Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D18-0330 - MUTUAL MATERIALS - EAST RETAINING WALL
MUTUAL MATERIALS RETAINING WALL 4302 S 104T" PL D18-0330 Parcel No: Address: Project Name: 0 City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT 0323049213 Permit Number: 4302 S 104TH PL Issue Date: Permit Expires On: MUTUAL MATERIALS - RETAINING WALL D18-0330 3/4/2019 8/31/2019 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 MASONRY BLOCK POND WALL. Project Valuation: $50,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $1,729.52 Occupancy per IBC: 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: O0 Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No 1 C Permit Center Authorized Signature: 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 tco-.i io attached to this permit. Signature: Print Name: J-76-er F Co Rg. l Date: '-1'_1°1 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: 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. 5: 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. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 10: 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). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 12: 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. 13: 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. 14: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0200 FOUNDATION WALL 4035 SI -SOILS 4031 SI -VERT MASON FOUND CITY OF TUK.A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://vvvvw.TukwilaWA.gov Building Pe it No. 1)( g 01 3 Project No. 1 Date Application Accepted: 4017 —1 0 Date Application Expires: ''t 1 —4 / (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 1-13oz► S lO9 11'1 King Co Assessor's Tax No.: 032304-9213 Site Address:y 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 S 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:\Applicalions\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: ® Yes ❑ ..No ARCHITECT OF RECORD Name: Mutual Materials Company Company Name: Tahoma Design Group Architect Name: James K. Carleton, AIA 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: Mutual Materials Company Company Name: AHBL, Inc. Engineer Name: Daniel L. Booth. 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: Mutual Materials Company Address: 10411 Martin Luther King Jr Way S City: Tukwila State: WA Zip: 98118 Page 1 of 4 BUILDING PERMIT INFORMATIOrk, 206-431-3670 Valuation of Project (contractor's bid price): $ 50,000 Describe the scope of work (please provide detailed information): Provide masonry block pond wall. Will there be new rack storage? ❑ Yes Existing Building Valuation: $ .. 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 El No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Pennit 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 ls` Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* retaining wall masonry block 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 El No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Pennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 J PUBLIC WORKS PERMIT INFQ 1ATION — 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 ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance ❑ .. 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 ❑ Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities O ...Frontage Improvements El ...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 Tess 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 O ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public 51 15 ff WO # WO# WO # Private 0 Private 0 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ... Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ ...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 H:\ApplicationsWorms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I I.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). 1 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 THF STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OIZUTHORIZED AGEING Signature: Print Name: James K. Carleton AIA (Tahoma Design Group) Mailing Address: 535 Dock St, Suite 211 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 10/17/2018 Day Telephone: 253-380-1284 Tacoma City WA 98402 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $395.19 D18-0330 Address: 4302 5 104TH PL Apn: 0323049213 $395.19 DEVELOPMENT $345.06 PERMIT FEE R000.322.100.00.00 0.00 $320.06 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $50.13 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17068 R000.322.900.04.00 0.00 $50.13 $395.19 Date Paid: Monday, March 04, 2019 Paid By: MUTUAL MATERIALS COMPANY Pay Method: CHECK 442216 Printed: Monday, March 04, 2019 1:20 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PAID $682.60 $682.60 $682.60 $682.60 $682.60 PermitTRAK D18-0330 Address: 4302 S 104TH Pl. Apn: 0323049213 DEVELOPMENT PERMIT FEE TOTAL FEES PAID BY RECEIPT: R17067 R000.322.100.00.00 0.00 Date Paid: Monday, March 04, 2019 Paid By: MUTUAL MATERIALS COMPANY Pay Method: CHECK 442984 Printed: Monday, March 04, 2019 1:19 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $651.73 D18-0330 " Address: 4302 S 104TH P1 Apn: 0323049213 $651.73 DEVELOPMENT $651.73 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R15648 R000.345.830.00.00 0.00 $651.73 $651.73 Date Paid: Wednesday, October 17, 2018 Paid By: MUTUAL MATERIALS Pay Method: CHECK 438451 Printed: Wednesday, October 17, 2018 3:02 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 Permit Inspection Request Line (206) 438-9350 Dom' -?o 0 Project: nin-7,-- Type of Inspection: F1� Address: Date ailed: ailed: Special Instructions: Date Wanted: 7— j''7 a.m. p.m. Requester: Phone No: �Appraved per applicable codes. D Corrections required prior to approval. COMMENTS: ,1 fio'xo vee tffla LaiY Com- iew Inspector: Date: 47 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 bli-0330 P o� ct: . �n I In I l Ty�of Inspe tion: Q�JC1,�.1�c�iI%iv>�+'L 1 Address:Date y3az..101 it. Called: Special Instructions: ` Re.. v,t„,so W,�,c� Date Wanted: 8- —zOC, a.m.- p.m. Requester: Phone No: Approved per applicable codes. orrections required prior to approval. COM AL/ Ap/ A /t)r,ced fr_porrt ,P 'z*) fvoen • a Inspecto7 WC(L Date:p, /40/F n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 8 V33o Project: Type of Inspection: Addres : - 4302. 4 /OLf' f t_ Date Called: Special Instructions: 0.74)4 j Date Wanted: a:m: Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Jazzel Salzar, Permit Technician City of Tukwila Department of Community Development -2- February 7, 2019 2. Please provide a special inspection table specify methods of inspections for the wall footings, back fill and compaction to include others if not mentioned. Special inspections shall be noted on the plan sheet. esponse• ing spe ' ections table has ed in accordance with the 2 rnational Buil ode Sectio 0 nd is included on pl Item to be Inspected Wall bearing Drainage material and thickness Reinforcement type and length Backfill material Type of Inspection Visual observation Periodic or Continuous Inspection Visual observation Visual observation Visual observation Backfill placement Visual observation combined with densit testin Periodic Periodic Periodic Periodic Periodic Planning 1. Retaining wall for storm drainage pond within the required side yard setback may not ceed 4' in height. Current plans show a retaining wall of varying height, with greates -vght being approximately 8.3'. Revise plans to move retaining wall outside of the sid- -rd setback or red ► - retaining wall height to less than or equal to 4'. Response. he retaining wall heights and location has been revis The retaining wall has been moved t. , - more than 10 -foot from the property line. PW 1. The location and shape ofth property line. et pond might change Response: The retaining wall has b 2. Provide a fence or rail detail either as p permit. e to the required setback from the west to be more than 10 -foot from the property line. o -.