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HomeMy WebLinkAboutPermit D18-0313 - MUTUAL MATERIALS - RETAINING WALLMUTUAL MATERIAL RETAINING WALL 4302 S 104x" PL EXPIRED 07/24/2019 D18-0313 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0323049213 4302 S 104TH PL DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: MUTUAL MATERIALS - RETAINING WALL D18-0313 1/25/2019 7/24/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: MUTUAL MATERIALS COMPANY 605 119TH AVE NE, BELLEVUE, WA, 98005 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 , KIRKLAND, WA, 98034 NORTHWAY CONSTRUCTION INC 1433 VALENTINE AVE SE SUITE 102, PACIFIC, WA, 98047 NORTHCI905CQ MUTUAL MATERIALS COMPANY 10411 MARTIN LUTHER KING JR WAY S , TUKWILA, WA, 98188 Phone: (425) 968-5115 Phone: (253) 753-8100 Expiration Date: 2/18/2020 DESCRIPTION OF WORK: PROVIDE CAST IN PLACE CONCRETE POND WALL. Project Valuation: $118,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $2,911.41 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Gam/ Date: OI/d-S!/ % I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to thnditions attached to this permit. Signature: Print Name: zs6FF CuR /c Date: /---Z 67-19 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: 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. 16: Masonry construction shall be special inspected. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0200 FOUNDATION WALL 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI -MASONRY 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4004 SI -WELDING CITY OF TUKJ A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 1)i g 03 1 T Project No. Date Application Accepted: Date Application Expires: � �� / (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.: 032304-9213 Site Address: 10411 Martin Luther King Jr Way S, Tukwila, WA 98118 Suite Number: Floor: Tenant Name: Mutual Materials Company PROPERTY OWNER Company Name: Northway Construction Name: Name: Mutual Materials Company Phone: (253) 735-8100 Fax: (253) 987-7483 Contr Reg No.: NORTHCI905CQ Exp Date: 02/18/2020 Address: 10411 Martin Luther King Jr Way 5 11335 NE 122nd Way, Suite 105 City: Tacoma State: WA Zip: City: Tukwila State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Company Name: Northway Construction Name: Tyler Litzenberger Phone: (253) 735-8100 Fax: (253) 987-7483 Contr Reg No.: NORTHCI905CQ Exp Date: 02/18/2020 Address: 11335 NE 122nd Way, Suite 105 City: Tacoma State: WA Zip: 98402 City: Kirkland State: WA Zip: 98034 Phone: 425-968-5115 Fax: Email: TLitz@vectorrecorp.com GENERAL CONTRACTOR INFORMATION Company Name: Northway Construction Address: 1433 Valentine Avenue SE, #102 City: Pacific State: WA Zip: 98047 Phone: (253) 735-8100 Fax: (253) 987-7483 Contr Reg No.: NORTHCI905CQ Exp Date: 02/18/2020 Tukwila Business License No.: H:\Applications\Forms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: E Yes ❑ ..No ARCHITECT OF RECORD Name: Company Name: Tahoma Design Group Address: Architect Name: James K. Carleton, AIA City: iv lhk►, tLA State: to . Zip: 991ts Address: 535 Dock Street, Suite 211 City: Tacoma State: City: Tacoma State: WA Zip: 98402 Phone: 253-380-1284 Fax: 253-284-9681 Email: dbooth@ahbl.com Email: jcarleton@tahomadesigngroup.com ENGINEER OF RECORD Name: Company Name: AHBL, Inc. Address: Engineer Name: Daniel L. Booth. City: iv lhk►, tLA State: to . Zip: 991ts Address: 2215 North 30th Street, Suite 200 City: Tacoma State: WA Zip: 98403 Phone: 253-383-2422 Fax: 253-383-2572 Email: dbooth@ahbl.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: • N'<'J ') /14, I Pel -12-1 PI, 5 t&M eA " +- Address: (040 l M7-1-I14L-oTtt>2lhtNtA _.5f tAlitel City: iv lhk►, tLA State: to . Zip: 991ts Page 1 of 4 BUILDING PERMIT INFORMATIO1206-431-3670 Valuation of Project (contractor's bid price): $ 118,000 Describe the scope of work (please provide detailed information): Provide cast in place concrete pond wall. Will there be new rack storage? ❑ Yes Existing Building Valuation: $ E.. 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) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes J No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If "yes', attach list 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:\Applicat ions\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lst Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* retaining wall cast in place concrete Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes J No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If "yes', attach list 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:\Applicat ions\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO!!ATION - 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ... Valley View 0 .. Renton ❑...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ® .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line IS SS ❑ ...Permanent Water Meter Size... SI WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 0 .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding 0 ... Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip N:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OUTHORIZED AGE Signature: Print Name: James K. Carleton AIA (Tahoma Design Group) Mailing Address: 535 Dock St, Suite 211 H:\Applications\Forms.Applications On Line1201 1 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Date: 10/3/2018 Day Telephone: 253-3804284 Tacoma WA 98402 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,807.78 D18-0313 Address: 4302 S 104TH PL Apn: 0323049213 $1,807.78 DEVELOPMENT $1,722.89 PERMIT FEE R000.322.100.00.00 0.00 $1,697.89 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25.00 TECHNOLOGY FEE $84.89 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R16638 R000.322.900.04.00 0.00 $84.89 $1,807.78 Date Paid: Friday, January 25, 2019 Paid By: MUTUALS MATERIALS Pay Method: CHECK 441816 Printed: Friday, January 25, 2019 2:12 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $1,103.63 D18-0313 Address: 10411 MARTIN LUTHER KING JR WAY S Apn: 0323049213 $1,103.63 DEVELOPMENT $1,103.63 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R15555 R000.345.830.00.00 0.00 $1,103.63 $1,103.63 Date Paid: Friday, October 05, 2018 Paid By: MUTUAL MATERIALS Pay Method: CHECK 437902 Printed: Friday, October 05, 2018 11:22 AM 1 of 1 SYSTEMS • • • ••• • .. . . GEOTECHNICAL. REPORT •Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington Project No. T-7776 -Terra..ASsociates:7 COL:: -JAN 21 2on City of Tukwila BUILDING DIVISION RECEIVED OCT 09 2018 TUKWILA PUBLIC WORKS Prepared for: Mutual Materials cio Vector Real Estate Kirkland, Washington March 16,2018 RECEIVED CITY OF TUKWILA OCT 05 2018 01t1MIT CENTER TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences March 16, 2018 Project No. T-7776 Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 — 102nd Avenue NE Kirkland, Washington 98034 Subject: Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington Gentlemen: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the soil conditions we observed "under the two to three inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. Groundwater was observed at a depth of 13 to 14 feet below current site grades at the time of our field work. In our opinion, support of structures using standard spread footing foundations will be feasible. However, in order to gain suitable support, all foundations will need to be supported on a minimum of two feet of granular structural fill We trust the information presentedin this report is sufficient for your current needs. If you have any questions or require addition atioti; please call. Sinter TER Caro Proj ct .1!a 12220 11AvuF Ste. t' ', I irkiand, Washington 98034 ,i' ori 42 021-M7 x(415) 821-4334 TABLE OF CONTENTS Page No. 1.0 Project Description .............:..,.......,.. .......::, .:......,:,.,1. 2.0 Scope of Work ......... 1 3.0 Site Conditions .....:, ..,.....2 3.1 Surface . ,,.,, , 2 3.2 Subsurface ..................................... .. ... .2 3.3 Groundwater...y............:................. ..... .....2 3.4 Geologic Hazards 3 3.4.1 Seismic ::: ......: :......:. ...._...: 3 3.4.2 Landslide Hazard Areas.....,.4. 4.0 Discussion and Recommendations 4 4.1 General. ............................................. ................. ...........:.4. 4.2 Site Preparation and Grading.....,., ...,............. ,,.... .:.....:.... 4.3 Excavations 4.4 Foundations .............. .,... . ,.. .,. , 4.5 Slabs on Grade 7 4.6 Utilities ....., ..:...... ........•. ...:...... ....................•. S 4.7 Pavements 8 5.0 Additional. Services ....................... , 9. 6.0 Limitations ...................................... .,:„., ...:,..:....,..,:..,..,.:, .......,.. .,........,..,..:...,,9 Figures Vicinity Map........ Figure 1 Exploration Location Plan...—. ...,..,..,;. ........ ,.,. ,.:.... .,,. Figure 2 Appendix Field Exploration and Laboratory Testing. . .:........,.,,. .,.,..., ....,, Appendix A Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington 1.0 PROJECT DESCRIPTION The project consists of redeveloping the site with a new paved storage/parking area, a truck access route, anda new metal skinned building in the northeastern corner of the site. Grading to achieve the new development will be minimal with cuts and fills from one to five feet. We expect the structure will be constructed using structural steel with a metal exterior. Structural loading is expected to be light with isolated columns carrying loads of 10 to 15 kips, and bearing walls carrying .1 to 2 kips per foot. The recommendations in the following sections of this report are based on our understanding of the design features outlined above. We should review final design drawings as they become available to verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK On November 7, 2017, we observed the soil and groundwater conditions at the site by drilling 3 soil test borings to 15 to 20 feet below existing surface grades. Using the information obtained from our subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Geologic Hazards per the City of Tukwila Municipal Code • Site preparation and grading Excavations Foundation support • Slab -on -grade support • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. March 16, 2018 Project No. T-7776 3.0 SITE CONDITIONS 3.1 Surface The site is an approximately 1.5 -acre parcel located at 10411 Martin Luther King Jr. Way South in Tukwila, Washington. The approximate location of the site is shown on Figure 1. This site is currently occupied by three wood -framed structures, paved parking, and associated landscaping. Site topography is relatively flat over the majority of the property. There is a slight to moderate slope along the north property line that starts in the approximate center of the north property line that descends from the south to the north-northwest with an overall relief of approximately five feet. There is also a slight to moderate slope along the western property line that descends from the east to the west with an overall relief of approximately six feet. The eastern half of the north property line and a small section of the northeast property line is supported by a rockery that is between one and five feet tall. 3.2 Subsurface In general, the soil conditions we observed under the 2 to 3 inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. The Geological Map of Seattle — a progress report, by K.G. Troost, D.B. Booth, A.P. Wisher, and S.A. Shimel (2005) maps the site as Peat — Modified Land (Qp). While the modified land description matches what we observed on-site, we did not observe any peat during our explorations. The soil unit mapped to the east of the site is Alluvium — Modified Land (Qal). This description is more consistent with the soils we observed on-site. The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed descriptions are presented on the Test Boring logs attached in Appendix A. 3.3 Groundwater We observed groundwater in all 3 test borings between 13 and 14 feet below current site grades. The groundwater was observed in the relatively clean sand layers within the alluvial soils. Fluctuations in the static groundwater level will occur seasonally. Typically, groundwater will reach maximum levels during the wet winter months. Based on the time of year of water levels were observed, the groundwater levels observed at the site likely represent the near seasonal low groundwater levels. Page No. 2 March 16, 2018 Project No. T-7776 3.4 Geologic :l rds 3.4.1 Seismic Based on the soil conditions encountered and the local geology, per Section 1615 of the 2015 International Building Code (IBC) for seismic conditions, site class "D" should be used in design of the structures. Based on this site class, in accordance with the 2015 IBC, the following parameters should be used in computing seismic forces: Seismic Design Parameters (IBC 2015) Spectral Response acceleration (Short Period), SMS 1.508g Spectral Response acceleration (1 — Second Period), SMI 0.853g Five ercent dam ed .2 second eriod, SUS 1.005 Five percent damped 1.0 second period, SDI 0.569g These values were determined using the latitude/longitude coordinates 47.5095751-122.281797 and the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on November 30, 2017 at the web site https:l/earthquake.usgs.govldesignmaps/us/application.php. Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. Information obtained from our recent subsurface exploration indicates that the soils at the site are alluvial in origin. Groundwater was observed at 13 and 14 feet below current site grades. When penetration test values are low, the soils typically consist of alluvial sandy or clayey silt that, due to its fines content, will exhibit undrained cohesive strength and is not significantly affected by the liquefaction phenomenon. Based on analysis of these conditions, in our opinion, the soil Liquefaction hazard at this site and associated risk to building development is low. Impacts to site structures should liquefaction occur during an earthquake will be in the form of settlement in the amount of one to two inches. This amount of settlement would cause cosmetic cracking of the structure, but would not structurally impair its use, in our opinion. Page No. 3 March 16, 2018 Project No. T-7776 3.4.2 Landslide Hazard Areas Section 18.45.120 of the City of Tukwila Municipal Code (TMC) defines a landslide hazard area as "Areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15 percent. 2. Class 2 areas, where landslide potential is moderate, which slope is between 15 and 40 percent, and which are underlain by relatively permeable soils. 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15 and 40 percent, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 percent. 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope." The majority of the site is relatively flat or has slopes less than 15 percent. Therefore, the site would be Class 1 landslide hazard as defined by the TMC. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General In our opinion, there are no geotechnical considerations that would preclude development of the site, as planned. The existing alluvial soils have undergone some preloading due to the existing fill material observed in the site explorations. Based on the expected weight of the proposed building. it is our opinion that an additional preload or surcharge is not necessary. The building can be supported on conventional spread footings bearing on a minimum of two feet of compacted structural fill. Pavements and floor slabs can be similarly supported. The soils observed at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native and existing fill soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during winter, the owner should be prepared to import clean granular material for use as structural fill and backfill. Alternatively, stabilizing the moisture in the native soil with cement or lime can be considered. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. Page No. 4 March 1.6, 2018 Project No. T-7776 4.2 Site Preparation and Grading Site preparation will predominately consist of demolition of the existing buildings and removal of the asphalt pavement. The asphalt was between two and three inches thick. Some stripping of organic material would be expected in the landscaped areas of the project. Demolition of existing structures should include removal of existing foundations, floor slabs, underground septic systems, and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place provided they are sealed to prevent intrusion of groundwater seepage and soil. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in nonstructural areas. Once clearing and demolition operations are complete, cut and fill operations can be initiated to establish desired building grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. We recommend supporting conventional spread footing foundations on a minimum of two feet of granular structural fill that replaces the native alluvial soils. The granular structural fill should meet requirements for wet weather structural fill as discussed in the following paragraphs. The structural fill should extend a minimum of one -foot laterally from the edges of the continuous wall or isolated column footing. The existing fill material observed on-site would meet this requirement depending on the final grading. A representative of Terra Associates, Inc. should observe all bearing surfaces to verify that soil conditions are as expected and are suitable for support of building foundations, floor slabs, and site pavements. Our study indicates that the native and existing fill soils contain a sufficient percentage of fines (silt and clay size particles) that will make them difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use these native and existing fill soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. Soils that are too wet to properly compact could be dried by aeration during dry weather conditions or mixed with an additive such as cement or lime to stabilize the soil and facilitate compaction. If an additive is used, additional Best Management Practices (BMPs) for its use will need to be incorporated into the Temporary Erosion and Sedimentation Control plan (TESC) for the project. Page No. 5 March 16, 2018 Project No. T-7776 If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 _ 5 maximum* *Based on the 3/4 -inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 4.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Administration (WISHA) regulations, soils found on the project site would be classified as Group C soils. For properly dewatered excavations more than 4 feet, but less than 20 feet in depth the side slopes should be laid back at a minimum slope inclination of 1.5:1 (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet in depth are planned, temporary shoring to support the excavations will be required. Properly designed and installed shoring trench boxes can be used to support utility trench excavations where required. Groundwater should be anticipated within excavations extending below depths of 13 feet from current surface grades. Based on our study, the volume of water and rate of flow into the excavation may be significant and dewatering of the excavations will be necessary. Shallow excavations that do not extend more than one to two feet below the groundwater table can likely be dewatered by conventional sump -pumping procedures along with a system of collection trenches. Deeper excavation will require dewatering by well points or isolated deep -pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep - pump wells, as needed. This will be an especially critical consideration for any deep excavations. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Page No. 6 March 16, 2018 Project No. T-7776 4.4 Foundations The building may be supported on conventional spread footing foundations bearing on a minimum of two feet of structural fill placed above the native soils. Foundation subgrade should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet . below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. Foundations supported on structural fill material can be dimensioned for a net allowable bearing capacity of 2,000 pounds per square foot (psf). For short -teen loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With structural loading as anticipated and these bearing stresses applied, estimated total foundation settlement of approximately one -inch is expected. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. 4.5 Slabs on Grade Slabs on grade may be supported on subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the current American Concrete Institute (ACI) Manual of Concrete Practice for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 7 March 16, 2018 Project No. T-7776 4.6 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or City of Tukwila specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. Most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. The utility contractor should also be prepared for encountering unstable soft alluvial soils below the pipe invert elevations. If not removed from below the pipe and replaced with crushed rock or additional bedding material, pipe deflections may occur as a result of the soil yielding and compressing in response to loading imposed during trench backfilling. The need to overexcavate and stabilize the pipe foundation before backfilling should be evaluated by observation and testing during construction. 4.7 Pavements Traffic at the facility will include moderately heavy traffic in the form of tractor -trailer rigs. For design considerations, we have assumed traffic in parking and in car/light truck access pavement areas can be represented by an 18 -kip Equivalent Single Axle Loading (ESAL) of 50,000 over a 20 -year design life. For heavy traffic pavement areas, we have assumed an ESAL of 300,000 would be representative of the expected loading over the pavement design life. These ESALs represent loading equivalent to approximately 5 and 20, loaded (80,000 pound GVW) tractor -trailer rigs traversing the pavement daily in each area, respectively. As we understand, the existing pavement will remain in place with new asphalt constructed as an overlay. Using the existing asphalt as the subbase, we recommend the following pavement sections: Light Traffic and Parking Overlay: Two inches of 1/2 -inch hot mix asphalt (HMA) over two inches 1 -1/4 -inch HMA Heavy Traffic Overlay: • Two and one-half inches 1/2 -inch HMA over three inches 1 -1/4 -inch HMA Asphalt concrete should meet the requirements as outlined in Washington State Department of Transportation's (WSDOT) standard specifications. Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, we recommend surface drainage gradients of at Least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. Page No. 8 March 16, 2018 Project No. T-7776 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. - 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the Mutual Materials project in Tukwila, Washington. This report is for the exclusive use of Mutual Materials c; o Vector Real Estate and their authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the subsurface explorations completed on-site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 9 • OXIMATE SCALE IN FEET REFERENCE: https://www.bing.com/maps Soft' corporation ii Cli ' ACCESSED 12/1/17 Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences VICINITY MAP MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 1 • EXISTING _, µ...,...`S1RUDDRF-- E PHASE I REVISE LANDSCAPING AREA FOR NEW SAMPLE YARD DISPLAY, REUSE EXISTING SITE TREES AND SHRUBBY WHERE APPLICABLE IN NEW DISPLAY PHASE I EXISTING STRUCTURE ALTERATION TO INCLUDE NEW BATHROOM FACILITIES VERIFY SEWER REQUIREMENTS AND NEEDS NOTE: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. L EXISTING PROPI LEGEND: S APPROXIMATE BORING LOCATION REFERENCE:SITE PLAN PROVIDED BY TAHOMA DESIGN GROUP. 0 50 100 APPROXIMATE SCALE IN FEET Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences EXPLORATION LOCATION PLAN MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 2 • APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Mutual Materials Tukwila, Washington On November 7, 2017, we observed the drilling of 3 soil test borings to depths of 16.5 and 21.5 feet below the existing site grades. Test boring locations were determined in the field by measurements from existing site features and buildings. The approximate location of the test borings is shown on the attached Exploration Location Plan, Figure 2. Test Boring Logs are attached as Figures A-2 through A-4. A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test boring, obtained representative soil samples, and recorded water levels observed during drilling. During drilling, soil samples were obtained in general accordance with ASTM Test Designation D-1586. Using this procedure, a 2 -inch (outside diameter) split barrel sampler is driven into the ground 18 inches using a 140 -pound hammer free falling a height of 30 inches. The number of blows required to drive the sampler 12 inches after an initial 6 -inch set is referred to as the Standard Penetration Resistance value or N value. This is an index related to the consistency of cohesive soils and relative density of cohesionless materials. N values obtained for each sampling interval are recorded on the Test Boring Logs, Figures A-2 through A-4. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test borings were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the individual Test Boring Logs. Project No. T-7776 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS More than 50% of coarse fraction Clean Gravels (less than 5% fines) GW Well-graded gravels, gravel-sand mixtures, little or no fines. GP Poorly-graded gravels, gravel-sand mixtures, little or no fines. is larger than No. 4 sieve Gravels with fines GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. SANDS More than 50% of coarse fraction Clean Sands (less than 5% fines) SW Well-graded sands, sands with gravel, little or no fines. SP Poorly-graded sands, sands with gravel, little or no fines. is smaller than No. 4 sieve Sands with fines SM Silty sands, sand-silt mixtures, non-plastic fines. SC Clayey sands, sand-clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid Limit is cess than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity. (Lean clay) OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid Limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity. (Fat clay) OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS COHESIONLESS Standard Penetration Density Resistance in Blows/Foot —' Tr Pp DD LL PI N T 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER — 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER y WATER LEVEL (Date) TORVANE READINGS, tsf PENETROMETER READING, tsf DRY DENSITY, pounds per cubic foot LIQUID LIMIT, percent PLASTIC INDEX STANDARD PENETRATION, blows per foot Very Loose 0 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense >50 COHESIVE Standard Penetration Consistancy Resistance in Blows/Foot Very Soft 0-2 Soft 2-4 Medium Stiff 4-8 Stiff 8-16 Very Stiff 16-32 Hard >32 UNIFIED SOIL CLASSIFICATION SYSTEM MUTUAL MATERIALS TUKWILA, WASHINGTON Terra l `� Associates Inc. itoormas Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj.No. T-7776 Date: MAR 2018 Figure A-1 LOG OF BORING NO. B-1 Figure No. A-2 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 Client:Mutual Materials Driller: Gregory Drilling Logged By: CSD Location: Tukwila . Washin•ton Depth to Groundwater:14 Feet Approx., Eley: 19 Feet Depth (ft) Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 ' (3 inches ASPHALT) FILL: Gray and brown silty SAND with gravel, fine to medium sandfine fine moist. 19.5 gravel, 10 Loose 10 20.8 *At 7.5 feet soil becomes moist to saturated. 3 31.0 10 Gray SILT, moist to wet. (ML) « 7 49.1 Gray SAND, fine sand, wet to saturated. (SP) 32.3 Black interbedded SILT and SAND, fine to medium sand, saturated. (ML/SP) 8 15 Black SAND, fine to medium sand, saturated. (SP) *At 15 feet observed heave in auger. e` 11 25.7 20 Medium Dense # *At 20 feet soil becomes medium to coarse sand. 26 27.8 Test boring terminated at 21.5 feet Groundwater observed at 14 feet during drilling, 25 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Terra �� �� Associates, �� .� Consultants in Geotechnical Geology and Environmental Earth Sciences j�+.� /+a . ncngineering LOG OF BORING NO. B-2 Project: Mutual Materials Client: Mutual Materials Figure No. A-3 Project No: T-7776 Date Drilled: 11/7/2017 Driller: Gregory Drilling Logged 8y: CSD Location, Tukwila, Washington Depth to Groundwtter14. Feet Approx. Eley: 23 Feet Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 10 (3 inches ASPHALT) FILL: Gray and brown silty SAND, fine to medium sand, moist, some gravel. (SM) 15 20 FILL: Gray and brown silty SAND, fine to medium sand, moist, heavy organic inclusions. (SM) FILL: Mix of gray and brown silty SAND with gravel and SAND, fine to medium sand, fine gravel, moist to wet, moderate organic inclusions. (SM/SP) FILL: Gray silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, trace organics. (SM) *At 11.5 feet observed wood debris. Gray SILT interbedded with sand layers, fine sand, moist. (ML) Medium Dense Black SAND, fine to medium sand, saturated. (SP) Gray SILT interbedded with sand layers, fine sand, moist. (ML) Black SAND interbedded with silt layers, fine to medium sand, saturated. (SP) At the bottom of the sample no silt observed. Test boring terminated at 16.5 feet Groundwater observed at 14 feet during drilling. Loose 19 6 4 5 5 6 14.9 12.9 24.2 21.2 36.1 29.7 45.8 31.5 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Terra �s Associates Inc. F Consultants in Geotechnical engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-3 Figure No. A-4 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 • Client Mutual Materials Driller: Gregory Drilling Logged By. CSD Location: Tukwila., Washington :_ Depth to Groundwater 13 Feet. Approx. Elev: N/A Depth (ft) !Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 (2 inches ASPHALT) Mix of gray, brown, and olive silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, occasional broken cobble or boulder, occasional wood debris, occasional interbedded sand layer. •` 14 12.5 *At 5 feet observed rock in shoe. Medium Dense 20 12.4 10 • 35 11.9 11 16.5 Interbedded black SILT and SAND, fine to medium sand, 43.3 saturated, occasional organic silt layer. (MUSP) _ • 8 26.3 15 Black SAND, fine to medium sand, saturated, occasional silt layer interbedded. Loose (SP)7 33.9 Test boring terminated at 16.5 feet. Groundwater observed at 13 feet during drilling. 20 Terra. NOTE: This borehole log has been prepared for geotechnical purposes. This information,. pertains only to this boring location and should not be interpeted as being indicative of` other areas of the site I Inc. Associates, / Consultants in Geotechnical ngineeringg Geology and Environmental Earth Sciences Mutual Materials Tukwila West Pond Wall Tukwila, WA Project # 2170719.20 Project Principal Daniel Booth Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Soil Criteria: Based on Geotechnical Engineering Report by: Terra Associates, Inc., dated March 16, 2018. Allowable Soil Bearing Capacity: 2,000 allow 33% increase for loads from wind or seismic origin. Active Earth Pressure (drained) 35 Active Earth Pressure (saturated) 85 Passive Pressure 300 Friction Coefficient 0.35 Seismic Load 8H Project Description The enclosed calculations cover the design of the es t,retainingwai of the.st• water pond. 7) FOR COD: CC: °»I -.IA; CE 10/03/2018 JAN 21 2019 City of Tukwila BUILDING DIVISION Dia- a3i 3 CITY OF RECEIVED OCT 0 52018 PERMIT CENTER Project Project No ❑ Page of Subject Phone ❑ Calculations 0 Fax With/To Fax # 0 Memorandum Address # Faxed Pages 0 Meeting Minutes Date By 0 Telephone Memo �Ihr&/L-- 14:.A F%rtFJ� 4/1i z�# �a get-1 U2-qi„.(x 2K�.G�J1 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors ` J S4r..nr, tJ ,5,., i Vf�!^' / s 'Cclr, tayk,0. „ }�oGz.Splf a�rerl (14igi.4e,l'- <Mei.2, ll �- 12�fGQ1 /06;.50,-1: ///: ggfJ1(16.3314-rzitS.1144')4. iota- se,"(t,k7y.34 7,1 fej G € wi 1. �< i /rt'iv� h ff e e Tf -" Me' .1) 1/: 4 i C 0,4'4 4L50 11 (/ 61. 1,t l ✓tiL4,,/L. 4 (er -,L. t: (i /(?t /(r,) -1;:15V k If this does not meet with your unstadinlee contac 1! ltio k • !`!J va rj 1,4 �Fr-- J a,, yJ#J thin seven days. THANK YOU. • Yt•,- J Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Concrete Stem Job # : Dsgnr: Description.... This Wail in File: Q:12017\2170719\20_STR\NON_CAD\CALCs\Phase II\pond wall 2.RPX Page : 1 Date: 29 AUG 2018 RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW -06057224 License To : AHBL, INC Criteria Retained Height = 9.00 ft Wall height above soil - 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft 1 1 Surcharge Loads i 1 1 1 Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning l Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load = ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Footing Shear @ Heel = Allowable = Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 Stability 1 3.99 OK 1.64 OK 10,626 lbs 16.90 in 1,961 psf OK 165 psf OK 2,000 psf Allowable 2,745 psf 230 psf 1.2 psi OK 5.1 psi OK 82.2 psi 3,705.2 lbs 2,351.0 lbs 3,719.1 lbs 0.0 lbs OK 0.0 lbs OK Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 69.4 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft = 89.00 pcf = 110.00 pcf = 0.350 = 12.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Seismic (E) (Service Level) 0.0 psf Stem Construction Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level Shear Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data Code: IBC 2015,ACI 318-14,ACI 530-13 Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 1 ft= Stem OK 0.00 Concrete LRFD 12.00 # 6 12.00 Edge LRFD LRFD 0.741 lbs = lbs = 4,497.1 ft-# = ft-# = 13,491.4 = 18,200.8 psi = psi = 38.9 psi = 82.2 in2 = in = 9.63 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psf = 150.0 = Medium Weight = ASD psi = 3,000.0 psi = 60,000.0 Footing Dimensions & Strengths M 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Concrete Stem Job # : Dsgnr: Description.... This Wall in File: Q:\201712170719\20_STRNON_CAD\CALCs\Phase II\pond wall 2.RPX RetainPro (c)1987-2018, Build 11.18.06.30 License : KW -06057224 License To : AHBL, INC Page : 2 Date: 29 AUG 2018 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(9.625)/60000 : 0.0018bh : 0.0018(12)(12) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.3222 int/ft 0.4295 int/ft 0.385 in2/ft 0.2592 in2/ft 0.385 in2/ft 0.44 in2/ft 1.5647 in2/ft Toe Width Heel Width = 9.50 Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe • 0.50 ft 10.00 16.00 in 12.00 in 21.00 in 0.50 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 2.880 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 8.33 in #5@ 12.92 in #6@ 18.33 in #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in LFooting Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe • 2,745 338 43 295 Heel 230 psf 34,060 ft-# 43,393 ft-# 9,333 ft-# 1.23 5.13 psi 43.82 82.16 psi #4@12.00in # 6 @ 12.00 in # 6 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in 3.46 in2 0.35 in2 fit If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in Summary of Overturning & Resisting Forces & Moments Item OVERTURNING RESISTING Force Distance Moment Force Distance Moment lbs ft ft-# Heel Active Pressure = 3,705.2 3.44 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 12,762.3 3,705.2 O.T.M. 12,762.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 3.99 10,626.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. lbs ft ft-# 1 Soil Over Heel = 6,808.5 5.75 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load on Stem = Soil Over Toe = 55.0 Surcharge Over Toe = Stem Weight(s) = 1,500.0 Earth @ Stem Transitions= Footing Weight = 2,000.0 Key Weight = 262.5 Vert. Component = 39,148.9 0.25 13.8 1.00 1,500.0 5.00 10,000.0 1.00 262.5 Total = 10,626.0 lbs R.M.= 50,925.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Ute menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Concrete Stem Job # : Dsgnr: Description.... This Wall in File: Q:\2017\2170719\20_STR\NON_CAD\CALCs\Phase Il\pond wall 2.RPX Page : 3 Date: 29 AUG 2018 RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW -06057224 License To : AHBL, INC Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.054 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 1 1 1 Lateral Load Applied to Stem I 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Concrete Stem w/ seismic Job # : Dsgnr: Description..., This Wall in File: Q:\2017\2170719120 STR\NON_CAD\CALCs\Phase II\pond wall 2.RPX Page : 1 Date: 29 AUG 2018 RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW -06057224 License To : AHBL, INC Criteria Retained Height = 9.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs = 0.0 lbs 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding 1 3.22 OK 1.51 OK Total Bearing Load = 10,676 lbs ...resultant ecc. 20.52 in Soil Pressure @ Toe = Soil Pressure @ Heel = 2,163 psf 0 psf Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 Stability = 3,029 psf 0 psf 1.2 psi 3.3 psi 82.2 psi 4,303.1 lbs 2,776.0 lbs 3,736.6 lbs 0.0 lbs 0.0 lbs OK OK OK OK Cantilevered Retaining Wall Soil Data Code: IBC 2015,ACI 318-14,ACI 530-13 Allow Soil Bearing = 2,667.0 psfj� Equivalent Fluid Pressure Method Active Heel Pressure = 69.4 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft = 89.00 pcf = 110.00 pcf = 0.350 = 12.00 in Lateral Load ...Height to Top = ...Height to Bottom = Load Type 0.0 #/ft 0.00 ft 0.00 ft = Seismic (E) (Service Level) 0.0 psf Wind on Exposed Stem = (Service Level) 4__-e dyS1s r, Ss/S�ra Uniform Seismic Force = 82.667 Total Seismic Force = 854.222 Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actuai Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level OK Shear Allowable OK Anet (Masonry) Rebar Depth 'd' Masonry Data Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 3rd Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio - 2nd Bottom 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft= Stem OK 5.33 Concrete LRFD 12.00 # 6 12.00 Edge Stem OK 3.33 Concrete LRFD 12.00 # 6 12.00 Edge Stem OK 0.00 Concrete LRFD 12.00 # 6 12.00 Edge 1 lbs = lbs = ft-# = ft-# = ft-#= psi = psi = psi = in2 = in = 0.057 0.183 0.925 1,051.2 2,253.6 5,241.1 1,471.5 4,702.3 16,839.4 25,695.0 25,695.0 18,200.8 9.1 19.5 45.4 67.1 67.1 82.2 9.63 9.63 9.63 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psf = 150.0 = Medium Weight = ASD 150.0 150.0 psi = 2,000.0 2,000.0 3,000.0 psi= 60,000.0 60,000.0 60,000.0 Footing Dimensions & Strengths 1 Ilia menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Concrete Stem w/ seismic Job # : Dsgnr: Description.... This Wall in File: Q:\201712170719\20_STR\NONSAD\CALCs\Phasell\pond wall 2.RPX Page : 2 Date: 29 AUG 2018 RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW -06057224 License To : AHBL, INC Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(9.625)/60000 : 0.0018bh : 0.0018(12)(12) : Required Area : Prdvided Area : Maximum Area : 0.0351 in2/ft 0.0469 in2/ft 0.385 in2/ft 0.2592 in2/ft 0.2592 in2/ft 0.66 in2/ft 1.0431 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.345 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 8.33 in #5@ 12.92 in #6@ 18.33 in #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in 2nd Stem As (based on applied moment) : (413)*As: 200bd/fy : 200(12)(9.625)/60000 : 0.0018bh : 0.0018(12)(12) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.1123 in2/ft 0.1497 in2/ft 0.385 in2/ft 0.2592 in2/ft 0.2592 in2/ft 0.66 in2/ft 1.0431 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.576 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 8.33 in #5@ 12.92 in #6@ 18.33 in #4© 16.67 in #5@ 25.83 in #6@ 36.67 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(9.625)/60000 : 0.0018bh : 