206)-622-8130 Email: Greg.Varney@kpff.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: i_5e, f F v �' H d d 6 y P J (2,....,(2,...., ev- e v-oe�� Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATIO Valuation of Project (contractor's bid price): $ 20,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Structural bracing of substructure. See design narrative provided with submitted structural calculations. Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) N/A *For an Accessory dwelling, provide the following: Lot Area (sq ft): N/A Floor area of principal dwelling: N/A Floor area of accessory dwelling: N/A *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 © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑✓ 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 of materials and storage locations on a separate 8-1/2"x 11" 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. H:\ Applications\ Forms -Applications On Line\2011 Applications \Penmt Application Revised - 8.9-11.docx Revised: August 2011 hh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of _Occupancy per. IBC lst Floor 7950 IIB B 2nd Floor 2950 IIB B 3rd Floor Floors thru Basement 2100 IIB B Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) N/A *For an Accessory dwelling, provide the following: Lot Area (sq ft): N/A Floor area of principal dwelling: N/A Floor area of accessory dwelling: N/A *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 © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑✓ 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 of materials and storage locations on a separate 8-1/2"x 11" 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. H:\ Applications\ Forms -Applications On Line\2011 Applications \Penmt Application Revised - 8.9-11.docx Revised: August 2011 hh Page 2 of 4 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 OWN .R OR AUTHORIZED AGENT: Signature: -- Date: 3/12/13 Print Name: Scott Neuman, SE Day Telephone: (206)-926-0595 Mailing Address: 1601 5th Ave. Suite 1600 Seattle WA 98101 City State Zip 1-1 Applications. Forms -Applications On Line 2011 Applications`Permit Application Revised - 8-9-11.docx Revised: August 201 I bh Page 4 of 4 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 RECEIPT Parcel No.: 9202470100 Permit Number: D13-083 Address: 225 TUKWILA PY TUKW Status: APPROVED Suite No: Applied Date: 03/12/2013 Applicant: BANK OF AMERICA - FOUNDATION REHAB Issue Date: Receipt No.: R13-02013 Payment Amount: $474.30 Initials: JEM Payment Date: 06/28/2013 08:14 AM User ID: 1165 Balance: $0.00 Payee: B DAVIS INC, TIMOTHY W GRAND TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 98611G ACCOUNT ITEM LIST: Description 474.30 Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 640.237.114 Total: $474.30 469.80 4.50 1:71..../".1. AC 04 )Al 4 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 RECEIPT Parcel No.: 9202470100 Permit Number: D13-083 Address: 225 TUKWILA PY TUKW Status: PENDING Suite No: Applied Date: 03/12/2013 Applicant: BANK OF AMERICA BUILDING Issue Date: Receipt No.: R13-01013 Payment Amount: $305.37 Initials: WER Payment Date: 03/12/2013 10:32 AM User ID: 1655 Balance: $474.30 Payee: SCOTT NEUMAN TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2318 305.37 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 305.37 Total: $305.37 rinn• P - inl_na Priniori• nZ_i7_7n1� INSPECTION RECORD Retain a copy with: permit tfL INSPECTION NO. PERMIT NO. ok-Q83 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,#100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: RANI k- o� An rc Type o nspection: i N 4. Address: _ D.,q l u t.u, IA ? K1/ Date Called: Special Instructions: Date Wanted: 1 Z3 ii -3 a.m. p.m. Requester: Phone No:. - ©.Approved. per applicable codes. • Corrections required prior to approval. COMMENTS: ?e -r M r-) 06-041?-(rkel Date: (7 SPECTION FEE R UIRED. Prior to next inspection, fee must be I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INOECTION RECORD" " Retain a copy with permit b 3-09 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188. ,- (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: 1110 AI.iR.6cAirc oi� Type of Inspection: rIN1AL Address: 325-r-ukWrL.A I'L-( Date Called: Special Instructions: Date Wanted: -7- I P,- k 3 Or:, p. Requester: Phone No: -513-2.7 i.( Approved per applicable codes. • Ea Corrections required prior to approval. COMMENTS: aS7'O tJ 45 7d ....$� l',v9 ( /.U< l 1 f/4hS77�� & ?X lrev,/,ti r: Date: RE NSPECTION FEE REQUtftED. Prior to next inspection. fee must be p d at 6300 Southcenter 1314d., Suite 100. Call to schedule reinspection. INSPECTION RECORD t 3 ,0�, Retain a copy permit ermit INSPECTION NO. "PERMIT N0. J CITY OF TUKWILA BUILDING DIVISION �`- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: / j . TYpe�f pQc .} n ti—)‘AG Addres, : ... 1_ .> 1 vtl pit kJvitli Date Called: ---- �.. Special Instructions: .. .-+ ) iZyv,/Qr4'Q ' 1 ! /�eLL�/ Date anted l ( 1 3 ! a mr p.m. Requester: Phonee7 � — J- '(e, ZI 1'O Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspl cg tor: it 4)// n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: �� (-1) • American Talmology CONSTRUCTION INSPECTION B. MATERIALS TESTING LABORATORY A ; 083 VISUAL WELDING EXAMINATION REPORT Laboratory Number: 251201 Project: 8 of A Retrofit Address: Westfield Southcenter Client: B. Davis, Inc. Engineer: Appl: Date:6-10-13 Item Description: Matt ID Fabrication Inspection Shop Welding Inspection Field Welding lnspeciton X On this day visual welding inspection has been performed on the following. Materal ID has been performed on the mill certifications and found acceptable. Welder Qualifications have been receved and verified and are acceptable. All work completed has been found to be in compliance with AWS D1.1 . plans and specfications. RECEIVED CITY OF TUKWILA JUL 2 2 2013 PERMIT CENTER Qualified Welders/Operators: On file Inspection Variables Inspection Specification: AWSD1.1 Welding Process: SMAW / FCAW Equipment Condition: Satisfactory Cleaning between passes: YES Thickness of material: Random Type of Electrode: E7018-.125" Dual Shield 710X 1/16" Inspection Performed During: Joint Fitup Root Pass Intermediate Final Inspection X 6-10-13 Date: '4234,OAKDALE. A 957,J61 Inspector, D f lin Zachar AWI1 (209) a47 -75O9 FAX (2091 :i47-7507 FORM VW94 American Trine togy in Tstirw VISUAL WELDING EXAMINATION REPORT CONSTRUCTION INSPECTION t MATERIALS TESTING LABORATORY Laboratory Number: 251201 Project: B of A Retrofit Address: Westfield Southcenter Client: B. Davis, Inc. Engineer: Appl: Date:6-17-13 Item Description: Bracks / Column Fabrication Inspection Shop Welding Inspection Field Welding inspeciton X On this day visual welding inspection has been performed on the following. All welding has been completed on the following brackets 10-5A, 9-5B, 1-1A, 1-4A, 1-4B, 1-2A, 1-2B, 10-2C, 8-3A, 1-3B. work completed has been found acceptable. All work completed has been found to be in compliance with AWS D1.1 , plans and specfications. Qualified Welders/Operators: On file Inspection Variables Inspection Specification: AWS D1.1 Welding Process: SMAW / FCAW Equipment Condition: Satisfactory Cleaning between passes: YES Thickness of material: Random Type of Electrode: E7018-.125" Dual Shield 710X 1/16" Inspection Performed During: Joint Fitup Root Pass Intermediate Final Inspection X 6-17-13 Date: 2'434, A 9536 t�- Inspector, Da) , AWS: (209) 347-7509 A. 20 9) i47-7509 FORM VW94 n •704 American logy ting. VISUAL WELDING EXAMINATION REPORT coris`rauc'rlo*i INSPECTION a MAFERIA1S TESTING LA3oRArrR7 Laboratory Number: 251201 Project: B of A Retrofit Address: Westfield Southcenter Client: B. Davis, Inc. Engineer: Appl: Date:6-17-13 Item Description: Bracks / Column Fabrication Inspection Shop Welding Inspection Field Welding Inspeciton X On this day visual welding inspection has been performed on the following. All welding has been completed on the following brackets 10-5A, 9-5B, 1-1A, 1-4A. 1-4B, 1-2A, 1-2B, 10-2C, 8-3A, 1-3B. work completed has been found acceptable. All work completed has been found to be in compliance with AWS D1.1 , plans and specfications. Qualified Welders/Operators: On file Inspection Variables Inspection Specification: AWS D1.1 Welding Process: SMAW / FCAW Equipment Condition: Satisfactory Cleaning between passes: YES Thickness of material: Random Type of Electrode: E7018-.125" Dual Shield 710X 1/16" Inspect'on Performed During: Joint Fitup Root Pass Intermediate Final Inspection X 6-17-13 Date: RO, BOX 2234, OAKDALE, A 90 361 Inspector, Da;. n AW i' '•704 e (209) B47-7509 A. 409) i87-7509 FORM VW94 %Eican Tecimthno1bgg o m Tsting VISUAL WELDING EXAMINATION REPORT CONSTRUCTION INSPECTION 8. MATERIALS TESTING LABORATORY Laboratory Number: 251201 Protect: B of A Retrofit Address: Westfield Southcenter Client: B. Davis, Inc. Engineer: Appl: Date:6-10-13 Item Description: Mat! ID Fabrication Inspection Shop Welding Inspection Field Welding Inspeciton X On this day visual welding inspection has been performed on the following. Materal ID has been performed on the mill certifications and found acceptable. Welder Qualifications have been receved and verified and are acceptable. All work completed has been found to be in compliance with AWS D1.1 , plans and specfications. Qualified Welders/Operators: On file Inspection Variables Inspection Specification: AWS D1.1 Welding Process: SMAW / FCAW Equipment Condition: Satisfactory Cleaning between passes: YES Thickness of material: Random Type of Electrode: E7018-.125" Dual Shield 710X 1/16" Inspection Performed During: X- Joint Fitup Root Pass Intermediate Final Inspection X 6-10-13 Date: P.O. BOA 7234. c AXDAL _. CA. 95361 .rrw•- Inspector, D fGiin Zacha A/S'7CWIy�� S1 (209) i47-7509 FAX 12091 47-7509 FORM VW94 %erkan Tchrw in Tasting VISUAL WELDING EXAMINATION REPORT CONSTRUCTION INSPECTION & MAFERIALS TESTING lABORAfOR'f Laboratory Number: 251201 Project: B of A Retrofit Address: Westfield Southcenter Client: B. Davis, Inc. Engineer: Appl: Date:6-17-13 Item Description: Bracks / Column Fabrication Inspection Shop Welding Inspection Field Welding Inspeciton X On this day visual welding inspection has been performed on the following. All welding has been completed on the following brackets 10-5A, 9-5B, 1-1A, 1-4A, 1-4B, 1-2A, 1-2B, 10-2C, 8-3A, 1-3B. work completed has been found acceptable. All work completed has been found to be in compliance with AWS D1.1 , plans and specfications. Qualified Welders/Operators: On file Inspection Variables Inspection Specification: AWSD1.1 Welding Process: SMAW / FCAW Equipment Condition: Satisfactory Cleaning between passes: YES Thickness of material: Random Type of Electrode: E7018-.125" Dual Shield 710X 1/16" Inspection Performed During: Joint Fitup Root Pass Intermediate Final Inspection X 6-17-13 Date: p,O. BOX 2234. OAKDAL E. CA. 95361 ArArAjOsoiga- Inspector, Da n AW , e• • 704 • (209) 347-7509 FA 109) a47-7509 FORM VW94 FILE COPY pr•r,lt 19O. STRUCTURAL CALCULATIONS SOUTHCENTER BANK OF AMERICA SUBSTRUCTURE REINFORCEMENT WESTFIELD IN COOPERATION WITH: KPFF CONSULTING ENGINEERS SHANNON AND WILSON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2013 City of Tukwila BUILDING DIVISION 12 MARCH 2013 RECEIVED PREPARED BY: SCOTT L. NEUMAN, SE CITY OF TUKWILA REVIEWED BY: GREG VARNEY, SE. DESIGNER OF RECORD MAR 1 2 2013 PERMIT CENTER Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 fax (206) 622-8130 1 of 143 b3OS3 • Table of Contents Design narrative and engineering opinions 3 Vertical capacity of substructure 27 Lateral capacity of substructure 70 Geotechnical report 108 • • • • • Design narrative and engineering opinions 3 of 143 • • Southcenter Bank of America Substructure Reinforcement Design Narrative 2-7-2013 The former Bank of America building was constructed in 1967. The building structure was designed by KPFF Consulting Engineers and the as -built structural drawings for the building are available. Above grade, the building is constructed with metal roof joists and tilt -up concrete perimeter walls. At and below -grade, the building uses one-way structural concrete slabs supported by concrete beams and walls that span between pile caps. The building is founded on 25 -ton treated Douglas Fir piles that support the structure above. Later construction documents show that for the construction of the interior building mezzanines, a pile capacity of 3o -tons was allowed. KPFF has been asked to evaluate the feasibility of the existing substructure to support a new building above assuming that the existing structure above the first floor is removed. At this time, the layout and configuration of the structural system for the future building on this site is unknown In order to do this, KPFF performed three primary tasks: Perform a site walkthrough and investigations necessary to observe the condition of the building, analyze the existing structures ability to support future vertical Toads and provide reinforcement where necessary, and analyze the existing structure's ability to support future lateral loads and provide reinforcement where necessary. The site walkthrough found that the subgrade structure is in good condition, with minor cracking at the first floor slab. Most of the beams, walls, and concrete columns show no sign of deterioration or cracking. Ten of the existing treated wooden piles were exposed. Nine of the piles had little evidence of deterioration. At pile G9, the as -built construction drawings show that the pile was damaged during installation, and another pile was driven adjacent to the damaged pile. A split was observed in the damaged pile, and the interior of the pile had deteriorated. Because the damage to this pile was observed and mitigated during the original construction of the building, KPFF concludes that the observed damage is not indicative of similar damage in the other piles of the building. To evaluate the building for future vertical loads, the first floor slab and beams were evaluated. The first floor was originally designed for a 100 psf live load capacity, which is similar to the live loading requirements for the future occupancy of the building. The slab and beam evaluation showed that the slabs and beams have enough capacity to support the 100 psf live loading in addition to 12 psf of future superimposed dead load, which can be used for surface treatments in the future occupancy. For the beam at grid C-7, an additional support will need to be provided in order to support this additional superimposed dead load. This support will be a post that reduces the internal forces within the beam and carries the vertical Toad directly to a pile cap below. The continuous top and bottom steel in the beam provide adequate reinforcing for the new moment distribution in the beam. As mentioned above, the existing piles have been found to be in good condition. Per the recommendations of Shannon and Wilson, the geotechnical engineer, the piles have an allowable capacity of 3o tons apiece. KPFF has calculated the remaining vertical capacity of each pile group considering the self weight and live loading (including a 100 psf live loading at the first floor) on the portions of the substructure to remain. These capacities are shown on 4 of 143 • drawing 5-3 to convey these limitations to the engineer of record for the future building. Drawing 5-3 also shows maximum allowed uplift at each pile location, which is calculated as o.6 times the tributary dead load at each pile because any uplift capacity of the existing wooden piles is neglected due to the simple drift pin connection between the pile and the pile cap. These values are provided for the design of the future lateral force resisting system of the building above. To evaluate the substructure for lateral forces from a future structure above, assumptions were made about the future building mass and lateral system. These assumptions resulted in an estimated seismic base shear of 68 kips, which is given on the drawings as the maximum base shear that the future building is allowed to transfer to the existing substructure. Wind loads from the new superstructure should also be limited to less than 68 kips. The lateral forces from the building above are transferred through the substructure and into the soil by passive pressure on the basement walls. The full height basement walls at the northern end of the building have been evaluated for this passive pressure using finite element models and been found to be adequate to resist the pressure without additional reinforcement. The addition of steel braces is required at the stem walls in the partial height basement because the existing stem walls have no restraint against lateral movement at the base of the wall to resist lateral passive pressures. Once the braces are provided, the stem wall was found to have adequate capacity to span between the stem walls without additional reinforcement. 5 of 143 •EMI Consulting Engineers July 6, 2012 Mr. Dan Pascale Westfield 835 Market Street, Suite 850 San Francisco, CA 94103 Subject: Westfield Southcenter Bank of America Tukwila, Washington Dear Dan: KPFF has observed the former Bank of America building at Westfield Southcenter in Tukwila, Washington, and found that the building is in good condition with little evidence of damage. Because the building was originally designed by KPFF in 1968, we were able to locate the original structural construction drawings in our drawing archives and found that the first floor was originally designed for 100 pounds per square foot (psf) live load, which is the current building code floor loading requirement for new restaurants. We conclude that the existing first floor can be re -used to support restaurant occupancy without additional strengthening or repair, and that the column support points at the building perimeter can be re -used to support new loads from gravity and lateral sources. The current plan for redevelopment on this site involves the selective demolition of all parts of the building above grade. This demolition will leave the first floor slab, the below -grade basement, and the foundations intact to support a new structure that will be built on top of these remaining elements. KPFF was hired to review the in-place capacity of the first floor slab, and to comment on the viability of re -using the floor slab, and the below -grade portions of the structure to support a new structure. KPFF was also hired to calculate the maximum loading that can be applied to the vertical load supporting elements that remain following the selective demolition of the structure, and to observe the condition of the building piles when they are exposed. This letter presents our summary conclusions of this work. BUILDING OBSERVATION On Friday, June 22nd, KPFF visited the site in the afternoon to observe the condition of the structure elements that are to remain after the above -grade portion of the building has been demolished. KPFF was able to observe most of the structural elements, with the exception of the pile caps and wooden piles which are below grade. A crawlspace provided access beneath the structured floor at -grade, so the supporting concrete posts and concrete girders at the first floor were able to be observed. Photos taken during this investigation are Included in the enclosed Attachment B. The existing first floor slab is a 7 -inch one-way concrete slab that spans 16 feet between supporting concrete girders. The slab was formed on a corrugated metal deck which is visible 6 of 143 • Westfield Southcenter Bank of America July 5, 2012 from underneath the slab. A 2 -7/8 -inch -thick non-structural topping slab is poured on top of the structural slab in some areas. In some locations, small shrinkage cracks are observable on the top of the slab. In one location on the West side of the building, a wider crack extends from the face of the building towards the building interior, stopping at the depressed structural slab location where the topping slab was poured (Photo 2). This crack coincides with the location where added slab reinforcing between grids C and E is terminated, possibly resulting in a stress discontinuity that caused the crack. None of the observed cracks should reduce the structural load carrying capacity of the first floor slab. The top of the first floor slab was noticeably non -level in some areas. At the building exterior, a concrete sidewalk surrounds the perimeter of the building. This sidewalk was not constructed with control joints and is typically cracked at the column locations (Photo 3). These cracks are cosmetic and do not affect the capacity of the sidewalk. At some locations, handrails attach to the outside edge of the sidewalk. At most of the handrail connections to the sidewalk, the concrete has spalled at the location of the handrail anchor (Photo 4). It is likely that this spalling has reduced the capacity of these handrails. If the handrails are to be re -used, their attachment to the concrete sidewalk should be evaluated. The below -ground basement and perimeter walls looked intact and little cracking was observed (Photo 5). The concrete girders that support the structured slab -at -grade appear to be in good condition and little cracking was observed (Photo 6). The original construction documents show that the columns are supported on pile caps that load one or two treated wooden piles and that the top of pile is at 6 feet below grade. A 2 - inch rat slab was poured directly on top of the pile caps and shows little cracking (Photo 7). The lack of cracking means that negligible settlement has occurred the building since its original construction. KPFF also has observed a negligible amount of deformation between the pile caps and the rat slab. In addition, treated piles were used, and the top of the pile depth is expected to limit the amount of oxygen that is available to the pile, thereby reducing the development of decay. Photographs taken during the site investigation are included on the CD that accompanies this report. CURRENT AND FUTURE COLUMN LOADING Due to the successful historic performance of the building and the typical wear and tear on the building that was observed given its age, use, and type of construction, KPFF concludes that the support points for these columns are adequate to support new Toads from new construction. The current loads of the