•is permit or Public Works PW18-0105 site work Response: A fence rail detail `' been added to the ns. 3. Storm pond requires acc=}=s for maintenance. Please c...inate with your civil engineer location of access gate and maintenance pad. Response: An ac ,-°' s has been added to the storm pond. 4. The location a `'shape of the wet pond might change due to the required s - tback from the west property line. Respons :'c The shape of the pond has been revised. TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 - 102nd Avenue NE Kirkland, Washington 98034 Subject: Cornerstone 100 Block Wall Design Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington FILE October 11, 2018 Project No. T-7776 C(.; - 7 MAR 01 2019 City of Tt"vila PUILr Reference: Geotechnical Report, Mutual Materials, 10411 Martin Luther King Jr. Way South, Tukwila, Washington, Project No. T-7776, prepared by Terra Associates, Inc., dated March 16, 2018 revised March 28, 2018 Gentlemen: As requested, we have completed a design for the Cornerstone 100 Block retaining walls that are planned for the subject project. Based on the grading plans prepared by Barghausen Consulting Engineers dated September 18, 2018, one Cornerstone block wall is planned for the project. The wall will support the vertical grade transition between the detention pond and the roadway for the project. The exposed wall heights vary from one to eight feet and have a horizontal back slope and 3:1 (Horizontal:Vertical) or flatter frontslope. Soil conditions used in design of the Cornerstone 100 Block wall were based on information contained in the referenced report. Our designs address internal and external wall stability considerations. The wall designs were completed using the computer program MSEW v.3.0 published by ADAMA Engineering, Inc. All analyses yielded acceptable factors of safety for both static and seismic cases. Recommended wall construction details are shown on attached Figure 1. Design calculations are attached for agency review. RECEIVED CITY OF TUKWILA X19-0 430 OCT 17 2018 PERMIT CENTER 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 Mr. Michael Jones c/o Mr. Tyler Litzenberger October 11, 2018 We recommend that all subgrade preparation, placement, and compaction of structural fill associated with construction of the walls be completed in accordance with recommendations outlined in the referenced report. We trust the information presented is sufficient to meet your current needs. If you have any questions or require additional inforrnati • ease call. Sincerely TE Carolyn Project /0 -//-/i Encl: t .;,`lY�i�o .ne 100 Block Wall Detail Design a ions Project No. T-7776 Page No. ii REINFORCEMENT SCHEDULE S^ 0LL IT,- S NO REINFORCEMENT REQUIRED ro Ico GCV roon000 Icoom000 C<V .ti ONO cc; 8.0 FT 0.67 8.0 FT 2.00 8.0 FT 4.00 8.0 FT 6.00 8.0 FT 8.00 (ALL DIMENSIONS ARE IN FEET) REINFORCEMENT LENGTH "L" 4.0 FT 4.0 FT LL LL LL .Nlf7NN.IA tri N N LL LL LL LL (D (D lG tD REINFORCEMENT TYPE MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT MIRAFI SXT MIRAFI 5XT MIRAFI SXT MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT MIRAFI 5XT ATION TOLERANCE t .5' LAYER NO. N .- NC)• -NCO 1 2 3 4 5 GEOGRID ELEV EXPOSED WALL HEIGHT "H" LL v LL N 3 FT - 4 FT LL m L 7 FT - 8 FT NOTE FENCE/RAIL WHERE REQUIRED 0 0 w 1- O z NJ LL w Z V REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS. REFER TO REINFORCING SCHEDULE FOR GEOGRID LENGTHS AND ELEVATIONS. GEOGRID ELEVATION MEASURED FROM TOP OF CRUSHED ROCK LEVELING PAD. GEOGRID LENGTH "L" MEASURED FROM BACK OF FACE UNIT. 1- 0 0 1 N 0 U 0 w U 721- x w m O w J QJ 0 z3 Wc, m y U 0 Mw 0 Ow 0a N M O N GEOGRID (SEE REINFORCING SCHEDULE) OI w 6) GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL. co F Z H co Z LL O OO OQ Z. )= CORNERSTONE 00 BLOCK 8"X18"X12" OR EQUAL POND FENCE/RAIL WHERE REQUIRED n ROADWAY _ 12" MIN. COMPACTED STRUCTURAL BACK FILL ABOVE DRAIN COLUMN 1 " 32 LAYER 5 GEOGRID (SEE REINFORCING SCHEDULE) LAYER 4 GRANULAR FILL COMPACTED TO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTM D-698 STANDARD PROCTOR (SEE NOTE 10) LAYER 3 12" MIN. COMPACTED 1/2" TO 1" CLEAN CRUSHED ROCK NO FINES (TYP.) 2'(MIN.) 6" COMPETENT NATIVE SOILS OR STRUCTURAL FILL TO BE VERIFIED BY GEOTECHNICAL ENGINEER (TYP.) 11 HI LAYER 2 LAYER 1 4" DIAMETER PERFORATED PVC DRAIN PIPE TAKEN TO APPROVED POINT OF DISCHARGE 5/8" CRUSHED ROCK LEVELING PAD (TYP.) 8" X 18" X 12" CORNERSTONE 100 BLOCK WALL NOT TO SCALE REINFORCEMENT SCHEDULE EXPOSED WALL REINFORCEMENT REINFORCEMENT HEIGHT HEIGHT "H" LAYER NO. TYPE LENGTH "L" (FT) <2 FT NO REINFORCEMENT REQUIRED 2 FT 1 2 MIRAFI 5XT MIRAFI 5XT 4.0 FT 4.0 FT 0.67 2.00 1 MIRAFI 5XT 5.5 FT 0.67 3 FT - 4 FT 2 MIRAFI 5XT 5.5 FT 2.00 3 MIRAFI 5XT 5.5 FT 4.00 1 MIRAFI 5XT 6.5 FT 0.67 5 FT - 6 FT 2 3 MIRAFI 5XT MIRAFI 5XT 6.5 FT 6.5 FT 2.00 4.00 4 MIRAFI 5XT 6.5 FT 6.00 1 MIRAFI 5XT 8.0 FT 0.67 2 MIRAFI 5XT 8.0 FT 2.00 7 FT - 8 FT 3 MIRAFI 5XT 8.0 FT 4.00 4 MIRAFI 5XT 8.0 FT 6.00 5 MIRAFI 5XT 8.0 FT 8.00 NOTE: GEOGRID ELEVATION TOLERANCE t .5' (ALL DIMENSIONS ARE IN FEET) GENERAL NOTES 1) REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS. 2) REFER TO REINFORCING SCHEDULE FOR GEOGRID LENGTHS AND ELEVATIONS. 3) GEOGRID ELEVATION MEASURED FROM TOP OF CRUSHED ROCK LEVELING PAD. 4) GEOGRID LENGTH "L" MEASURED FROM BACK OF FACE UNIT. 5) GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST AXIS) PERPENDICULAR TO WALL. 6) GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL. 7) GEOGRID SHALL BE PULLED TIGHT BEHIND WALL. STAKE END OF GEOGRID AS REQUIRED TO MAINTAIN TENSION BEFORE COVERING WITH STRUCTURAL FILL. 8) PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER MANUFACTURERS SPECIFICATIONS.. CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS DAMAGED SHALL BE REPLACED WITH NEW GEOGRID AT CONTRACTORS EXPENSE. 9) CORNERSTONE 100 ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERS SPECIFICATIONS. 10) STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TO RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, PROJECT NO. T-7776, PREPARED BY TERRA ASSOCIATES, INC., DATED MARCH 16, 2018, REVISED MARCH 28, 2018. STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULAR MATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3 -INCHES AND A MAXIMUM SOIL FINES (LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT. 11) HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFT THICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT. Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences CORNERSTONE 100 BLOCK WALL DETAIL MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: OCT 2018 Figure 1 DESIGN CALCULATIONS - CORNERSTONE 100 BLOCK WALLS '^V'ltlSgvYar. Y,1Ptvtw+YOMEfv\.,.wf!IPI.'\.Y}{,y?+t,.rftNf{vG�.a?a.P4Y'5M!?av[ffis4.wl/,nil,','�.vIaNMv"Y...,a,rttrtr-4llntl'\'Aya,pfly«,wt-flttulY,wrIp)!flWk �l44Wt1, N?gI,fY..t,,*ws4iwwrt!?IM,: tww StYM}'Yww,t MSEW -- Mechanically Stabilized Earth Walls Mutual Materials - Tukwila Present Date/time: Tue Oct 09 1318:56 2018 G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls \2 R cornerstone BEN ,fn,tvan.- �. {,wVltrw{ s tln«f lrtib.u5lf \'ar Wi«l�.n,afgl, wsia,M'a Y.railWs[s-.a \ m -o iny, iiim.