0.0018(12)(12) : Required Area : Provided Area : • Maximum Area : Vertical Reinforcing 0.4021 in2/ft 0.5361 in2/ft 0.385 in2/ft 0.2592 in2/ft 0.4021 in2/ft 0.44 in2/ft 1.5647 in2/ft Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.50 ft 9.50 10.00 16.00 in 12.00 in 25.00 in 0.50 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.959 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 8.33 in #5© 12.92 in #6@ 18.33 in #4@ 16.67 in #5@ 25.83 in #6© 36.67 in Footing Design Results Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design 1 Toe Heel 3,029 0 psf 372 29,988 ft-# 43 43,393 ft-# 329 13,406 ft-# Actual 1 -Way Shear = 1.23 3.32 psi Allow 1 -Way Shear = 43.82 82.16 psi Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = # 6 © 12.00 in Key Reinforcing = # 6 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: #4@ 6.94 in, #5@ 10.76 in, #6© 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8© 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5© 10.76 in #6@ 15.28 in 3.46 in2 0.35 in2 tft If two layers of horizontal bars. #4@ 13.89 in #5@ 21.53 in #6© 30.56 in Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Concrete Stem w( seismic Job # : Dsgnr: Description.... This Wall in File: Q:\2017\2170719\20_STR\NON_CAD\CALCs\Phase II\pond wall 2.RPX Page : 3 Date: 29 AUG 2018 RetalnPro (c) 1987.2018, Build 11.18.06.30 License : KW -06057224 License To : AHBL, INC Summary of Overturning & Resisting Forces & Moments Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 Item OVERTURNING Force Distance lbs ft Moment ft-# Heel Active Pressure = 3,705.2 3.44 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 598.0 5.17 Total 4,303.1 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING Force Distance Moment lbs ft ft-# 12,762.3 Soil Over Heel = 6,808.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = *Axial Live Load on Stem = 3,089.4 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ 15,851.8 = 3.22 10,676.0 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = 5.75 39,148.9 55.0 0.25 13.8 1.00 1,500.0 5.00 10,000.0 1.00 312.5 1,500.0 2,000.0 312.5 Total = 10,676.0 lbs R.M.= 50,975.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1'-0" 12" w/ #6 @ 12" �. #4©12.in © Toe #6©12.in @ Center On Key #6@12"' • 444 iJ i 16J. I. Z0, v 1. o,. e�. rry.,,,..1 6.4 = /4 .# @ Heel 6" 1'-0" 6-6" T 7. 4 -Z 9'-6" 10.-0" 1 3" 2'-1 Appendix GEOTECHNICAL REPORT Mutual Materials 10411 IVIartin Luther King Jr. Way South Tukwila, Washington. Project No. T-7776 Terra Associates, Inc Prepared for: • Mutual Materials c/o Vector Real Estate Kirkland, Washington March 16,2018 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences March 16, 2018 Project No. T-7776 Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 — 102nd Avenue NE . Kirkland, Washington 98034 Subject: Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington Gentlemen: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the soil conditions we observed under the two to three inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. Groundwater was observed at a depth of 13 to 14 feet below current site grades at the time of our field work. In our opinion, support of structures using standard spread footing foundations will be feasible. However, in order to gain suitable support, all foundations will need to be supported on a minimum of two feet of granular structural fill. We trust the information presented in this report is sufficient for your current needs. If you have any questions or require addition info r ation, please call. Caro Projec 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 TABLE OF CONTENTS Pale No. 1.0 Project Description 1 2.0 Scope of Work 1 3.0 Site Conditions 2 3.1 Surface 2 3.2 Subsurface 2 3.3 Groundwater 2 3.4 Geologic Hazards 3 3.4.1 Seismic 3 3.4.2 Landslide Hazard Areas 4 4.0 Discussion and Recommendations 4 4.1 General 4 4.2 Site Preparation and Grading 5 4.3 Excavations 6 4.4 Foundations 7 4.5 Slabs on Grade 7 4.6 Utilities 8 4.7 Pavements 8 5.0 Additional Services 9 6.0 Limitations 9 Figures Vicinity Map Figure 1 Exploration Location Plan Figure 2 Appendix Field Exploration and Laboratory Testing Appendix A Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington 1.0 PROJECT DESCRIPTION The project consists of redeveloping the site with a new paved storage/parking area, a truck access route, and a new metal skinned building in the northeastern corner of the site. Grading to achieve the new development "will be minimal with cuts and fills from one to five feet. We expect the structure will be constructed using structural steel with a metal exterior. Structural loading is expected to be light with isolated columns carrying Loads of 10 to 15 kips, and bearing walls carrying 1 to 2 kips per foot. The recommendations in the following sections of this report are based on our understanding of the design features outlined above. We should review final design drawings as they become available to verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK On November 7, 2017, we observed the soil and groundwater conditions at the site by drilling 3 soil test borings to 15 to 20 feet below existing surface grades. Using the information obtained from our subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Geologic Hazards per the City of Tukwila Municipal Code • Site preparation and grading • Excavations • Foundation support • Slab -on -grade support • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. March 16, 2018 Project No. T-7776 3.0 SITE CONDITIONS 3.1 Surface The site is an approximately 1.5 -acre parcel located at 10411 Martin Luther King Jr. Way South in Tukwila, Washington. The approximate location of the site is shown on Figure 1. This site is currently occupied by three wood -framed structures, paved parking, and associated landscaping. Site topography is relatively flat over the majority of the property. There is a slight to moderate slope along the north property line that starts in the approximate center of the north property line that descends from the south to the north-northwest with an overall relief of approximately five feet. There is also a slight to moderate slope along the western property line that descends from the east to the west with an overall relief of approximately six feet. The eastern half of the north property line and a small section of the northeast property line is supported by a rockery that is between one and five feet tall. 3.2 Subsurface In general, the soil conditions we observed under the 2 to 3 inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. The Geological Map of Seattle — a progress report, by K.G. Troost, D.B. Booth, A.P. Wisher, and S.A. Shimel (2005) maps the site as Peat — Modified Land (Qp). While the modified land description matches what we observed on-site, we did not observe any peat during our explorations. The soil unit mapped to the east of the site is Alluvium — Modified Land (Qat). This description is more consistent with the soils we observed on-site. The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed descriptions are presented on the Test Boring logs attached in Appendix A. 33 Groundwater We observed groundwater in all 3 test borings between 13 and 14 feet below current site grades. The groundwater was observed in the relatively clean sand layers within the alluvial soils. Fluctuations in the static groundwater level will occur seasonally. Typically, groundwater will reach maximum levels during the wet winter months. Based on the time of year of water levels were observed, the groundwater levels observed at the site likely represent the near seasonal low groundwater levels. Page No. 2 March 16, 2018 Project No. T-7776 3.4 Geologic .Nazards 3.4.1 Seismic Based on the soil conditions encountered and the local geology, per Section 1615 of the 2015 International Building Code (IBC) for seismic conditions, site class "D" should be used in design of the structures. Based on this site class, in accordance with the 2015 IBC, the following parameters should be used in computing seismic forces: Seismic Design Parameters (IBC 201 S) Spectral Response acceleration (Short Period), SMS 1.508g Spectral Response acceleration (1 — Second Period), SMi 0.853g Five percent damped .2 second period, SDS 1.005g Five percent damped 1.0 second period, SDI 0.569g These values were determined using the latitude/longitude coordinates 47.509575/-122.281797 and the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on November 30, 2017 at the web site https://earthquake.usgs.gov/designmaps/us/application.php. Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. Information obtained from our recent subsurface exploration indicates that the soils at the site are alluvial in origin. Groundwater was observed at 13 and 14 feet below current site grades. When penetration test values are low, the soils typically consist of alluvial sandy or clayey silt that, due to its fines content, will exhibit undrained cohesive strength and is not significantly affected by the liquefaction phenomenon. Based on analysis of these conditions, in our opinion, the soil liquefaction hazard at this site and associated risk to building development is low. Impacts to site structures should liquefaction occur during an earthquake will be in the form of settlement in the amount of one to two inches. This amount of settlement would cause cosmetic cracking of the structure, but would not structurally impair its use, in our opinion. Page No. 3 March 16, 2018 Project No. T-7776 3.4.2 Landslide Hazard Areas Section 18.45.120 of the City of Tukwila Municipal Code (TMC) defines a landslide hazard area as "Areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15 percent. 2. Class 2 areas, where landslide potential is moderate, which slope is between 15 and 40 percent, and which are underlain by relatively permeable soils. 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15 and 40 percent, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 percent. 