building on the structure at the first floor are reported on the enclosed Attachment A. These are the loads that will be removed from the building when the structure above the first floor is demolished. The loads that can be carried by the remaining portion of the structure below the first floor are reported on the enclosed Attachment B. These capacities can be used as a guideline for the weight of the new structure during the redevelopment of the site. The capacities are calculated 7 of 143 Westfield Southcenter Bank of America July 5, 2012 by taking the support provided by each 25 -ton pile, and subtracting the dead and live Toads from the structure that will remain at the first floor and below. A 100 psf restaurant live load was assumed at the first floor, and a 125 psf light storage loads was assumed in the basement for the calculation of these allowable capacities. In general, the interior building supports have little capacity for additional load, while the exterior supports have significant additional capacity, depending on the elements framing into the pile support, and the load being removed from the support during the selective building demolition. These reported capacities are dependent on the wooden piles being investigated and found to be in good condition. At the time of the writing of this letter, the wooden piles have not yet been investigated. It is KPFF's understanding that a representative sample of the wooden piles will be exposed following the demolition of the upper portions of the building. If the wooden piles are found to have deteriorated, of if the wooden piles are not exposed and documented, the structure may not have the full support capacities reported in the enclosed Attachment A. The existing support locations will need to resist both vertical gravity loads and vertical overturning loads from lateral sources once the new structure is constructed. The existing structure should be adequate to resist downward loads within the limits described above, but the existing wooden piles likely have little capacity for uplift forces that are generated by seismic overturning due to typical wooden pile construction details that were used during this time period. KPFF expects that the use of a thoughtful layout of the lateral force resisting system to minimize the seismic overturning forces, and the weight of the concrete walls below grade, will be required to limit the uplift forces on the piles. If uplift is limited, the remaining portions of the building have good potential to resist lateral forces. The ability of the building to resist lateral forces should be investigated further during the design of the new structure on this site, and should involve a geotechnical engineer to give his opinion of the soils ability to resist the lateral forces from the building. I am available to discuss these findings with you at your convenience. Also, feel free to forward my contact information to the architect or development team during the redevelopment of the site. Please call me at (206)-926-0595 if you have any questions. Sincerely, cott Neuman, PE, SE Associate SLN:kis Enclosure 112263.10 • 8 of 143 • • Westfield Southcenter Bank of America July 5, 2012 Attachment A - Ground Floor Column Load Plan 9 of 143 N Xref Filename: 11711 OL=18.0k 8'-0° 8'-0" 8'-0" 8'-0° 8'-0" DL=17.4k DL 17.4k DL=17.4k OL=19.5k LL=3.6k LL 3.6k LL=3.6k LL=12.7k LL=4.8k DL=16.1k LL=2.2k DL=22.2k LL=8.7k DL=17.8k [1L'2k LL=5.5k DL=20.0k LL=5.5k DL=18.0k LL=8.1 k DL=129 LL=277 Ib/ft Ib/ft 8'-0" / 8'-0° / 8'-0" / 8'-0" / 8'-0° 8'-0" 8'-0" 8'-0" 8'-0° 8'-0° DL=17.0k DL=14.0k DL=14.0k DL=14.0k DL 14.0k DL=14.0k DL=14.0k DL=14.0k DL=14.0k DL=16.6k LL=13.9k LL=9.6k LL=9.6k LL=9.6k LL 9.6k LL=9.6k LL=9.6k LL=9.6k LL=9.6k LL=9.6k DL=12.Ok O O O O 0 LL=4.9k INTER ► EL COL, TYP CONC WALL DL=8.7k LL=20.2k DL=17.3k LL=12.3k I T DL=19.2k LL=33.9k DL 17.8k DL 25.0k DL 17.8k OL 23.2k DL=16.2k LL 4.3k LL 20.9k LL LL=7.9k NOTES: 1. LOADS SHOWN ARE THE CALCULATED DEAD 3. CI PERIMETE CONC COL, TW These va ues have been superseded by more recent calculations LOADS OF THE AS CONSTRUCTED BUILDING, THAT WAS ORIGINALLY DESIGNED FOR 300 PSF` UttV AND THE CALCULATED DESIGN UVE LOADS. UVE LOAD. . LOADS ARE REPORTED AT GRADE, ABOVE THE FIRST FLOOR SLAB. DL=10.3k - LL=2.9k DL=10.8k 0 -00 0 I -03 LL=2.9k DL=10.3k c0 LL=2.9k DL=10.3k - LL=2.9k DL=10.3k LL=2.9k DL=10.8k - LL=2.9k DL=10.3k LL=2.9k 0 I o ° 0 0 I Co L=17.2k DL=14.0k DL= DL=14.0k DL=16.6k 9i =14.4k LL=9.6k LLO=9.6k -9.6k LL=9.6k DL=11.6k O O •o -e LL=4.41( FLOOR COLUMN LOAD NO SCALE Consulting Engineers 1601 Third Avarua Suite 1600 Seattle. WasNngtan 96121 (206) 622-56n Fax (2061 622-8130 Southcenter BofA Viability Study Attachment A• Ground Floor Column Load Plan PROJ NO: N DATE: 01/06112 BRAN BY: RAP S-1 • • • • • • Westfield Southcenter Bank of America July 5, 2012 Attachment B - Additional Capacity of Foundation Piles 11 of 143 39am CAD User. N 0 a en 0) N 0 0 CO N 1110 0 o .. E v Ez O X NOTES: 1. CAPACITY SHOWN IS THE ALLOWABLE ADDITIONAL LOAD ON THE BUILDING AT THE FIRST FLOOR AS LIMITED BY THE EXISTING PILE CAPACITY. CAPACITIES SHOWN ACCOUNT FOR 100 PSF LIVE LOAD ON THE 1ST FLOOR SLAB, AND 125 PSF STORAGE LOAD IN THE BASEMENT. 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-O" 8'-0" 8'-0" 8'-O" 8'-0 8'- 8'-0" 75.5 k 56.4 k 6 k 55.4 56.0 k 30.2 k 15.8 k 14.5 k n k 33.6 k 21.2 1::1 ne Qa gg ria k 31.4 k 31.4 k 40.5 k 32.3 k 1.7 k 47.8 k 22.4 WOOD DOJBLE PILE, TYP 31.6 k 0.0 k E 0.9 k rfa 0.9 k 40.8 k ELI 0.0 k M2.3k 13.0 k k 47.8 k 22.4 k 47.8 WOOD SINGLE PILE, TYP T00 k ,n 0.O k EO. These values have been superseded by more recent calculations k 22.4 k 47.8 k 22.4 k 47.8 3. 28.2 k 7.8 k 22.4 0.0 k 00 k T._ k 41.4 k 35.1 k 35.1 k 35.1 k 35.1 k I -00 0 o 35.1 k 0.0 k ,-, 0.0 k 35.1 k k 47.8 D MOUSHED RAND THEEF RSTTFLOORRAND THE ADDITIONAL CAPACITY OF FOUNDATIILES BASEMENT WILL REMAIN. NO SCALE k 22. 47.8 k 0 10 a 35.1 k El 41.4 k 0 -00I O -03 Consulting Engineers 1601 Thud Aven,e. Suite 1600 Seattle. Washington 98,31 (206) 622-gri92 Fax (206) 622-8130 Southcenter BofA Viability Study Attachment a Additional Capacity of Foundation Piles PROJ NO: DATE: 07102 DRAWN BY: RMF S-2 • Westfield Southcenter Bank of America July 5, 2012 • Attachment C - Photos • • 13 of 143 Westfield Southcenter Bank of America July 5, 2012 Photo 1- Building Exterior • 14 of 143 Westfield Southcenter Bank of America July 5,2012 Photo 2 - Crack in First Floor Slab • 15 of 143 • • • Westfield Southcenter Bank of America July 5, 2012 Photo 3 - Crack at Exterior Sidewalk 16 of 143 Westfield Southcenter Bank of America July 5, 2012 Photo 4 - Crack at Railing Anchorage 17 of 143 Westfield Southcenter Bank of America July 5, 2012 Photo 5 - Concrete Stem Wall 18 of 143 Westfield Southcenter Bank of America July 5, 2012 Photo 6 - Concrete Girder 19 of 143 Westfield Southcenter Bank of America July 5, 2012 Photo 7 - Concrete Pier, Girder, and Rat Slab 20 of 143 • Consulting Engineers February 7, 2013 Mr. Mike Sheller Westfield Subject: Westfield Southcenter Bank of America Wooden Pile Investigation Tukwila, Washington Dear Mike: KPFF Consulting Engineers (KPFF) has finished our field investigation of the existing wooden piles beneath the former Bank of America building at Southcenter and concluded that the existing wooden piles are in good condition and can be used to support future Toads up to their original design capacity. The former Bank of America building was constructed in 1967. The building structure was designed by KPFF Consulting Engineers and the as -built structural drawings for the building are available. Above grade, the building is constructed with metal roof joists and tilt -up concrete perimeter walls. At and below grade, the building uses one-way structural concrete slabs supported by concrete beams and walls that span between pile caps. The building is founded on 25 -ton treated Douglas Fir piles that support the structure above. Later construction documents show that for the construction of the interior building mezzanines, a pile capacity of 30 tons was allowed. KPFF has been asked to investigate the condition of these piles. KPFF observed 10 of the 97 wooden piles beneath the building. These piles were observed by exposing the complete pile circumference for the top 3 feet of each pile beneath the pile cap. A 3 - inch awl was then pushed into the piles as far as possible using a methodical pattern around the pile, and was scraped around the circumference of the pile to check for splits. At 9 of the 10 piles, the awl would not penetrate more than 1/8 inch into the pile, indicating that little deterioration has taken place. As the piles were exposed, the odor of treated wood was very strong, indicating that the treatment is still within the piles and will likely continue to prevent deterioration of the piles in the future. At pile G9, the as -built construction drawings show that the pile was damaged during installation, and another pile was driven adjacent to the damaged pile. A split was observed in the damaged pile, and the interior of the pile had deteriorated. Because the damage to this pile was observed and mitigated during the original construction of the building, KPFF concludes that the observed damage is not indicative of similar damage in the other piles of the building. 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Seattle Tacoma Lacey Portland Eugene Sacramento San Francisco Walnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Boise Phoenix St. Louis Chicago New York 21 of 143 Mr. Mike Sheller February 7, 2013 Page 2 The lack of deterioration indicates that the existing wooden piles have changed little from their original installed conditions, and likely can still be used to support their original design Toad. A plan showing the locations of the investigated piles, as well as photos of the piles, is enclosed with this document as Attachment A. If you have any questions or comments, please do not hesitate to contact me at (206) 622-5822. Sincerely, Scott Neuman, PE, SE Associate SLN:kls:kjn Enclosure 112263.10 • • 22 of 143 • • • Mr. Mike Sheller February 7, 2013 Page 3 Attachment A - Piles Observed during the Investigation 23 of 143 NOTES: 1. CAPACITY SHOWN IS THE ALLOWABLE ADD T10 LOAD ON THE BUILDING AT THE FIRST FLOOR LIMITED BY THE EXISTING PILE CAPACITY. 2. CAPACITIES SHOWN ACCOUNT FOR 100 PSF LIVE LOAD ON THE 1ST FLOOR SLAB, AND 125 PSF STORAGE LOAD IN THE BASEMENT. 0 75.5 k 81_0° 0 81_O" 0 81_0° 81_O° • 81_O° 81_00 0 81_O° 0 33.6 k 55.4 k 33.6 k 21.2 56.4 k E 56.0 k 15.8 k ® 30.2 k T 1� na 14.5 k k (5 31.4 k 31.4 k 31.4 k Qa Qa Qa FIR 12.9 k ®® 1.7 k 47.8 WOOD DOJBLE PILE, TYP 31.6 k 0.0 k 40.5 k 32.3 k ©k 1 0.9 k 40.8 k Qa E0.7 k 0.0 k 1.8 k Qa rig 2.3 k 13.0 k T 0.0 k T Expose 0 0 ° 81_0° 0 81_O° m 81_O° 0 81_0° 0 0 22.4 k 47.8 k 22.4 k 47.8 Expose 0.0 k 45.21 k 37.4 47.8 k 69.4 C7 0.0 k WOOD SINGLE PILE, TYPI T 0.0 k r� 0.O k k 47.81k 22.4 Expose APACITY k 22.4 k 47.8 k 22.4 T rr � L 0.0 k MEI 0.0 k iN 0.0 k Expose IF7 HOWN ASSUME THAT THE EXISTI E ABOVE THE FIRST FLOOR WILL EMOUSHED, AND THE FIRST FLOOR AND TF BASEMENT WILL REMAIN. 0.0 k 0.0 k Expose 47.8 k E 41.4 k Expose 35.1 k I 130 0 0.0 k It 2 T 0.0 k Expose 0.0 k Expose 47.8 k 22. 47.8 k 35.1 k 3 35. k Expose ria 5.1 k qj 35.1 k Q35.1 k 35.1 k 41.4 k 0 0 I -00 0 o • 24 of 143 Piles exposed for pile investigation • • • Mr, Mike Sheller February 7, 2013 Page 4 Attachment B - Selected Photographs of Piles Pile 09 Pile K5 25 of 143 Mr. Mike Sheller February 7, 2013 Page 5 Pile 03 Pile Q5 26 of 143 • • • Vertical capacity of substructure 27 of 143 CoEngineers Mg. 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Protect JO✓l1 ce t 1rr ['nsulting O.S. A- by Si.. N - / sheet no. ,location date (—/8-(3 diem job no. Eu le,o ie. Ceivt; S 9e:5 , fsrob = 7 `(gyp.) Fi = 3 k5 '1Ofc (R auks; Specic‘eid eq 44- fs'c !oe.,14.1, ;2'!p" Th4-k-1(e—et.zzo e.k,iC3, Sec 5-3 w,e .z2 - 3 Bp 5F (r- r.-,: 1 oy 5106 i,fie / 7' S- a peer., 6,9 I HOTS .'s--) bed, kPFF sl.,..1«-1) 6e.tr'0•f, OF bovj., ao,C, *6. ..7/2 e -e; -F Tperot sla S Je».(k 6' Sla 6 #6x 9 ire 9 "'O -c -roe. # yet,' o,e, lfnp ra;yF S-3 751.6 if sial G -S) VGv1 1106✓ /a' r6'• 46 e61a,e! lip 0 7 e L. '0,e:rz8 7- , �Yerg`re.c, k a=6 A ,4 : , f SIt 11tH As ; , K 8^•' 7/Ft B Cow"- : 34 11-.7/1— A am►ft m", : fA6 k.»/F f = le"4- Ff/f+ 01.. = 9) k --VP* = e • o8 7 ,,- '1 s�e(rM 4 45 : 0,59•.e'/Ft Cw..,• = 3/s, erfrl 95 k',N /1'f- = 7.9a k•F01. 28 of 143 • MConsulting Engineers 1601 5th Avenue, Suite 1600 SeatUe, WA 98101 (206) 622-5822 Fax (206) 622-8130 Slob project Sa✓ sty I a of /t by SL N sheet no. location date 1-49-43 diens kb no. 40, cec{IM A -3 AS=,ao-4f (-A.,: -; (Pi.: y k"",/f4 = 3.5 K-Ff/F+ 044, = ti a k•M/F f �PVr'Y - 3.5 k t 1 P4 16=0* 5146 ,yP6 s- Se4'..4 A57-14;.' 47 = H 33 k/' f- 36.(k P17F r Sadiea 45 = Lowe, -=-74 42Ati : 326 k'e /F{ = a7a k-Pi4f 29 of 143 Soothi,enter Bank of Arn11a I I! 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M-poretiv' t•14. a40 .tO•wevi 4f S.& ire r3 Kr b•M Pn {- w'Yi MO= U -..(/if sof; 11,10 w7VNf /+f fr t -1v: wt/ 1246 5(- 6 s -a c„.14., 4 51.6 s - 3 sec().- 4 M„ f (41144(V. 001 (941 'of irp.•I 8.al •!I - ! S /i y .iH 1'l risV 5P Iaw e-oek •F P= w„ ! S %(d .7 t.i— S 7 5 p$ P 1 a f ear ti t--.,= 467 psF Sl 3 psF .7 w„ = 5.03 pa 1.i 7-2s F+ x r /.,: 7.33 f'1 3.5 k -P /t = t.✓, • 7.33/9 :> w.. = S 96 psF w„- 9Ia.psP 3 S _ t,,,,, . 73//4/ SC/ 44 a at -f6 pr�' f 2i�1<•1'(= wt/- s/ =7 to �.�.: 0 ps 1:19( 14,= 0,6-a 3odo -'a (7- r.7s..) k/ct v.541 k/rt = wt/ . t SFV C 60S psF 41 = 016-a soot/ -• (6 -1 -AS ) = 3-7S k/f} 3,7Sk/fit =w.. • 72SFj .77 w„= 1o3`1 p5F eb1rc = 0.6-a 3000 - ta- (►a -f.254 _ ir,KS' k/Ft S, yB K/Ft . .,a,., • (SF4/ i z 1 r 30 ps c. 51, r,� sf .5 , J0,5 tio+ e ii~./ 36 of 143 •,p s/..6 1 2 VIII Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 -�,C / w a.; Q vrol�t Sd>v .� by S[. /`( sheet no. location date (— ► 8- 4 3 client lob no. Co•+1. G �o I.'f 4f iso �t'oov 7jp••4'•/ 11� a-6 a-7 t'°1 1 T 3_6 osas6y' ° 14 G Colts. (.AA to1►ru1A-c wi.115, of 5 (. r7 = Ys'• _ /.5 -rt . 12 ••t k5 1-. s/I'l . cl•6 = >�y Ufa= ('1s•3+ta)/r. • 0.2 - /t - Sedlvm A 45. t -Mt t.7 _ ?.7•.' ea,wn (3 Se4'', C As - 0,77f1.7. 'I.49,„3 As= Cc'(. ('ie. (c.d.. Sic f'.1 A Set 6= Ia- 6= lop” G= Ia'- 6- lo?* aj 14,4 Gy M= L. M : wt>/ 5.c { t_ M . �o S/c 40,—, b • M r wee -,,i4 II/Pk be.»,s ,'. s ew - a� COV filo = I., f (rXw. ( 64.71* •+r r •r .11"- 20.3 = 1"` 20.3. � 1.5%6 143..2= M. 6• 'la k/F 19'1.3 w•/c% .01 902.5: w S6 . 6, se or d&V, = 0,75 -2 3000 (c7- (ao- 3) = 16.9 k 16 �k : w„ • 6,.4.1 a.,tl•'Jo 17 cPvs ' 0.75 • to - 11 •Sk a 9 3 kr wi.• (9.3`+x) 14,4-- 60 .1 Ng- 64 op•r{ �v5 c w./.5a-.I f •'!O r 7. l �.)(c G ti )4t g ID g. 9 5' k 1F w� - 56( psP `• 1f f esF SYOpsi • `•l (/ psi (Cv (41 L= t5- a•3.og- g•a 6.o, 5.59 kir =7 349 psF 14402 0.5 i t 6$ `7wv= 6.126k(F =7 379 psF mVN = 161k k 's• 1 k- = 35.5 12,Z USI( =`^�„• w✓` 5.8k(F 30 psF 37 of 143 t� r JHII 11/ N 1 lIIf 4 SuuthcenhyBank cfAmerica First Floor Beam Typical Beam Line Section A 2 0 12 1/18�V13 3:o|143 co/«hen1m§ x|a Sonthcenter Bank of America First Floor Beam - Typical Beam Line - Sect 145 40 1/18/2013 "/i9 ut 1,13 corlc nendinq xs Southcenter Bank of America First Floor Beam - Typical Beam line- Section C 111812013 4c., ot 1k1',. t.:(-)nc bentlffIc) iS Soutncenter Bank of America First Floor Bean] Typical Beam Line Section D 1/1 81201 3 11o3 143 conc. r)endinq xL Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 0Br 6,..Sav " N 6,..-- t ? /4 GIF by s shoat no. location date r` t 8' client job no. (i1�rc k • Cop+I i �7 or 13tawvi aa' (2% 4 co AM 8-5 Qs r�S fife( = t?7 4; 0.; c Sed'-, 4, = a•ys,.,n b= r s SrcYroy 3 /t4 b : 1.271 SCC'C As = a•95.,� 6= 15' SrcD As = SPc'h.- E Sef%'O'•• 45 : 3.68-"' 6 .- 1;-'; (3) o (3)+ to A d)rt„ (441.3 COVrY"8' ONNb 3e61 Covey c aZ z tpMN = I't1 k -$f cove.. =a' d7fri = 170 k -F'- Cove,- ^ vt ' �M = 4 4.61k •F Co ver = 02 (p/y, s 17t2lc if cOri✓t.l�- -k / (.: lPo� os �•.. ,'-d 6 P/ek-./ ..,4%. 1 beim 3 Clo ✓Pi' io-ylp W I iG1 6i3,3, to OCrvX+nrl�6 MIP+700,1/5 c 1 de 444, See l"h ASfrsa G 386,1 �f - 35'0 ?sr N6.N�E F f = L4. ' 7� .7 (.—t ,= 6.6'k1F 411 a pfF 42 of 143 r.',111G Spa". EProject • Consulting Engineers 1601 5111 Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 S � Fw 13-c /'�-1.14 ✓ �,rby S sheet no. location date t -1P-13 dent iob no. ci'c lr 6"—s /a`t 140 el ,h t;+l 1;75 6yvc = 0,7s•3000 • IS• (80.3) - a l,0(K L= 23.S- o?• 5.75 - 2.15 - 9.17 Ft 01' Rr:a 3 t, 0k : w 917F% Z of (y Cb VS D.JS• a•.rl(�O•IJ 7,0 !r rmV Re ^+FN lryy 4 f !p c &vf = 0.7S a ' -- O, 17 r ,1, 2 k ttiV., = a I kt I/- k = 32,2 �r e) a 24 Psr =7 tn,z 3,S% k(F psF 3 wt.= 3.61 k(P 26 PsP 44 6, wV 4.75 a' rr , `10, 17 S = te,7k (1)v1 = Atte rfe.,k 39-7k L . 39,7 rE = wv 111142. = 3,8'l k(F ? e2 al ° PCC a-5 (Pc', ' i 6.8k (Si -we as 4N, ✓ate, �. r k. ) 6,Sk = w✓ • G147 F/,2 rt. - NpN e 7.19 kip =) Lise, 104 2y' fp--t 11 1- t, r•i&. c i" L0 ( 0,?S' J ` o• 79 L, .2a6psF= t.a(9tl+s+ 10) 4 t.6-a75'Lo pm;61y *1I posh- 4. 4-14 pal` 43 of 143 Le— =7 -D - 75pS .. 1.1 6,.... Sootlice0ter Frik )l Nicene:0 Floor i3e4:10 Beam crie eq. 2() I 5 I 77 30 ze 1 I i.3'201 3 •.:1-1 of "LH orK, be rich t ,(1) limik of AnI('rit:;:i ;r:A FluoF C3eirvi -f-1(;i111 I inc. ,A1 I,kJH • '.,...'.:.:..'.....7.....::.A' ,.......•'•'.i.::•;ii.;i'..7"''''''''''1.'• ,:...,.,.,.,•..Z,'..1::::,.,-...:,.:..,;:.,::;'!,..Atji...:i: ..•.:.....,c.........7:-..:Fii.,....'.11.0,:t,........, ,••••.::.,..•..k.'.11iiiii4tri.... ...',..d;.,.,,..i.4)),..0.:.....:!,..,.... 1,.±..:'.:',,•11..i.,:.{i.1.':50,1qt.T6'..ji..,i....„.,,:..i„...,.,.,z..,ii,.,„..,.. 11 71 Southcenter Bank of America First Floor Bearn -Beam Line at C Sectior 11 8/2013 LG ol 143 corm benciinc) Southcenter Bank of America First Floor Beam Beam Line at C Sectio 1" 145 40 20 15 1/1812013 47 01143 f],oriC lier)(11!Ic} N!!:, :E'3outhcenter Bank of America First Floor Beam -Beam Line at C Sect. on E: 1/181013 ,18 1. -ti ;.tinc hendot; >ds !ioathcenfer Bank of America First Floor Beam -Beam Lino at C Section 1118/2013 45 CThL htndinq • • • BffigConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project S01.1In4.4.1 Te.• 301. A by SL, v sheet no. location date r -4-13 client job no. G l,ra k cop6e,5 of 6 &-I rps tL.r = 99-./9 2. f.65 -r-.2 See 4-, 4 ,Qs= P4974!45: Y-19..2 C 6.-- k „..,r ,,I f 1001 5/e 41 k. L,<2 P. Co(e ( e tool os 614 al.ok No. 17 d?t4 = 0.7S 12 0 2- 6= 99%, E 03 ;...Pt • a Ito riii7i6111T1 II(2)irio A o I sm.? kSf 9.58•Y ()d 10 fso,7= `V"•rr/� w„= S(6( => 730 psF "'-' l% w„= to. s5 OF- (4- ef /F(4-1a 4.1 S h . ow, W7/d ) p.,,vy ro4s ) 9.4K OL4. 3( r 9,h = 3v. Nk 6 S9 p 30.Yk= w, (ly-B- '�x) w� 3_177 I9,a kIF =, r ► 99 psP 2 r•..F 0.4 60 6vs; IeSk -17 tp1",=z/.t8.e- 39,e4 - w„ » ?-13 klf- =) k ( p5F 50 of 143 600..1 SouthceoterBank u|America First Floor Beam -Beam incLat L Section A 1/18/2O13 n/ 143 concLendmgx/^ 3n/thceo{erBank o/America /otHou/Oeam-BoamLmeoctmnB 1/18/2O13 3 143 4U 28 99 9 5 08 0 f.)2 of 143 con'��eodioux|x ConsuRing Engineers ECM 1601 5th Avenue, State 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Protect S014,144r, ice- U G A by SC Al street no. location date h2S ' 13 client• yob no. ( C p.1e. r S'6 641010416416 aK' 13'70 IC X6,110 6`6'5;° A 54.1 p-54- 1 1a - C4 'ck ' i P.-{ spm, os a $ ple. s 04 ' , C'p,,;f j b.j,.! or (i) #I Se'olt.., AS = 3.81;pi' b. 1;79 cove., a = &At., = 1.5‘1,6 k •f+ %..,:led L t' lei - i s.,ourC.r.t Cof�.1.1e •MOk vl% .fe loot 05 it = 1s'1.6 k•Ff: w"(Ik 8 =7 wt,. 6,31 k (P _;) Cl,.ek cep.t;l(j es (";.1a,1 1,, Shoot (l/c = a1.Ok L= 1(F1-'.+—' l (d 7 Ft al,ok, 11,17Ff w 3.76& J a 35 piP 39N ,„F posf 13 lac. /,d J&Fi P -o...-, col w/ 1 -Y� wid-, „tea 1 t1op p lo. le. L. 1P.- 2•r 2 - '.S = 3.67 al,0k= L''4"' a,a7 7 w✓` N.$ykrF =9 303 psF •1l,. (s 11. ,,,11,..1.14 Goal C.Jr 6e t &+'l 14 16 if. 13 Pi- _ ao8 Ffi LL,wJ„l-u, No Po... ref 4.3 10,.1.1.•1 N»= 1.2(9H+ 10) + 1.6(toOpst-)0.99 115 psi 158 psfr ag3pfF Pck= 0.93 C3 53 of 143 a(42 45+741. ' s)=x'•0.99 Southcenter Bank of America r-st Floor Bearn E3earn Line at ( - Section A with Post 3 145 40 22)1 3o Yis • filliii.C°n3 ulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 J Project SOV �i.{� +L/N }+refr A (' by J L sheet no. location date 1 — S " 1 3 client Job no. Co ICv(01C /D4 1 off p 0 5 f pito.,1+ 9 "'J C i/Ll�•, L(G (6a` 6t 64. artefp C1�.++ PvNee-1 fall") /art- )6 Ff = (9;LsF Po= 195P• airg Psi = SS,3 „F post = a 751- (7.S_ _ .7.33 Pt (f)R" °P Y ` # Ape- = 75:8 k (41= 8i{, A. ff4 L-KFI vw ti` P;pe 55 of 143 1Y? I,f,..,,, 6/c K- Mproject Consulting Engineers li 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Sv� CON �(iv (3• /4 by Si_ N sheet no. location date l- as -1 3 clientjob no. Ey. !tee (4 Pte' oe 0 1,, G weriol 16t6p1:1 ISZ pv= SS -3 k I1 I (o>ii 6 4- (1)#9 (()ff 2 s sk4 ; • isey 88P5F w�rslsyf •F 6/•-7 (l3-7),IS.150 c 9'iplr rNy LG _ aSos� Wt,1, .(894 6) +1.6(2$) = 153 pdd l7 PA.1 e10-5 H " 14e..G Cult.( le - loud 4,1.1 • -4,6 1�a=6"PlLF MP 9L1p(F / 1G' lob t..-411 = G psF • £4*.- cit.(I 1 s•. ;(Gp•s+ d (r2..) a. 16. tar. 381 sF LL,v.4,1.0.. = L, 0,2S .. ,s DL:: 19ast% (9H+ Swr0) 4. 192(814G) = 20.9r(- 1. 1g',0 k- = 38,9k- LL: 8,9kLL= E92sF (loop4F) * 192 (PS ps1✓)J-07,63 = 1x.rk 4- 3.0k. `-01 I lo•1 ey p:/& = 3f.9k + 15,1 fz AIla,-ob(4 p:IL Carp*cifj = 6O k- 56 of 143 Stik -ts(46 IfffriConsulting Engineers 1601 5th Avenue, Sulte 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project ..5.,..,AtC .., L- -(3-45 .J /i..Mvi ia. by SL N sheet no. location date 1-1 0- ( 3 diens job no. Cntie Ll__troeligl 5 err,err,15 J 1 1.. s/. C DL. 7'' s(-1, = 9111,4F 6' (1.6 S i psF t?" 51.6 1sG1,lF E''1! SOL = .SpsF Irv-r..2zo 38 psF L � - 100 psF (J1! -soft Locd 4+ car,* Slag spq"s S- s. spm CNo ) (9"►pdd +S) + t.6 rooe;F of f'r/o Spa C+ I/j' P.,5 1 A 119 4 160 ; X 79 psF bvi. _ (. a (9,1 4 5 + 3/0 i" 1.6 • t Oa f 6,-f + 16 b = 3 a ti pc S -a w�= t,a(81 #S) + r,6• too - 103 4 160 Z. 263 err S-3 w�= 2 ( ) t f.6 -too 79 e w�= /,2 (i C6 + 5) f f,6•too 193 1-160 : 353 psS rt 5 (o.6s • 57 of 143 • • Consulting Engineers en 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project sov GBH gel, OA by s` 1.( sheet no. location date 1-1 8-13 client job no. e, At: 14FI- (6 f1: a56Ft' K<<= a 6,, / is L° lavp,F (2S + 5 l v 91 p!F e ( S, (I w,.ija 1 "(3o'. 7") = IS67„2 9.600/43 /2s6 psF sill III 1.44, it6 •IS0 t a't L.