{.,t1ykV��rtf{ry{sfirp {4 t•'t'.iq,tvYvtw..r ti+RtVfrryv,tv'v/y ?g�„a '^�+, r.!1•u�',iw. .. 7 !IRS. S'e.irf_f ..�,4, ,qx .. __ _ _.._ a.t?r,tf[v.. __..._ _ LIµT ,p.. f! _. w1/411svikiti,k§iNiN TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental far* Sciences AASHTO DESIGN METHOD Mutual Materials - Tukwila PROJECT IDENTIFICATION Title: Mutual Materials - Tukwila Project Number: T-7776 Client: Vector Real Estate Designer: C. Decker Station Number: Description: 2 foot Cornerstone Wall Company's information: Name: Terra Associates, Inc. Street: 12220 - 113th Ave NE Suite 130 Kirkland, WA 98034 Telephone #: 425-821-7777 Fax #: 425-821-4334 E -Mail: cdecker@terra-associates.com Original file path and name: G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\2 2 ft cornerstone.BEN Original date and time of creating this file: Tue Oct 09 13:11:39 2018 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. ,....,lSlarlr,.I*U!fl,.....,.N,.,..,.,.Vat . tow. ,f P..,t_w 10 WI maw Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering, Inc. tiw.4Fifi ICALamti$47,3 JikW1144•044.1VA:Y'MEIRO*Rrrr.+ 400LX,NamisAILMICAftwt41444.4.... f.'-_ •••,•tr..At Page 1 of 6 License number MSEW-301803 01.-5I wwY t.ws liH1Yr.....)wt.ln..1tu100'tw)$tr$w%w..,t.M)YM...n.n$ Y0000011.10,11000001310.00,00.0 /010301 \..w mart 4. MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Tue Oct 09 13:28.56 2018 0 M111007\1 00.K00,0, >tn 20,00). 1m•+`2.mg11-_.•e)mya00,11Ev gzr.-1 v y�'s'�`*<"' SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, FOUNDATION SOIL (Considered as Equivalent unit weight, y equi,,. Equivalent internal angle of friction, Equivalent cohesion, c equiv 4) 4) 110. 1114 11. 10,arc tr...>nn+Y•v-.. 10160,100:0)1,11101/00,14111110,•000$101.01,04.10 Mutual Materials - Tukwila G:\USERS\Cdecker'Mutual Materials - Tukwila\MSE Walls\2 ft cornerstone BEN :1P:�t'r•314PS]n*^t2:?'SS'0•t.R.`9"Yr)m:`S1P?'J4N'Ym..11"�s1v t-ut1!+!tT\r.�rwY.n't;.n.)ttNeitw. Ht!RFtw.fa4NYt r.tr,_� 125.0 lb/ft 3 34.0 ° 120.0 Ib/ft 3 28.0 ° an equivalent uniform soil) 125.0 lb/ft 3 34.0 ° 0.0 lb/ft 2 4)equiv Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tV= 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 42.16 SEISMICITY N y= 41.06 Maximum ground acceleration coefficient, A = 0.200 Design acceleration coefficient in Internal Stability: Kh = Am = 0.250 Design acceleration coefficient in External Stability: Kh = 0.093 (Am = 0.093) (Kh in External Stability is based on allowable displacement, d = 100 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 0.4101 Kae ( Kh = 0) = 0.3492 A Kae = 0.0609 (see eq. 37 in DEMO 82) Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. 1-00.0)s)/011+'.00.10,40rre0.00.000fir6'r'...Y,tNu*t.r..)LubTYx w.. trutn.t 0.0.0.19100m1.000•101011-0,0000011104-1110000 0100911, 01000 11101.1011-1..101001. b...l.ttar1.11.0. Yt... )s.m. 10.0.)0Ws.7tk...1101..0w.)nmr.w.l)wxt.00s»4Ast...ertmx,w.b Mutual Materials - Tukwila Page 2 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 lr.rWAII rTwgaMEM 1,4141/ itikNo tUltipaiont)0147UWttwMxNWPCwI...sgvua7..awu.)'a.alilet w.ul1iillaprol uw114,4~lylw,wwl013.14 .u#110.);•••U avcacruwcc\:w niiMs rwleil lwvstrrtA% t,w.ar.MYr'ww.)LVµW,....t fl...-a(mi% Vow. 1111µY....84[(%'t ,%4µX•i'eralaVAX\wrttNNYlrw FsWX4rr IruAXiw-9lyµYlnw+XStlrX'twrll mi.'s.r 4t t rm.11 Mµ%4... -4t MSEW -- Mechanically Stabilized Earth Walls Mutual Materials - Tukwila Present Date/Tirne: Toe Oct 09 13.28:56 2018 OVUU• ;n__F i'ai At1tN {'nrrn5 t't .r.J tS [ ;rlO.. :'aw :: ter., •. ISS ;a!�E ea:)VPi X'l.m-.•^. \t EC Va..-.v. INPUT DATA: Geogrids (Analysis) G:\USERS1Cdecker\Mutual Materials - Tukwila MSE Walls\2 ft cornerstone BEN "_, ..4:R \.•>n 1P\{4•; _4eii[y-tm.v.b 1. _ __ X ih._tBUiWlc+m JL?Ri6_\'usln)b DATA Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 tvpe #5 Tult [lb/ft] 4700.0 Durability reduction factor, RFd 1.30 Installation -damage reduction factor, RFid 1.12 Creep reduction factor, RFc 1.45 N/A N/A N/A N/A Fs -overall for strength N/A Coverage ratio, Rc 1.000 Friction angle along geogrid-soil interface, p 28.00 Pullout resistance factor, F* 0.80•tar4 N/A N/A N/A N/A Scale -effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka Oft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7 ft 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0 Z [ft] 6.6 9.8 16.4 26.2 32.8 K/Ka 1.0 2.0 3.0 awS..)trmrv«..(rwX•i *arlrna3 r..�...la.aflsnr'r.a.fl''('«..,.raiem e....>(imsx..+�)at�XX'sw..,n Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering, Inc. asnAX'14...ti)ARW Y-rn.see.N4.tr.w )axrTY,...*, %IM. 4»1.1r r.4rarw.r.ewn%tr.nrLY.rv,'.Y.ir+w•4..irwnA%s,... r.Y.iv ro Page 3 of 6 License number MSEW-301803 nSGlair4#ALi3Aa W rOtR)+�i�MYiJ+a+,1 �afC4iw+4ilMitiJiarl4� 19r.lVStitW't'..wt4K*%V li utr �.+tr Ilitflt' 1....l!%ft %.rw..tiVNtYry.ItUNM'{.rleltgt {xr!E!6ty\'r:, W1Y t S$ • MSEW -- Mechanically Stabilized Earth Walls Mutual Materials - Tukwila Present Date/rime: Toe Oct 09 13'28:56 2018 G'\USLRS\Cdecket\Mutual Materials - Tukwila MSE: Walls\2 6 cornerstone.BEN .rxmT�i�4:u'Yr!n.1RD65[aYms:st?t!F'<tlwmallfF tF:Ymsr 24 `f4S.1 •cu:2Yix�...39_.. _3^_^,^.4. t.__^_v;r�4 [ o.!'B .... Vi€4: �. 29. c1,.�-.{.pfisSL 1'me+ ttvr. INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Yf = 125.00 lb/ft 3 Z / Hd To -static / Tmax or To -seismic / Tmd 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Z / Hd 0.00 0.25 0.50 0.75 1.00 1.00 Top of wall 0.90 0.80 0.70 0.60 0.50 To -static / Tmax or To -seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a (I) CRult (2) a CRult a CRult a CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type #13) Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a CRcr 1044.2 0.60 2088.5 0.90 N/A N/A N/A N/A 1'> a = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult (3) CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. DATA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 5XT N/A N/A N/A N/A Connection strength reduction factor, RFd 1.30 N/A N/A N/A N/A Creep reduction factor, RFc NIA N/A N/A N/A N/A {.... 5aenrv, t,,,.„..1..e'rem-q..a!nr, wow.xwo-:•: ,'<..,. �enst Mutual Materials - Tukwila Copyright CO 1998-2008 ADAMA Engineering, Inc. a!x eek,. rneaa e„,,.001, ...,., .Al I m,0 Page 4 of 6 License number MSEW-301803 s.,.waci:�=wcxa...uwt*a:..Nswcx.�.»!: ,•,rwau,�,cN.wasw,-t•• ..-t.s' w�''-+'tuwcc:+rNuumt::+.t.,r»Y••,.aurua..u.y,+,Stu,;n..wutYN,..t.+ataizrwt,atw,:wwwrxaN...u.�..Y. \sw+tx+,xtr+4 }4x tyy.£,kkx lea..lf.4,1•1wwati W4xa t 140..,xwl4Mkx'tsr+xwiY \moo,ltkkt a...! 4 N+,rtx,,.. t4 tna 1 one lx+4lrx 1.i..144k+t ,, Vat, Swop,f"Ms %Aro 11,SIVIIP,wrl, MSEW -- Mechanically Stabilized Earth Walls Mutual Materials - Tukwila Present Date/Time: Tue Oct 09 13:28:56 2018 1.4'+•.23.xLY1'_•4a �»xis t.. . E_:• ..:S��Y_ •yt�.ct-:x^�1 x :� '�. +�`�.... ..�;--2•,1.1 ,•• ;.• G \USERS\Cdecker\M]utual Materials - Tukwila\MSE Walls\2 ft cornerstone BEN ». ,.=5:_-::.�..]»..y>...:s,,...,, `_2.[�1. Li+_=_ir..t_t51x �,„•.1a u�,n r:. £..�C11Luct?:4lcix a..'u'�. INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, w Backslope, 13 Backslope rise 4.00 [ft] 1.8 [deg] 0.0 [deg] 0.0 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 2.00 ft } Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib/ft 2], and live load is 300.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE:. 0 2 4 6 [ft] 1w..rt,4NNxvxs.+t4xfx fw,w t.tfNx fw.-„nN V 1,.rut,fM[ 1'�r,.iitkl Y h>.w„M.,w T.sx.lttNlr tev.. )tYYt 11ro101M,rtn,q+,MIV'%xaew. itYYx'T+tis, f,xfrftwn+f,!yY txvn,111EtY V:p..wlxl.ilYYw.,Y�W Ort\'t..wtitMlrk`mw1441 Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering, Inc. Page 5 of 6 License number MSEW-301803 1'.eiw,9�uEt�'4' t15Eu'.1'...r L',4F2'�m.el�Ji4#ix•.xse � ®cc iallitu'1 ,ls�u'.te..'u:Fn't'an,ux;[Y:a'.lnuul[u's.a�o)Da:,E?;,1s+4'.t ogre a'.ana,nlu[u'�1°.1W1:l.sL!