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope." The majority of the site is relatively flat or has slopes less than 15 percent. Therefore, the site would be Class 1 landslide hazard as defined by the TMC. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General In our opinion, there are no geotechnical considerations that would preclude development of the site, as planned. The existing alluvial soils have undergone some preloading due to the existing fill material observed in the site explorations. Based on the expected weight of the proposed building, it is our opinion that an additional preload or surcharge is not necessary. The building can be supported on conventional spread footings bearing on a minimum of two feet of compacted structural fill. Pavements and floor slabs can be similarly supported. The soils observed at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native and existing fill soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during winter, the owner should be prepared to import clean granular material for use as structural fill and backfill. Alternatively, stabilizing the moisture in the native soil with cement or lime can be considered. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. Page No. 4 March 16, 2018 Project No. T-7776 4.2 Site Preparation and Grading Site preparation will predominately consist of demolition of the existing buildings and removal of the asphalt pavement. The asphalt was between two and three inches thick. Some stripping of organic material would be expected in the landscaped areas of the project. Demolition of existing structures should include removal of existing foundations, floor slabs, underground septic systems, and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place provided they are sealed to prevent intrusion of groundwater seepage and soil. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in nonstructural areas. Once clearing and demolition operations are complete, cut and fill operations can be initiated to establish desired building grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. We recommend supporting conventional spread footing foundations on a minimum of two feet of granular structural fill that replaces the native alluvial soils. The granular structural fill should meet requirements for wet weather structural fill as discussed in the following paragraphs. The structural fill should extend a minimum of one -foot laterally from the edges of the continuous wall or isolated column footing. The existing fill material observed on-site would meet this requirement depending on the final grading. A representative of Terra Associates, Inc. should observe all bearing surfaces to verify that soil conditions are as expected and are suitable for support of building foundations, floor slabs, and site pavements. Our study indicates that the native and existing fill soils contain a sufficient percentage of fines (silt and clay size particles) that will make them difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use these native and existing fill soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. Soils that are too wet to properly compact could be dried by aeration during dry weather conditions or mixed with an additive such as cement or lime to stabilize the soil and facilitate compaction. If an additive is used, additional Best Management Practices (BMPs) for its use will need to be incorporated into the Temporary Erosion and Sedimentation Control plan (TESC) for the project. Page No. 5 March 16, 2018 Project No. T-7776 If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3/4 -inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 4.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Administration (WISHA) regulations, soils found on the project site would be classified as Group C soils. For properly dewatered excavations more than 4 feet, but less than 20 feet in depth the side slopes should be laid back at a minimum slope inclination of 1.5:1 (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet in depth are planned, temporary shoring to support the excavations will be required. Properly designed and installed shoring trench boxes can be used to support utility trench excavations where required. Groundwater should be anticipated within excavations extending below depths of 13 feet from current surface grades. Based on our study, the volume of water and rate of flow into the excavation may be significant and dewatering of the excavations will be necessary. Shallow excavations that do not extend more than one to two feet below the groundwater table can likely be dewatered by conventional sump -pumping procedures along with a system of collection trenches. Deeper excavation will require dewatering by well points or isolated deep -pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep - pump wells, as needed. This will be an especially critical consideration for any deep excavations. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Page No. 6 March 16, 2018 Project No. T-7776 4.4 Foundations The building may be supported on conventional spread footing foundations bearing on a minimum of two feet of structural fill placed above the native soils. Foundation subgrade should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. Foundations supported on structural fill material can be dimensioned for a net allowable bearing capacity of 2,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With structural loading as anticipated and these bearing stresses applied, estimated total foundation settlement of approximately one -inch is expected. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. 4.5 Slabs on Grade Slabs on grade may be supported on subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the current American Concrete Institute (ACI) Manual of Concrete Practice for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 7 March 16, 2018 Project No. T-7776 4.6 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or City of Tukwila specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. Most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. The utility contractor should also be prepared for encountering unstable soft alluvial soils below the pipe invert elevations. If not removed from below the pipe and replaced with crushed rock or additional bedding material, pipe deflections may occur as a result of the soil yielding and compressing in response to loading imposed during trench backfilling. The need to overexcavate and stabilize the pipe foundation before backfilling should be evaluated by observation and testing during construction. 4.7 Pavements Traffic at the facility will include moderately heavy traffic in the form of tractor -trailer rigs. For design considerations, we have assumed traffic in parking and in car/light truck access pavement areas can be represented by an 18 -kip Equivalent Single Axle Loading (ESAL) of 50,000 over a 20 -year design life. For heavy traffic pavement areas, we have assumed an ESAL of 300,000 would be representative of the expected loading over the pavement design life. These ESALs represent loading equivalent to approximately 5 and 20, loaded (80,000 pound GVW) tractor -trailer rigs traversing the pavement daily in each area, respectively. As we understand, the existing pavement will remain in place with new asphalt constructed as an overlay. Using the existing asphalt as the subbase, we recommend the following pavement sections: Light Traffic and Parking Overlay: • Two inches of 1/2 -inch hot mix asphalt (HMA) over two inches 1 -1/4 -inch HMA Heavy Traffic Overlay: • Two and one-half inches 1/2 -inch HMA over three inches 1 -1/4 -inch HMA Asphalt concrete should meet the requirements as outlined in Washington State Department of Transportation's (WSDOT) standard specifications. Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. Page No. 8 March 16, 2018 Project No. T-7776 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the Mutual Materials project in Tukwila, Washington. This report is for the exclusive use of Mutual Materials c/o Vector Real Estate and their authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the subsurface explorations completed on-site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 9 vl to i $\ \ 1. Link 1.40i • _S- 6'04vr St= ;Rol- -RR' r Beach• ` 1 1I 4' 5jI 0 to m ,f ;t ', 1i rotic" 5 to lk-St Unified Gra,oers s SITE mis Boeing Access R 5:6432£Jlp,5! - Zit�SJ p r -St-+,! L$ Vk! or SI:. !, c JLC z, ' s RuggI St s IIS • , 14 !t:1 it ..a, j4 .. t ,=.1 c I ;--S: Mazel St-, 4P Ni OXIMATE SCALE IN FEET REFERENCE: https://www.bing.com/maps 114th -, —`r a "1 '= ... _... 111 ;oft corporation 4, I' 9'. ACCESSED 12/1/17 Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences VICINITY MAP MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 1 - -- \111111117111_1B -111F • c E PHASE I REVISE LANDSCAPING AREA FOR NEW SAMPLE YARD DISPLAY, REUSE EXISTING SITE TREES AND SHRUBBY WHERE APPLICABLE IN NEW DISPLAY PHASE I ALTERATION TO INCLUDE NEW BATHROOM FACILITIES VERIFY SEWER REQUIREMENTS AND NEEDS NOTE: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. OLD Famr(2) \6 WOW IFEN LEGEND: S APPROXIMATE BORING LOCATION 0 50 100 APPROXIMATE SCALE IN FEET REFERENCE:SITE PLAN PROVIDED BY TAHOMA DESIGN GROUP. 6 " EXISTING PROPI Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences EXPLORATION LOCATION PLAN MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 2 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Mutual Materials Tukwila, Washington On November 7, 2017, we observed the drilling of 3 soil test borings to depths of 16.5 and 21.5 feet below the existing site grades. Test boring locations were determined in the field by measurements from existing site features and buildings. The approximate location of the test borings is shown on the attached Exploration Location Plan, Figure 2. Test Boring Logs are attached as Figures A-2 through A-4. A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test boring, obtained representative soil samples, and recorded water levels observed during drilling. During drilling, soil samples were obtained in general accordance with ASTM Test Designation D-1586. Using this procedure, a 2 -inch (outside diameter) split barrel sampler is driven into the ground 18 inches using a 140 -pound hammer free falling a height of 30 inches. The number of blows required to drive the sampler 12 inches after an initial 6 -inch set is referred to as the Standard Penetration Resistance value or N value. This is an index related to the consistency of cohesive soils and relative density of cohesionless materials. N values obtained for each sampling interval are recorded on the Test Boring Logs, Figures A-2 through A-4. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test borings were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the individual Test Boring Logs. Project No. T-7776 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well-graded gravels, gravel-sand mixtures, little or no fines. GP Poorly-graded gravels, gravel-sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well-graded sands, sands with gravel, little or no fines. SP Poorly-graded sands, sands with gravel, little or no fines. Sands with fines SM Silty sands, sand-silt mixtures, non-plastic fines. SC Clayey sands, sand-clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid Limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity. (Lean clay) OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid Limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity. (Fat clay) OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS COHESIONLESS Standard Penetration Density Resistance in Blows/Foot Tr Pp DD LL PI N I 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER ` y WATER LEVEL (Date) TORVANE READINGS, tsf PENETROMETER READING, tsf DRY DENSITY, pounds per cubic foot LIQUID LIMIT, percent PLASTIC INDEX STANDARD PENETRATION, blows per foot Very Loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense >50 COHESIVE Standard Penetration Consistancy Resistance in Blows/Foot Very Soft 0-2 Soft 2-4 Medium Stiff 4-8 Stiff 8-16 Very Stiff 16-32 Hard >32 11MUTUAL UNIFIED SOIL CLASSIFICATION SYSTEM MATERIALS TUKWILA, WASHINGTON ES211Terra Associates, Inc. tgaria Consultants in Geotechnical Engineering �Figure Pro .No. T-7776 Date: MAR 2018 A-1 Geology and Environmental Earth Sciences LOG OF BORING NO. B-1 Figure No. A-2 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 Client: Mutual Materials Driller: Gregory Drilling Logged By: CSD Location: Tukwila, Washington Depth to Groundwater: 14 Feet Approx. Elev: 19 Feet Depth (ft) Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 - _ (3 inches ASPHALT) FILL: Gray and brown silty SAND with gravel, fine to medium sand, fine moist. 19.5 gravel, • 10 5 ♦ 20.8 10 - Loose • 31.0 - *At 7.5 feet soil becomes moist to saturated. 3 • 49.1 10 Gray SILT, moist to wet. (ML) 7 - Gray SAND, fine sand, wet to saturated. (SP) ` • 32.3 _ Black interbedded SILT and SAND, fine to medium sand, saturated. (MUSP) 8 15 ' 25.7 Black SAND, fine to medium sand, saturated. (SP) *At 15 feet observed heave in auger. 11 - 20 Medium Dense • 27.8 - *At 20 feet soil becomes medium to coarse sand. 26 _ Test boring terminated at 21.5 feet Groundwater observed at 14 feet during drilling. 25 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of�`� other areas of the site / :. Terra �*•"i 0Inc. Associates % Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-2 Project: Mutual Materials Client: Mutual Materials Location: Tukwila, Washington Figure No. A-3 Project No: T-7776 Date Drilled: 11/7/2017 Driller: Gregory Drilling Logged By: CSD Depth to Groundwater: 14 Feet Approx. Elev: 23 Feet 0 Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 5 10 15 20 (3 inches ASPHALT) FILL: Gray and brown silty SAND, fine to medium sand, moist, some gravel. (SM) Medium Dense FILL: Gray and brown silty SAND, fine to medium sand, moist, heavy organic inclusions. (SM) FILL: Mix of gray and brown silty SAND with gravel and SAND, fine to medium sand, fine gravel, moist to wet, moderate organic inclusions. (SM/SP) FILL: Gray silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, trace organics. (SM) *At 11.5 feet observed wood debris. Gray SILT interbedded with sand layers, fine sand, moist. (ML) 1 Black SAND, fine to medium sand, saturated. (SP) , Gray SILT interbedded with sand layers, fine sand, moist. (ML) Black SAND interbedded with silt layers, fine to medium sand, saturated. (SP) �At the bottom of the sample no silt observed. Test boring terminated at 16.5 feet Groundwater observed at 14 feet during drilling. Loose • • • • 19 6 4 5 5 6 14.9 12.9 24.2 21.2 36.1 29.7 45.8 31.5 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site \C.1 Terra ° Associates Inc. -7 Consultants in Gentechnicat engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-3 Figure No. A-4 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 Client: Mutual Materials Driller: Gregory Drilling Logged By: CSD Location: Tukwila, Washington Depth to Groundwater: 13 Feet Approx. Elev: N/A Depth (ft) Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 - - (2 inches ASPHALT) Mix of gray, brown, and olive silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, occasional broken cobble or boulder, occasional wood debris, occasional interbedded sand layer. •14 12.5 5 - *At 5 feet observed rock in shoe. Medium Dense •20 12.4 • 35 11.9 1011 16.5 Interbedded black SILT and SAND, fine to medium sand, 43.3 - saturated, occasional organic silt layer. (MUSP) NE _ • 8 26.3 15 Black SAND, fine to medium sand, saturated, occasional silt layer interbedded. Loose (SP) • 7 33.9 - Test boring terminated at 16.5 feet. Groundwater observed at 13 feet during drilling. 20 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site ' • Terra � Associates, Inc. • Consultants in Geotechnical ngineeringg Geology and Environmental Earth Sciences Dan Booth From: Carolyn Decker <CDecker@terra-associates.com> Sent: Friday, August 24, 2018 12:26 PM To: Dan Booth; Ted Schepper Cc: Jim Carleton; Tyler Litzenberger; Ali Sadr; Dan Balmelli Subject: RE: Mutual Materials Categories: 'Filed by Newforma Dan, For the soils use an active earth pressure of 85 pcf for an unrestrained wall. For the water use an earth pressure of 62.4 pcf (unit weight of water). Let me know if you have any questions. Carolyn S. Decker, P.E. Project Engineer TERRA ASSOCIATES, INC. 12220 113th Avenue NE, Suite 130 Kirkland, Washington 98034 Office - 425-821-7777, Ext 103 Fax - 425-821-4334 Cell - 206-255-4988 cdecker@ terra-associates.com From: Dan Booth <DBOOTH@AHBL.com> Sent: Friday, August 24, 2018 10:00 AM To: Carolyn Decker <CDecker@terra-associates.com>; Ted Schepper <TSchepper@terra-associates.com> Cc: Jim Carleton <jcarleton@tahomadesigngroup.com>; Tyler Litzenberger <TLitz@vectorrecorp.com>; Ali Sadr <asadr@barghausen.com>; Dan Balmelli <dbalmelli@barghausen.com> Subject: RE: Mutual Materials Carolyn, I don't think we can. That would drain the pond onto the adjacent property (WSDOT property). The purpose of the wall is to keep the storm water generated by Mutual Materials on their site. I believe that the civil engineer, Ali with Barghausen, indicated that we would need to waterproof the face of the wall to keep water from migrating through. Dan Booth, PE, SE I Principal AHBL, Inc. I TACOMA • SEATTLE • SPOKANE • TRI -CITIES 253.383.2422 TEL 1253.284.0219 DIRECT I dbooth@ahbl.com EMAIL I Send us a file. From: Carolyn Decker [mailto:CDeckerCTterra-associates.com] Sent: Friday, August 24, 2018 9:41 AM To: Dan Booth; Ted Schepper Cc: Jim Carleton; Tyler Litzenberger Subject: RE: Mutual Materials Dan, Are you putting drainage behind the wall? 1 Carolyn S. Decker, P.E. Project Engineer TERRA ASSOCIATES, INC. 12220 113th Avenue NE, Suite 130 Kirkland, Washington 98034 Office - 425-821-7777, Ext 103 Fax - 425-821-4334 Cell - 206-255-4988 cdecker@terra-associates.com From: Dan Booth <DBOOTH@AHBL.com> Sent: Thursday, August 23, 2018 3:58 PM To: Carolyn Decker <CDecker@terra-associates.com>; Ted Schepper <TSchepper@terra-associates.com> Cc: Jim Carleton<icarleton@tahomadesigngroup.com>; Tyler Litzenberger <TLitz@vectorrecorp.com> Subject: RE: Mutual Materials Hi Carolyn, On the Mutual Materials project in Tukwila (Project No. T-7776), we've been asked to design the west wall of the storm water pond (clouded wall on the enclosed section). The wall is roughly 11 feet tall (extends from elevation 10 feet to elevation 21 feet on the enclosed section). From elevation 10 feet to elevation 16 feet it retains the soil at the bottom of the pond. From elevation 16 feet to elevation 20 feet, it will retain the pond water. In your email below, you had listed 35 pcf for the equivalent fluid pressure for an unrestrained wall. In our case, we will have saturated soil from elevation 10 feet to elevation 16 feet, would 35 pcf apply to the saturated soil condition or would the equivalent fluid pressure be higher. Dan Booth, PE, SE 1 Principal AHBL, Inc. 1 TACOMA • SEATTLE • SPOKANE • TRI -CITIES 253.383.2422 TEL 1 253.284.0219 DIRECT 1 dbooth@ahbl.com EMAIL 1 Send us a file. From: Carolyn Decker [mailto:CDecker@terra-associates.com] Sent: Tuesday, June 19, 2018 11:10 AM To: Dan Booth; Ted Schepper Cc: Jim Carleton; Tyler Litzenberger Subject: RE: Mutual Materials Hi Dan, The soils in this area are not the best. What loading is expected from the pallets? For below grade retaining walls you can use an equivalent fluid weight equal to 35 pounds per cubic foot (pcf) for unrestrained walls. For restrained walls use 50 pcf. For seismic considerations add a uniform load of 8H pounds per square foot (psf) where H is the height of the below grade portion of the wall. These values assume drainage will be installed behind the wall and that there is a horizonal backslope with no additional loading form the building or traffic. if these are not the correct assumptions please let me know and we will adjust our recommendations. Carolyn S. Decker, P.E. Project Engineer TERRA ASSOCIATES, INC. 