= looffi - 16 F f Z. 2600 lbs 04' -(7pt r 6r r$Nd 3” poi w/o; 'le v-0 7yp 141112'1;a (941pfr SW 4 OW) t 1.6• (9Ip,f) l;, f /L16 = 27 ?pfP tri i. -10✓ 44.4 W/ ii%vQZ2o 1-4A, = 1.2(9q + 5 * /Oi 38) ,- 1.6 • (91) = 176 •- (Y G 3aa p5r 58 of 143 • • • IMEIConsulling Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Sqi �.}1M[iw'(c_0.r A by S L NI sheet no. 1 location date l' (8' t client job no. 11w1G. ray C.,00ei6 PM &d1.fs sid as t.,..;1, J C3 s 4,• - w b-��, flue ,f wr7M 'I' 42LO, w = 3� p f F saps.: -.posed J,.J /0aJ 1440. 4. (POW - 3aa P1 (') /t, = aa.SprP (...�:� ol�'�;••••l SAL fe OP pi� w59c (30 pfF - a83 psr) /1,2 = j pfF 59 of 143 • ti //Milpm.« Consulting Engineers 1601 5th Avenue, SuMMe 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 s...,14,„...(•-- ai.•k. by SL. / ^1 sheet no. location date l-ls- 13 diem Job no. , wA/eick1- •.., p;l s e 14_ fsf- ri'rsi s'.b DL= 7" s1.6 = 8ZSpcV ex,. eow4 L6. P.,......." : 2/a• tse = 6.3p5C TT✓aZ70 w4,' -.e p. -if, ' 34 -(so = 39p t Lc: ro0erc Vre:toe Yom• 16 11.x t6 i'f 9 r;d s poe, h < ltsFf, (F4 : aS6 sr i7 J Fol. l = 10 'tp f -lof,/ lYPetP ash, 1014 + as6-toorr a‘.6 k 2s6k = Sam? k G4,, k 1.0d A I- PS6 Le.. loopfr L 1-0 (0.2 S 4-TA—i-) sr CSIS E 7.05 T. b le q-•7 1oo(o.H) = 7?p asp, 7,2P5F + ,2s6. 10tips F - k f X6.6 k = `157r t^'col = , 33 k wpde <•p: 1,64- ><a1./ 4.•1 = yskr.3k 116X = `i 7k 404./ our,,, . 6f %.d : 3004016 /a-56 Sr z 11.7 114 60 of 143 (a 4-1-01,1 Pile group A-1 A-2 A-3 A-4 A-5 A-6 A-7 A-8 A-9 B-1 B-5 B-9 C-1 C-2 C-3 C-4 C-5 C-6 C-7 C-9 D-1 D-9 E-1 E-3 E-4 E-5 E-6 E-6.67 E-7 E-8 E-9 F-2.5 F-9 G-1 G-2.5 G-3 G-5 G-7 G-9 H-1 H-9 I-1 1-3 1-5 1-7 1-9 of re._ # piles Gross capacity 2 120,000 2 120,000 2 120,000 2 120,000 2 120,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 2 120,000 2 120,000 2 120,000 2 120,000 2 120,000 2 120,000 1 60,000 2 120,000 1 60,000 1 60,000 2 120,000 2 120,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 2 120,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 1 60,000 wta;h;s13 pale Base Loading 20,053 39,331 38,056 38,056 39,731 32,981 34,256 34,256 17,528 14,800 18,200 11,000 40,356 63,597 63,597 63,597 54,497 62,151 73,410 50,385 14,800 11,000 74,464 79,792 53,212 48,629 48,629 7,600 47,413 46,197 27,456 16,783 600 47,288 45,796 34,297 55,352 50,488 25,597 600 600 25,597 47,448 55,352 50,488 25,597 61 of 143 Ca- Self weight Net capacity 4,641 95,306 4,641 76,028 4,641 77,303 4,641 77,303 4,641 75,628 1,641 25,378 1,641 24,103 1,641 24,103 1,641 40,831 1,641 43,559 1,641 40,159 1,641 47,359 4,641 75,003 4,641 51,762 4,641 51,762 4,641 51,762 4,641 60;862 4,641 53,208 1,641 (15,051) 4,641 64,974 1,641 43,559 1,641 47,359 4,641 40,895 4,641 35,568 1,641 5,147 1,641 9,730 1,641 9,730 1,641 50,759 1,641 10,946 1,641 12,162 4,641 87,903 1,641 41,576 1,641 57,759 1,641 11,071 1,641 12,563 1,641 24,062 1,641 3,007 1,641 7,871 1,641 32,762 1,641 57,759 1,641 57,759 1,641 32,762 1,641 10,911 1,641 3,007 1,641 7,871 1,641 32,762 °"' Gi rV uplift capac 9,362 14,509 14,194 14,194 15,949 11,599 11,914 11,914 7,397 7,680 8,520 5,400 16,774 21,547 21,547 21,547 17,287 18,031 21,431 16,589 7,680 5,400 30,236 29,660 18,967 17,366 17,366 4,560 16,637 15,907 10,234 8,170 360 18,525 16,666 12,660 22,171 19,253 8,347 360 360 8,347 17,429 22,171 19,253 8,347 • • J-1 1 60,000 600 1,641 57,759 360 J-8 1 60,000 20,792 1,641 37,567 6,715 J-9 1 60,000 600 1,641 57,759 360 K-1 1 60,000 25,597 1,641 32,762 8,347 K-3 1 60,000 47,448 1,641 10,911 17,429 K-5 1 60,000 55,352 1,641 3,007 22,171 K-7 1 60,000 41,688 1,641 16,671 15,898 L-1 1 60,000 600 1,641 57,759 360 L-8 1 60,000 20,792 1,641 37,567 6,715 L-9 1 60,000 600 1,641 57,759 360 M-1 1 60,000 25,597 1,641 32,762 8,347 M-3 1 60,000 47,448 1,641 10,911 17,429 M-5 1 60,000 55,352 1,641 3,007 22,171 M-7 1 60,000 50,488 1,641 7,871 19,253 M-9 1 60,000 25,597 1,641 32,762 8,347 N-1 1 60,000 600 1,641 57,759 360 N-9 1 60,000 600 1,641 57,759 360 0-1 1 60,000 25,597 1,641 32,762 8,347 0-3 1 60,000 45,966 1,641 12,393 16,540 0-5 1 60,000 47,448 1,641 10,911 17,429 0-7 1 60,000 46,536 1,641 11,823 16,882 0-9 1 60,000 25,597 1,641 32,762 8,347 P-1 1 60,000 600 1,641 57,759 360 P-9 1 60,000 600 1,641 57,759 360 Q-1 1 60,000 7,128 1,641 51,231 2,357 Q-2 1 60,000 13,656 1,641 44,703 4,354 Q-3 1 60,000 13,656 1,641 44,703 4,354 Q-4 1 60,000 13,656 1,641 44,703 4,354 Q-5 1 60,000 13,656 1,641 44,703 4,354 Q-6 1 60,000 13,656 1,641 44,703 4,354 Q-7 1 60,000 13,656 1,641 44,703 4,354 Q-8 1 60,000 13,656 1,641 44,703 4,354 0-9 1 60,000 7,128 1,641 51,231 2,357 62 of 143 • ,ity • • Total capacity Pile Cap Self weight 60000 Ib 4640.625 Ib 1640.625 Ib 63 of 143 Single pile c Double pile Single pile • • • C«. op Loafs 4.4 s.± Pile Total DL (Ib) Tributary Depth Width Tributary Depth Width LL group Load (Ib) area (sf) area Reduction A-1 6,528 3,328 32 4 8 0 1.00 A-2 13,056 6,656 64 8 8 0 1.00 A-3 13,056 6,656 64 8 8 0 1.00 A-4 13,056 6,656 64 8 8 0 1.00 A-5 13,056 6,656 64 8 8 0 1.00 A-6 13,056 6,656 64 8 8 0 1.00 A-7 13,056 6,656 64 8 8 0 1.00 A-8 13,056 6,656 64 8 8 0 1.00 A-9 6,528 3,328 32 4 8 0 1.00 B-1 - - 0 0 B-5 0 0 B-9 0 0 C-1 13,056 6,656 64 4 16 0 1.00 C-2 24,997 13,312 128 8 16 0 0.91 C-3 24,997 13,312 128 8 16 0 0.91 C-4 24,997 13,312 128 8 16 0 0.91 C-5 24,997 13,312 128 8 16 0 0.91 C-6 27,576 14,976 144 9 16 0 0.88 C-7 35,160 19,968 192 12 16 0 0.79 C-9 22,385 11,648 112 7 16 0 0.96 D-1 0 0 D-9 0 0 E-1 23,297 12,560 112 7 16 24 3 8 0.96 E-3 38,808 23,616 192 12 16 96 12 8 0.79 E-4 30,312 17,712 144 9 16 72 9 8 0.88 E-5 27,429 15,744 128 8 16 64 8 8 0.91 E-6 27,429 15,744 128 8 16 64 8 8 0.91 E-6.67 - 0 0 E-7 26,213 14,528 128 8 16 32 4 8 0.91 E-8 24,997 13,312 128 8 16 0 0.91 E-9 13,056 6,656 64 4 16 0 1.00 F-2.5 0 0 F-9 0 0 G-1 21,321 11,241 101.28 6.33 16 18.64 2.33 8 1.00 G-2.5 27,429 15,744 128 8 16 64 8 8 0.91 G-3 33,697 20,500 154.72 9.67 16 116.04 9.6.7 12 0.85 G-5 54,752 36,352 256 16 16 256 16 16 0.72 G-7 49,888 31,488 256 16 16 128 8 16 0.72 G-9 24,997 13,312 128 8 16 0 0.91 H-1 0 0 H-9 0 0 1-1 24,997 13,312 128 8 16 0 0.91 1-3 46,848 28,448 256 16 16 48 6 8 0.72 1-5 54,752 36,352 256 16 16 256 16 16 0.72 64 of 143 • • 1-7 49,888 31,488 256 16 16 128 8 16 0.72 1-9 24,997 13,312 128 8 16 0 0.91 J-1 0 0 J-8 20,192 10,592 96 6 16 16 2 8 1.00 J-9 0 0 K-1 24,997 13,312 128 8. 16 0 0.91 K-3 46,848 28,448 256 16 16 48 3 16 0.72 K-5 54,752 36,352 256 16 16 256 16 16 0.72 K-7 41,088 25,896 192 12 16 156 12 13 0.79 L-1 0 0 1-8 20,192 10,592 96 6 16 16 2 8 1.00 L-9 - 0 0 M-1 24,997 13,312 128 8 16 0 0.91 M-3 46,848 28,448 256 16 16 48 3 16 0.72 M-5 54,752 36,352. 256 16 16 256 16 16 0.72 M-7 49,888 31,488 256 16 16 128 8 16 0.72 M-9 24;997 13,312 128 8 16 0 0.91 N-1 0 0 N-9 - 0 0 0-1 24,997 13,312 128 8 16 0 0.91 0-3 45,366 26,966 256 16 16 9 3 3 0.72 0-5 46,848 28,448 256 16 16 48 16 3 0.72 0-7 45,936 27,536 256 16 16 24 8 3 0.72 0-9 24,997 13,312 128 8 16 0 0.91 P-1 0 0 P-9 0 0 0-1 6,528 3,328 32 4 8 0 1.00 0-2 13,056 6,656 64 8 8 0 1.00 0-3 13,056 6,656 64 8 8 0 1.00 0-4 13,056 6,656 64 8 8 0 1.00 0-5 13,056 6,656 64 8 8 0 1.00 Q-6 13,056 6,656 64 8 8 0 1.00 0-7 13,056 6,656 64 8 8 0 1.00 0-8 13,056 6,656 64 8 8 0 1.00 0-9 6,528 3,328 32 4 8, 0 1.00 65 of 143 • • Slab + Beam Toad 104 psf Terazzo 38 psf Live Toad 100 psf Ku. 4 66 of 143 C a.(Gv(aT0 n d r L 0 (4..dS a, Case.,-1-1e,44- Pile 3a5G e TPile Total Tributary Grid lines SE Exterior (Exterior group Load (Ib) DL (Ib) area Depth Width B & D room length length (thick) (thin) A-1 13,525 12,275 10 3.25 8 -16 8 A-2 26,275 17,525 70 8.75 8 8 A-3 25,000 17,000 64 8 8 8 A-4 25,000 17,000 64 8 8 8 A-5 26,675 19,925 54 8.75 8 -16 8 4 A-6 19,925 12,675 58 7.25 8 8 A-7 21,200 13,200 64 8 8 8 A-8 21,200 13,200 64 8 8 8 A-9 11,000 9,000 16 4 8 -16 8 B-1 14,800 12,800 16 0 0 16 8 B-5 18,200 14,200 32 0 0 32 8 B-9 11,000 9,000 16. 0 0 16 8 C-1 27,300 21,300 48 4 16 -16 12 C-2 38,600 22,600 128 8 16 8 C-3 38,600 22,600 128 8 16 8 C-4 38,600 22,600 128 8 16 8 C-5 29,500 15,500 112 8 16 -16 4 C-6 34,575 15,075 156 9.75 16 C-7 38,250 15,750 180 11.25 16 C-9 28,000 16,000 96 7 16 -16 D-1 14,800 12,800 16 0 0 16 8 D-9 11,000 9,000 16 0 0 16 E-1 51,167 37,833 106.668 7 8 50.67 20 E-3 40,983 25,817 121.334 12 8 25.33 8 4 E-4 22,900 13,900 72 9 8 8 E-5 21,200 13,200 64 8 8 8 E-6 21,200 13,200 64 8 8 8 E-6.67 7,600 7,600 0 0 0 8 E-7 21,200 13,200 64 8 8 8 E-8 21,200 13,200 64 8 8 8 E-9 14,400 10,400 32 4 8 8 F-2.5 16,783 13,617 25.334 0 0 25.33 12 F-9 600 600 0 0 0 G-1 25,967 19,633 50.668 0 0 50.67 8 4 G-2.5 18,367 12,033 50.668 0 0 50.67 8 G-3 600 600 0 0 0 G-5 600 600 0 0 0 G-7 600 600 0 0 0 G-9 600 600 0 0 0 H-1 600 600 0 0 0 H-9 600 600 0 0 0 1-1 600 600 0 0 0 1-3 600 600 0 0 0 1-5 600 600 0 0 0 67 of 143 8 Column load 2.375 1 1 1 1 1 1 1 1 1 1 1-7 600 600 0 0 0 1 • 1-9 600 600 0 0 0 1 1-1 600 600 0 0 0 1 J-8 600 600 0 0 0 1 1-9 600 600 0 0 0 1 K-1 600 600 0 0 0 1 K-3 600 600 0 0 0 1 K-5 600 600 0 0 0 1 K-7 600 600 0 0 0 1 L-1 600 600. 0 0 0 1 L-8 600 600 0 0 0 1 L-9 600 600 0 0 0 1 M-1 600 600 0 0 0 1 M-3 600 600 0 0 0 1 M-5 600 600 0 0 0 1 M-7 600 600 0 0 0 1 M-9 600 600 0 0 0 1 N-1 600 600 0 0 0 1 N-9 600 600 0 0 0 1 0-1 600 600 0 0 0 1 0-3 600 600 0 0 0 1 0-5 600 600 0 0 0 1 0-7 600 600 0 0 0 1 0-9 600 600 0 0 0 1 P-1 600 600 0 0 0 1 P-9 600 600 0 0 0 1 Q-1 600 600 0 0 0 1 Q-2 600 600 0 0 0 1 Q-3 600 600 0 0 0 1 Q-4 600 600 0 0 0 1 Q-5 600 600 0 0 0 1 Q-6 600 600 0 0 0 1 Q-7 600 600 0 0 0 1 Q-8 600 600 0 0 0 1 Q-9 600 600 0 0 0 1 • 68 of 143 • • 87.5 psf 125 psf 1425 pif 950 plf 202.672 sf 1425 Ib 600 Ib Slab Toad Basement storage load Wall load (thick) Wall Toad (thin) Area of SE basement room Column load - full story Column Toad - half story Depth and width area assigned by ignoring any columns in lines B & D; This•is adjusted in the column titled Grid lines B & D" A column's tributary area in the protruding room in the Southeast of the basement is added in the column titled "SE room" 69 of 143 • Lateral capacity of substructure 70 of 143 EBConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA98101 (206) 622-5822 Fax (206) 622-8130 project 7.GI" 1(n c 1 1 iL- k cr 14,4 err, rzek_ by St -14 location date ft'%—(o —teZ sheet no. client job no. G.a1Yvltif_ 5ceshrC L.af - 7.Y61 L0,5 - - 1as6 Sos = o gs45 1� wt ''S t" f 15 w= a8o,e :r t.0 451 Sat--- 0. 76.0 we ljh`. syr te- , 3'i (Oc g F) (2 gS (3) V= o,ayy, w = n,aY c-/ • AROk 71 of 143 (See 4•1kk<4,d ✓'io. r7/ 68 k t/SGs ;5, , 3064.1 t v 6 opp Co C) • • 12 IIProject • Consulting Engineers 1601 51h Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 \/' -f{ ( '�C k ,Q J0. 1 V1 c e ‘110„..- VGN S / me,,,,/0. � / by �L/� sheet n0. location date 10 -2-1 Q dent job no. �Q L( R.'S 10.4 A srorswfr u.�ls4 e� RoaC DL 3YpIC R.ot LL = 2S psi Te Celt. hs C MG 4( CSue1 viol J- �C ��tG (( I_5 S psP Self' 2 /Dail 1ea4, NON —• NGelc,L;U .) = r 2gf f - 641 Fr - e2vos .•-a S�Yv6`t trL moo. = 31,51 • 8-74,4:751= c 2 8o k- SP"ect {- r O•C. A.G DL = a9p5C . 16Ff• 3.2 rt = INBk LL._ -Spsi.' • (t f{ - 32 F1: I a.8k COI L.-..ws o,-4 sPG act 4.-4- 3.2 F,/ o,C. / � osis •-r Vv e -r �L: VSKF3; `i= 2S6k. 4,C s� p#1,5 .13., k Go 1��1.Ee <►5114 LL DL p,-fb.G,s 4,1es) p,lfis = 95 p1(5 - Soh/, = ti25.6)k r.pac.6 e (11(-i ?Sok - x•(37 k- = p.618K F!.>✓,- ! = gaoofr- too psr _ 8aok- it -raspfr = a pdk ;Clef* - veok = IS IR /r 72 of 143 Design Maps Summary. Report http://geohazards.usgs.gov/designmaps/us/summaryphp?template-r • mums Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 7-05 Standard (which makes use of 2002 USGS hazard data) Site Coordinates 47.461°N, 122.256°W Site Soil Classification Site Class E - "Soft Clay Soil" Occupancy Category Occupancy Category I USGS-Provided Output S= 1.427g S = 0.488 g 1.43 1.30 1.17 1.04 0.91 0' 0.70 N 0.64 D.52 D.39 0.26 0.13 0.00 • 0.00 SMS = 1.284 g SM1 = 1.172 g MCE Response Spectrum 0.20 0.40 0.60 0.90 1.00 1.20 1.40 Period. T (sec) 1.60 1.00 2.00 Sns. = 0.856 g Sul = 0.782 g 0.99 0.50 0.01 0.72 0.63 SI 0.54 H 0.45 0.36 0.27 0.10 0.09 0.00 D.00 0.20 Design Response Spectrum 0.40 0.60 0.00 1.00 1.20 1.40 Period. T (sec) 1.60 1.00 2.00 Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 73 of 143 11111 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project So..1 LPcr'1,--...--- g of A by sz./J location client date (O -23- ! a sheet no. job no. 7-04 fo e1 ;r- lPWy"1. ar Ivo%� = 66( F�F• 6.473 (LkFD j 6s i�iwfbi w.%� ✓i�kl $ lou G� �l •(ivG �/J •?s Pitt r a. Plh wog ;s 64 k/66 t'1 .. 1,03 Or AStrn+G vy i FO✓wi lord lr 4.7 t,„6,„ io.S ti V. % 3s- �eG✓ lvcr€.s5 e .� 7;7,4.= 1.03000,,s r = c". .091 ksF = 9g ?sr R1 -•F/s+ SG I 1.,Jyv-e ('o., •k..c/lc... , 45f-'.NrG pOpeh pop c 630,1F /i- 10,5.3 y t S • l0 .9 3S?S. stir 90a . J 10 -S' p3et p-.eJJ.wc a .•e/1 68000/67 ppP fF 7SpfF L- 1 s - 3b' 107' 74 of 143 • • E I • 11Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 ' ( D project Jov�4ceM4e-•r 0 -V 4 by 5Lil sheet no. location date I H V— I a dlent roe no. C c G.,lp{i sQ'I p,,.fJ..c 6,d .., No.:m, L it yc+ At- e/1. .F Go Y eF 0# 1) (.Js 40 SAP ,..�►.(r l Mk. = 32 MY . i5 I2•° __I! 41 = s'fk / Ff A" = 13 k-,07Pf s•p r, Se;s,-, •l 10 ri 9erF 638P1F • A "I 7 L—f- WS •$/. i/f epq L wiif ON w 4 o'e t, 15 w e+ 041,,Siv wrnek4 4,75 4,110 M�,<= L. 6. 3'2= SI 4.41?/F-1 N= (19k -s•« "lay = 1.6 -1g: bz'1(, • /P 4- t M = SS,t •h oD Aloe= 1, 6- S `i = 86k, /F f- r = PS-A--- =• Sk•--=i , (3 : •I,F.M/FF qtr. = rook. c) 75 of 143 Sou(hi:enter Bank of America Basement Wall - Flexure bout vertical axis 2 5 145 40 12/20/2012 /0 id 143 conc.; benciing.yis :-;;outtioenter Bank of America Basement Vall - Flexure about vertical o 1 2 ;2(1/ '2 0 1 2 (if coric inci xis Southeenter Bank of America Basement Weil Flexure about horizontal axis 5 0 8 0 10124/2012 irtt (4 14:-t ( out, 8ouUconkerBank ofAmerica Basement Wall Flexure about horizontal axis 12 12 |UC242012 79o|143 coorbend|ngxis SAP2000 12/20/12 15:43:59 Al i.m. r-sk 1 11 II r 1 k A 4I 1 r 6 k 4 I f r 4 a 1 i JJ 4 Atifirleintink. AEA& TM& AMEISECOSSVI. Age4SMOSA Ak AMMEAMMONNE ANNIMOSSEAMAk -4.00 -3.60 -3.20 -2.80 -2.40 -2.00 -1.60 -1.20 -0.80 -0.40 0.00 0.40 0.80 1.20 SAP2000 v15.1.0 - File:Basement Wall - North - Resultant M11 Diagram (Lateral) - Kip, in, F Units 1 SAP2000 12/20/12 15:44:15 NMf- 1L 21100 ir" 'VES .1. 4■ i► ► ►aCaT Aa4► ► nei AI►:ea E Ia: ►zi►.a. ►zai►!aMO►MEAo•.aaa►:aA►:i►aaWMId -0.80 -0.40 0.00 0.40 0.80 1.20 1.60 2.00 2.4 SAP2000 v15.1.0 - Fife:Basement Wall - North - Resultant M22 Diagram (Lateral) - Kip, in, F Units • M©Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 822-8130 D�1 �✓tMsi.+T+w Rtiir dt 41.0sei ice, by SL /4 location date l2-2o_tZ sheet no. client Job no. los0"+.1 c 014 o (`x O'! ecfi gi /y✓= ),6.29k•1,74 41 k /Ff Wit,= v9�•..,/i' G- rit,- M" _ (: 6 10 k -•' { (6 k •n,/r'f a,i.. Ss -•�/Ff . d� 82 of 143 SAP2000 12/20/12 16:04:10 M ► AIL I►Alk 4141A414141Alk AAlk A SAP2000 v15.1.0 - File:Basement Wall - North - Resultant M22 Diagram (Lateral2) - Kip, in, F Units SAP2000 12/20/12 16:03:51 I I I A/ AAA A ►/►/►A /►/►/►/\A -6.00 Retic. 0'4" /I\ \ ► \ \ AI AAAA AAA►AA/►AAA SAP2000 v15.1.0 - File:Basement Wall - North - Resultant M11 Diagram (Lateral2) - Kip, in, F Units • MR Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project a.. Ceo S -(h u° A �� ` / by i sheet no. location • date !d ? `i' 1 g, client job no. C iv k ill A. c- dT loM, e-A- 64ste„s f ..# et,}Iffy �G 2754R p,ss..) _ 9 8 p, F Sail p.-�sfwG SEf- 6op.r, 3oorsP (k l 96516 398psF 96516. tit,= 1, 6, (4.1= 27516 42M1 = (.12 /c•..,/F'1'- 85 of 143 16. (k-- f • ConsuIing Engineers 18015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 protect S 7t hepN"._ RA= 4 BLDG by S G.IV location client date j 2 -:. / ` 1 2, sheet no. job no. DCs.'gy S—#( keeoe,Irj dr 5 4,4 -1r_ ws /ls P fk . /,6 ? 6,7 K L6 l; t ; a 16,S Ff .✓ Arse.. '-RF'' "n6/4„. 'f-'( (pp., eF /Sirs'. 'Zit Fa L6 : 16 T f : 11?,y it 86 of 143 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (208) 622-5822 Fax (206) 622-8130 Project S0.0-11,GC nofv &rt/4 +�'I by SL.ki location diem date 12_a I -I Z sheet no. SSK-1 job no. (PY?°°TYYYYS) 4 SSK- STEEL 8RAGE, TYP 1 EK coMC FAM A &ovF, 55K- 3 EX CONC PERtME TE R. GR/tDE SE41-1 PA INTI AL. PLAI.I c' CRAwLs PAc& No SCALE 87 of 143 ?RA CE5 AT Cos?iJFR r,.I lALL ED FLAT DN /2 AT 5" 4.4 S. gig" Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project cN ule e. 10.- ,F location by SL i‘1 client sheet no. SSK-� job no. I X STR(JcTc, R ED SLIIa� EX Loac DEMI BEYoNp Fir RAT SLA EX a/rLD/,U6 ABovE ro BE 2Emov; 0 Ll, .rte. cern.\ (7) STEEL AT 1.5-0// Ey Go AIC Sr DEwAi-K EX 6RADE RE 11 BRACES r4 -T S1tEi- o,c, LSXSx s/i 6 STEEL GOti/N/EGT/O""1 PL .4T 16' O,G. LOG ATE M' -4 r BETt4,EEN Esc- CO#VG BEA 1-15. CR/WL.SPAcE \+/A -LL . ?RAc1NG - E'AST A- I-113 LA/ES7` WALLS Ivv sc4LE 88 of 143 • IIriProiect M Consulting Engineers 1601 5th Avenue; Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 .SO UT N6 F NTE R 6 OM R L D6 by S L N sheet no. SK— 3 location date 1 a - a 0-1a client job no. Ex it EX PILE GRP EX STRtxT'eED "48 dC,s EX BUILDING 4BovE 70 RE RE 1O vEt) Pre) 1 EX CONL Sl DEa+-4lL/l i, EX wovD PILE EX coat Pin/ / 1G' ± 4°DEb s'rEE it (3RkcFNG 4.1- ,g' OAC. LST - v- /!6 S CRAwLsPACE WALL g%'AGtrvG - SOS 77-1 wA LL Nv ScALE 89 of 143 • Consulting Engineers Eriii 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 ., / {' Project cm.. tJto 4 e, 1 tea- �a4 k- .,.0 /Lt.., eaa by SCA/ sheet no; location date �� i8-( z client job no. 6►tr,..t m, s ,„ wa lrs. 68 k /2 : 3N,' Avjei vsr •.r.•r trs N S w.tts 1;9,(.i'vt, -ef" Fi • la,Vri 8.:, = 61Ygi ;M Srs$ N -S wst15 3y,000lt4»gg ;3 E (,,..us 3Y,0o0 f6/ 61 `0/ ; a' Catieye f4 '4 2lasoo 2.8 ps; S.5 pr,' 0,' 61' base.,Cn f wa 113 ovG tet ',.., 8 J;! and 90 of 143 81k 9?K 8 Cc uc w.• tt *SQ f2-04: Noe;2 a 1('e , 9B k' aka- s lt.M 6�k IgNConsulting Engineers 180 Varick St., Suite 1622 New York, NY 10014 www.kpffcom Protect (AC E<, 6,J' ,4r I by + c. L location dient 8roce Def; date /G/i3 job no. sheet no. �rSc ti3 f312ACE Lek -Orf -1 LI 8/ L v(3.SStr 4- 45,9' PA.= C.7 k rA9LE 4 — I5. s 5 c,., ( f' _ 16 • vst s x 5 k 5;6 p OP„ f --- k L 4 -20-o r -r 91 of 143 !NEU Consulting Engineers 180 Varick St., Suite 1622 New Vork, NY 10014 www.kpff.com woJect 5€,1,, L ( +cr 3 0 4 location by M %r< date V‘h3 sheet no. client L T. 90.4 11 7-5 92 of 143 job no. ESR -30371 Most Widely Accepted and Trusted TABLE 1A—CARBON STEEL STRONG -BOLT® 2 ANCHOR INSTALLATION INFORMATION' Page 6 of 18 For SI: finch = 25.4 mm, 1 rt-ibf =1:356 N -m, 1 psi = 6.89 Pa, 1 in = 645 mmz, 1 Ibf/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 3For the 2006 IBC do replaces de, ASe•N replaces Ase. 4For the 2003 IBC 44 replaces 5The tabulated value of f8 for 1/4 -inch -diameter carbon steel Strong-Bole2 anchor is for installations in uncracked concrete only. The /4 -inch -diameter (6.4 mm) anchor may be installed in top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 'The 3/rinch- through 1 -inch -diameter (9.5 mm through 25.4 mm) anchors may be installed in top of cracked and uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 111, 93 of 143 NOMINAL ANCHOR SIZE CHARACTERISTIC SYMBOL UNITS Carbon Steel 1/4 Inche 3/8 inch' 1/2 inch' 518 inch' X3/4 inch' 1 inch' Installation Information Nominal Diameter d83 in. 1/4 3/8 1/2 5!8 3/4 1 Drill Bit Diameter d in.. 1/4 3/8 1/2 5/8 3/4 1 Baseplate Clearance Hole Diameter2 do in. (mm) 5/16 (7.9) 7/16 (11.1) 5/16 (14.3) 11/16 (17.5) 7/8 (22.2) 11/8 (28.6). Installation Torque. Tine ft-lbf (N -m) 4 (5.4.) 30 (40.7) 60 (81.3) 90 (122.0) 150 (203.4) 230 (311.9) Nominal Embedment Depth h,,,,,, in. (mm) 13/4 (45) 7 1 /8 (48) 274 (73) 3 2 /4 (70) •37/8 (98) 3 3 /8 (86) , 5 /e (130) 41/8 /8 (105) 53 /4 (146) 51/4 /4 (133) 93 /4 (248) Effective Embedment Depth he, in. (mm) 1. 1 /2 (38) 1 1 /2 (38) 21/2 (64) 1 2 /4 (57) 33/8 (86) 3, 2 /4 (70) 1 4 /2 (114) 33/8 (86) ' (127) 1 4 /2 (114) 9 (229) Minimum Hole Depth h,,Ofe in. (mm) 1'/e (48) 2 (51) 3 (76) 3 (76) 41/8 (105) 35/8 (92) e/8 (137) 43/8 (111) 6 (152) 51/2 (140) 10 (254) • Minimum Overall Anchor Length land, in. (mm) 21/4 (57) 23/4 (70) 31/2 (89) 33/4 (95) .51/2 (140) 41/2 (114) 6 (152) 51/2 (140) 7 (178) 7 (178) 13 (330) Critical Edge Distance c� in. (mm) 21/2 (64) 61/2 (165) 6 (152) 61/2 (165) 61/2 (165) 71/2 (191) 71/2 (191) 9 (229) 9 (229) 8 (203) 18 (457) 13'/2 (343) Minimum Edge Distance c m (mm) 13/4 (45) 6 (152) 7 (178) 4 (102) 4 (102) 61/2 (165) 61/2 (165) 8 (203) fors i in. (mm) - - - - - - - - - 8 (203) - Minimum Spacing sem• in. (mm) 21/4 (57) 3 (76) 7 (178) 4 (102) 4 (102) 5 (127) 7 (178) 8 (203) for c a in.. (mm) - ..- - - - - - - - 8 (203) - - Minimum Concrete Thickness h in. (mm) 31/4 (83) 31/4 (83) 41/2 (114) 41/2 (114) 51/2 (140) 6 (152) 51/2 (140) 77/8 (200) 63/4 (172) 83/4 (222)_ 9 (229) 131/2 (343) Additional Data Specified Yield Strength f„psi (MPa) 56,000 (386) 92,000 (634) 85,000 (586) 70,000 (483) 60,000 (414) Specified Tensile Strength lure' psi (MPa) 70,000 (483) 115,000 (793) 110,000 (758) 78,000 (538) Minimum Tensile and Shear Stress Area 3 Ase int (mm2) 0.0318 (21) 0.0514 (33) 0.105 (68) 0.166 (107) 0.270 (174) 0.472 (305) Axial Stiffness in Service Load Range - Cracked and Untracked Concretes fi Ib./in (N/mm) 73,7005 (12;898)5 34,820 (6,098) 63,570 (11,133) 91,370 (16,001) 118,840 (20,812) 299,600 (52,468) For SI: finch = 25.4 mm, 1 rt-ibf =1:356 N -m, 1 psi = 6.89 Pa, 1 in = 645 mmz, 1 Ibf/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 3For the 2006 IBC do replaces de, ASe•N replaces Ase. 4For the 2003 IBC 44 replaces 5The tabulated value of f8 for 1/4 -inch -diameter carbon steel Strong-Bole2 anchor is for installations in uncracked concrete only. The /4 -inch -diameter (6.4 mm) anchor may be installed in top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 'The 3/rinch- through 1 -inch -diameter (9.5 mm through 25.4 mm) anchors may be installed in top of cracked and uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 111, 93 of 143 ESR -3037 1 Most Widely Accepted and Trusted TABLE 2A—CARBON STEEL STRONG -BOLT® 2 ANCHOR TENSION STRENGTH DESIGN DATA' Page 8 of 18 or St: 1 inch = 15.4 mm, 1 Ibt = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of A. applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 48 must be determined in accordance with ACI 318-11 D.4.4. The'/° -inch-, 1/2 -inch-, 5/8 -Inch- and 3/4 -inch -diameter carbon steel Strong -Bolt® 2 anchors are ductile steel elements as defined In ACI 318 D.1. The 1 -inch -diameter carbon steel Strong -Bolt® 2 anchor is a brittle steel element as defined in ACI 318 D.1. 