}NWi7Fw:4 ••••�:��:4.5Ila Yssit:uEe �'�as a,RE`ecaucJNBiL,'AalrY:tiddNdYi. Vera. 01 tVuNY•l4.111,11.4..t.NHXS*H.INS -t.w..lY,Wt,'xryww,"An 't}......SMYt....Huf{4 VY.n 14 ryux•a•w..te Mutt W'w. uuna'x.-. W,ntT S++.,rwa.'s .....H 144. ,,. H MSEW -- Mechanically Stabilized Earth Walls Mutual Materials - Tukwila Present Dat,/TimcTuc Oct 09 1128:56 2018 G:USERS\Cdecker\Mutual Materials - Tukwila MSE Wallsl2 ft cornerstone BEN me..Sa.N,Eu,m...)e.SSr'\•ev+40YSEu ��... ,9F .. ,'_mw.. o.3i1`. r.r-.ZIA15£15,,,x,n 31,0RWt.ua0 Y-F,:,.yw,n_=E11 _,men19„t4',mt-:1S,Y(E$1,* iS :kn tn�..rv9H5t+,,MAN 4N',an,4`•SE ,•••;AYSEu E_.^E! r.q.1144t YM H114t1..M.14N41+44n1411111454•4411414144 141.44 101M41+4+1414,1 M 4.+.1J1HV, 514H41w+I4NM14 11 vs 4t4%t%• 1l*Nflt ...,...ttlaUs144444141161.14444,114114 1.14414111W1.i.s1,1NR 114441111M4144.t1 MSEW -- Mechanically Stabilized Earth Walls Present Date/time: Tue Oct 09 13:17:52 2018 it u.n.uw{i lama 1tw.xr...nuual...t.au4t'r..+wW 4* fy.+1/vu'r1.,...4t� Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\4 ft cornerstone BEN 1,..uittyt4t.....truUxt...f1N41x1f.ot...no}rtM1XWee 4m.11? 1 v4 it u1{s 5±}!-?f9u411 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth .Sciences AASHTO DESIGN METHOD Mutual Materials - Tukwila PROJECT IDENTIFICATION Title: Mutual Materials - Tukwila Project Number: T-7776 Client: Vector Real Estate Designer: C. Decker Station Number: Description: 4 foot Cornerstone Wall Company's information: Name: Terra Associates, Inc. Street: 12220 - 113th Ave NE Suite 130 Kirkland, WA 98034 Telephone #: 425-821-7777 Fax #: 425-821-4334 E -Mail: cdecker@terra-associates.com Original file path and name: G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\4 4 ft cornerstone.BEN Original date and time of creating this file: Tue Oct 09 13:11:39 2018 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 1...111Wtt...wlftM41.... I I V4t1.stYuuK\.w.1s11441r14.14111w t1u¢t'1'a_.I4llutti.Ht.*1r.f11M41w..11fCt 1..r]4M4t' 11444 141411/1014.4.41411114 1.4.4 It 14M•t.rt1141wNt.w114YA t...J4444'Ie.M At411M'1rr4.141'44441411111.14s.44 Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering, Inc. 311..FawYs, .allu+u,,.s.uILVAAm.+u+9U4 wrMw W4xr..,.4.1tAt pL.4.1SVA town Page 1 of 6 License number MSEW-301803 \.rw1iuMWV..att16EY1'vow ,f NM IV to*}atu.E% Y4«.14NNY\'...4.11. NY'\'n.+a tf N4Y\'watA).N1Y'\awtalNl4'vwwla Milk v...,},NN4'1a...1f VOW 1". MSEW -- Mechanically Stabilized Earth Walls Present Date/Time Tue Oct 09 13 17 52 2018 •,..00ms!t V .14nwy\m ,1a1'E.x'}'m.,t�OattEY v+rw.: Pri _n'�,.YJ414Ex'\aw-`YNsfx �•.r.a. rNajx'\�,y,} :r•{'. SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, 4 FOUNDATION SOIL (Considered as an equivalent Equivalent unit weight, yn;Y Equivalent internal angle of friction, Equivalent cohesion, c equiv 41equiv Water table does not affect bearing capacity Vn 'Bat 125.0 lb/ft3 34.0 ° 120.0 lb/ft 3 28.0 ° uniform soil) 125.0 lb/ft3 34.0 ° 0.0 lb/ft 2 LATERAL EARTH PRESSURE COEFFICIENTS 1'a a1aNNY\oafa). r1, ",..tlfi ltttY)m.s ',Is Y"1 \..+w}auYYYw. N uN}too*. Mutual Materials - Tukwila G:\USERS\CdeckertMutual Materials - Tukwila\MSE WaIls\4 ft cornerstone. BEN IP .Y'ncwnvl Yi w*++`a NN4' �4u51.u. nn.f 14'n'm..)f Nvc,,mook4 A4N�Ex.}atim!a- Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tp= 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 42.16 SEISMICITY N y= 41.06 Maximum ground acceleration coefficient, A = 0.200 Design acceleration coefficient in Internal Stability: Kh = Ant = 0.250 Design acceleration coefficient in External Stability: Kh = 0.093 (Am = 0.093) (Kh in External Stability is based on allowable displacement, d = 100 mm. using FHWA-NHI-00-043 equation) Kae (Kh > 0)=0.4101 Kae (Kh = 0) = 0.3492 A Kae = 0.0609 (see eq. 37 in DEMO 82) Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. w 41101,:omtfN.s taw Ytv f4`Vf..aa/NNwrNNx'1...r,NNx'1aw.YUN ala...Aa4+tsiwsa.Y}44x1'a.a YYNNY1pv.r taNu.taa..tr v. t+r arahlai,f.a tatv,Y\.+.w.laue,Y 1'aw IYNaY t....tYr0,1-i\rr.1a Mutual Materials - Tukwila Page 2 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 i...u+usc?.W.wu Lunnit r+1.allocate.1+IccIgNamaE.ua.WwuMUI,Va..uwTSAmmA was.Fw.' —•^tdW...wars.r�...walY* YMa.iaaliALI6nlrw,w...aw .uws}.. rw Y+aa Ivt000Y1'ww 1r1fIY'Sow 49YriTlxowal•414Ylawa,ta,0t•Ilan 0lUN'v4vrsr.HHxmorr ,v4M WV,.. YO[W;-xws.r51::t6'vn+n.,t',srwv s..1os.rs lr+lwttiw \w+..4110,4 .. nIww .,+vwts ...awl'lrr "oats r«/*IOWtnr14 MSEW -- Mechanically Stabilized Earth Walls Present Datefrime. Tue Oct 09 13:17:52 2018 4'aw..)RHsF.:'.).wn19N,trytrnor9+�xry yeren193,0, v..,.., ORP. 1 .n raua•4v_ «x•1'<, -n 3.iti€A �_m.,_+9Ye �� INPUT DATA: Geogrids (Analysis) Mutual Materials - Tukwila GAUSERS Materials - Tukwila VASE Walls\4 0 cornerstone BEN =9.._ _.... 3n.n•444'.,..SeWM'Y__:.,..... ..lo.tt!tf�, ti+sr•er3. "(*l,.sl<ltwc LT. ;IwY,n..rl�•, DATA Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 4700.0 Durability reduction factor, RFd 1.30 Installation -damage reduction factor, RFid 1.12 Creep reduction factor, RFc 1.45 N/A N/A N/A N/A Fs -overall for strength N/A Coverage ratio, Rc 1.000 Friction angle along geogrid-soil interface, p 28.00 Pullout resistance factor, F* 0.80.tar4 N/A N/A N/A N/A Scale -effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka Oft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7ft 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0 Z [ft] 6.6 9.8 16.4 26.2 32.8 K/Ka 1.0 2.0 3.0 l.awlv,Y0.1"4•••• 'a.. ,!11 ti•.lvrW..fl..a•.,I rtgl•S.. ,*WY,1••wt041.1i•r•..t0lY.a4 aawa WW1" ..wt.u4t' l.N./! 0 l Ywetrt.af9 WY'4•ww 404tya lati,..ali4R00'leay+lYU4/ar•IaaraIs ahYLr Mutual Materials - Tukwila Page 3 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 boomlY]WN.f0W47/ittAwrwWIIGIC.Srraii416..11.4*MimukI Mg4'7JAWN, 74WrY1tillIM .04401f.S.. .100.1. +' eowc OXAmw.LINAZUm49),Wit1iw+tOM11341.raiWaSlw.10=11.5ns1U&ILLawaltiatialmaleXtArAdo•U•unv-w» 444,44mt. \Swn.414.41.40 tor ..{: Nrtr.�„flll'a l«rH+MLU .•r1/1Vit rr 11 NY•....sWVrwr.Hvn%In.I. WI. V.. r II WM,Am. »141.r.•t•= %mom r•upr.m .. WYIn.. NISEW -- Mechanically Stabilized Earth Walls Present Dale/Time: Tue Oct 09 13:17:52 2018 m.1,..44.44 9.4444KY z .41__i _ .4 ..y.sax_ zaz4H ewns.4x.-ac a 1.24.1ex's�_ Pia Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Materials - Tukwila`MSE Walls\4 ft cornerstone.BEN .LL: t:p,lStY1.,«,zo•n4Nvm, a. .n11,,1,0.1NR 1'M:a7/4r1, .. ',,,,tWY::!?.1.11V13.gdV:”114, „_n. ):, _•rpjn_1,.er• INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is yf = 125.00 Ib/ft 3 Z / Hd To -static / Tmax or To -seismic / Tmd 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Z/Hd 0.00 0.25 0.50 0.75 1.00 1.00 Top of wall 0.90 0.80 0.70 0.60 0.50 To -static / Tmax or To -seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a (1) CRult (2) a CRult a CRult a CRult a CRuIt 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type #13) Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a CRcr 1044.2 0.60 2088.5 0.90 N/A N/A N/A N/A (1) a = Confining stress in between stacked blocks [lb/ft 21 (2) CRult = Tc-ult / Tult 431 CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. DA TA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 5XT N/A N/A N/A N/A Connection strength reduction factor, RFd 1.30 N/A N/A N/A N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A n,N,rw }4k,i•1 ,•wYn.rw,•,MMTl•r.la,tlWY+w.,aYpn\n...>•wr,...r.,otn ,...1•wn,n...nwV 4444. aru..