12220 113th Avenue NE, Suite 130 Kirkland, Washington 98034 2 Office - 425-821-7777, Ext 103 Fax - 425-821-4334 Cell - 206-255-4988 cdecker@terra-associates.com From: Dan Booth <DBOOTH@AHBL.com> Sent: Monday, June 18, 2018 11:23 AM To: Ted Schepper <tschepper@terra-associates.com>; Carolyn Decker <cdecker@terra-associates.com> Cc: Jim Carleton<icarleton@tahomadesigngroup.com>; Tyler Litzenberger <TLitzPvectorrecorp.com> Subject: RE: Mutual Materials Hi Ted / Carolyn, I had a couple of quick questions on your soils report for the Mutual Materials project in Tukwila (Project No. T-7776). • The slab in the canopy area may have a significant Toad due to storage of pallets of masonry block/pavers. Can you provide a subgrade modulus for the slab design? • We will have some minor retaining walls, as part of an ADA ramp to provide access into one of the existing buildings. Can you provide an equivalent fluid pressure for retaining wall design? Your help is appreciated! Thanks! Dan Booth, PE, SE 1 Principal AHBL, Inc. 1 TACOMA • SEATTLE • SPOKANE • TRI -CITIES 253.383.2422 TEL 1253.284.0219 DIRECT I dbooth@ahbl.com EMAIL 1 Send us a file. 3 5/31/2019 City of Tukwila Department of Community Development TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Permit No. D18-0313 MUTUAL MATERIALS - RETAINING WALL 4302 S 104TH PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 7/24/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 7/24/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, `� 4�/1 -C)ij(,LD) a dace Nichols Permit Technician File No: D18-0313 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 BARGUAU7EN January 10, 2019 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Responses to Correction Letter No. 1 - Department of Community Development Mutual Materials - Retaining Wall 4302 South 104th Place, Tukwila, Washington Development Permit Application No. D18-0313 Our Job No. 18711 Dear Bill: We have revised the plans and technical documents for the above -referenced project in accordance with comments from the Planning and the Public Works Departments set forth in your letter dated December 11, 2018. Enclosed are the following documents for your review and approval: 1. One (1) each Revision Submittal Form 2. Three (3) sets revised Civil Engineering Design Plans 3. One (1) each CD Containing PDF Document Files CORRiCTION The following outline provides each of the comments in italics, along with a narrative response describing how each comment was addressed: PLANNING DEPARTMENT: MAX BAKER at 206-431-3683 Retaining wall for storm drainage pond within the required side yard setback may not exceed 4' in height. Current plans show a retaining wall of varying height, with greatest height being approximately 8.3'. Revise plans to move retaining wall outside of the side yard setback or reduce retaining wall height to less than or equal to 4'. Response: The retaining wall location has been revised to be 18 -foot off of the property line. PW DEPARTMENT: Joanna spencer at 206-431-2440 1) Per Planning Dept. the cast in place pond wall requires a setback, which will require shifting the pond to the east and/or changing the shape of the pond. Response: The retaining wall location has been revised to be 18 -foot off of the property line. 2) Please mark clearly on plan and X -section which wall is concrete poured in place and which one is a masonry block wall. Response: The retaining walls have been revised to be entirely masonry block walls. A call out has been added to the cross sections. - 013 CITYCFTUKWILA BARGHAUSEN CONSU TING ENGINEERS, INC. JAN 1 1 2019 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATEP, WA KLAMATH FALLS, OP LONG BEACH, CA ROSEVILLE, CA SAN DP R IT CENTER barghausen.com rs Bill Rambo Permit Technician City of Tukwila Department of Community Development -2- January 10, 2019 (3) Provide fence or rail detail, show how it connects to the wall and show fence height. 4) Is there a storm pond maintenance access required? If yes, a gate(s) and access maintenance pad may be required. Please coordinate with civil design engineer shape/location/wall setback, fence and maintenance access. Response: The fence will be a 4 -foot chain link fence. A detail has been added to sheet C12. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments from the Planning and the Public Works Departments set forth in your letter dated December 11, 2018. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, James E. Pullicino Project Engineer JEP/dm 18711 c.004.docx enc: As Noted cc: Tyler Litzenberger, Vector Real Estate Daniel K. Balmelli, Barghausen Consulting Engineers City of Tukwila Department of Community Development December 11, 2018 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0313 MUTUAL MATERIALS - RETAINING WALL - 4302 S 104TH PL Dear TYLER LITZENBERGER, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Retaining wall for storm drainage pond within the required side yard setback may not exceed 4' in height. Current plans show a retaining wall of varying height, with greatest height being approximately 8.3'. Revise plans to move retaining wall outside of the side yard setback or reduce retaining wall height to less than or equal to 4'. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Per Planning Dept. the cast in place pond wall requires a setback, which will require shifting the pond to the east and/or changing the shape of the pond. 2) Please mark clearly on plan and X -section which wall is concrete poured in place and which one is a masonry block wall. 3) Provide fence or rail detail, show how it connects to the wall and show fence height. 4) Is there a storm pond maintenance access required? If yes, a gate(s) and access maintenance pad may be required. Please coordinate with civil design engineer shape/location/wall setback, fence and maintenance access. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, <IV/4 <-4 A/4 Bill Rambo Permit Technician File No. D18-0313 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 O PERMIT COORD COPD PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0313 DATE: 1/11/19 PROJECT NAME: MUTUAL MATERIALS -RETAINING WAI L SITE ADDRESS: 4302 S 104 PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit .Issued DEPARTMENTS: I.3uilding Division 1 u�ltc Works Fire Prevention AT 11111; Planning Divis on Structural Permit Coordir;ator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 1/15/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 2/11'19 Approved Approved with Conditions n Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0313 DATE: 10/05/18 PROJECT NAME: MUTUAL MATERIALS COMPANY SITE ADDRESS: 10411 MARTIN LUTHER KING JR WAY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: �3�ldu in D�visiooth�\\o g coos Public Works AIV N Fire Prevention eorr�2 IL -7 -to Planning Division IN Structural Permit Coordirator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 10/09/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/06/18 Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 11 CORRECTION LETTER MAILED: !) 1 1—J V Departments issued corrections: Bldg ❑ Fire ❑ PW Staff Initials: 12/18/2013 City oPtukwila c Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals mast be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01/10/2019 019 0313 Plan Check/Permit Number: 14W4-141115 ❑ Response to Incomplete Letter # ▪ Response to Correction Letter # 1 ❑ Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: Mutual Materials Company Project Address: 4302 S 104th P1 Contact Person: James Pullicino Phone Number: (425) 251-6222 Summary of Revision: Please see attached response to city comments letter. RECEIVED CITY OF TUKWILA JAN 1 1. 2019 :�:tIIIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on I— 1 \applications\forms-applications on Iine\rcvision submittal Created: 8-13-2004 Revised: 7-2010 NORTHWAY CONSTRUCTION II)1164, Home Espanol Contact Safety & Health Claims & Insurance Clik Washington State Department of I Labor & Industries Page 1 of 3 Search L&I A -Z Index help My L&1 Workplace Rights Trades & Licensing NORTHWAY CONSTRUCTION INC Owner or tradesperson Principals FRY, KYLE RAY, PRESIDENT FRY, SONYA LEIGH, SECRETARY (End: 01/29/2016) Doing business as NORTHWAY CONSTRUCTION INC WA UBI No. 602 977 633 1433 VALENTINE AVE SE SUITE 102 PACIFIC, WA 98047 253-735-8100 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. NORTHCI905CQ Effective — expiration 02/18/2010— 02/18/2020 Bond Active. Meets current requirements. DEVELOPERS SURETY & INDEM CO $12,000.00 Bond account no. 250161C Received by L&I Effective date 01/24/2011 02/01/2011 Expiration date Until Canceled Insurance BITCO General Ins Corp $1,000,000.00 Policy no. CLP3677595 Received by L&I Effective date 01/17/2019 01/18/2019 Expiration date 01/18/2020 BITCO National Ins Co $1,000,000.00 Policy no. CLP3632077 Received by L&I Effective date Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 1/25/2019 NORTHWAY CONSTRUCTION IIS,, Home Espanol Contact Search L&I A -Z index Iielp Safety & Health Claims & Insurance Workplace Rights Washington State Department of ` Labor & Industries NORTHWAY CONSTRUCTION INC Owner or tradesperson Principals FRY, KYLE RAY, PRESIDENT FRY, SONYA LEIGH, SECRETARY (End: 01/29/2016) Doing business as NORTHWAY CONSTRUCTION INC WA UBI No. 602 977 633 1433 VALENTINE AVE SE SUITE 102 PACIFIC, WA 98047 253-735-8100 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. NORTHCI905CQ Effective — expiration 02/18/2010— 02/18/2020 Bond DEVELOPERS SURETY & INDEM CO $12,000.00 Bond account no. 250161C Received by L&I Effective date 01/24/2011 02/01/2011 Expiration date Until Canceled Insurance ........... ..... BITCO General Ins Corp $1,000,000.00 Policy no. CLP3677595 Received by L&I Effective date 01/17/2019 01/18/2019 Expiration date 01/18/2020 BITCO National Ins Co $1,000,000.00 Policy no. CLP3632077 Received by L&I Effective date Page 1 of 3 My L&1 Trades & Licensing 135' °gs75)-13 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 1/23/2019