3The tabulated value of 4,8 applies when both the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the Oct, factors described in ACI 318-11 D.4.3 for Condition A are allowed. If the Toad combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of ¢t° must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of 48 must be determined in accordance with ACI 318-11 D.4.4(c). 'As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered. 5The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (Pc / 2,500psl)° 5 r (f' / 17.2MPa)°5 e tabulated value of ¢}, or 48 applies when the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 are used and the requirements of "1318-11 D.4.3(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, appropriate value of must be determined in .cordance with ACI 318-11 D.4.4(c). 7For the 2003 IBC tP3 replaces 4l°,8,. °The1/4-inch-diameter carbon steel Strong -Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. °The 1/4 -inch -diameter (6.4 mm) anchor may be installed in top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 10The 3/8 -inch- through 1 -inch -diameter (9.5 mm through 25.4 mm) ancb:gyil installed in top of cracked and uncracked normal -weight and sand - lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. NOMINAL ANCHOR DIAMETER SYMBOL UNITS Carbon Steel 11;CHARACTERISTIC 114 inch? 3/8 incht0 1/2 inch." 5/8 inch1° 3/4 inch" 1 inch'" Anchor Category 1,2 or 3 - 1 2 Nominal Embedment Depth h,,,,,, in. (mm) 13/4 (45) 17/8 (48) i/8 (73) 23/4 (70) 37/e (98) 33/4 (86) 51/8 (130) 41/8 (105) 53/4 (146) 51/4 (133) 93/4 (248) Steel Strength in Tension (ACI 318 Section D.5.1) Steel Strength in Tension Ns. Ib (kN) 2,225 (9.9) 5,600 (24.9) 12,100 (53.8) 19,070 (84.8) 29,700 (132.1) 36,815 (163.8) Strength Reduction Factor - Steel Failure2 4" - 0.75 0.65 Concrete Breakout Strength in Tension (ACI 318 Section D.5.2) Effective Embedment Depth he in. (mm) 11/2 (38) 11/2 (38) 21/2 (64) 21/4 (57) 33/8 (86) 23/4 (70) 41/2 (114) 33/8 (86) 5 (127) 41/2 (114) 9 (229) Critical Edge Distance cac in. (mm) 21/2 (64) 61/2 (165) 6 (152) 61/2 (165) 71/2 (191) 71/2 (191) 9 (229) 9 (229) 8 (203) 18 (457) 131/2 (343) Effectiveness Factor - Uncracked Concrete k° - 24 24 24 24 24 24 Effectiveness Factor - Cracked Concrete kc, See Note 8 17 17 17 17 17 Modification Factor Nr - See B Note 1.00 1.00 1,00 1.00 1.00 Strength Reduction Factor - Concrete Breakout Failure' Cieb - 0.65 0.55 Pull -Out Strength in Tension (ACI 318 Section D.5.3) Pull -Out Strength Cracked Concrete (f° = 2500 psi) NP"a Ib (kN) See Note 8 - 1,300 5 (5.8)5 2,775 5 (12.3)5 N/A4 - 3,73555 (16.6)5 N/A4 - 6,895 (30.7)5 N/A4 - 8,500 8 (37.8)5 7,700 S (34.3)5 11,1855 (49.8)5 Pull -Out Strength Untracked Concrete (f' = 2500 psi) Al„,,„,„ Ib (kN) N/A4 - N/A4 _ - 3,3405 (14.9)5 3,6155 (16.1)5 5,2555 (23.4)5 N/A4 - 9,0255 (40.1)5 7,1155 (31.6)5 .8,8705 (39.5)5 8,3605 (37.2)5 9,6905 (43.1)5 Strength Reduction Factor - Pullout Failure° it' - 0.65 0.55 Tensile Strength for Seismic Applications (ACI 318 Section D.3.3.3) Tension Resistance of Single Anchor for Seismic Loads (f' = 2500 psi) Npm Ib (kN) See B ote - 1,3005 (5.8)5 2,7755 (12.3)5 N/A4 - 3,7355 (16.6)5 N/A4 - 6,8955 (30.7)° N/A4 - 8,5005 (37.8)° 7,7005 (34.3)5 11,1855 (49.8)5 Strength Reduction Factor - Pullout Failure° 4 - 0.65 0.55 or St: 1 inch = 15.4 mm, 1 Ibt = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of A. applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 48 must be determined in accordance with ACI 318-11 D.4.4. The'/° -inch-, 1/2 -inch-, 5/8 -Inch- and 3/4 -inch -diameter carbon steel Strong -Bolt® 2 anchors are ductile steel elements as defined In ACI 318 D.1. The 1 -inch -diameter carbon steel Strong -Bolt® 2 anchor is a brittle steel element as defined in ACI 318 D.1. 3The tabulated value of 4,8 applies when both the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the Oct, factors described in ACI 318-11 D.4.3 for Condition A are allowed. If the Toad combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of ¢t° must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of 48 must be determined in accordance with ACI 318-11 D.4.4(c). 'As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered. 5The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (Pc / 2,500psl)° 5 r (f' / 17.2MPa)°5 e tabulated value of ¢}, or 48 applies when the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 are used and the requirements of "1318-11 D.4.3(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, appropriate value of must be determined in .cordance with ACI 318-11 D.4.4(c). 7For the 2003 IBC tP3 replaces 4l°,8,. °The1/4-inch-diameter carbon steel Strong -Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. °The 1/4 -inch -diameter (6.4 mm) anchor may be installed in top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 10The 3/8 -inch- through 1 -inch -diameter (9.5 mm through 25.4 mm) ancb:gyil installed in top of cracked and uncracked normal -weight and sand - lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. ESR -3037 ] Most Widely Accepted and Trusted TABLE 3A -CARBON STEEL STRONG -BOLT® 2 ANCHOR SHEAR STRENGTH DESIGN DATA' Page 10of18 or sJ: 1 Inca = 15.4 mm, 1 IDT = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 4. applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D:4.3(c) for Condition B are met If the load combinations of or ACI 318 Appendix C are used, the appropriate value of 4, must be determined in accordance with ACI 318-11 D.4.4. The 3/8 -Inch -,1/2 -inch-, 5/8 -inch- and 3/4 -inch -diameter carbon steel Strong -Bolt® 2 anchors are ductile steel elements as defined in ACI 318 D.1. The 1 -inch -diameter carbon steel Strong -Bolt® 2 anchor is a brittle steel element as defined in ACI 318 D.1. 3The tabulated value of /to applies when both the Toad combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition B are met. Condition. B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the Ocb factors described in ACI 318-11 D.4.3 for Condition A are allowed. If the Toad combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of Ott must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of gta must be determined in accordance with ACI 318-11 D.4.4(c). `The tabulated value of ¢to applies when the load combinations of IBC Section 1605.2.1 or ACI 318 9.2 are used and the requirements of ACI 318-11 0.4.3(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of ¢4 must be determined in accordance with ACI 318-11 D.4.4(c). 5For the 2006 IBC do replaces da. eThe'/4-inch-diameter carbon steel Strong -Bolt° 2 anchor installation in cracked concrete Is beyond the scope of this report. 'The'/4-inch-diameter (6:4 mm) anchor may be installed in the top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. °The 3/8 -inch- through 1 -inch -diameter (9.5 mm through 25.4 mm) anchors may be installed in the top of cracked and uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 95 of 143 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Carbon Steel 1/4 inch' 3/8 inch° 1/2 inch° 5/8 inch° 314 inch° 1 inch° Anchor Category 12or31 2 Nominal Embedment Depth h„cw, in. (mm) 1''/4 (45) 1//8 (48) 2'/e (73) 23/4 (70) 3i/8 (98) 33/8 (86) 51/8 (130) 4'/8 (105) 5'/4 (146) 51/4 (133) 9''/4 (248) Steel Strength in Shear (ACI 318 Section D.6.1) Shear Resistance of Steel Vo (kN) 965 (4.3) 1,800 (8.0) 7,235 (32.2) 11,035 (49.1) 14,480 (64.4) 15,020 (66.8) Strength Reduction Factor Steel Failure2 038 0.65 0:60 Concrete Breakout Strength in Shear (ACI 318 Section D.6.2) Outside Diameter da5 in. (mm) 0.250 (6.4) 0.375 (9 5) 0.500 (12 7) 0.625 (15:9) 0.750 (19.1) 1.000 (25.4) Load Bearing Length of Anchorin Shear !e in. (mm) 1.500 (38) 1.500 (38) 2.500 (64) 2.250 (57) 3.375 . (86) 2.750 (70) 4.500 (114) 3.375 (86) 5:000 (127) 4.500 (114) 8.000 (203) Strength Reduction Factor - Concrete Breakout Failure3 (k' - 0.70 Concrete Pryout Strength in Shear (ACI 318 Section D.6.3) Coefficient for Pryout Strength kcp - 1.0 1.0 2.0 1.0 2.0 2.0 2.0 2.0 Effective Embedment Depth her in. (mm) 11/2 (38) 11/2 (38) 21/2 (64) 21/4 (57) .33/8 (86) 29/4. (70) 4'/2 (114) 33/8 (86) 5 (127) 4'/2 (114) 9 (229) Strength Reduction Factor - Concrete Pryout Failure' 9' - 0.70 Steel Strength in Shear for Seismic Applications (ACI 318 Section D.3.3.3) .. Shear Strength of Single Ib Anchor for Seismic Loads (Pc = 2500 psi). Vsa,eq (kN) See g ote - 1,800 (8.0) 6,510 (29.0) 9,930 (44.2) 11,775 (52.4) 15,020 (66.8) Strength Reduction Factor - Steel Failure2 On - 0:65 0:60 or sJ: 1 Inca = 15.4 mm, 1 IDT = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 4. applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D:4.3(c) for Condition B are met If the load combinations of or ACI 318 Appendix C are used, the appropriate value of 4, must be determined in accordance with ACI 318-11 D.4.4. The 3/8 -Inch -,1/2 -inch-, 5/8 -inch- and 3/4 -inch -diameter carbon steel Strong -Bolt® 2 anchors are ductile steel elements as defined in ACI 318 D.1. The 1 -inch -diameter carbon steel Strong -Bolt® 2 anchor is a brittle steel element as defined in ACI 318 D.1. 3The tabulated value of /to applies when both the Toad combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition B are met. Condition. B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the Ocb factors described in ACI 318-11 D.4.3 for Condition A are allowed. If the Toad combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of Ott must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of gta must be determined in accordance with ACI 318-11 D.4.4(c). `The tabulated value of ¢to applies when the load combinations of IBC Section 1605.2.1 or ACI 318 9.2 are used and the requirements of ACI 318-11 0.4.3(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of ¢4 must be determined in accordance with ACI 318-11 D.4.4(c). 5For the 2006 IBC do replaces da. eThe'/4-inch-diameter carbon steel Strong -Bolt° 2 anchor installation in cracked concrete Is beyond the scope of this report. 'The'/4-inch-diameter (6:4 mm) anchor may be installed in the top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. °The 3/8 -inch- through 1 -inch -diameter (9.5 mm through 25.4 mm) anchors may be installed in the top of cracked and uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 95 of 143 ESR -3037 1 Most Widely Accepted and Trusted Page 12 of 18 TABLE 4A—CARBON STEEL STRONG -BOLT® 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF CONRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF ASSEMBLIES''2.ge CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER Lower Flute Upper Flute 3/8 nch 1/2 inch 5/8 inch 3/4 inch 3/8 Inch 1/2 inch Nominal Embedment Depth h,, ,,, in. 2 33/8 23/4 41/2 33/8 55/8 41/8 2 23/4 (mrn) (51) (86) (70) (114) (86) (143) (105) (51) (70) Effective Embedment Depth her in. 15/8 3 21/4 4 2'/4 5 33/8 15/8 21/4 (mm) (41) (76) (57) (102) (70) (127) (86) (41,) (57) Minimum Hole Depth Not in. 21/8 31/2 34314 35/8" 57/e 43/8 21/8 3 (mm) (54) (89) (76) (121) (92) (149) (111) (54) (76) Installation Torque Ti,,, ft-lbf 30 60 90 150 30 60 (N -m) (40.7) (81.3) (122.0) (203.4) (40.7) (81.3) Pullout Strength, concrete on metal deck (cracked)3 NA'decku Ib 1,040' 2,615' 2,040' 2,730' 2,615' 4,990' 2,815' 1,340' 3,785' (kN) (4.6)' (11;6)' (9..1)' (12.1)' (11.6)' (22.2)' (12.5)' (6.0)' (16.8)' Pullout Strength, concreteIb on metal. deck (uncracked)' "P'deduero' 1,765' ' 3,150' 2,580' 7 3,840' 7 3,685' , 6,565' 3,800' 2,275' 4,795' (kN) (7.9) (14.0) (11.5) (17.1) (16.4) (29.2) (16.9) (10.1)7 (21.3)7 Pullout Strength, concreteIb on metal deck (Seismic)5 N,'deck.00 (kN) 1,040' (4.6) 2;61.5' 7 (11.6) 2,040' , (9.1) 2,730' (12.1) > 2,615' > (11.6) 4,990' (22.2) 2,815' (12c5) 1,340' (6.0)7 3,785' (16.8)7 Steel Strength in Shear, concrete on metal Vsadeck Ib 1,595 3,490 2,135 4,580 2,640 7,000 4,535 3,545 5,920 deck` (kN) (7.1) (15.5) (9.5) (20.4) (11.7) (31.1) (20.2) (15.8) (26.3) Steel Strength in Shear, concrete on metal deck (Seismic)5 1/48, ,,eo lb (kN) 1,595 (7.1) 3,490 (15.5) 1.920 (8.5) 4,120 (18.3) 2,375 (10.6) 6,300 (28.0) 3,690 (16.4) 3,545 (15.8) 5,330 (23.7) orSI: 1 inch=25.4 mm, 1Ibf=4.45N. 'Installation must comply with Section 4.3 and Figure 4. 2Profile steel deck must comply with Figure 4 and Section 3.3 of this report. 3The values must be used in accordance with Section 4.1.4 of this report. `The values must be used in accordance with Section 4.1.5 of this report. 5The values must be used in accordance with Section 4.1.8 of this report. °The minimum anchor spacing along the flute must be the greater of 3he,' or 1.5 times the flute width. 'The characteristic pull-out strength for greater concrete compressive strengths must be Increased by multiplying the tabular value by (f', 13,000psi)°'5 or (f'c / 20.7MPa)° 5 °Concrete shall be normal -weight or sand -lightweight concrete having a minimum specified compressive strength, f', of 3,000 psi (20.7 MPa). 96 of 143 • • • ESR -3037 1 Most Widely Accepted and Trusted TABLE 5—EXAMPLE STRONG -BOLT® 2 ANCHOR ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES1'2,3'4,5,6,7,3,e Page 14 of 18 Nominal Anchor Diameter (in.) Nominal Embedment Depth, hnom (in.) Effective Embedment Depth, het (in.) Allowable Tension Load, Tallowable (lbs.) Carbon Steel 114 13/4 11/2 970 3/8 17/e 11/2 970 27/13 21/2 1,465 1/2 23/4 21/4 1,585 37/8 33/13, 2,305* 5/13 33/13 2314 2,400 51/8 41/2 3,965 3/4 41/8 33/8 3,125 53/4 5 3,895 1 51/4 41/2 3,110 93/4 9 3,600 Stainless Steel 1/4 1/4 11/2 845 3/13 17/8 11/2 970 27/8 21/2 2,080 1/2 23/4 21/4 1,420 37/8 33/8 1,975 5/8 33/8 2/4 2,405 51/8 41/2 3,345 3/4 41/8 33/8 3,270 53/4 5 4,225 Design Assumptions: 1. Single Anchor. 2. Tension load only. 3. Concrete determined to remain uncracked for the life of the anchorage. 4. Load combinations taken from ACI 318 Section 9.2 (no seismic loading). 5. 30 percent Dead Load (D) and 70 percent Live Load (L); Controlling load combination Is 1.2D + 1.6L. Calculation of a based on weighted average: a. = 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48. 6. Normal weight concrete with f',.= 2,500 psi. 7. cat = Cat 2 CSC 8. Concrete thickness, h 2 h„,;,, 9. Values are for Condition B (supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided.) 'Illustrative Procedure (reference Table 2A of this report for design data): Strong -Bolt® 2 carbon steel: 1/2 -inch diameter anchor with an effective embedment depth, No= 3 3/8". Step 1: Calculate steel strength in tension in accordance with ACI 318 D.5.1; 4aNsa = 0.75 x 12,100 = 9,075 lbs. Step 2: Calculate concrete breakout strength in tension in accordance with ACI 318 D.5.2; r�yN� = 0.65 x 7,440 = 4,836 lbs. Step 3: Calculate pullout strength in tension in accordance with ACI 318 D.5.3; ¢yNp,u,q = 0.65 x 5,255 = 3,416 lbs. Step 4: The controlling value from Steps 1, 2, and 3 above in accordance with ACI 318 0.4.1.2; = 3,416 lbs. Step 5: Divide the controlling value by the conversion factor a as determined In footnote 5 and in accordance with Section 4.2.1 of this report; Tan,Waukstsa = ON /a = 3,416 / 1.48 = 2,305 lbs. For single anchor and anchor groups, the edge distance, spacing and member thickness requirements in Tables 1A and 1B of this report apply. 97 of 143 BConsulting Engineers 1601 Fifth Ave. Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Proles (Jv � n c t,b% ,- gb 4 by ACK location date 1/14/13 sheet no. client �n��i.ray C Job no. VV N SPA&ssr.+✓ \\ BRACe � /Jt Turf PASS/✓C lReSSulr Fiz Sot c. /ci at6 VcbtriGiL 51,e- R 4AcCC 8CMS 04, cc -4e 1 7 Vu • C k-e-crc C4PA-€ rTSr of (I) /! Svc / ft_ ,0Vn = S l< S t 4-7-774.c 1/00 98 of 143 //''t/sa✓ CA-:: Cut-A'Tf" I Mil Consulting Engineers 1601 Fifth Ave. Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project. SD[Jtn fr9+an/d by M C.K sheet no. location date / 1 y/(3 diem lob no. 4kw-41 r Colv(v 70 T CRO 1 C CA, Te9 OFFSET /` S` 1� r?/2vx tnG a w e ;. 6 4 .6 if ra,. _{ 99 of 143 ESR -3037 I Most Widely Accepted and Trusted Page 6 of 18 TABLE 1A—CARBON STEEL STRONG -BOLT° 2 ANCHOR INSTALLATION INFORMATION' CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR SIZE Carbon Steel 114 inch6 3!8 inch7 1/2 inch' 518 inch7 3/4 inch' 1 inch' Installation Information Nominal Diameter d93 in. 1/4 3/8 1/2 5/8 3/4 1 Drill Bit Diameter d in. 1 /4 3/8 1/2 5/8 3/4 1 Baseplate Clearance Holein. Diameter2 d` (mm) 5/18 (7.9) /1s (11.1) s/is (14.3) '''hs (17.5) FIs (222) 11/8 (28.6) Installation Torque Tins! ft-Ibf (N -m) 4 (5.4) 30 (40.7) 60 • (81.3) 90 (122.0) 150 (203.4) 230 (311.9) Nominal Embedment Depth Nor, in. (mm) 13/4 (45) 17/8 (48) 27/8 (73) 2314 (70) 3'/8 (98) 33/8 (86) 51/8 (130) 41/8 (105) 53/4. (146) 51/4 (133) 93/4 (248) Effective Embedment Depth he, 4n. (mm) 11/2 (38) 11/2 (38) 21/2 (64) 2'/4 (57) .33/8 (86) 23/4 (70) 41/2 (114) 33/8. (86) 5 (127) 41/2 (114) 9 (229) Minimum Hole Depth Note in. (mm) 11/8 (48) 2 (51) 3 (76) 3 (76) 41/8 (105) 35/8 (92) 53/8 (137) 43/8 (111) , 6 5'/ (140) (254) (152) Minimum Overall Anchor Length fa,",d, in. (mm) 21/4 (57) 23/4 (70) 3'/2 (89) 33/4 (95) 51/2 (140) 41/2 (114) 6 (152) 51/2 (140) 7 (178) 7 (178) 13 (330) Critical Edge Distance ce< in. (mm) 2'/2 (64) 6'/2 (165) 6 (152) 61/2 (165) 61/2 (165) 7'/2 (191) 71/2 (191) 9 (229) 9 (229) 8 (203) 18 (457) 131/2 (343) Minimum Edge Distance Cm in. (mm) 13/4 (45) 6 (152) 7 (178) 4 (102) 4 (102) 6'/2 (165) 61/2 (165) 8 (203) for sa in. (mm) - - - - - - - - - - - - 8 (203) - - Minimum Spacing s„i, in. (mm) 2'/4 (57) 3 (76) 7 (178) 4 (102) 4 (102) 5 (127) 7 (178) 8 (203) forcz in. (mm) - - - - - - - - - - - - 8 (203) Minimum Concrete Thickness h,,,;,, in. (mm) 31/4 (83) 31/4 (83) 41/2 (114) 41/2 (114) 5'/2 (140) 6 (152) 51/2 (140) 77/8 (200) 63/4 (172) 83/4 (222) 9 (229) 13'/2 (343) Additional Data Specified Yield Strength f,, psi (MPa) 56,000 (386) 92,000 (634) 85,000 (586) 70,000 (483) 60,000 (414) Specified Tensile Strength fee4 psi (MPa) 70,000 (483) 115,000 (793) 110,000 (758) 78,000 (538) Minimum Tensile and Shear Stress Area Ass3 int (mm2) 0.0318 (21) 0.0514 (33) 0.105 (68) 1 0.166 (107) 0.270 (174) 0.472 (305) Axial Stiffness in Service Load Range - Cracked and Uncracked Concretes fi lb./in (N/mm) 73,7005 (12,898)5 34,820 (6,098) 63,570 (11,133) 91,370 (16,001) 118,840 (20,812) 299,600 (52,468) For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 Ibf/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 'For the 2006 IBC da replaces de, Ase.N replaces A. 'For the 2003 IBC f", replaces fes. 5The tabulated value of /3 for 1/4 -inch -diameter carbon steel Strong -Bolt® 2 anchor is for installations in uncracked concrete only. 6The '/4 -inch -diameter (6.4 mm) anchor may be installed in top of uncracked normal -weight and sand -lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table: 7The 3/8 -inch- through 1 -inch -diameter (9.5 mm through 25.4 mm) anchors may be installed in top of cracked and uncracked normal -weight and sand -lightweight concrete.over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 100 of 143 • • Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name Southcenter BofA 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC -ES ESR -3037 a) Layout Anchor : 3/4" Strong -Boit 2 Steel Grade: Carbon Steel Built-up Grout Pads : Yes oy2 cy1 cY c Number of Anchors : 1 Embedment Depth :4.125'in 1 ANCHOR 'Nua IS POSITIVE FOR TENSION,AND ND N:EGATNE FOR COMPRESSION: i INDICATES CENTER OF THE .ANCHOR Anchor Layout Dimensions : cxi : 12 in cx2 •: 12 in ! "EvL 4E - P/sT/i'cce co : 12 in cy2 12 in bxi : 1.5 in b2:1.5 in bye : 1.5 in bye; 1.5 in (s c e ro2. Cees v4 -r I.sT Ckce b) Base Material Concrete : Normal weight Cracked Concrete : No 101 of 143 Page 1 of 7 Date/Time : 2/19/2013 9:52:01 AM GGGYR5 /v C *n PR asst.», Z e> CtTc fc : 3000.0 psi 2/19/2013 Vtray trAuyF :1af} y2 11v V Mifx I�'yl V uzx xTb bx1 bx. 1 ANCHOR 'Nua IS POSITIVE FOR TENSION,AND ND N:EGATNE FOR COMPRESSION: i INDICATES CENTER OF THE .ANCHOR Anchor Layout Dimensions : cxi : 12 in cx2 •: 12 in ! "EvL 4E - P/sT/i'cce co : 12 in cy2 12 in bxi : 1.5 in b2:1.5 in bye : 1.5 in bye; 1.5 in (s c e ro2. Cees v4 -r I.sT Ckce b) Base Material Concrete : Normal weight Cracked Concrete : No 101 of 143 Page 1 of 7 Date/Time : 2/19/2013 9:52:01 AM GGGYR5 /v C *n PR asst.», Z e> CtTc fc : 3000.0 psi 2/19/2013 Condition: B tension and shear Thickness, ha : 7 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua:0lb Vuay : 0 Ib Muy : 0 Ib*ft e:0in ey:0in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC -ES ESR -3037 : Anchor Model = STB2-75CS da = 0.75 in Category = 1 hef = 3.375 in hmin=6.75in cac=gin 11 cmin=8in smin=7in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N uai = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib ax = 0.00 in ay= 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 5000:00 Ib (V uaix ='5000.00 Ib , V uafy = 0.00 ib ) Sum of Anchor Shear EVuax = 5000.00 Ib, EVuay = 0.00 Ib e'vx=0.00in e'vy=0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA • " 5!,4(j se luta [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 29700 Ib (for a single anchor) [ ICC -ES ESR -3037 102 of 143 Page 2 of 7 'Vc,V ••• 1.40 4F:1657,5 psi Vuax 5000 Ib Mux : 0 lb*ft 2/19/2013 • = 0.75 [0.4.4] 1Nsa = 22275.00 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. 0.5.2] Ncb = ANc/ANco`Ped,N'c,N"cp,NNb [Eq. D-4] _ Number of influencing edges = 0 hef = 3.375 in ANco = 102.52 in2 [Eq. D-6] ANc = 102.52 in2 Smallest edge distance, ca,min = 12.00 in `f`ed,N = 1.0000 [Eq. D-10 or 0-11] 1/4Pc,N = 1.4100 [Sec. D.5.2.6] Pc" = 1.0000 [Eq. D-12 or D-13] Nb = kcX' f' c heft 5 = 5773.25 Ib [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 8140.28 Ib [Eq. D-4] = 0.65 [D.4.4] 4)Ncb = 5291.18 Ib (for a single anchor) . 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Non = Pc,oNo Npn = 71151b (f 'c /2,500 psi)0•5 = 7794.09 Ib = 0.65 [D.4.4] ci)Npn = 5066.16 Ib (fora single anchor) • Page 3 of 7 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec 0.6.1] Vsa = 14480.00 Ib (for a single anchor) [ ICC -ES ESR -3037 ] = 0.65 [D.4.4] ( Vsa = 9412.00 Ib (for a single anchor) 4)Vsa is multiplied by 0.8 due to built-up grout pads...[Sec 0.6.1.3] (¢Vsa = 7529.601b (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear Toad In x -direction... 