«...,• nI.,w..., Lnlv.._.,a,n4•,_ mot • r...n,• Mutual Materials - Tukwila Page 4 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 Ll,rr 011.1.1:....a 47 ►N4L:iw.ibCW..u.silyosw.m.ii kaitwo 4axtiveamMYxtotwatat4,adar3UA/,i# Ano:w...aui%%..... }atrus. itan .=),sassusena 401•01.1.,•r•a..04r1.1106 •'wr l•Wfl. r... }..0f. 144.1 01.16 V ..11. Ib.. moss 12..)1•!!{11. a .l•NI[rk'w•+3l MHP 1. MSEW -- Mechanically Stabilized Earth Walls Present Date/Time Tue Oct 09 13'1752 2018 SI V 1 t •..IONN. \"r... i 9riRs Vows WINS \'n...•0 M41'Mr," Y...19N411f \'....,1 Wil •...11fNrPYr 1.1(....1 Mutual Materials - Tukwila G \LSERS\Cdecker\Mutual Materials - Tukwila\MSG Walls\4 R cornelstune R1:N M-SAepiiu'cnwwtu44v v.. wha•.o Y •+..Uu MnA}, y, i.N1IR\wT \4� INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, co Backslope, a Backslope rise 6.00 [ft] 1.8 [deg] 0.0 [deg] 0.0 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 4.00 ft } Broken back equivalent angle, 1= 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 300.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 6 [ft] t .......u:•s•....i•lawsew. ir/+ter'1w«+Iwe'.......mem .«..re.w.a.....w.a. i,,.. a.w":sw..aauya. V..., 404I...4f N Mutual Materials - Tukwila Copyright CO 1998-2008 ADAMA Engineering, Inc. iMwrJi14�'7:.Tr}4}WMS �.FA1•+kkX34%.f wikW 0�4ti�RNXMCi.liwrtL)G:':k�7#+�L�ti13i'.1slw?:i11lY.flirJi'S�Jt7p�i,.;1w#tigdL' 1'�rl+ Page 5 of 6 License number MSEW-301803 itWckXirallaCi {}ytwo, irw...m.Sn,of*V.,4Wv,wi2YN'Yt'w.tsHS11'trs}Itars Iitf. t.w»NUNs 1,40 Mar. AO..a*N5k* ..nMfrS YM>}YN4s'\ar..-lS,a., .,,}mm+s..w,oflv.._,n Mlaa'Yw-12Mis MSEW -- Mechanically Stabilized Earth Walls Present Daterrime: Tice Oct 09 13:17.52 2018 num NiseN'V.,. 9 .N. V•,,,,n 4tillkly, 11 tx. ron }045k,,tInmsny n,0N51 ing.,,mi, Mutual Materials - Tukwila G:\USERS\Cdeckcr\Mutual Materials - Tukwila\MSE Walls\411 comerstunc.BEN �V„ualfQllti},',m,,ONFEt1',)Iu4Wtr><2#t?�s',,w+Niryrs.,'„L_w nSM Mr�aA�}MYQ',ryiy}},,,e,� ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 8.71, Meyerhof stress = 1290 Ib/ft2. Foundation Interface: Direct sliding, Fs = 1.913, Eccentricity. e/L = 0.1489, Fs -overturning = 3.23 GEOGRID i CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type i [connection [geogrid strength resistance sliding e/L name [ft] [ft] # 1 strength] strength] j Fs Fs Fs , 1 0.67 5.50 1 2 2.00 5.50 1 3 4.00 5.50 1 5.95 5.92 5.25 6.10 6.07 5.38 6.103 6.071 5.384 8.142 5.295 1.825 1.609 1.854 2.397 0.1251 Mirafi 5XT 0.0832 Mirafi 5XT 0.0337 Mirafi 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 7.57, Meyerhof stress = 1384 lb/ft2. Foundation Interface: Direct slid ng, Fs = 1.61 I, Eccentricity, e/L = 0.1864, Fs -overturning = 2.61 GEOGRID # Elevation Length Type [ft] [ft] # CONNECTION Fs -overall Fs -overall [connection [geogrid strength] strength] Geogrid Pullout Direct Eccentricity Product strength resistance sliding e/L , name Fs Fs Fs 1 0.67 5.50 1 2 2.00 5.50 1 3 4.00 5.50 1 4.03 4.09 3.79 5.05 5.14 4.79 5.048 5.140 4.787 5.000 3.356 1.237 1.367 1.608 2.183 0.1546 Mirafi 5XT 0.0998 Mirafi 5XT 0.0378 Mirafi 5XT Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering, Inc. :iin+l}JI14ii1NWl Nstp Yay.}Saw N' Page 6 of 6 License number MSEW-301803 1e44rallNYi.YrL+tME?wLLP1Yq.4+aticYR&Lre bawY""* VP* `t. 4 0 ;NV i.-.e8tm*t4Y44K1,, ,t441V#lore*W 1.l.at4W1't.wu0.111%lp..•i,Y44 tawf01N1r1.•••4i413t2•taw. 414E a't Ave 4 V.1IV,n..nI11101,e• 10. v .14 MSEW -- Mechanically Stabilized Earth Walls Mutual Materials - Tukwila Present Date/Time: Tue Oct 09 13:17:07 2018 G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\6 ft cornerstone BEN ...14�t,�.tr!±?. .lr�tw,lures}..•tst.3eeyea±l4.t4rt..ys._t ��auvt4wreu+r tr...r}..:euur' t wrtreuua_y ._._:eC...I:,v.«., uti i:.rr.ta uM xrwr�atot ...a •va.. rhrz gtu{.ta..tl4atn,v�..4uue t,�.,..hu+2c/'+�-�tt2"%�.�w�tlr TERRA ASSOCIATES, Inc. Con5ultar1is in Geotechnical Engineering, Geology and Environmental Earth Sciences AASHTO DESIGN METHOD Mutual Materials - Tukwila PROJECT IDENTIFICATION Title: Mutual Materials - Tukwila Project Number: T-7776 Client: Vector Real Estate Designer: C. Decker Station Number: Description: 6 foot Cornerstone Wall Company's information: Name: Terra Associates, Inc. Street: 12220 - 113th Ave NE Suite 130 Kirkland, WA 98034 Telephone #: 425-821-7777 Fax #: 425-821-4334 E -Mail: cdecker@terra-associates.com Original file path and name: G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\6 6 ft cornerstone.BEN Original date and time of creating this file: Tue Oct 09 13:1 1:39 2018 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 4m.4 w1.'1...411411. 14....1441Y.',',..e ,.,MiIt t' 10fptsl.eo. SS. t60.etlLµl'1' Mutual Materials - Tukwila Copyright © 1998-2008 AIAMA Engineering, Inc. woo HAMA • )1 Ma ••••r• • carte• - ill 1.t% 4••• 1.41.• tow." •.r4,tr4••.r•.I1.1(1•.v I• Page 1 of 6 License number MSEW-301803 twali Saw Ta Hlr11'tww.11 ,1411{, +10MrOOVOY.q 11 snp%'Lx.+AN4YtAu.y.fnsnrt'sYn-f,MMY k..rl roeft%ry ..;,n,t'Vnrfv4ns'%w A, V1Fx'e' MSEW -- Mechanically Stabilized Earth Walls Present Datel't'ime. l'ue Oct 09 13;17:07 2018 NtimJONYWVmi..)961SEW Vo.o. 01n.EN'Vox, 11SEW Simco JO USER'',mom)0MOON Vele.)91K.OS SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, FOUNDATION SOIL (Considered as Equivalent unit weight, y euoiv Equivalent internal angle of friction, Equivalent cohesion, c equiv 4) 4) M 1I1Ne%Sr-rltMOW S'ti-1-11,111 Sr,. UN.. \w. -Ie NN W1'w 1INN%4..r 111 N%'\*wow 10 Mutual Materials - Tukwila G.\USERS \Cdecker\Mutual Materials - Tukwila\MSE W alls\611 cornet stone BEN Em...JOusv. rmV.)Ouuw Yrxm+I WEI, 4501Xs0001 Mu VoNoo3 0 kISEW Varve+.JOs$SEW ,.at)yf{�_%,.+llyvt x,.,.ee}r1,o..... 125.0 lb/ft 3 34.0 ° 120.0 lb/ft 3 28.0 ° an equivalent uniform soil) 125.0 lb/ft3 34.0 ° 0.0 lb/ft 2 4equiv Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, W = 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 42.16 N y= 41.06 SEISMICITY Maximum ground acceleration coefficient, A = 0.200 Design acceleration coefficient in Internal Stability: Kh = Am = 0.250 Design acceleration coefficient in External Stability: Kh = 0.093 (Am = 0.093) (Kh in External Stability is based on allowable displacement, d = 100 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0 ) = 0.4101 Kae ( Kh = 0) = 0.3492 A Kae = 0.0609 (see eq. 37 in DEMO 82) Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. ..+rf.ttr-aasaSlNN%tr.rnwtr .. us. a..vel<MI. ta.-rMUNI a....e%.ryri'.r.r St NY.aSrr)YEYIarYcrn,lllryr....pwaa.1,..%ww»uWrtar,-et4Yi%'w-.SI+1N%*oft 1,NNs trr.-.,uyr%...w$*VMt,sr)�4u%(cove lt4let tpw-et4NaSw1.NUrtwra to Mutual Materials - Tukwila Page 2 of 6 Copyright 0 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 an,1twrauKtw..fekY# .Y ;.aNwtuM4.rwA...+twin...user%,—'�1@utix.sE.utuuk u.cJ.wstst�.�wta:z wwtw.x,urutrar�Faa...Vxwu.iiFwulAlLumraliwta..t.uu .ul■■u1i tta>t..a+nxru.FFiXiis:ta.,•N Ia..r.*wt.-4'wss l i VV1YY0w 5%MVV."1'+s. U.JM4'9Y..w.t%,S :'wuw RYlOrst'w.a.YrVMV'\ewal4VVIr r.w 1. WM'h'.w mutts' to.* amtwl,r.t%VJAM ,••••• t1 WO It tam. 14vM141'w.-t%VS4V1em!, 40.14\.r -n VItVta-arlttus \.w-OLIIIRVS,'mom 'MIA \.r.H W.011w..w to MSEW -- Mechanically Stabilized Earth Walls Present Date/time: Tue Oct 09 13'17:07 2018 \u,.a)nuux4.w.ral�sF,vrm..Juefttn•ee,.a.wuw wv_.m,.teUSiu en,,.ninGaK l:,., lo4M%.om '•�!