103 of 143 2/19/2013 Vcbx - Avcx/Avcox`lied,VPc,V`Ph,V Vbx [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 168.00 in2 Avcox = 288.00 int [Eq. D-23] `Yed,V 1.0000 [Eq. D-27 or D-28] li'c,V = 1.4000 [Sec. D.6.2.7] `t'h,v = (1.5Ca1 / ha) = 1.3093 [Sec. D.6.2.8] Vbx = 7(le/ da )0.2 daX f c(Ca1)1.5 [Eq. D-24] 1e= 3.38 in Vbx = 10150.02 Ib Vcbx = 10853.09 Ib [Eq. D-21] tb = 0.70 4)Vcbx = 7597.16 Ib (for a single anchor) In y -direction... Vcby = Avcy/Avcoy`{ed,V4jc,V1h,V Vby [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 168.00 in2 Avcoy = 288.00 int [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] 'i'cy = 1.4000 [Sec. D.6.2.7] Th,v =til (1.5cal / ha) = 1.3093 [Sec. D.6.2.8] Vby = 70e/ da )0.2 daX 4 fc(Ca1)1.5 [Eq. D-24] Ie =3.38 in Vby = 10150.02 Ib Vcby = 10853.09 Ib [Eq. D-21] = 0.70 4Vcby = 7597.16 Ib (fora single anchor) Page 4 of 7 Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/Avcox`Ped,V`Pc,VWh,V Vbx [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 168.00 in2 Avcox = 288.00 int [Eq. D-23] `f'ed,v = 1.0000 [Sec. D.6.2.1(c)] 2/19/2013 104 of 143 • `Pc,V = 1.4000 [Sec. D.6.2.7] (1.5ca1 / ha) = 1.3093 [Sec. D.6.2.8] Vbx = 7(le/ da )0:2 dax1 fc(ca1)1.5 [Eq. D-24] le = 3.38 in . Vbx = 10150.02 Ib Vcbx = 10853.09 ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6:2.1(c)] Vcby = 21706.17 ib = 0.70 4)Vcby = 15194.32 Ib (fora single anchor) Check anchors at cy1 edge Vcby = Avcy/Avcoy'Ped,V'c,VWh,V Vby [Eq - D.21] Cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 168.00 in2 /vceY = 288.00 in2 [Eq. D-23] ''ed,V = 1.0000 [Sec. D.6.2.1(c)] Pc,v = 1.4000 [Sec. D.6.2.7] '1'h,V = -J (1.5ca1 / ha) = 1.3093 [Sec. D.6.2.8] Vby = 70e/ da )0.2 '1 daX,,1 fc(ca1)1.5 [Eq. D-24] le = 3.38 in Vby = 10150.02 Ib Vcby = 10853.09 Ib [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 21706.17 lb 4. = 0.70 4)Vcbx = 15194.32 Ib (for a single anchor) Check anchors at cX2 edge Vcbx = Avcx/Avcox'ed,V'c,VWh,V Vbx [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 168.00 in2 Aveex = 288.00 in2 [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `I'c,V = 1.4000_[Sec. D.6.2.7] V Th.V = (1.5ca1 / ha) = 1.3093 [Sec. D.6.2.8] 105 of 143 Page 5 of 7 2/19/2013 • • • Vbx = 7(le/ da )0.2 da"j Pc(cal)1.5 [Eq. D-24] Ie= 3.38 in Vbx = 10150.02 Ib Vcbx = 10853.09 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] 21706.17 Ib Vcby = = 0.70 4Vcby = 15194.32 Ib (for a single anchor) Check anchors at cy2 edge Vcby = vcy/AvcoyTed,V1c,V'h,V Vby [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 168.00 int Away = 288.00 int [Eq. D-23] 'Ye" = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7) 'f'h,v = til (1.5ca1 / ha) = 1.3093 [Sec. D.6.2.8] Vby = 7(le/ da )0-24 daX\+ f c(ca1)1-5 [Eq. D-24] 1e= 3.38 in Vby = 10150.02 Ib Vcby = 10853.09 Ib [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 21706.17 Ib = 0.70 (1)Vcbx = 15194.32 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D-29] kcp = 2 [Sec. D.6.3.1] Nth = 8140.28 Ib (from Section (5) of calculations) Vcp = 16280.56 Ib = 0.70 [D.4.4] (1)Vcp = 11396.39 Ib (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. 0.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 106 of 143 Page 6 of 7 2/19/2013 • 1 - Sideface Blowout : N/A Shear - Steel :0.6640 ` 5 Ta - Breakout (case 1) : 0.6581 - Breakout (case 2) : N/A - Breakout (case 3) : 0.3291 - Pryout : 0.4387 T.Max(0) <= 0.2 and V.Max(0.66) <= 1.0 [Sec 0.7.2) Interaction check: PASS Use 3/4" diameter Carbon Steel Strong -Bolt 2 anchor(s) with 4.125 in. embedment cr►•%- 77ea-z_ - G APA -c. / T y 107 of 143 Page 7 of 7 2/19/2013 • • • Geotechnical Report 108 of 143 • Geotechnical Report New Restaurant at Former Bank of America Building Westfield Southcenter Mall Tukwila, Washington 109 of 143 February 27, 2013 Submitted To: Mr. Antony Ritch do Westfield LLC 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-21770-001 • SHANNON 6WILSON. INC. TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATION 2 4.0 LABORATORY TESTING 2 5.0 GEOLOGY 2 6.0 SUBSURFACE CONDITIONS 3 7.0 ENGINEERING CONCLUSIONS .AND RECOMMENDATIONS 4 7.1 General 4 7.2 Seismic Design Considerations 4 7.2.1 Ground Motions 4 7.2.2 Earthquake -induced Geologic Hazards 6 7.3 Condition of Existing Timber Piles 7 7.3.1 Vertical Capacity of Existing Timber Piles and Lateral Spreading 7 7.3.2 Existing Pile Lateral Resistance 7 7.4 Lateral Earth Pressures 7 7.5 Lateral Resistance 8 8.0 LIMITATIONS 8 9.0 REFERENCES 10 TABLE 1 International Building Code 2009 Ground Motion Parameters 5 FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Results of Lateral Resistance Analyses of Existing 1st Floor Timber Piles 4 Results of Lateral Resistance Analyses of Existing Basement Timber Piles 21-1-21770-001-R1.docx/wp/clp 1 110 of 143 21-1-21770-001 • • • TABLE OF CONTENTS (cont.) APPENDICES SHANNON foWILSON, INC. A Subsurface Explorations B Laboratory Test Procedures and Results C Important Information about Your Geotechnical/Environmental Report 21-1-21770-001-R l . doc x/wp/c Ip 11 111 of 143 21-1-21770-001 • • SHANNON fiWILSON. INC. GEOTECHNICAL REPORT NEW RESTAURANT AT FORMER BANK OF AMERICA BUILDING WESTFIELD SOUTHCENTER MALL TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of subsurface explorations and geotechnical engineering studies to aid in the design of a proposed new restaurant building on the property located at 225 Tukwila Parkway, Washington (former Bank of America building). Our geotechnical studies evaluated the subsurface conditions and formulated our geotechnical engineering recommendations for use in the design and construction of the proposed project. Our geotechnical scope of services included: • Drilling and sampling three soil borings. ■ Performing geotechnical laboratory testing. • Conducting engineering and seismic analyses. ■ Assisting with evaluation of existing pile condition. • Preparing this geotechnical report. We provided our services in general accordance with our proposal dated September 12, 2012, which was authorized by Mr. Dan Pascale on September 12, 2012. The contract was later revised to add the scope associated with exposing and observing the condition of existing timber piles. 2.0 SITE AND PROJECT DESCRIPTION The project site is within the parking lot on the northeast side of Southcenter Mall, as shown in the Vicinity Map, Figure 1. The former Bank of America is located southwest of the intersection of Andover Park West and Tukwila Parkway, as shown in the Site and Exploration Plan, Figure 2. The site is flat, at an approximate elevation of 26 feet. The existing building is two stories tall, has a rectangular building footprint, and is supported on timber piles. The north portion of the building also contains a basement. Between 1959 and 1962, the project site was filled to the approximate existing ground surface with soils excavated from the upland slopes to the west. These fill materials were about 13 feet thick. Subsurface explorations indicated that the fill consists of loose to medium dense, silty, fine to medium sand with interbedded layers of clayey silt. 21-1-21770-001-R I .docx/wp/clp 1 112 of 143 21-1-21770-001 • • • SHANNON FiWILSON, INC. The Site and Exploration Plan, Figure 2, shows the location of exploratory borings with respect to the former Bank of America building. We understand that the former Bank of America building will be demolished down to the floor slab and then redesigned and rebuilt as a restaurant. We understand that the existing timber pile foundation and structural slab left in place will accommodate the new restaurant superstructure loads. As -built drawings of the building indicate that the timber piles were driven to a 25 -ton capacity. Subsequent as -built drawings for a mezzanine addition inside the building indicated that the timber piles have a 30 -ton capacity. 3.0 SUBSURFACE EXPLORATION We characterized the subsurface conditions across the building site based on three new soil borings and two previous soil borings. Figure 2 shows the approximate locations of the borings. An engineer from Shannon & Wilson, Inc. determined these locations by measuring from existing features and transposing from existing site plans. Appendix A, Subsurface Explorations, describes the methodology and procedures used for locating, drilling, and sampling the explorations. Figures A-2 through A-6 in Appendix A show the exploration logs. 4.0 LABORATORY TESTING We performed geotechnical laboratory tests on selected samples retrieved from the borings and used these tests to determine soil index and engineering properties. An experienced technician or engineer conducted the tests in the Shannon & Wilson soils laboratory. The soil tests included visual classification, natural water content, and fines content. Appendix B, Laboratory Test Procedures and Results, describes the test methods and summarizes the test results. The boring logs in Appendix A also show the natural water content and fines contents. 5.0 GEOLOGY The project site is located in the central portion of the Puget Sound Lowland (Lowland), an elongated topographic and structural depression bordered by the Cascade Mountains on the east and the Olympic Mountains on the west. The Lowland is characterized by low, rolling relief with some deeply cut ravines. In general, the ground surface elevation is within 500 feet of sea level. Glacial and nonglacial sediments filled the Lowland to significant depths during the Pleistocene Epoch, although bedrock outcrops in several locations throughout the area, including the ridge approximately one mile north of the project site. Elsewhere, the rock is deeply buried by Pleistocene and Holocene sediments. The depth to bedrock below the project site is not known. 21-1-21770-001-RI.docxhvp/clp 2 113 of 143 21-1-21770-001 • • • SHANNON &WILSON, INC. Geologists generally agree that at least four major glacial events occurred in the Puget Sound during the Pleistocene Epoch. These glaciations originated in the Coastal Mountains and the Vancouver Range of British Columbia, and advanced as far south as about halfway between Olympia and Centralia (about 80 miles south of Seattle). The Pleistocene stratigraphic record in the central portion of the Lowland is a complex sequence of glacially derived and interglacial sediments. Erosion of certain deposits, as well as local deposition of colluvial and alluvial sediments, complicates the geologic story. The project site is located in the Green River Valley, in what used to be a floodplain prior to human modification of one of the source tributaries (White River) at the turn of the century. Prehistorically, the site was an active tidal flat and marine estuary at the mouth of the Green/White Rivers. During the most recent glacial event, Vashon Drift soils comprised of silt, sand, and gravel were deposited across the area. Many of the glacial deposits were overridden by the advancing glaciers and consolidated under very high loads. Following the recession of the glacial ice from the Lowland, the ground rebounded and the sea level rose. Rebound ceased about 9,000 years ago, but sea level continued to rise until about 5,000 years ago. Post -glacial erosion and fluvial processes in the Green River Valley have removed and reworked the glacial deposits. As the delta of the Green/White Rivers advanced toward the Puget Sound, the delta deposited unconsolidated estuarine soils (silt and clay) and lahar runout sediments (sand) over the dense, glacial material. A lahar flow is a gravity -driven mixture of sediment and water that originates from a .volcano (Mount Rainier, in this case). Lahar flows can deposit sediments many miles from the point of origin. There have been several lahar flows in the Kent and Duwamish Valleys (including the project site) over the past 5,000 years (Zehfuss and others, 2003). 6.0 SUBSURFACE CONDITIONS Based on the soils encountered during the subsurface explorations, the site is underlain by a sequence of fill material, estuarine sediments, silty clay, and alluvial sand and gravel. The surface fill layer is approximately 13 to 15 feet thick and generally consists of medium dense sand and silt. The fill overlies a deposit of estuarine sediments about 30 feet thick, consisting of very soft to soft silt and clay with numerous organic particles and a layer of peat located variably between 20 and 40 feet below ground surface (bgs). The peat layer is approximately 5 to 6 feet thick and is often mixed with clayey silt. We also encountered discontinuous lenses and layers of loose to medium dense sand within the thicker estuarine deposit. The sand layers, likely lahar runout 21-1-21770-001-RI.docx/wp/clp 3 114 of 143 21-1-21770-001 • • • SHANNON &WILSON, INC. deposits, vary from clean to silty and are discontinuous across the site. The lower layer of estuarine deposits is a layer of very soft, silty clay and is present between 25 and 40 feet bgs. Alluvial sediments, which consist of layers of silty sand, gravelly sand, and sandy gravel, underlie the estuarine deposits. These soils are medium dense to dense and provide an adequate bearing layer for the existing deep foundations (timber piles). 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 7.1 General The soils at the project site consist of loose to medium dense fill over highly variable and compressible estuarine soils such as silt, clay, and peat. In our opinion, dense alluvial sediments below the estuarine deposits provide adequate support for the former Bank of America building and will continue to provide adequate support for the new restaurant. Based on our recent subsurface explorations and pile evaluations, the existing timber pile foundation can be used to support the new restaurant superstructure. In our opinion, the existing timber piles each has a capacity of approximately 30 tons with an assumed factor of safety (FS) of 2. The following paragraphs present seismic design considerations used to estimate soil liquefaction potential, condition of existing timber piles, lateral earth pressure considerations, and recommendations for passive resistance of existing fill soil. 7.2 Seismic Design Considerations 7.2.1 Ground Motions The project is located in a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle -Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone Interplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2009 International Building Code (IBC, 2009). The seismological inputs are short -period spectral acceleration, Ss, and spectral acceleration at the 1 -second period, Si, shown in Figure 1613.5 in the IBC. SS and Si are for a maximum considered earthquake (MCE), which correspond to ground motions with a 2 percent 21-1-21770-001-R I .dacxlwp/clp 4 115 of 143 21-1-21770-001 • • SHANNON &WILSON, INC. probability of exceedance in 50 years or about a 2,500 -year retum period (with a deterministic maximum cap in some regions). The mapped Ss and S 1 values in the vicinity of the site are shown in Table 1 and are from probabilistic ground motion studies completed in 2002 by the U.S. Geological Survey. TABLE 1 INTERNATIONAL BUILDING CODE 2009 GROUND MOTION PARAMETERS Ss (g's) Si (g's) Site Class. Fa F, SMS (g's) SMI (g's) SDS . (g's) SDI. (g's) 1.427 0.488 E 0.9 2.4 1.284 1.172 0.856 0.781. The site classification determines the site soil response factors. Our liquefaction hazard calculations, discussed in Section 7.2.2, indicate that scattered zones of the subsurface soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class F. However, because of the limited extent of potentially liquefiable soils and the fact that the existing foundations bear in dense soil that will not experience liquefaction, it is our opinion that a site class E adequately characterizes the site subsurface conditions. as: The IBC 2009 defines the MCE spectral response accelerations, SMS and SM1, as: SMS = FaSs SMI = FvS1 (equation 16-36) (equation 16-37) The IBC 2009 also defines the design spectral response and accelerations, SDs and SDI, Sps = 2/3 SMS SDI = 2/3 SMI (equation 16-38) (equation 16-39) MCE and design spectral accelerations determined in accordance with the IBC 2009 for the structures are provided in Table 1. We assume that the proposed structure will have a period less than 0.5 second; IBC 2009 does not require a site-specific ground response evaluation for structures with periods less than 0.5 second. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in the following sections. 21-1-21770-001-RI.docx/wp/clp 5 116 of 143 21-1-21770-001 • SHANNON 6WILSON, INC. 7.2.2 Earthquake -induced Geologic Hazards Earthquake -induced geologic hazards that may affect a site include landsliding, fault rupture, settlement, and liquefaction and associated effects (such as loss of shear strength, bearing capacity failures, loss of lateral support, ground oscillation, and lateral spreading). Because of the flat site topography and the discontinuous liquefiable soils, we consider the risk of landsliding at this site to be low. The potential for fault rupture is also low. The nearest mapped fault (Johnson and others, 1999) is the southernmost strand of the east -west -trending Seattle Fault Zone. The Seattle Fault Zone is approximately 21/2 to 4 miles wide (north -south). The project site is located about 6 miles south of the southernmost strand. Evidence of Holocene rupture (i.e., movement within the last 10,000 years) has not been reported along the southernmost strand of the Seattle Fault. Liquefaction and related effects pose the most significant earthquake -induced geologic hazard at the site. We calculated FSs against liquefaction for boring Standard Penetration Test (SPT) N -values. To calculate the FSs, we used design earthquake ground motions and empirical procedures established by the National Center for Earthquake Engineering Research (NCEER)- • 97-0022 (Youd and Idriss, 1997). We computed the FSs with IBC 2009 site class E parameters and a 0.34g peak ground acceleration from a magnitude 7.0 source, located 4'/2 miles away. Typically, localized and discontinuous zones between 10 and 20 feet bgs are susceptible to liquefaction with an average factor of safety of 0.5. • Some cohesionless and low -cohesion soils at the site are susceptible to liquefaction. Most of the liquefaction -susceptible soils are thin sand layers that are either discontinuous laterally or display widely varying fines contents. So, localized liquefaction is more likely than widespread liquefaction. Lateral spreading is not likely. We estimated post -liquefaction settlement of non -pile -supported areas of the site using the methods of Tokimatsu and Seed (1987). We based our calculations on the FSs against liquefaction and estimates of relative density (using correlations with corrected SPT blow counts). Based on these calculations, we estimate strong ground motion earthquakes could cause several inches of post -liquefaction settlement at the Southcenter Mall parking lot site. Settlement of the proposed restaurant building is not likely, in our opinion. We expect existing timber piles in liquefied soils will not experience downdrag forces following a design -level earthquake. 21-1-21770-001-R1. doc x./wp/c 1p 6 117 of 143 21-1-21770-001 • • • SHANNON 6WILSON, INC. 7.3 Condition of Existing Timber Piles During December 2012 and January 2013, under subcontract to Shannon & Wilson, Evergreen Concrete Cutting exposed existing timber piles at ten locations. After the timber piles were exposed, KPFF Consulting Engineers (KPFF) evaluated the condition of the piles within a 3 -foot zone immediately below the bottom of the concrete pile cap. The observed piles were approximately 12 to 13 inches in diameter near the pile cap. All exposed timber piles were observed to be treated with creosote. We understand that the existing piles were found to be in good condition with no significant decay. 7.3.1 Vertical Capacity of Existing Timber Piles and Lateral Spreading Design plans of the former Bank of America Building indicated in notes on page S-2 that the piles were designed for 25 tons capacity. Our recent exploratory borings indicate the presence of medium dense to dense, sandy gravel at depth of approximately 40 feet bgs. We expect, based on typical pile driving practices in .this area, that the timber piles supporting the former Bank of America were driven to an allowable capacity of 25 to 30 tons each. Static pile capacities were estimated at approximately 30 tons, assuming a 12- to 13 -inch pile top diameter and a 7 -inch pile tip diameter, and that the piles were driven into medium dense to dense, sandy gravel underlying the site. 7.3.2 Existing Pile Lateral Resistance We used the computer program LPILEPLUs, Version 5.0 (Reese and Wang, 2004) to analyze existing 12 -inch -diameter treated timber piles embedded to a depth of approximately 40 feet below finish grade. Based on loads we have received from KPFF, we analyzed the piles using combination of an axial load of 20 kips and a lateral load of 5 kips and combination of an axial load of 50 kips and a lateral load of 3.6 kips. We analyzed both free -head conditions. Figures 3 and 4 present deflection, moment, and shear force versus depth along the piles, as predicted by the LPILE analysis. For 12 -inch pile diameters, we anticipate less than %z inch lateral deflection under above mentioned loads. We recommend that the project structural engineer review the results presented in Figures 3 and 4 and contact us if additional analyses are warranted. 7.4 Lateral Earth Pressures Lateral earth pressures act on the buried portions of existing building walls. For buried building walls that are allowed to move 0.001 times the wall height or more, we recommend using a static, active lateral earth pressure equivalent to a fluid weight of 40 pounds per cubic foot (pcf) for design. For buried walls that are not allowed to move 0.001 times the wall height (braced 21-1-21770-001-R1.docx/wp/clp 7 118 of 143 21-1-21770-001 • r SHANNON F&WILSON, INC. condition), a static, at -rest lateral earth pressure equivalent to 65 pcf should be used. These lateral earth pressures assume the wall backfill includes proper drainage so that hydrostatic pressures will not increase. i 7.5 Lateral Resistance Lateral forces (including seismic forces) could be resisted by passive earth pressure against the buried portions of the structure. In our opinion, passive earth pressures developed from existing fill could be estimated using an equivalent fluid unit weight of 400 pcf. This value is based on observed soil conditions and density of soil samples collected from borings RB -1 through RB -3. In our opinion, maximum seismic forces acting on the building will occur prior to possible liquefaction of soils. Therefore, we recommend using the above -estimated passive pressure to determine lateral resistance of the structure during a seismic event. A FS between 1.5 and 2 should be used with the above -estimated passive pressure to limit lateral deflection. 