%Th.4?No, INPUT DATA: Geogrids (Analysis) Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\6 ft cornerstone.BEN D vs,\......1 l' ''oVSP 1n+'SFCI ,. ,.Rtoy,.,.w.!i ,,,,!.1114titr!.1 DATA Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [1b/ftp 4700.0 Durability reduction factor, RFd 1.30 Installation -damage reduction factor, RFid 1.12 Creep reduction factor, RFc 1.45 N/A N/A N/A N/A Fs -overall for strength N/A Coverage ratio, Rc 1.000 Friction angle along geogrid-soil interface, p 28.00 Pullout resistance factor, F* 0.80•tar4 N/A N/A N/A N/A Scale -effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka Oft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7 ft 1.00 1.00 1.00 1.00 1.00 1.00 1.00 K/Ka 1.0 2.0 3.0 9.8 16.4 26.2 32.8 %se, *IW101.w.+It,01,1 .ulMwtq..w if I$ %,wA.Ifpl%).., 4N+%Y'1rn... PP MR t..wetr}4yR'Ywwi.TlMl ,Vsw 11ref ...n inn 1.u..Y.rm. v.sw.%l.gL'\, IV V•111..lnwooNISIXWT wntl miter YY..wwton. rr ealomt1tmwoototirvo.,,,M34A'wwoDl Mutual Materials - Tukwila Page 3 of 6 Copyright 0 I998-2008 ADAMA Engineering, Inc. License number MSEW-301803 V1sMi1.YYli'.+�.lY.t�.}�r.�W:,�Lt{X,391aI4WiKr•-,•\•'••••F! IIIiRT.••�n••.Y�iikNxds+'3FLY.i1"4l.Iilit�CJ�RW1tix4�••My,�;�w1.yµ7it.�sAlA9ilrlslaisliiali'.lY�wYY1tT.l'w3W0.X'1MaliMAJ'ssliFPIRB'ax1A144ix1t/41rY471L.1MiM..�. \w-. Y1 NtyY\'....,lfttri aw.wll+a4w aw4.)n 4tn•aw-!@Utas to..ws0)Mi'a'w...)/taiY4wwyaYHM"1' MSEW -- Mechanically Stabilized Earth Walls Present Date/Time. Tue Oct 09 13.17 07 2018 y11441 _0%r,l9tkEVIIw ,tiS2VV fp,oeu,9 5s- UO,I ro'Xmwap4r y.r t14t1.1.w Yl4yUs' Va... t,ypts t'ew.y)1\yyrY lw.-.\tour Flw-t*tots Yn.+IaUUY4'r..w MO, Y4 WO.. 04. 4'n.als Mutual Materials - Tukwila 0 \USERS\Cdecker\Mutuail'' Materials - Tukwila MSE Walls\6 n cornerstone.BEN ,ff,�,r,�.Y. 'cp;3:1x.39 tN�:1. ,+93�M! .,•.�. L:tgx'tylww. 411.,,,,,,A Rty?1,..,4fa. INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 fr. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is yf = 125.00 Ib/ft 3 Z / Hd To -static / Tmax or To -seismic / Tmd 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Z / Hd 0.00 0.25 0.50 0.75 1.00 1.00 Top of wall 0.90 0.80 0.70 0.60 0.50 To -static / Tmax or To -seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a t'I CRult (2) a CRult a CRult a CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type #13) Geogrid Type #2 Geogrid Type #3 Geogrid-Type #4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a CRcr 1044.2 0.60 2088.5 0.90 N/A N/A N/A N/A (l) a = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult (3) CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. DATA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 5XT N/A N/A N/A N/A Connection strength reduction factor, RFd 1.30 N/A N/A N/A N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A 4..... 1144Y`.r\PUUY*wary r.yews-\s.lr Yrs l.rw.TvyrY%An.i11MY\sw..tr4n1R TYwy, tars- ys!)4gs t... room' o...ow lifAasa,.w.l.aMA'4w..t1know 4Yr1.,rt6i. i... t4,ar4.w.yybWY Si *tflRi%..*flit rYwtlan$.w.+u.1\I"Yyw+t0 Mutual Materials - Tukwila Page 4 of 6 Copyright ® 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 1Mr lf4W�i..wMsl:BislMsdld9iY.11taY\.111W31:Cwwt�i! ilarl{4gtKYfIIwYMYi],�y.r}WF1#.UMYiYLLA'.11wYliY.�2'�1rFSKfDG�+MdIMRx'.C••••zvvrl+`rlgW1C)Mr,MlkRl'.(w.a7\WFC't.4•41311aA/rlAIUM'w+11101W3+0.0i40C0. 031 YSelFd}.-._ 41#11104'1ar..1r1nY#`1.r..lrtlMr 11.w ,11114r't .,I Mrir'1sw..YYUIYK'M1s..ISM1IMs'R'ss."rut r\AssHVMK1Mlr 19UMY1nw #d4lUK'tsrn INV{ s' 1mo.111M4 t. .11.MYI;K MSEW -- Mechanically Stabilized Earth Walls Present DatelTirne: Toe Oct 09 13:17:07 2018 K1r .flU$, lar.4*D%'wsaleOMr•RNor U.* 110* KKUM1 M1'y.. tlUWtx s.ls Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Pv1aterials - Tukwila\MSE Walls \6 R cornerstone BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, w Backslope, [3 Backslope rise 8.00 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 6.00 ft } 1.8 [deg] 0.0 [deg] 0.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib/ft 2], and live load is 300.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] 1s�slllyts 1rw 11W TG.r N4Ys'Yw.llr#Mr,w.sllltl,#vvorw3#1#Mrlrw#tW#itar tytaliLsvw#a Yrtr Tlaw#OM1,INV .MU,tYYYR4rt,.....11.,0,1.sv.1i H!#i'}'w.. t4Uq/wtMM1ip ly lAtlr tixw tl flt fw twsr## Mutual Materials - Tukwila Page 5 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 1'rK}t1F7ieuRULu.K1'MyY1tW:1�'wn�Fu.[a;5191t7t14tl1dsnlioaur::1>n,••,, ,_._ua's[- 1".:..oysltltWS►��MtWi74lma=:..r..k�Yr1lNUG,It/fN/:\vM�7ilF5J1:'��niur�i:.Kl1YSL15#�aY%-1u:.7L3.�wltiUikSM+rttW4i s,ryAif�ST.C9!a \'IXX 11 ffMX Yan-ia OVIrs'...MY11T'At+a. IOW. 14.0i b44't.a.t*ta Vl•F•,it Mr1“..nTI»1tY1w-.i9,1000.w IAYMats.,.r1.iM(wYs.V..Xt....a.wX'Iw.A.NIX....41$11•wtiw l9iN1,....1rMVYtwr1.1.4t'Yrw19.NY\'-r-It tf MSEW -- Mechanically Stabilized Earth Walls Present Dalefrime: Tue Oct 09 13 17:07 2018 Mutual Materials - Tukwila U \USERS\Cdccker\Mutual Materials - Tukwila \MSE Walls\6 ft comestone BEN .«-M+mYt.. .tsg•,rs...-,r.m<vm..^xsn ..._.ung*'teNicr: vm.,2,puxx>•,a...t.�stx'Y_ +Y�ONbjx'Vmm73u rt.'YY'AL;>ihptOVS{x )'mm,,9 FR Sa1,5 N1 )OnKI„N;t m•AaYiM'\f..t„.46 _t �.. _, lMwX.., ry..,1l.nra fattA6YvpXy1X ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.52, Meyerhof stress = 1678 lb/ft2. Foundation Interface: Direct sliding, Fs = L909, Eccentricity, e/L = 0.1633, Fs -overturning = 2.95 GEOGRID # Elevation Length Type [ft] [ft] # CONNECTION Fs -overall Fs -overall j Geogrid Pullout Direct Eccentricity (connection [geogrid strength resistance sliding e/L strength] strength] Fs Fs Fs Product name 1 0.67 6.50 1 2 2.00 6.50 1 3 4.00 6.50 1 4 6.00 6.50 1 4.72 4.85 4.848 10.617 1.589 0.1425 Mirafi 5XT 4.48 4.60 4.596 7.349 1.787 0.1052 Mirafi 5XT 4.80 4.92 4.922 4.292 2.195 0.0587 Mirafi 5XT 5.25 5.38 5.384 1.824 2.835 0.0237 Mirafi 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 6.12, Meyerhof stress = 1860 lb/ft2. Foundation Interface: Direct sliding, Fs = 1.575, Eccentricity, e/L = 0.2112. Fs -overturning= 2.31 GEOGRID j CONNECTION 1 j Fs -overall Fs -overall 1 Geogrid Pullout Direct Eccentricity ; Product Elevation Length Type (connection [geogrid + strength resistance sliding e/L 1 name [ft] [ft] # I strength] strength] : Fs Fs Fs 1 1 0.67 6.50 1 2 2.00 6.50 1 3 4.00 6.50 1 4 6.00 6.50 1 3.14 3.05 3.33 3.72 3.92 3.83 4.19 4.69 3.924 3.832 4.190 4.688 6.330 4.561 2.740 1.201 1.319 1.505 1.904 2.582 0.1827 Mirafi 5XT 0.1320 Mirafi 5XT 0.0706 Mirafi 5XT 0.0267 Mirafi 5XT \f, .tnaa tNX.. rRryX lw.-Ie4.1a'\e lain{a'\...Mtnaf t...,, ,,fl, IaX+.Alma\ M.o.irr1* . .'4'$., \. .,l 14Y,... ,, afa'Va.ista ., I** flt..flluw Y+w+1FURs\•.ws.RR,u fl. I,,4ufla•M e1R<nta"1..17 Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering. Inc. 1.'-....•"'t.+sls�xra+l.slRarn,+,t•r.wara►.w+�uxsw•+Ia�uutr.�.,,.uuutu: a Page 6 of 6 License number MSEW-301803 m -M .nq•. YwiiJYpCJiM�.LN3t�l'�t�'hr+vM�".\'s+,1i...� )w.YYULL'Y,MI.NC#tir...18kOlY\I.r l4NSY lwwn lP,Nw'....o,.t ,.r.1. VNiY*Ow,.,lt,Y• V...}t{MY, MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Toe Oct 09 13:16:27 2018 -....1iu11f�r1/1W_x N-w..RLVY,' -, ts...,st?+lx\.n}eemrinr.r*�:•S'.wr,.enw\ar.+,rutrw,�.,rnr9v:.l.,,,.uf.: swilk&V 1 Int•\'w.w19MRYYw-w1.M4Yl.r.,alfa iptYMfrs l.Hps"1w..., lRi4w.+4tlflitt_..UgRx'tl�� lr Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\8 ft cornerstone BEN ,+uw!}�,kroirt,...lllww,'•e..+.>ew5"y_u.+w�lt1M'F.Y�ii�f,/r}l�rt'-.kutt's _frs�4'v�g2Y�.• TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geolo and Environmental Earth Sciences AASHTO DESIGN METHOD Mutual Materials - Tukwila PROJECT IDENTIFICATION Title: Mutual Materials - Tukwila Project Number: T-7776 Client: Vector Real Estate Designer: C. Decker Station Number: Description: 8 foot Cornerstone Wall Company's information: Name: Terra Associates, Inc. Street: 12220 - 113th Ave NE Suite 130 Kirkland, WA 98034 Telephone #: 425-821-7777 Fax #: 425-821-4334 E -Mail: cdecker@terra-associates.com Original file path and name: G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Walls\8 8 ft cornerstone.BEN Original date and time of creating this file: Tue Oct 09 13:11:39 2018 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. vow .,LL,n+.,•,...,,,4fE•ww.,.,tlft•V..,,.,,Afx, ,. u..vn;w.r. ,.vt+.»a,.vR,v:•.VK«-,.....,, VV. ..1.1 woos I..bl.,.....uLLvtw..,.,brYtm,,,,wYY•,s....4.,1•..r-,.1[f,w,...,vYNe.n.i.,,Ani x.,..,t Mutual Materials - Tukwila Page 1 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 '.