8.0 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions at the former Bank of America building site; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the explorations. If, during construction, subsurface conditions are observed that are different from those encountered in the field explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. This report was prepared for the exclusive use of Westfield Corporation, Inc., KPFF, and other members of the design team. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions such as those 21-1-21770-001-R1.docx/wp/clp 8 119 of 143 21-1-21770-001 • • • SHANNON FIWILSON, INC. interpreted from the exploration logs and presented in the discussions of subsurface conditions included in this report. The scope of our geotechnical services did not include any environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air on or below the site, or any evaluation for disposal of contaminated soils or groundwater should any be encountered, except as noted in this report. Shannon & Wilson, Inc. has prepared a document, "Important Information About Your Geotechnical/Environmental Report," to assist you and others in understanding the use and limitations of our reports. This document is included in this report as Appendix C. SHANNON & WILSON, INC. Martin W. Page P.E., L.E.G. Senior Associate Geotechnical Engineer, LEED AP MXR: MWP:TMG/mxr 21 -1 -21770 -001 -RI .docx/wp/clp 9 120 of 143 21-1-21770-001 • • • SHANNON 6WILSON. iWILSON. INC. 9.0 REFERENCES International Code Council, Inc., 2009, International building code: Country Club Hills Ill. International Code Council, Inc., 676 p. Johnson, S.Y., Dadisman, S.V., Childs, J.R., and Stanley, W.D., 1999, Active tectonics of the Seattle fault and Central Puget Sound, Washington — implications for earthquake hazards: Geological Society of America Bulletin, v. 111, no. 7, p. 1042-1053. Reese, L.C., and Wang, S.T., 2004, Documentation of computer program LPILEPLus, Version 5.0: Austin, Tex., Ensoft, Inc. Tokimatsu, K., and Seed, H:B., 1987, Evaluation of settlements in sands due to earthquake shaking: Journal of Geotechnical Engineering, v. 113, no. 8, p. 861-878. Youd, T.L. and Idriss, I.M., 1997, Proceeding of the NCEER workshop on evaluation of liquefaction resistance of soils: Buffalo, N. Y., National Center for Earthquake Engineering Research, Technical Report no. NCEER-97-0022. Zehfuss, P. H., Atwater, B.F., Vallance, J.W., and others, 2003, Holocene lahars and their by-products along the historical path of the White River between Mount Rainier and Seattle, in Swanson, T. W., ed., Western cordillera and adjacent areas: Boulder, Colo., Geological Society of America, Field Guide 4, p. 209-223. 21-1-21770-001-Rl.docx/wp/clp 10 121 of 143 21-1-21770-001 • !��Y��Yb�diki a ;� `. • �,Qj 17 r�, ad l Q- �� ( , SOuthce<\,t 12:" •mo i.t.,ii -- `i cn e', 1 4t • � �1;6Oth S1. ''? 't;',; r, �( Strander Blvd 1 sL'! rmT PROJECT LOCATION �Z�O,th-�St 1',1111'21„..j.,4011 `i 4,c •fit 'o-'. :mss.■.' ;� "i O _!'� o Gav'` A Jtco! co! co= -s— jig g 1.1 1s1-78,1/2 St-\ • 0 2000 4000 Approximate Scale in Feet NOTE Map adapted from aerial imagery provided by Google Earth Pro, reproduced by permission granted by Google Earth TM Mapping Service. 199 of 1.4q Eiv 80 , ��th) rh Sfe ear, r .t/ A '©'21, 2.GoonleL l ._. i i . 11 W:43 a Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington VICINITY MAP N 1 February 2013 21-1-21770-001 SHANNON & WILSON, INC. FIG. 1 Geotechnical and Environmental Consultants /EXCEPTION PER A.F.N. 8603140509. 8603140709 / ANO 8603140910. / u SLOPE 01EMENT 4E_& 5739281 ..___..• ISGIt`sP -- — - —30Q— S741-1 RI14=24.50 CURB & GUTTER _ 01)30 1. _15' UT.LIT7 EASEME.N1 A.r. $573201 BR -1 CURE GUTTER n \ll „ X30+00I 30.00' -11 30.06' }n+— W CC �Iq cc CI171 Z; 1 BR -3 109 PARCEL 3597000257 SBR -2 b {.... 0(0 2 ASPHALT 28+ :i/A�2E]1H96i911 W � N87--25'1 tgli er _ .--525 f3. NE -2O") \ BR -1 S LEGEND Current Boring Designation and Approximate Location Previous Boring Designation NE -1 Q and Approximate Location (Completed by S&W, August 2007) 0 50 v' 100 Scale in Feet NOTE Figure based on client file, WFBofANorthSitePlan.dwg', dated 7-31-12. 195 of 14.5 ASPHALT` I N Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington SITE AND EXPLORATION PLAN February 2013 21-1-21770-001 SHANNON & WILSON, INC. FIG. 2 Geolochrecal and Environmental Consultants • • • LPILE 1 r Piles.xlsm 2/11/2013 GENERALIZED SUBSURFACE PROFILE 0' 0.3' 7.5' 10' 13' 13.5' 20' 26' 40' 46.5' ASPHALT Loose, gray, fine to medium SAND with trace of silt; thin layers of fine sandy silt; moist iron -oxide staining;SM/ML from 0.3' to 7.5' and 13.5' to 20'. Coarse GRAVEL with layers of fine to medium SAND from 7.5' to 10'; wet (Fill). Loose, dark brown and black, slightly gravelly, silty SAND from 13' to 13.5'; moist numerous • organics; SM. Soft, dark brown and black, fine sandy, silty PEAT; moist to wet; PT. Soft to medium stiff, gray, fine sandy, clayey SILT; moist to wet scattered wood debris; ML. Medium dense to dense, gray, sandy GRAVEL with trace of silt wet GP. 0 5 10 15 ,., 20 0 25 30 35 40 45 50 Displacement (in.) -0.1 0 0.1 '0.2 0.3 0.4 1st floor bottom of pile cap NOTES 1. We performed the lateral resistance analyses with the computer program LPILEPwS, Version 5.0 (Ensoft, 2007). 2. We assumed the soil layering shown above and developed the soil properties based on the results of our subsurface explorations, laboratory testing, published correlations, and our judgment. 3. The anayses assume pile group spacing of at least 3 pile diameters, and do not consider group effects. 4. We assumed the following deep foundation properties: Diameter = 12 in, Area = 113 in2, Moment of Inertia = 1,018 in*, and Modulus of Elasticity = 1,400 ksi. Shear (k) -3 0 3 0 _5- 10 15 20 t a 0 25 30 35 40 45 50 Moment (k -ft) 6 -5 0 5 10 0 '5 10 15 20 25 0 30 35 40 45 50 LEGEND V=5.0k; M=0.0k-ft; P=20.0k V=3.6k; M=0.0k-ft; P=50.0k V=5.0k; M=0.0k-ft; P=20.0k Post Seismic M=0.0k-ft; P=50.0k Post Seismic Proposed Southcenter Restaurants 225 Tukwila Parkway Tukwila, Washington RESULTS OF LATERAL RESISTANCE ANALYSES OF EXISTING 1ST FLOOR TIMBER PILES February 2013 21-1-21770-001 SHANNON & WILSON, INC. • Geotechnical and Environmental Consultants FIG. 3 LPILE Bnt_Piles.xlsm2/11/2013 GENERALIZED SUBSURFACE PROFILE 0' 0.3' 7.5' 10' 13' 13.5' 20' 26 40' 46.5' G) ASPHALT Loose, gray, fine to medium SAND with trace of silt; thin layers of fine sandy silt moist iron -oxide staining;SMIML from 0.3' to 7.5' and 13.5' to 20'. Coarse GRAVEL with layers of fine to medium SAND from 7.5' to 10'; wet (Fill). Loose, dark brown and black, slightly gravelly, silty SAND from 13' to 13.5'; moist numerous organics; SM. Soft, dark brown and black, fine sandy, silty PEAT; moist to wet PT. Soft to medium stiff, gray, fine sandy, dayey SILT; moist to wet scattered wood debris; ML. Medium dense to dense, gray, sandy GRAVEL with trace of silt wet GP. 0 5 10 15 20 a p 25 30 35 40 45 50 Displacement (in.) -0.1 0 0.1 0 2 0.3 s basement bottom of pile cap 1 NOTES 1. We performed the lateral resistance analyses with the computer program LPILEFtus, Version 5.0 (Ensoft, 2007). 2. We assumed the soil layering shown above and developed the soil properties based on the results of our subsurface explorations, laboratory testing, published correlations, and our judgment. 3. The analyses assume pile group spacing of at least 3 pile diameters, and do not consider group effects. 4. We assumed the following deep foundation properties: Diameter = 12 in, Area = 113 in2, Moment of Inertia = 1,018 in', and Modulus of Elasticity = 1,400 ksi. 20 p 25 30 35 40 45 50 Shear (k) -3 0 3 Moment (k -ft) 6 -5 0 5 10 0 5 10 15 20 25 p 30 35" 40 45 50 LEGEND — V=50k; M=0.0k-ft; P=20.0k --V=3.6k; M=0.0k-ft; P=50.0k - V=5.0k; M=0.0k-ft; P=20.0k Post Seismic —•••V=3.6k; M=0.0k-ft; P=50.0k Post Seismic Proposed Southcenter Restaurants 225 Tukwila Parkway Tukwila, Washington RESULTS OF LATERAL RESISTANCE ANALYSES OF EXISTING BASEMENT TIMBER PILES February 2013 21-1-21770-001 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. 4 SHANNON 6WILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS 21-1-21770-001 126 of 143 • SHANNON EIWILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS TABLE OF CONTENTS Page A.1 CURRENT SUBSURFACE EXPLORATIONS A-1 A.2 PREVIOUS SUBSURFACE EXPLORATIONS A-1 A.3 SOIL SAMPLING A-1 A.4 REFERENCES A-2 FIGURES A-1 Soil Classification and Log Key (2 sheets) A-2 Log of Boring BR -1 A-3 Log of Boring BR -2 A-4 Log of Boring BR -3 A-5 Log of Boring NE -1 (August 2007) A-6 Log of Boring NE -2 (August 2007) 21-1-20770-00 I -R I -AA. d ocx/wp/c I p A -i 127 of 143 21-1-21770-001 • • SHANNON &WILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS A.1 CURRENT SUBSURFACE EXPLORATIONS We performed three soil borings on October 3, 2012, designated BR -1, BR -2, and BR -3, for the former Bank of America project. The locations of the soil boring are shown in the Site and Exploration Plan, Figure 2. A representative from our firm determined the location by taping from existing site features. The logs for the soil borings are presented in Figures A-2 through A-4. Davies Drilling, Inc., under subcontract to Shannon & Wilson, Inc., drilled soil borings BR -1, BR -2, and BR -3 using truck -mounted drill rig. Soil borings were drilled using the hollow -stem auger (HSA) methods. HSA consists of advancing continuous flight auger to remove soil from the boreholes. Samples are obtained by removing the center bit and lowering a sampler through the hollow stem. The sampling method is further described in Section A.3. A.2 PREVIOUS SUBSURFACE EXPLORATIONS We evaluated subsurface information from a previous exploration to supplement geotechnical information derived from the recent borings. Our firm previously drilled soil borings NE -1 and NE -2 in the project vicinity in July 2007. Previous soil boring designations and locations are shown in the Site and Exploration Plan, Figure 2. The logs of soil borings NE -1 and NE -2 are presented in Figures A-5 and A-6. A.3 SOIL SAMPLING A Shannon & Wilson, Inc. representative observed previous and current drilling operations. Our representative collected soil samples and prepared a log for each boring. During the explorations, disturbed (split -spoon) samples were retrieved from the borings at 21/2- to 5 -foot depth intervals. Retrieved samples were field screened for the potential presence of contamination. To obtain disturbed soil samples, Standard Penetration Tests (SPTs) were performed in general accordance with the ASTM International (ASTM) Designation: D 1586, Test Method for Penetration Test and Split -Barrel Sampling of Soils (ASTM, 2002). The SPT consists of driving a 2 -inch -outside diameter split -spoon sampler a total distance of 18 inches below the bottom of the drilled hole with a 140 -pound hammer falling 30 inches. The number of blows required to 21-1-20770-001-R1-AA.docx/wp/clp A-1 128 of 143 21-1-21770-001 • • SHANNON &WILSON, INC. cause the last 12 inches of penetration is termed the Standard Penetration Resistance (N -value). When the resistance exceeded 50 blows for 6 inches or less penetration, the test was terminated and the number of blows and the corresponding penetration were recorded. The Standard Penetration Resistance values are plotted on the boring logs presented in Appendix A. These values provide a means for evaluating the relative density of granular soils and the relative consistency (stiffness) of cohesive soils. SPT samples were classified in the field and recorded on the logs by our field representative. Samples were placed in airtight jars and returned to our laboratory for testing. A.4 REFERENCES ASTM International (ASTM), 2002, 2002 Annual book of standards, Construction: v. 04.08, Soil and rock (I): West Conshohocken, Pa. Shannon & Wilson, Inc., 2007, Geotechnical report, Preliminary Recommendations, Proposed Northern Expansion of Westfield Shoppingtown Center, Tukwila, Washington: Shannon & Wilson, Inc., Seattle, Wash., report no. 21-1-20779-001, August 21-1-20770-001-R I -AA.docx/wp/clp A-2 129 of 143 21-1-21770-001 BORING CLASSI 21-21770.GPJ SWNEW.GDT 2/11/13 Shannon & Wilson, Inc. (S&147, uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual -manual procedures (ASTM D 2488-93) unless otherwise noted. S&W CLASSIFICATION OF SOIL CONSTITUENTS • MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (Le., SAND). • Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). • Trace constituents compose 0 to 5 percent of the soil (Le., slightly silty SAND, trace of gravel). MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD Elev. ft FeO MgO HSA ID in lbs Mon. N NA NAD NAVD NGVD NP OD OVA PID ppm PVC SS SPT USC WOH WOR At Time of Drilling Elevation feet Iron Oxide Magnesium Oxide Hollow Stem Auger Inside Diameter inches pounds Monument cover Blows for last two 6 -inch increments Not applicable or not available North American Datum (year) North American Vertical Datum (year) National Geodetic Vertical Datum (year) Non plastic Outside diameter Organic vapor analyzer Photo -ionization detector parts per million Polyvinyl Chloride Split spoon sampler Standard penetration test Unified soil classification Weight of hammer Weight of drill rods GRAIN SIZE DEFINITION DESCRIPTION SIEVE NUMBER AND/OR SIZE FINES < #200 (0.08 mm) SAND* - Fine - Medium - Coarse #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) GRAVEL* - Fine - Coarse #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm) * Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY / CONSISTENCY COARSE-GRAINED SOILS FINE-GRAINED SOILS N, SPT, BLOWS/FT. RELATIVE DENSITY N, SPT, RELATIVE BLOWS/FT. CONSISTENCY 0 - 4 4 -10 10 - 30 30 - 50 Over 50 Very loose Loose Medium dense Dense Very dense Under 2 2 - 4 4 - 8 8 - 15 15 - 30 Over 30 Very soft Soft Medium stiff Stiff Very stiff Hard WELL AND OTHER SYMBOLS r/ Bent. Cement Grout Bentonite Grout Bentonite Chips Silica Sand PVC Screen Vibrating Wire i_., Surface Cement Seal Asphalt or Cap Slough Bedrock 130of113 Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY February 2013 21-1-21770-001 SHANNON & WILSON, INC. FIG. A-1 Geotechnical and Environmental Consultants Sheet 1 of 2 BORING CLASS2 21-21770.GPJ SWNEW.GDT 2/11/13 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (From USACE Tech Memo 3-357) MAJOR DIVISIONS GROUP/GRAPHIC SYMBOL TYPICAL DESCRIPTION COARSE- GRAINED SOILS (more than 50% retained on No.WeII-graded 200 sieve) Gravels (more than 50% of coarse fraction retained on No. 4 sieve) Clean Gravels (less than 5% fines) GW •my 15 •'• ' 1• 'mi Well -Graded Gravels, gravels, grave sari i ures, ite orno fines. GP ' e O � Q°C o p Poorly graded gravels, gravel -sand mixtures, little or no fines Gravels with Fines (more than 12% fines) GM 1 • �� gravels,gravel-sand-silt Silty mixtures GC i Clayey gravels, gravel -sand -clay mixtures Sands (50%ormore of. coarse fraction passes the No. 4 sieve) Clean Sands (less than 5% fines)Poorlygraded SW. �` sands, gravelly sands, little or no fines SP ��-t 'ice•' sand, gravelly sands, little or no fines Sands with Finesry (more than 12% fines) SM - Silty sands, sand -silt mixtures SC Clayey sands, sand -clay mixtures FINE-GRAINED (50% or more passes the No. 200 sieve) Silts and Clays (liquid limit less than 50) Inorganic ML Inorganic silts of low to medium plasticity, rock flour, sandy silts, gravelly silts, or clayey silts with slight Plasticity CL / j� Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic OL _ — — — Ow plasticity and organic silty clays of Silts and Clays (liquid limit 50 or more) Inorganic MH Inorganic silts, micaceous or diatomaceous fine sands or silty soils, elastic silt CH Inorganic clays of medium to high sticity, sandy fat clay, or gravelly fat clay Organic OH %//i plasticity, claysmedium to high ORGANIC SOILS Primarily organ c matter, dark In color, and organic odor PT ± Peat, humus, swamp soils with high organic content (see ASTM D 4427) NOTE: No. 4 size = 5 mm; No. 200 size = 0.075 mm NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, slightly silty fine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL -ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, silty CLAY/clayey SILT, GW/SW, sandy GRAVEL/gravelly SAND) indicate that the soil may fall into one of two possible basic groups. of 143 Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY February 2013 21-1-21770-001 SHANNON & WILSON, INC. FIG. A-1 Geotechnical and Environmental Consultants Sheet 2 of 2 a J 'o. 0 N W 0 Total Depth: 51.5 ft. Northing: Drilling Method: Hollow Stem Auger Hole Dlam.: 6 in. Top Elevation: — 26.5 ft. Easting: Drilling Company: Davies Rod Diam.: SS/2-inch OD Vert. Datum: Station: Drill Rig Equipment: Modified B53 Hammer Type: Manual Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratifiCalion lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol E an tj ti m . E rn Ground Water Depth, ft. PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 140 lbs / 30 inches 20 40 60 ASPHALT. 0.3 6.5 6.5 9'0 20.0 30.0 40.0 50.0 51.5 ...:e .. .. .., .. •• •• •• 2.9 2.a 34 13 0.8 11 0s 0.5 OA 16 1.1 24.7 14 1n 2� 3= a= s= = 7 a= 9T 10= 11= 12= 13= 14T g ' 10• 15 -::- Loose to medium dense, brown and gray, slightly silty, slightly gravelly SAND; moist; interbedded layers of slightly clayey, fine sandy silt iron -oxide staining; (Fill) SP -SM. • • 5411:70 Medium stiff, gray, fine sandy SILT and silty, fine SAND; moist; scattered. iron -oxide staining, scattered organics; ML/SM. ' . • ;•; • ••• .•J.;. .•• ••,., J: 'J _-:- .. .. .... . . • -"- -- Loose, dark brown and black, silty, slightly•••••••I gravelly SAND; moist numerous organics; 20 ._... _,_. ...... . _ • . ..... ,__ ••: J:; •:.: ••J• ••' •:•: IJ• i.': 0� j ": 30 C o c 00( 0 c Loose, gray, slightly silty, fine to medium SAND; moist; SP -SM. Medium dense, gray and brown, slightly silty, slightly gravelly to gravelly, fine to medium SAND; moist to wet large iron oxidized zones; SP -SM. 25 30• 35 40 45 50 -._ • 1 .... Soft to medium stiff, fine sandy, clayey SILT; moist; scattered organics; ML. • : " Medium dense, brown and gray, slightly silty, sandy GRAVEL; wet; interbedded layers of fine to medium sand; GP -GM. .. : _._ : ;- :.._...:.......__.. • _. .. - __. ._..:___...:. Dense, slightly silty, sandy GRAVEL; wet; occasional wood debris; GP -GM. BOTTOM OF BORING COMPLETED 10/3/2012 55 : 0 20 40 60 LEGEND * Sample Not Recovered Ground Water Level'ATD O %Fines (<0.075mm) :N Grab Sample • % Water Content 1 2.0" O.D. Split Spoon Sample IVOTESS Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, If indicated above, Is for the date specified and may vary. 3. USCS designation Is based on visual -manual classification and selected lab testing. LOG OF BORING BR -1 February 2013 21-1-21770-001 SHANNON 8, WILSON, INC. Geotechnical and Environmental Consultants I l FIG. A-2 Total Depth: 46.5 ft. Northing: Drilling Method: Hollow Stem Auger Hole Diam.: 6 in. Top Elevation: •- 26 ft. Easting: Drilling Company: Davies Rod Dam.: SS/2-inch OD Vert. Datum: Station: Drill Rig Equipment: Modred B53 Hammer Type: Manual Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol PID, ppm to n. E m Ground Water Depth, ft. PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 140 lbs / 30 inches 0 20 40 60 ASPHALT. 0.3 75 10.0 13.0 13.5 20.0 26 0 40.0 ; :.,: 0 '• •.. l c 1 . 61 6.3 3.5 12 73 1.1 1 3 2.9 1= 2= 3= 4= 6= 6 7 = 6= 9= 10= 111 121 11 ,e 10 . 15. 20 25 30 40 45 50 ... • • - -........-- Loose, gray, fine to medium SAND with trace of silt; thin layers of fine sandy silt;' moist; (Fill) SM/ML. : Loose, gray, coarse GRAVEL with layers of fine to medium SAND; wet; (Fill) GP. _i_.. : :.............. _ ........ ....................:....... • ' •.•r ; ; :: ::: .. '•"•' ;,�; ..n.^v2.2 0�0 30 °pc .. : ; '.•-28.4 •:• .7.5 , D c Medium dense, gray and brown, fine to medium SAND with trace of silt; wet; - stratified layers of fine sandy silt; (Fill) SM/ML. , . • Loose, dark brown and black, slightly gravelly, silty SAND; moist, numerous organics; SM. • •• • .. Loose, gray and brown, fine to medium SAND with trace of silt; moist; stratified layers of fine sandy silt, iron -oxide staining; P/ML. :.. Soft, dark brown and black, fine sandy, silty PEAT; moist to wet, fibrous wood •articles; PT. • -_. .. Soft to medium stiff, gray, fine sandy, clayey SILT; moist to wet; scattered wood debris; ML. -.- :.. _;.. _ _ _.. ... _:... _:.:.: _ ... ... .... ..... .. :..... ..... _;.... _ ,_..;.. ... .., __-_ Medium dense to dense, gray, sandy GRAVEL with trace of silt; wet, GP. - _...........,...:..:._ __ .._.__. ._ _,_...... ..--- - ... --. . ...... ... ... BOTTOM OF BORING COMPLETED 10/3/2012 46.5 • 55 0 20 LEGEND 40 60 • Sample Not Recovered Ground Water Level ATD 0 % Fines (<0.075mm) 1 2.0" O.D. Split Spoon Sample • % Water Content NOTES Former Bank of America 225 Tukwila Parkway Tukwila, Washington Building 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. LOG OF BORING February 2013 21-1-21770-001 BR -2 Ann ..0 .4 An SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-3 Total Depth: Top Elevation: Vert. Datum: Horiz. Datum: 46.5 ft. Northing: Drilling Method: Hollow Stem Auger — 26 ft. Easting: Drilling Company: Davies Station: Drill Rig Equipment: Modified B53 Offset: Other Comments: Hole Diam.: 6 in. Rod Diam.: SS/2-inch OD Hammer Type: Manual SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. a 8) 0 E to E 0. a t] 0 a) d a E N 0) C tea% o sz C1 0 PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140lbs /30Inches 0 20 40 60 MASTER LOG E 21-21770.GPJ SHAN WIL.GDT2/11/13 \ASPHALT. Medium dense, gray, slightly silty, fine to medium SAND; moist; scattered layers of fine sandy silt, occasional to numerous iron -oxide staining; SP -SM. Loose to medium dense, light brown and gray, fine to medium SAND; moist to wet; scattered iron -oxide staining; SP. Soft, dark brown and black, fine sandy, silty PEAT; moist to wet; fibrous wood particles; PT. Very soft to soft, gray, fine sandy, clayey SILT; moist to wet; trace of wood debris; ML. Dense, gray, slightly silty, sandy GRAVEL; wet; GP -GM. BOTTOM OF BORING COMPLETED 10/3/2012 0.3 12.5 20.0 25.5 40.0 46.5 MIPMPI a 0 c c 0.9 0.8 0.8 0.7 0.5 0.4 0.7 1.5 0.5 0.7 4.4 11 21 61 7= a= ,oT 111 121 During Drilling ti4 5 10 15 20 25 30 35 40 45 50 55 •: • • • I-EGEND * Sample Not Recovered $l. Ground Water Level ATD 2.0" O.D. Split Spoon Sample NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 131 of 113 0 20 40 % Fines (<0.075mm) • % Water Content 60 Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington LOG OF BORING BR -3 February 2013 21-1-21770-001 SHANNON & WILSON, INC. I FIG. A-4 Geotechnical and Environmental Consultants Total Depth: 76.5 ft. Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: 7 in. Top Elevation: — 25 ft. Easting: Drilling Company: Gregory Drilling Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: CME 75 Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: a. 0 ai 0 SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between materia! types, and the transition may be gradual. 0) n• E lD to PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140lbs /30inches 20 40 60 ASPHALT. Stiff, gray, clayey SILT, trace fine sand; moist; numerous decayed wood particles and root fragments, blocky texture; ML. Medium dense, gray -brown, slightly gravelly, clayey, silty, fine SAND; moist; scattered oxidized zones; ML. Medium stiff to very stiff, gray -brown, fine sandy SILT/silty, fine SAND; moist; scattered oxidized zones; ML/SM. Medium stiff to very soft with depth, gray to brown, fine sandy, organic SILT; moist; OUML. Medium dense to dense, gray, trace to silty, sandy GRAVEUgravelly SAND; wet; GP/GM. Hard, gray, silty CLAY, trace fine sand; moist; CL. BOTTOM OF BORING COMPLETED 7/31/2007 0.3 6.5 11.5 16.5 35.0 51.5 76.5 v✓ 1= 2= 3= 4= 5= 8= 7= 8= 9= ='1oT �11T ° Qc DO (1z 137— 0 (14T j 15= 18= n 18= 1s= 10 20 30 40 50 60 70 80 90 100 90 ........ ......... • ......... 96t1.1111 • •-78A LEGEND • Sample Not Recovered = 2.0" O.D. Split Spoon Sample SL Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, If Indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 136 of 113 20 40 O % Fines (<0.075mm) • % Water Content Plastic Limit 1--•--1 Liquid Limit Natural Water Content 60 Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington LOG OF BORING NE -1 February 2013 21-1-21770-001 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A•5 MASTER LOG E 21-20 Total Depth: 96.5 ft. Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: 7 in. Top Elevation: •- 25 ft. Easting: Drilling Company: Gregory Drilling Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: CME 75 Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines Indicated below represent the approximate boundaries between material types, and the transition may be gradual. 1 2 63 (7 0 PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140lbs /30inches 20 40 60 ASPHALT. Loose to medium dense, tan and gray, silty, fine SAND; moist; blocky texture with scattered fine root particles and scattered pockets of organic silt; SM. Very soft to soft, brown, organic SILT; moist; numerous wood and root fragments; OL. Very soft, dark brown, silty PEAT; moist; fibrous wood pieces; PT. Very soft, dark gray, fine sandy, clayey SILT; moist; scattered root fragments and shell -\pleces; ML. r Medium dense to dense, gray, trace to slightly silty, gravelly SAND; wet; scattered root fragments; SP-SM/SP. Medium dense, gray to black, silty, fine SAND; moist; scattered wood fragments; SM. Hard, gray, fine sandy, clayey SILT; moist; stratified, with scattered pockets of fine sand; \ML. BOTTOM OF BORING COMPLETED 7/31/2007 0.3 16.5 21.5 26.5 36.5 85.0 90.0 96.5 7717 • �r- • 1= 2= 3= 4= 5= 6= 7= 8= s= 1o= 11= 12= 13= 14T 15= 16=* 17= 18T 197- 20M 9T 20T 21= 22T 23= 10 20 30 • • ..,,,a„4 .........................•• 90 100 :9.211:1"a :...., 51711"a LEGEND * Sample Not Recovered IL Ground Water Level ATD = 2.0" O.D. Split Spoon Sample NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 13A0r143 20 40 0 % Fines (<0.075mm) % Water Content Plastic Limit 1-111-1 Liquid Limit Natural Water Content 60 Former Bank of America Building 225 Tukwila Parkway Tukwila, Washington LOG OF BORING NE -2 February 2013 21-1-21770-001 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-6 • • SHANNON iWILSON. INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS 137 of 143 21-1-21770-001 • • SHANNON 6VVILSON, INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS TABLE OF CONTENTS Page B.1 INTRODUCTION B-1 B.2 VISUAL CLASSIFICATION B-1 B.3 WATER CONTENT DETERMINATION B-1 B.4 FINES CONTENT B-2 21-1-20770-001-R 1-A B. docx/wp/c 1p B -i 138 of 143 21-1-21770-001 • SHANNON &WILSON, INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS B.1 INTRODUCTION This appendix contains descriptions of the procedures and the results of laboratory tests performed on the soil samples obtained from the field exploration for the former Bank of America project in Tukwila, Washington. We tested the samples to determine the basic index properties and the engineering characteristics of the soils within the project site. The Shannon & Wilson, Inc. laboratory in Seattle, Washington, conducted the testing during July 2007 for the Preliminary Recommendations for Proposed Northern Expansion of Westfield Shopping Town Center report. Laboratory testing conducted during August 2007 consisted of visual classification of all soil samples, natural moisture content determination of all soil samples, and fines content for four soil samples. In December 2012, laboratory testing was conducted to visually reclassify and determine natural moisture contents of soil samples collected from borings BR -1, BR -2, and BR -3. B.2 VISUAL CLASSIFICATION Each of the soil samples recovered from the borings was visually reclassified in our laboratory using a system based on the ASTM International' (ASTM) Designation: D 2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). These ASTM standards use the Unified Soil Classification System (USCS). The USCS is described in Figure A-1. The visual classification made using this system allows for convenient and consistent comparison of soils from widespread geographic areas. The individual sample classifications have been incorporated into the soil descriptions on the boring logs presented in Figures A-2 through A-7. B.3 WATER CONTENT DETERMINATION The natural water content of soil samples recovered from the field explorations was determined in general accordance with ASTM Designation: D 2216, Standard Method of Laboratory • 1 ASTM International (ASTM), 2002, 2002 Annual book of standards, Construction v. 04.08, Soil and rock (I): D 420 — D 5779: West Conshohocken, Pa. 21- I -20770-001-R 1 -AB. docx/wplc Ip B-1 139 of 143 21-1-21770-001 • • SHANNON &WILSON, INC. Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures. Comparison of natural water content of a soil with its index properties can be useful in characterizing soil unit weight, consistency, compressibility, and strength. Water content is plotted on the boring logs presented in Appendix A. B.4 FINES CONTENT Fines content determinations were performed on selected samples of granular soils in general accordance with ASTM D 422, Standard Method for Particle -Size Analysis of Soils. Fines contents are plotted on the boring logs presented in Appendix A. Fines contents are used to assist in classifying soils and to provide correlation with soil properties, including permeability, capillarity, susceptibility to liquefaction, and sensitivity to moisture. 21-1-20770-001-R1-AB.docx/wp/cip B-2 140 of 143 21-1-21770-001 • • SHANNON &WILSON, INC. APPENDIX C IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT 141 of 143 21-1-21770-001 d= I I I SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21-1-21770-001 Date: February 27, 2013 To: Mr. Antony Ritch Westfield LLC IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the 401 ent. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report y affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. • Page.J4 of 143 1/2013 A REPORT'S CONCLUSIONS ARE PRELIMINARY. e conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for iiihom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was pared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss e report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are defmitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. • The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page z of 1f 143 1/2013 Jennifer Marshall From: Bud Davis <bud_davis@bdavisinc.com> FIL E Sent: Friday, November 15, 2013 10:15 AM Copy To: Jennifer Marshall Cc: 'Bud Davis'; 'Tim Grand'; 'April Hylton' Subject: Westfield - South Center - Tukwila, WA Attachments: SKMBT_C45113111513000.pdf; SKMBT_C45113111513110.pdf Jennifer, Per our conversation this past Wednesday, this e-mail is pertaining to the project that we need to have signed off by the Building Department in order to close out our permit for the lateral reinforcement work that was completed this past summer. Upon completing the project, we thought we had all required for the sign off, only to find out later Mike Benedicto wanted a letter from the Structural Engineer of record. During the interim, I was trying to reach Mike Benedicto and found out that he has since retired. Anyways, please find the letter from KPFF for this project as requested by Mike. I have attached the letter from our Deputy Inspector as well. A copy of the report was to be sent to City of Tukwila and I just wanted to make sure you had a copy of this as well for your review with Gary. I have also attached the permit card showing what we have to date signed off. Please review and advise if there is anything else that may be required in order to close this project out. Thanks for your assistance, Bud Davis B.Davis, Inc. 1441-A Terminal Avenue San Jose, CA 95112 (408) 436-4800 office (408) 436-4801 fax (408) 590-9004 cell /i 1 -6 -fret- Fri 14 P `F Ev 6,0E&�- �ZL�i3 — . fwd.!) 111 64— A e Ci Prall hN0 / *l do fO14nd0 0� WIT* C4011714rJd Feti- Ib,PPtt.ovA4 - . linsoy.avai..6106 (WOW. 1 AGREEMENT FOR PROFESSIONAL SERVICES DATE: 06 November 2013 CLIENT: Attn: Tim Grand B. Davis, Inc. 1441-A Terminal Ave San Jose, CA 95112 JOB NUMBER: 65700 PROJECT NAME: Buffalo Wild Wings Substructure Steel Observation LOCATION: Tukwila, WA SCOPE OF SERVICES: Provide structural observation for the structural steel that was installed as part of the drawing package titled "Bank of America Substructure Reinforcement" and dated 3/12/13 by KPFF consulting Engineers. Structural observation of the structural steel includes visiting the site, and reviewing the installed steel for general conformance with the design documents. KPFF will write a summary letter discussing our observations for submittal to the City of Tukwila. SPECIAL CONDITIONS: Structural observation does not include any work associated with the settlement of the existing substructure, or evaluating the impact of the settlement on the superstructure. Structural observation does not include testing of materials, surveying, or field measuring structural elements. FEE: KPFF's fees for this observation will be on a time and expense basis not to exceed $500. Offered By (KPFF, Inc.) (Signature) Scott L. Neuman / Associate (Print Name/Title) Accepted by (Client) ,/a/ -of (Signure) G /2e.: (Print Name/Title) November 6, 2013 Consulrinp £n_ornoers Mr. Tim Grand B. Davis, Inc. 1441-A Terminal Ave. San Jose, CA 95112 Subject: Westfield Buffalo Wild Wings/Bank of America Substructure Steel Observation Tukwila, Washington Dear Tim: KPFF Consulting Engineers (KPFF) has finished our structural observation of the structural steel installed as part of the drawing package titled, "Bank of America Substructure Reinforcement" and dated 3/12/13 by KPFF, and found that the installed steel is in general conformance with the design documents. On November 5, 2013, KPFF visited the building site and entered the basement and crawlspace beneath the building to observe the steel. KPFF observed all of the steel angle braces and their connections around the perimeter of the crawlspace, as well as the structural steel post installed on the North end of the building. All of the steel pieces appeared to be installed per the structural drawings. Please feel free to contact me at (2o6)-926-0595 if you have any further questions. Photographs of installation conditions are attached to this letter. Sincerely, Scott Neuman, PE, SE Associate Photo a— Steel post installed at north end of building Photo 2 — Brace at southwest corner of substructure Photo 3 — Braces at south side of structure Photo 4— Braces on west side of substructure Consulting Engineers TERMS AND CONDITIONS Revised 05/01/06 KPFF, Inc. CKPFF') shall perform the services outlined in this agreement pursuant to the slated fee arrangement. L Additional SeMoes Should the Scope of Services change from those set forth in the Agreemenl for Professional Services, the fee for such additional services will be negotiated between Client and KPFF. 2. Limitation of liability To the greatest extent allowed by law, the aggregate liability of KPFF for any and all injuries, claims, demands, losses, expenses or damages, of whatever kind, arising out of or in any way related to this Agreement or the services provided by KPFF on this protect, shall be limited to $50,000 or the total fee received by KPFF pursuant to this Agreement, whichever Is greater. Further, no officer, director, shareholder or employee of KPFF. shall bear any personal liability to Client for any and all injuries, claims, demands, losses, expenses or damages, of whatever kind or character, arising out of or In any way related to this Agreement or the services provided by KPFF on this protect 3. Mediation All disputes between Client and KPFF arising out of or relating to this Agreement shall be submitted to nonbinding mediation prior to commencement of any other judicial proceeding. 4. Dispute Handlhng KPFF shall make no claim against Client without first providing Client with a written notice of damages and providing Client thirty (30) days to cure before an action is commenced. The Client shall make no claim either directly or In a third party claim, against KPFF unless the Client has first provided KPFF with a wrftten certification executed by an independent professional currently practicing in the same discipline as KPFF and licensed In the state of the subject project This certification shall a) contain the name and license number of the certifier, b) specify each and every act or omission that the certifier contends is a violation of the standard of care expected of a professional performing professional services under similar circumstances; and c) state in complete detail the basis for the certifiers opinion that each such act or omission constitutes such a violation. This certificate shall be provided to KPFF not less then thirty (30) calendar days prior to the presentation of any claim or the Institution of any judicial proceeding. 5. Suspension of Serrices If Client fails to make payments to KPFF in accordance with this Agreement, such failure shall provide KPFF the option to suspend performance of services under this Agreement upon seven (7) days written notice to Client In the event of a suspension of services, KPFF shall have no liability for any delays or damages caused because of such suspension. Before resuming services, KPFF shall be paid all sums due prior to suspension and any expenses incurred by KPFF In the Interruption and resumption of Its services. KPFF's fees for the remaining services and time schedules shell be equitably adjusted. If any Invoice Is In dispute, Client shall pay under written protest to keep the project on schedule and resolve the payment dispute after substantial completion. 8. Termination This Agreement may be terminated by either party with seven (7) days written notice to the other In the event of a substantial failure of performance by the other party through no fault of the terminating party. if this Agreement is terminated, KPFF shall be paid for services performed to the termination notice date, including reimbursable expenses due. 7. Ownershlp of Documents The drawings, calculetlons and specifications are instruments of service and are, and shall remain, the property of KPFF, whether the project for which they are made Is executed or not They are not to be used on other protects or extensions to this project except by agreement in writing. 8. Contract Administration it is understood that KPFF will not provide design and construction review services relating to safety measures of any contractor or subcontractor on the project. Further, it is understood that KPFF will not provide any supervisory services relating to the construction for the protect Any opinions solicited from KPFF relating to any such review or supervisory services shall be considered only as general information and shall not be the basis for any claim against KPFF. 9. No Third Party Beneficiary Nothing in this Agreement shall create a contractual reiationahip with or a cause of action in favor of any third party against KPFF or Client 10. No Assignments Neither party to this Agreement shall transfer, sublet or assign any rights under or interest in this Agreement (including but not limited to monies that are due or montes that may be due) without the prior written consent of the other party. 11. Payments KPFF will submit monthly Invoices. Payment Is due on the date of the invoice and becomes delinquent one month thereafter. A late charge will be added to delinquent amounts at the rate of one -and -one-half percent (1 1 96) for each one month of delinquency (or the maximum allowable by law, whichever is lower). If KPFF initiates suit to recover delinquent sums owed by Client. KPFF shall be entitled to recover all reasonable costs incurred, including staff time, court casts, attorney's fees, expert fees and other related costs and expenses. 1601 F7fth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Seattle Evered Tacoma Lacey Portland Eugene Sacramento San Francisco Walnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Phoenix Denver SL Louis New York Amman, Jordan Jul 19 13 10:43a Motel 6 SeaTac South AYES TESTING ENGINEERS, INC. -liaoss%rvagggpad, Suite 110 flkx 10029 S. Tacoma Way, Suite E-2 Ph 253.584.3720 Tacoma, WA 98499 7911 NE 33'" Drive, Suite 190 Portland, OR 97211 Fax 253.584.3707 P� 503.281.7515 Fax 503.281.7579 Inspector uFHours: Time: inspector: Time: to Inspector. Time: to Hours: SUMMARY: /21,41L -- / 21,41i to Hours: 206-2443614 p.12 Page / ofd Field. Copy / Subject to Review t eleG1 NO: f+'S ft 4i4 7 hate: -i ' / - /-S Project/5��f%:Ii:�-� r!7 ? Permit No.:/ /' �i�'j 3 Weather: �a3 A Project Address: ;41-74_,4-717;::-/,.----- Pi�� tri Ownerifs ' i 1 .4_42 Engineer: Architect Contractor. /. Li,) 2-y1 h Le--)t_./c, T" Type of Inspection:' 77 4 . Samples: ,%fir / < / �; ,��= 4iL' 1 T ^� .6/246 11" 47 G-ze-y 9S 7 3 C /+ F J i2A j /-ate -29/- /¢L Jiyin-tr�47 `% P2.../4-2---/ LA's/11.-1v z if 4 -IY ijL)//j/ r) %'1';''2-- /f":72 y) 4S. 1,= mix'- /_= C.- 77 /)A --'S IrpZ1 5 p' ;G i JJ k ! -1 A /;%i 1- T - A. - 14./.45114-fv r��ri'�/'✓ G 'T/2? --/A/ .-5/:)/ 7.3 / }.; 1) /411 / 5 �� --r ,'4 - 01,--77, rn -73 .a 'N/.r 6-- (0.-14 X1771-), . Z To the best oFourlrnowlecid e; all hems inspected today are -In conformanoe with app>taveii ars; fs ca Yes ? 0 No ❑:Preliminary lnspectiorl r, NONCONFORMING CONDITIONS/CORRECTIVE ACTIONS TAKEN: MTE 1000-3C. Rev 2, 4/1/07 Jul 19 13 10:43a Motel 6 SeaTac South MAYU MOW ''0225 Cedar Valley Road, Suite 110 Ph 425.742.9360 nnwood, 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: pler ) Lir r-.' Hours: Time: to Inspector. Time: 11J)4 Inspector: Time: to Hours: to Hours: 206-244-3614 p.13 Pkajl4t1=- Ptgiiteia# gibtiardi 4tzwiew Project No.: "7 j y / 4Date: 7- Project - Permit No.: Weather. ProjectAddreg Owner: Engineer: Architect: Contractor �. Type of Inspection: Samples: SUMMARY: i_ r?= j 11`,x.7' few/r\-,7- p(7- �r/ /f c,24_14 Pi...1-77 -5 AL /974.1.6 t .)./z- GT: 5 ��v G - /y `,7 '--1�71�1 % �, =r� /7i7/v/i7 1'1/1,7 �1 6 Arvz, 1 i_r-3z- 1Z /f/ / r L / 5v rr; / i-/ 5 i /' A ,F61/ .fir ' G- ev t ) AP LL//, . zA c./-1, ;a 7 (7014-/50 Pp 7,7:-. "-f—' //"V3P5 To the best Qfour knowled e, all items inspected . qday are irr.aonvrmance with apr4ve pli3tts:and spSitcafil3s . D.No . ❑ Preliminary:lnspection : NONCONFORMING CONDITIONS/CORRECT]VE ACTIONS TAKEN: MTE t000.3C. Rev 2, 4/1/07 12/2/2013 City of Tukwila Department of Community Development SCOTT NEUMAN 1601 FIFTH AV, SUITE 1600 SEATTLE, WA 98101 RE: Permit No. D13-083 BANK OF AMERICA - FOUNDATION R 295 TUKWILA PY 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 1/14/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-431-2451 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 1/14/2014, 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, J P nnif: mit 4,00 Marshall echnician File No: i 13-083 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ;• PENiT CO o PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-083 DATE: 03-12-13 PROJECT NAME: BANK OF AMERICA - FOUNDATION REHAB SITE ADDRESS: 225 TUKWILA PY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS : AldiiDio 3 F�iNv� 2--` ublic Works 11-14 AM- -lir 3 Fire Prevention Structural A)14 - Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03-14-13 Complete Ya Incomplete ❑ Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 04-11-13 Not Approved (attach comments) ri REVIEWER'S INITIALS: 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 • • PLAN REVIEW CHECKLIST - (Nonstructural) Permit App. /.7/7 88' By: IBC Edition ee%'Y & State Amend. Date: 7—%q0—% 3 Project title:�p�k 4, L +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Classify the building or portion thereof in accordance with Chapter 3 j Determine the type of construction of the building in accordance with Chapter 6. Determine if the location of building on the site and clearances to property lines and other buildings on the site plan are in accordance with code provisions. Review for conformity with General building height and area limitations in accordance with Chapter 5. Review for conformity with special detailed requirements based on use and Occupancy. ( - Review for conformity with Type of Construction requirements of Chapter 6. Review for conformity with Fire and Smoke protection features of Chapter 7. Review for conformity with requirements of interior finishes of Chapter 8. Review for conformity with requirements for fire protection systems of Chapter 9. Review for conformity with requirements for means of egress requirements of Chapter 10 Review for conformity with requirements of accessibility in accordance with Chapter 11, and ICC A117.1 Review for conformity with Washington State Energy Code. ✓ In circle = topic has been reviewed for the application. X In circle = topic is not relevant to proposed scope of work. Contractors or Tradespeople miter Friendly Page General/Specialty Contractor A business registered as a construction contractor with LEI 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 Phone Address Suite/Apt. City State Zip County Business Type Parent Company B DAVIS INC 4084364800 1441 Terminal Ave #A San Jose CA 951124314 Out Of State Corporation UBI No. 602002349 Status Active License No. BDAVII"000CP License Type Construction Contractor Effective Date 3/24/2000 Expiration Date 1/24/2014 Suspend Date Specialty 1 General Specialty 2 Unused Business Owner Information Name Role Effective Date Expiration Date DAVIS, BUD R President 03/24/2000 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 3 American Contractors Indem CO 100161046 04/15/2011 Until Cancelled $12,000.0004/27/2011 2 CBIC NB4080 11/20/2001 Until Cancelled 05/01/2011 $12,000.0011 /26/2001 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 Ca Hawley Ins MGL0177752 12/31/2012 12/31/2013 $1,000,000.0012/28/2012 13 Co t Hawley Ins MGL0176195 12/31/2011 12/31/2012 $1,000,000.00 12/30/2011 12 LIBERTY SURPLUS INS CORP DGLSF1842277 12/31/2010 12/31/2011 $1,000,000.0001/10/2011 11 LIBERTY SURPLUS INS CORP DGLSF184227064 12/31/2009 12/31/2010 $1,000,000.00 01/04/2010 10 LIBERTY SURPLUS INS CORP DGLSF18422705412/31/2008 12/31/2009 $1,000,000.0003/09/2009 9 LIBERTY SURPLUS INS CORP DGL5F08422705412/31/2008 12/31/2009 $1,000,000.0001/05/2009 8 LIBERTY SURPLUS INS CO DGLSF184227044 12/12/2005 12/31/2008 $1,000,000.0001/03/2008 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 httnc•//fnrtrecs wa_unv/lni/hhin/Printasnx 06/28/2013 -o 0 iv 0 c• ) 0 r) O 0 N 0 0 0 NI m i o0 0 0 0 0o L. 1• a� 0 0 M N 0 0 O eLo 0, 0 0 0 0) w C N 0 L- Cr)0 0 0 a) 0 0 w 6-5 0 0 cl 0 0 0 0 0) •,L c 0 w xI m J X CO xI CO N CON) E 0 Q) LT_ 0 x STRUCTURAL NOTES DESIGN LOADS All design and construction shall conform to the requirements of the International Building Code, 2009 Edition as amended by the City of Tukwila. These drawings show the modifications to be made to an existing substructure at the site shown in order to support a new building above assuming that the existing structure above the first floor is removed. These drawings also show the loading capacity of the existing substructure in order to define load limits for future construction. At this time, the layout and configuration of the structural system for the future building on this site is unknown. The Engineer of Record for the superstructure is to verify that the superstructure does not Toad the existing substructure beyond the limits provided in these drawings. See the design narrative included in the calculations for more complete information. SUPERIMPOSED DEAD LOADS: In addition to the self weight and live loads, the allowable first floor framing has the capacity to support an additional superimposed dead load of 12 psf. LIVE LOADS: In addition to the dead Toads, the following floor live loads were used for design. Live load reduction is per IBC Section 1607.9. Reducible Unreducible Dining Room, Restaurant 100 psf X Basement 125 psf X Refer to Table 1607.1 in the IBC for relevant concentrated live loads. SEISMIC LOADS: The basement substructure has been evaluated for seismic loads from a new superstructure that will be constructed at a future time. Seismic loads are assumed to transfer from the future structure above into the first floor slab and basement walls, and then to the soil through passive pressure against the basement walls. Engineer of Record for the superstructure is to verify acceptable diaphragm loading at the existing slab. The contribution of the existing wooden piles to the lateral resistance of the building is neglected. For the design of the new structure above, seismic base shear should be limited to the value Vmax given below. Vmax = 68,000 lbs SOIL LOADS: See the Geotechnical Report by Shannon and Wilson for more complete information. Pile Capacity Pile Capacity 30 tons downward 0 tons upward GENERAL NOTES SUBMITTALS: Shop drawings shall be submitted to the Engineer prior to any fabrication or construction for all structural items, including the following: structural steel. If the shop drawings differ from or add to the design of the structural drawings, they shall bear the seal and signature of the Washington State Registered Professional Engineer who is responsible for the design. INSPECTION: Special inspection per IBC Chapter 17 shall be performed by an approved testing agency as outlined in the Special Inspection Schedule and as indicated in the project specifications. SPECIAL CONDITIONS: Contractor shall verify all levels, dimensions, and existing conditions in the field before proceeding. Contractor shall notify the Engineer of any discrepancies or field changes prior to installation or fabrication. In case of discrepancies between the existing conditions and the drawings, the Contractor shall obtain direction from the Engineer before proceeding. Dimensions noted as plus or minus (±) indicate unverified dimensions and are approximate. Notify Engineer immediately of conflicts or excessive variations from indicated dimensions. Noted dimensions take precedence over scaled dimensions—DO NOT SCALE DRAWINGS. Dimensions of existing conditions may be based on record drawings and are to be field–verified by the Contractor. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work. STRUCTURAL STEEL REFERENCE SPECIFICATIONS Structural Steel High Strength Bolts Welding Welder Certification STEEL MATERIALS Structural Steel Connection material, embedded items, channels, angles, base plates, and misc. steel Structural Tubes Steel Pipe Structural Bolts Welding Electrodes AISC Specification for Structural Steel Buildings Specification for Structural Joints using ASTM A 325 AWS D1.1 , typical AWS D1.8 for supplemental seismic provisions AWS prequalified joint details American Welding Society (AWS) Washington Association of Building Officials (WABO) ASTM A 992 ASTM A 36, unless noted otherwise ASTM A 500, Grade B ASTM A 53, Grade B ASTM A 325 70 ksi, low hydrogen, typical STRUCTURAL STEEL (CONTINUED) Structural steel design, fabrication and erection shall conform to the requirements of Chapter 22 of the International Building Code. Substitution of member sizes or steel grade will not be allowed without prior approval of the Engineer. Bolted connections are to be of high strength ASTM A 325 bolts as shown, unless noted otherwise. Alternative connections to those shown on these drawings will require prior approval of the Engineer. The Contractor shall be responsible for all erection aids and joint preparations that include, but are not limited to, erection angles, lift holes and other aids, welding procedures, required root openings, root face dimensions, groove angles, backing bars, copes, surface roughness values, and unequal parts. WELDING: All welding shall be in conformance with AISC and AWS Standards, and shall be performed by AWS–WABO–certified welders using 70 ksi electrodes and low hydrogen processes. Only welds that are prequalified, as defined by AWS, or qualified by testing shall be used. Shop drawings shall show all welding with AWS A2.4 symbols. Welds shown on the drawings are minimum sizes. Increase weld size to AWS minimum sizes based on thickness. Minimum weld size shall be 3/16–inch, unless noted otherwise. The welds shown are for the final connections. Field weld symbols are shown where field welds are required by the structural design. Where field weld is not indicated, the Contractor is responsible for determining if a weld should be shop– or field–welded in order to facilitate the structural steel erection. NONSHRINK GROUT: Nonshrink grout shall have minimum f'c = 5,000 psi. ANCHORS POST–INSTALLED ANCHORS: Provide post–installed anchors as specified in these drawings. Use of alternate products, or of post–installed anchors at locations not shown in these drawings, is subject to the approval of the Engineer. Submit proposed anchors to the Engineer with an ICC–ES report valid for the 2009 IBC. Submitted ICC–ES reports shall demonstrate that the anchors are suitable for use in cracked concrete. Where anchors resist seismic loads, submitted ICC–ES reports shall demonstrate that the anchors are suitable for the resistance of seismic loads. Installation of anchors shall not damage or cut reinforcing in existing concrete elements. STRUCTURAL ABBREVIATIONS ADD'L B/ BLDG BOT BTWN CIP CJ CL CLR COL CONC CP CONT CTR DBA DEMO EA EF EL EW EX EXP FDN FF FLR FS FT FTG HORIZ HSS IBC Additional Bottom of Building Bottom Between Cast in Place Construction or Control Joint Centerline Clear Column Concrete Continuous Complete Penetration Center Deformed Bar Anchor Demolish Each Each Face Elevation Equal Each Way Existing Expansion Foundation Finish Floor Floor Far Side Feet Footing Horizontal Hollow Structural Section International Building Code LARATE PERMIT QUIRED FOR: Dom >El Q'PIumblrn Q4as Piping ity of Tukwila pING DIVISION IF IN INFO K LLH LLV MAX MIN NS NTS OC OF OPP PL PSI PSF REINF SECT SIM SOG SQ STD STL STRUCT SYM T&B THK THRU TYP UNO VERT W/0 WP Inside Face Inch Information Kip (1,000 lbs.) Long Leg Horizontal Long Leg Vertical Maximum Minimum Near Side Not to Scale On Center Outside Face Opposite Plate Pounds Per Square Inch Pounds Per Square Foot Reinforcing Section Similar Slab–on–Grade Square Standard Steel Structural Symmetrical Top of Top and Bottom Thick(ness) Through Typical Unless Noted Otherwise Vertical With Without Work Point REVISIONS No changes shall bo made to the scope of work without prior approval of Tukwila Building Division. NOM RRevisions will require a new plan submittal and may include additional plan review fees. STRUCTURAL DRAWING SYMBOLS N A/S-2 A/S-2 A/S-2 99'-0" l A WP I // /7 // l/ 7/ /7"-÷ GRID BUBBLE SURFACE – STEPPED UNDISTURBED SOIL, COMPACTED SOIL, BACKFILL. OR ANY PREPARED SUBGRADE. SEE SPECIFICATIONS FOR TYPE OF MATERIAL AND PREPARATION METHOD. NORTH ARROW STANDARD SECTION CUTS BUILDING SECTION CUTS ELEVATION OF WALL OR FRAME SPOT ELEVATION (TOP OF CONCRETE, TOP OF STEEL) WORKPOINT SLOPE INDICATES EXISTING CONCRETE WALL INDICATES EXISTING CONCRETE WALL SPECIAL INSPECTION SCHEDULE ESTABLISHED PER 2009 IBC SECTION 110 & CHAPTER 17 ITEM CONTINUOUS INSPECTION PERIODIC INSPECTION COMMENTS Structural steel N < C) N Material verification X Ref. note 4 Single pass fillet welds <— 5/16' o z X Ref. note 6 All other fillet welds X Ref. note 6 INSPECTION SCHEDULE NOTES: 1. The items checked with an °X' shall be inspected in accordance with IBC Chapter 17 by a certified special inspector from an established testing agency. For material sampling and testing requirements, refer to project specifications, the structural notes and the notes below. The testing agency shall send copies of all structural testing and inspection reports directly to the Engineer, Contractor and building official. Any materials which fail to meet the project specifications shall immediately be brought to the attention of the Engineer. Special inspection testing requirements apply equally to all bidder designed components. Inspection and testing requirements for systems designed by others shall be defined by the registered design professional responsible for their design, except that the inspection requirements shall not be less than specified in this schedule. 2. Special inspection is not required for work performed by an approved fabricator per IBC Section 1704.22. 'IF pier U5U4C t%eE Agip.- :.. , ®FA � ., .,;.' h: `)PECIor. IlagP&CTiert Arius paeRt FAciLin< tea Eaar* ED 3. Continuous special inspection means that the special inspector is on the site at all times observing the work requiring special inspection (IBC 1702). Periodic special inspection means that the special inspector is on site at time intervals necessary to confirm that all work requiring special inspection is in compliance. 4. Structural steel identification markings shall conform to AISC 360, and the manufacturer's certified test reports shall be reviewed. Weld filler materials shall have identification markings to conform to AWS specification and the manufacturer's certificate of compliance is required. 5. Inspection of structural steel shall be in accordance with IBC Section 1704.3. The steel frame shall be inspected for compliance with approved construction documents including bracing, stiffening, member locations and proper application of joint details at each connection. 6. All welds shall be visually inspected. 7. Continuous special inspection of expansion anchors is not required. FILE COPY ft No. b?r 0e3 Rei review. al of construction tI ..t tion ot any of (Approved pfd i dose not authoi?ze City Of' UkwIla BUILDING DIVISION r., PROJECT INFORMATION VICINITY MAP SITE MAP GENERAL INFORMATION Project Jurisdiction: Description of Work Project Location: City of Tukwila Structural revision to an existing at grade structure RECEIVED CITY OF TUKWILA 255 Tukwila Parkway Tukwila, WA 98188 ZONING MAR 1 2 2013 PERMIT CENTER Zoning Code Notes: Zoning: City of Tukwila Zoning Code TUC – Tukwila Urban Center REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2013 Cityof Tukwila BUILING DIVISION DRAWING LIST REVISION PERMIT SUBMITTAL DATE: L N < C) N o z <<<<< S-1 Structural Notes, Abbreviations, and Drawing List S-2 Basement Floor Foundation Plan S-3 First Floor Framing Plan S-4 Sections and Details Z 0 Q m U) H 0 z -J F– CC AND DRAWING LIST PROJECT NO.: 112263 SCALE: DATE: SHEET NO. a) cn U Mar 12, 2013-09:02: 31 am 0 0_ N I Ci)CO� O 0 0 0 0 CJIN ,e,. N C) 0 0 c•si C) 00 cn CO CO x J J CCI xi CCI, N COhiE 0 a> 0• x 0 0 X W —J (-) r co - H ±8'-0" CL EX PILE ±6" f8'-0" ±8'-0" CL EX PILE ±4" ±8'-0" ±8'-0" C-0 f8'-0" ±8'-O" ±8'-O" ±8'-O" ±8'-0" � 18'-0" CI;t J f8'-0" ±8'-0" CL EX PILE ±4" CL EX PILE EX CONC PILE CAP, TYP EX WOOD PILE BELOW, TYP 1 cn EX 12" CONC WALL EX 7" STRUCTURAL CONC SLAB, EL=±18'-6 EX CONC COL HORIZONTAL BRACE PER NOTE S1 0 c A E/S-4 EX 7" STRUCTrURAL CONC SLAB, EL=f1 -6" EX 2" CONC RAT SLAB, EL=±23'-1 EX 12" CONC WALL TYPA L/S-4 O 3 10- CL EX PILE UJ. DEMO EX NON-STRUCTURAL Z WALL AS REQUIRED FOR o POST INSTALLAT ON SIM E/S-4 EX 8" CONC ±4" WALL, UNO CL EX PILE i EX CONC PILASTER, TYP EX PERIMETER CONC GRADE BEAM CL EX PILE BASEMENT FLOOR FOUNDATION PLAN 3/16"=1'-0" BRACE FROM BASEMENT LEVEL TO FIRST LEVEL PER NOTE S1, UNO GENERAL PLAN NOTES G1 f INDICATES UNVERIFIED DIMENSION. SEE SPECIAL CONDITIONS IN GENERAL NOTES. G2. CONCRETE ELEVATIONS PER AS -BUILT STRUCTURAL DRAWINGS OF ORIGINAL CONSTRUCTION. SEE PLAN FOR SLAB EXTENTS. STEEL PLAN NOTES S1. — — INDICATES L5x5x1/4 BRACE HORIZONTAL BRACE PER NOTE S1 CL EX PILE 0 I -H (9) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 12 2013 PERMIT CENTER D13-683 Fax (206) 622-8130 0 N M z W c 0 cc Cn W, CO Cn W QU U cc Li. cc wz 2w Qc LL 0 z m c Z O -J Z H O Z Q M z c �' O PROJECT NO.: 112263 SCALE: DATE: SHEET NO. S-2 CAD User: RandyF Plot date: Mar 12, 2013-09:02:26am 0 0 COL U O N N 0 a 0 0_ 95k -9k 76k - 14k L ) F1 •(H) (I) •(J) • (K) (L) (M) (N) (0) t8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-O" f8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" ±8'-0" 44k -8k 75k -17k 44k. -7k 41k ..30k X CONC CIRBEL, P GRID Q NORTH. F GRID n 11k - 19k 58k -Ok 33k 58k -Ok 33k 58k -0k 33k -8k 58k 33k 58k Ok 51k - 2k U Z O. EX CONC WALL BELOW EX CONC BEAM / 36k - -301( 13k - 17k 42k. -8k EX CONC COL BELOW EX 12" CO SLAB 77k -14k 5k - 19k A,F 24k I 1 -13k m u J -17k ir 45k - 4k 45k - 4k 45k - 4k EX 7" CONC SLAB, UNO O Co 0 I 00 4 EX 6" CONC SIDEWALK, TYP o AT PERIMETER 10 76k, - 16k 25k - 12k 24k - 12k EX CONC CORBEL. TYP GRID 61k -17k - 17k EX CONC BEAM 53k -18k 10k 3k -22k 3k - 22k - 17k 3k -22k O1 �t a LI 45k - 4k STEEL POST' BELOW 51k1+�I. -5k: - L II O I 00 -H I� : 111 k EX CONC I L -17k WALL BELOW 8k 17k 45k - 4k -19k - 1'6k x ca Z.' 24k. - 1.2k EX GRADE 41k -7k 12k - 16k. 38k -7k 38k -7k SEE NOTE S1, TYP 65k 47k -5k -17k -5k EX CONC CORBEL. TYP GRID O NORTH 0 GRID 88k -1'Ok 58k. -Ok BUILDING SUPERSTRUCTURE NOT TO EXCEED LOAD CAPACITIES GIVEN ON THESE DRAWINGS EX SUBSTRUCTURE KEY ELEVATION NO SCALE EX CONC PILASTER BELOW, UNO FIRST FLOOR FRAMING PLAN 3/16"=1'-0" 58k - 33k 58k r 33k -Ok -8k -Ok -8k. GENERAL PLAN NOTES 58k. Ok G1. INDICATES UNVERIFIED DIMENSION. SEE SPECIAL. CONDITIONS IN GENERAL NOTES. G2. TOP OF EXISTING CONCRETE SLAB EL = ±27'-6" SLAB STEPS DOWN (-2 7/8") AT EXISTING TERRAllO TILE. STEEL PLAN NOTES Si. INDICATES L5x5x1 /4 BRACE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 20 2013 City of Tukwila BUILDING DIVISION 45k -4k 51k. - 2k 0 I 00 41 LOAD CAPACITY NOTES RECEIVED CITY OF TUKWILA MAR 1 2 2013 PERMIT CENTER L1. 11K 17K INDICATES THE ADDITIONAL ALLOWABLE POINT LOAD ON THE SUBSTRUCTURE IF THE EXISTING STRUCTURE ABOVE THE FIRST FLOOR IS REMOVED. L2. POSITIVE VALUES ARE DOWNWARD CAPACITY; NEGATIVE VALUES ARE UPWARD CAPACITY. L3. + INDICATES LOCATION OF ADDITIONAL ALLOWABLE POINT LOAD. L4. ADDITIONAL LOADS APPLIED AT LOCATIONS DIFFERENT FROM THE LOCATIONS SHOWN WILL REQUIRE A REVIEW FOR THEIR IMPACT ON THE SUBSTRUCTURE BY A LICENSED PROFESSIONAL ENGINEER. L5. CAPACITIES SHOWN ACCOUNT FOR A 100 PSF REDUCABLE LIVE. LOAD ON THE 1ST FLOOR SLAB AND A 125 PSF STORAGE LOAD IN THE BASEMENT. L6. INDICATES LOCATION AT 1ST FLOOR THAT WAS ORIGINALLY DESIGNED FOR 300 PSF LIVE LOAD. (3-d 83 ta a) .bo W c 5 vs C. U • CO CA 0 y ul Fax (206) 622-8130 CO �n. k0 0 0 00 PERMIT SUBMITTAL H CI W. CC 1— 0 CC 1-- z C!3 W CO Cn W Q0 U� W z, W Q LL 0 z m cc Z 0 0 0- L0 Z OC il- PROJECT NO.: 112263 SCALE: DATE: SHEET NO. CAD User: RandyF; Plot date: Mar 12, 2013-09 02 22am cn CI m i w _0 z a � o m x i I N Ul v J 0 CX M m N ¢I m U CD — III r 0 CD cq o E v %a) a) X glv-signature-Wash CL BRACE �`� (2) 3/4 0 SIMPSON STRONG BOLT 2 W/ 3 3/8" EFFECTIVE EMBED \L._If SCALE: _ �. ...............— PL EX CONC BEAM I 8 i iC,31RACE r--- —\ z,(2)3 f `� I' CONN OPPOSITE I WHERE OCCURS I I I L J 4 �` \� , 9 / 4"0 SIMPSON STRONG BOLT 2 W/ 3 3/8" EFFECTIVE EMBED EX CONC 4 • }` PILASTER III- EX BEAM ABOVE (EX BEAM THE EX SLAB BELOW AT SIM) 1 1 2" CL 4" POST POST PER PLAN �EX RAT SLAB i� BELOW II- III l I m..,»w,» I TYP TYP EX RAT SLAB BELOW GRID \ \ `� � // 111 LII EX -11 L PILASTER CONC aa. 4 ,, CL POST / \ CL EX BEAM IrfGRID . :,., N /` _ WP » ,.w�»,»»»» .,,__. PL 3/4" .,..»..._ .»»...._,__,_ ... rw� » , ____ .. (2) 3/4"O STRONG BOLT SIMPSON 2 W/ / I i r r= FACE OF ANGLE - `� �� 8 .. L6x6 OPP _ , »�� (3) 3/41'0 SIMPSON STRONG BOLT 2 W �' / 3 PL /.� /� i L PL EX CONC WALL L6x6 L8x6 A 3....»w _ EX CONC WALL 3/8" EFFECTIVE EMBED A 1/4 I � 5„ EFF EMBED ESS —4 :»� ��,»,.,».,.»»»,»»,,» » 7S-4 EX CONC SLAB 1 \ G/S-4 1 C BRACE 1 NOTE ABOVE\ 1 1. ORIENTATION VARIES 7 CL BRACE CONNECTION DETAIL = �_ »CONNECTIOND 11/21 o A BRACE DETAIL TAI"_ ,_,. 11/2 1 o B BRACE CONNECTION DETAIL ”_ ,_"BRACE 1 1/2 1 0 C BASE PLATE DETAIL 1 1/2" = 1'—o" D I.»». EX CONC SLAB 1 1/27 7" 1 1/2" PROVIDE L8x6x3/8 LLV AT SIM 9 4 T/FIRST FLOOR SLAB CL POST EX CONC SLAB �» EX CONC PILASTER ___ » �� 4cl a �£ . � L8x6x3/8 LLV OFFSET TO WP (1) HORIZONTAL BRACE AT SIM ORIENT PL BRACE PER E/S-4 CL BRACEOD L6x6x3/8 ` \�- — .,_ ....,.. J _ v o ... E:_:� I T/FIRST FLOOR PER A/S-4 ASS .•: SLAB ' »»». _ � � »», ,» .�....,»..,.» »..��..�.�.»...�.. „» »»„ • •�»��� _ .r, v r _................. e L i V I -4 _ -I d- \ EX CONC £_ EX CONC PILASTER � �.�., M. ......... »4--- .— .�..r,.,� ., - RAT SLAB ' I EX CONC I I :. - CL BRACE _ �-- — . GRADE BEAM = ADJACENT EX I EX CONC RAT SLAB :: :. ;, tEX I N I I } I / SLAB CONC BEAM' AT SIM / .-»„»»»... », • ,, ,ww ,•. 10-1/BASEMENT » ,,,, PILE CAP _ - \ T BASEMENT SLAB / — — — — -,_ W �.� I Q a ~ c� — I I I EX .CON'C BEAM 1, _ 1FI LII.». 1 L I _ I B/S 4 EX CONC 1 1/2 , CL ».»»»»......n....w»ww.v:.»w:.w..,»»,.,,» �, BRACE L6x6x3/8 - EX CONC a ,° » —7-.±-7----------- i lit NOTE) , ...::..:;.:�: �r.� »�» ��.. u .., ; GRADE BEAM EX CONC PILE CAP L EX PILE CAP ix= Q Z � z I I I D S-4 / NOTE BEAM NOTE ,r POST PER PLAN —N.CD 1 R EVVED FOR CODE COMPLIANCE APPROVED MAR 2 0 2013 _ City of Tukwila SCALDING DIVISION Y 1. SEE K/S-4 FOR ADDITIONAL CONN INFO NOT SHOWN. 1. SEE K/S-4 FOR ADDITIONAL CONN INFO NOT SHOWN. 1. SEE K/S-4 FOR ADDITIONAL CONN INFO NOT SHOWN. BRACE CONNECTION DETAIL 1 1/2" = 1'—O" E BRACE CONNECTION DETAIL 1 1/2" =1'—O„ F BRACE CONNECTION DETAIL 1 1/2" = 1'-0" / G 0 OPP O J/S-4 Q EX CONC PILASTER s _ I I' I I I I RECEIVED CITY OF T U K W I L A MAR 1 2 2013 PERMIT CENTER D/S-4 Q EX CONC SLAB T/FIRST FLOOR 1/4 (2) 3/4"0 A325 BOLTS " (2) 3/4 SIMPSON EX CONC SLAB ,,..:....�. na Im z WP r,., < .., (-, € _ :.-:.::: As— `i' z _ .— o cp I' I. I I I I SIMS EX CONC SLAB CL BRACE / � ��� : T/BASEMENT 111 �4 I I f I I p EX CONC GRADE BEAM,::[. ' SEE PLAN FOR OFFSET STRONG BOLT 2 W/ OPP I_, ;,: , PL 3/8" OF CONNECTION AT EX 3 3/8" EFFECTIVE TS POST EMBED N J/S-4 : . EX CONC I ,= ..1 : 1 ::.I ,N THICK ` :: ' '� ;- '� T/BASEMENT SLAB BEAM£ - / .� i ., w� » . » egg �`' 4` II _ CL BRACE GRID — — — _ s$ IL '11_,..:...,..„...L..1—:,_ � II 2 1 1/2" /2 BRACE PER PLAN4 SLAB �, W' PL � 6" / TO WP EX RAT SLAB -) I_I 111».w 6" , TO WP , EX CONC PILE CAP L8x6 EX CONC L8x6x3/8 LLH 1" DRY PACK'» EX CONC BEAM ��»., » NOTE I PLYNTH€ 1j_. I, L m.», ' ,, NON—SHRINK GROUT, TYP NOTE , EX CONC PILE CAP b t-ift-,0 or 1. BRACE NOT SHOWN. 1. SEE K/S-4 FOR ADDITIONAL CONN INFO NOT SHOWN. BRACE CONNECTION DETAIL 1 1 -" - '— " /2 1 0 J C CONNECTION DETAIL 11/21 o BRACE E" = '_ "1/2" K BRACE '_ "1 DETAIL 1 = 1 0 L POST DETAIL 1 = —07 1/2" I M ta a) ba W C to 0 a o to U IIII = 2 ao. IC Z co 1. as ‘ 43141 A t ^1 0 Fax (206) 622-8130 0 H 0 N W C U CC F. Z W CO 2 W Q0 U� CC W W Z W Q c LL 0 z Cr) 0 z z 0 W ua PROJECTNO.: 112263 SCALE: DATE: SHEET NO. S-4