�uu><atwwY.ItYY%Sw.1tW{fibr.tLLtpkRsnrwJ+7Ys%�.rrwxo uHYsu,.ruuf6..car+,uWuan..3+up�xtn.r+f?Ya:.YawlsYraltiaurarryKY7crsnu+wYYs.ir x.uttw:x,.+a»Nsty;Vmw.Nq,s:.t,.raitRlbtlKawirluwcak 41340.4.1, x011300 !sEx lavm3CAM."Vnwn3411.4•Nora 3aOK, Venn 30OSLO Yeue 30111E1l'sear 303! Tx arr. 4,13E0'\m11,3C 3133 00.130 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time. Tue Oct 09 13:16:27 2018 30 srscx'..e..! 3031 Venal, 3 0333E0;.v 3,3EEx'Vero 3.2, ealaa3 afyay yap,"0e37 aial± +SC, vrm 33al3Ex \earl O SF1sm✓n 3P 3!aFx ,e.0^L+11etx=. __ftee[._3ran [.e'q SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, FOUNDATION SOIL (Considered as Equivalent unit weight, y Equivalent internal angle of friction, Equivalent cohesion, c equiv 4) 4) 125.0 lb/ft 3 34.0 ° 120.0 lb/ft 3 28.0 ° an equivalent uniform soil) 125.0 lb/ft 3 34.0 ° 0.0 Ib/ft 2 4)cquiv Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS w sau»)dr ONO .e„m 3a 33530 arra 10MCEp sora>e ws , Verstka3ousEwYe.. 30 Mutual Materials - Tukwila G:USERS\CdeckertMutual.Materials - Tukwila VASE WalIs18 0 cornerstone BEN ^24. ___. _..p,+[jmm�ayjx r,,..gy.e!sS3 Y^+•r.LP `!sS.!Ls: 345!sFM-_,.q. .9�!st�t �,usFk Yap_ Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tlr= 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 42.16 SEISMICITY N y= 41.06 Maximum ground acceleration coefficient, A = 0.200 Design acceleration coefficient in Internal Stability: Kh = Am = 0.250 Design acceleration coefficient in External Stability: Kh = 0.093 (Am = 0.093) (Kh in External Stability is based on allowable displacement, d = 100 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 0.4101 Kae ( Kh = 0) = 0.3492 A Kae = 0.0609 (see eq. 37 in DEMO 827 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. arra Area%%woo xa pro lora 10.Vaa aro..0 Oars • roan reatatO armor Win Spar 00 u3s0.'roar .0/MO Aro* 30 wfi\now 3*Ora'spr.3w..! Soar 00..1 aroma* ore vow. 0troll Vora n3o0vOmar .Yn03t taro s0m0r 0A 10Wse Ora la low 0031031Ypw-)0 Mutual Materials - Tukwila Copyright © 1998-2008 ADAMA Engineering, Inc. rarralA w:t«.wva10rwatAXI;>+>—a.0)44K13a.willIam.iiunma,.wwuamalift :to.+wuu3r.uaox..Uill4M ..uauur.+w Page 2 of 6 License number MSEW-301803 er,aucia% -� \n-+ifM4M t:,n.rwIf414411"....)1WNt'4'1..In,MM.C't'k.w if YNY twn NN4W10..144NY'sox. NY'4y..-11 W. 4..4.It MX Y'tiw.YfR uw.r tµ)tote.ri}yfYNt 5x..->I041'41r. 4tMIY t gr ff 4114SANown14144f1'141.404,4134%\eon NN11111,R.a!} 16t 4'Yr4)I111M' vw t! MSEW -- Mechanically Stabilized Earth Walls Present Date/Time, Tue Oct 09 13:16:27 2018 YmN+)1MSCC' .)0414.1/1 \'m ..0 vmiT.?A 3511'.+ym_+y NSEP N.pe1Qt!£EP"even l%443[4 vylurj,Q.�5[j5'N.1�m IO !t _2t A)Sf vNP.ur? INPUT DATA: Geogrids (Analysis) Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Wnlls\R R cornerstone BEN ^.S9.VStL)'Xntp,:R)1sE \mX4}oM54tiN-w•?t'kf1'\'w+tt4N'f'Yr+.i�le4>r].... s)v2{ - .wfYM+la_1i+!�e��„ DATA Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 tvne #3 type #4 tvne #5 Tult [1b/f11 4700.0 Durability reduction factor, RFd 1.30 Installation -damage reduction factor, RFid 1.12 Creep reduction factor, RFc 1.45 N/A N/A N/A N/A Fs -overall for strength N/A Coverage ratio, Rc 1.000 Friction angle along geogrid-soil interface, p 28.00 Pullout resistance factor, F* 0.80-tarcl) N/A N/A N/A N/A Scale -effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka Oft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7ft 1.00 1.00 1.00 1.00 1.00 1.00 1.00 K/Ka 1.0 2.0 3.0 .f Ie.4 1•.1,..4.1 tor,* -416, ,4" 4n4, µ}1MFk'ws H+RK1'NYr1)f 41)' , rwl (54411/1/41 $IM•4M Ma..1tM51w *9.14.." VOW 'Ow 9!'/Mi 4nw 11,ptY \'wnn 1.1/114,'..• It15pY 1n.n.fint, taw• lt,gs Wnll Ngxl....-,fllstY twit Mutual Materials - Tukwila Page 3 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 Yrf•I�'Y•"�iiYNl.lAwitigia esosia3iV.00041:1xtNd:00411, NAVVIS RIfilso kLOWAwualiAllkl .1446740, AX31113,Mral+aWank OS11i)Nils.1NYM1 .0..N%tiix 0.14041laa74,0Y.?'4fNJ1AUVI. .4001N.Wa3WM?A"*4411)404 rNM,„..... teewe9x\f1iM'1'orlx3tL:Y'\wae19N4YltuY .Mr%1vitEWYvf xeltECls t mrsHt1N.Ytw..ix M. SEW -- Mechanically Stabilized Earth Walls Present DatelTime: Tue Oct 09 13:16.27 2018 11 t ltiCty tmlm 34AIWIC t'awq lB �EtN tmm)e N!EYs lme,3 a MSEW Ven. • TE:l'\ omsrx'lunoV .nertaw 3n.5 % HY.LY vtr,tNetXt tl1Yt .,.. %wLY\ar. tatafl ta.rH Mutual Materials - Tukwila G:\USERS\Cdecker\Mutual Materials - Tukwila\MSE Wa11s\8 0 cornerstone BEN 9�Ff.%' Emnzc.H:L1s'iis:S'Stu.ti..l.Rn'.,•t�[rt'...+,ev[i+'S'i 4�.... Hw*Y%..,. HEM%\..,.H INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is yf = 125.00 lb/ft 3 Z / Hd To -static / Tmax or To -seismic / Tmd 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Z / Hd 0.00 0.25 0.50 0.75 1.00 1.00 Top of wall 0.90 0.80 0.70 0.60 0.50 To -static / Tmax or To -seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a O CRult (2) a CRult a CRult a CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type #13) Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a CRcr 1044.2 0.60 2088.5 0.90 N/A N/A N/A N/A (0 a = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult 0) CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. DA TA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 5XT N/A N/A N/A N/A Connection strength reduction factor, RFd 1.30 N/A N/A N/A N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A Sew,\!uM%. lisork..11\tast+MY var.I.'now t,tom HMSY...A3fNRYYh. 1414xYY,,, 1**11Yter..19Y4T'\'wr.1.)m t.[-41}MYY'S"+w H1144Y ear/LW\met' Yam. H[i#Ytr.....n.it'^-H utelr rHt%n .i*.0Y)wr.• Mutual Materials - Tukwila Page 4 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 otw:ttRai'aVti 4t===.0ftint ===== StS'KJi...i W,s owii frwJUWR,vowiximu. t3tfi'!.S.rigKfxyt:.=EHl►x >l1Nv ..r,G,$4W I,,...rte<Nw.t,...lo,rywl'a...»+4tr v... N V6r'5... is 4Mv55w.q 1i r4l�;0. <4 ..1 rrurle.e it•451wM1'ww R,N,(w'r w „yys 54w ttuuwl',mo. 1.1<•btrlr...11i01t 5p.r vruwr, MSEW -- Mechanically Stabilized Earth Walls Presenl !alert me Tut Oct 09 13-16.27 2018 ,.a411”,wr...M+W.•'Wwrp ttrlene4r .AF...,......pp, y,....r{ir»r 5<4.n1.0(.1.ee±){r .• ._sy.4.uel.,_1;....iw 41“,,,t . *..n way tt Mutual Materials - Tukwila G;IUSEik5\Cde:kertiMutual Materials-TulewilalMSE %HO 0 carnerstone.BPN Hvuwr..»»rm r.r.tr4tsr ._. rgn'�e +'iY9'+•ss-.r�pNw •5•r {turn,.... u.: Su•�.. _Rc.^., INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, cu Backslope, ¢ Backslope rise 10.00 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 8.00 ft } 1.8 [deg] 0.0 [deg] 0.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2], and live load is 300.0 [Ib/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 b [ft] Mutual Materials - Tukwila Copyright r(-)19982008 ADAMA Engineering, Inc. ?ma.P+DI:',X.m*w,+iw0.FJ'.misWnssspa.l_..v�.H-1?iT,.YdW�.,1g1?4E.l:dwWtAti�.:T" iAi�;Aw�usc. t-2 Hsca it...z ldt'tiLti�. -eaucx:}� z: %Y1Gtis.w==_xs=u? Ta...1Ltar%UMW Page 5 of 6 License number MSEW-301803 ;a,tyu4113.-->.o1l4 5a.rgi3oalEa._5aadacIPM..,rapc;o ._ .14 tort tra'. 411044 tw.a)4.4. 4*.l*VtlN4r.r 4ANN%In.uw.4 Mia,. 4*IN%r%,.w.w)4Nt11 , 0.%lr 11AN,.w- 14NN%,wr. 14 404 N,.maw'Atilt.'va-.•*0u%,'www441H!%,'ow, IOIL rit'wr HNYF,..w- 14 W4Y\'pr)i1H,t'otottattN14 to*.Iftt,4 ,'... 11 MSEW -- Mechanically Stabilized Earth Walls Present Dale.Time. Tue Oct 09 I3:I6 27 2018 Mutual Materials - Tukwila (i.USERS\Cecl:er\Mumal Materials - Tukwila\MSF Walls\8 0 cornerstone BEN 40,4 40*. 044 .4,404♦ 41,414.4:40,..4,4!1,441.:,4,44.11111.144.14:4444,444.14%4444t4'_.. A1m ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.88, Meyerhof stress = 1986 lb/ft2. Foundation Interface: Direct sliding. Fs = 2.035, Eccentricity, eIL = 0.1514, Fs -overturning = 3.16 GEOGRIDII CONNECTION Fs -overall Fs -overall ,Geogrid Pullout Direct Eccentricity Product # Elevation Length Type { [connection [geogrid I strength resistance sliding e/L,name [ft] [ft] # j strength] strength] 1 Fs Fs Fs 1 0.67 8.00 1 2 2.00 8.00 1 3 4.00 8.00 1 4 6.00 8.00 1 5 8.00 8.00 1 4.15 4.02 4.022 13.939 1.682 0.1353 Mirafi 5XT 3.60 3.70 3.698 10.033 1.859 0.1059 Mirafi 5XT 3.65 3.75 3.750 6.541 2.205 0.0681 Mirafi 5XT 4.80 4.92 4.922 4.769 2.706 0.0379 Mirafi 5XT 5.25 5.38 5.384 2.085 3.493 0.0153 Mirafi 5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 6.31, Meyerhof stress = 2219 Ib/ft2. Foundation Interface: Direct sliding, Fs = 1.656. Eccentricity. eft, = 0.2008, Fs -overturning = 2.42 GEOGRID # Elevation Length Type [ft] [ft] CONNECTION 1 Fs -overall Fs -overall t Geogrid Pullout Direct Eccentricity Product [connection [geogrid strength resistance sliding e/L name strength] strength] Fs Fs Fs 1 0.67 8.00 1 2 2.00 8.00 I 3 4.00 8.00 1 4 6.00 8.00 1 5 8.00 8.00 I 2.69 2.43 2.52 3.27 3.64 3.21 3.05 3.17 4.10 4.58 3.213 3.052 3.168 4.098 4.579 8.169 1.374 6.144 1.534 4.132 1.857 2.954 2.347 1.329 3.180 0.1783 Mirafi 5XT 0.1374 Mirafi 5XT 0.0858 Mirafi 5XT 0.0458 Mirafi 5XT 0.0172 Mirafi 5XT »,n...,,.•••,.,11106 m:,-..l..ti.. t••••• 1. tact .-s1'.4114E+.,.i t,%4Ntttar ,.ntrt. ,e,N,Nt.ww,4in..t Mutual Materials - Tukwila Page 6 of 6 Copyright © 1998-2008 ADAMA Engineering, Inc. License number MSEW-301803 acwararararsaw+�.+ta..uar+a�.,e..a+wxw+�we.4w.wHua:te..w+�c>«.u.. uKw:r.ulsuwte..suratiwaua4uurarwauuau+..�c�a+..uwr�rw.x+l�a�.u+gun;uruwtx�,..uw�twwaouif.suyua:�..at�• •,�.,i GEOTECHNICAL REPORT Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington -. Fi E Project No. T-7776 Terra Associates, Inc. • MAR 01 2019 City of T!!! -Avila MALE .17. F.'al:;oN Prepared for: Mutual Materials c/o Vector Real Estate Kirkland, Washington March 16, "2018 RECEIVED CITY OF TUKWILA OCT 17 2018 PERMIT CENTER Did- o33o 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, No 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 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 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. 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 Hazards 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 100 6 inches 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 tl 1I 1.1 Ji r i rFi; ,e s _ _1 =S-Peo -Fse__!„ as j;'174, SS 1I. (1't. Unified Grocers SITE -s 5,airecol s / Dur?mbh s'Boelii+g /ems 1, CC' SGazelk,;StsIL — AWN Baer t Is , 1 mc.' 1 -7:417=. : 1.gth St-- _An P t� :S C gpeCr St?e Jr`� I , 149„ I 5107th St1,4 J f;i 11 '1) 135th i iguggks St 7 J,5_Hlazel St; "' , >k r < —�+� 'q orporation E?;Kiaf \,ft ACCESSED 12/1/17 I St_2000 "` `� i I .111r:Mr ;O TIMATE SCALE IN FEET REFERENCE: https://www.bing.com/maps Na ®fisat5o .t. ` 5 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 — or B- L_ 4. 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 d. 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. tiO LEGEND: S APPROXIMATE BORING LOCATION REFERENCE:SITE PLAN PROVIDED BY TAHOMA DESIGN GROUP. 0 50 100 APPROXIMATE SCALE IN FEET 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 I 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 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 UNIFIED SOIL CLASSIFICATION SYSTEM MUTUAL MATERIALS TUKWILA, WASHINGTON eTerra \ Associates, Inc. �� 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. a gravel, • 10 19.5 5 • 10 20.8 Loose - *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) _ Black interbedded SILT and SAND, fine medium sand, saturated. (MUSP) ' •to 8 32.3 15 - Black SAND, fine to medium sand, saturated. (SP) *At 15 feet observed heave in auger. • 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 ____.7 - i Terra /� r�' ` Assoc is I/, ces Inc. L=_:/f _ Consultants in Geotechnical engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-2 Figure No.A-3 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: 23 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, fine to medium sand, moist, some gravel. (SM) Medium Dense -•19 14.9 5 • 6 12.9 FILL: Gray brown SAND, fine - and silty 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) • 4 24.2 10 FILL: Gray SAND fine silty with gravel, to medium sand, fine gravel, moist to wet, trace organics. (SM) *At 11.5 feet debris. Loose • 5 21.2 observed wood / Gray SILT interbedded layers, fine - with sand sand, moist. (ML) • 5 36.1 Black SAND, fine to medium sand, saturated. (SP) 29.7 45.8 15 Gray SILT interbedded with sand layers, fine sand, moist. (ML) , ' . - ___ Black SAND interbedded with silt layers, fine to medium sand, saturated. (SP) the bottom of the sample no silt observed. • 6 31.5 \At - Test boring terminated at 16.5 feet Groundwater observed at 14 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 ngineering 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) _ • t3 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 ngineering Geology and Environmental Earth Sciences 3/1/2019 City of Tukwila Department of Community Development TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Permit Application No. D18-0330 MUTUAL MATERIALS - EAST RETAINING WALL 4302 S 104 PL Dear TYLER LITZENBERGER, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 10/17/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 4/17/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0330 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 BARGUAUciN February 7, 2019 Jazzel Salzar, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Responses to Correction Letter #1 Comments Mutual Materials — East Retaining Wall 4302 South 104th Place, Tukwila, Washington Development Permit Application No. D18-0330 Our Job No. 18711 Dear Jazzel: We have revised the plans for the above -referenced project in accordance with your Correction Letter #1 comments dated November 21, 2018. Enclosed are the following documents for your review and approval: 1. One (1) each Resubmittal Form 2. Three (3) sets revised Civil Engineering Design Plans 3. One (1) each CD containing PDF Files The following outline provides each of the comments in italics, along with a narrative response describing how each comment was addressed: Building CORRECTION 1. PLAN SUBMITTALS: (Min. size 11x 17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). Response: Comment acknowledged. b 8 `d 33O BARGHAUSEN CONSULTING ENGINEERS, INC. PERMIT CENTER 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA SAN DIEGO, CA barghausen.com RE.�EiVED CiTY OF TUKWILA FEB 0 7 2019 0 o Jazzel Salzar, Permit Technician City of Tukwila Department of Community Development -2- February 7, 2019 2. Please provide a special inspection table specify methods of inspections for the wall footings, back fill and compaction to include others if not mentioned. Special inspections shall be noted on the plan sheet. Response: The following special inspections table has been prepared in accordance with the 2015 International Building Code Section 1704.3.1. and is included on the plans as requested. Item to be Inspected Type of Inspection Periodic or Continuous Inspection Wall bearing Visual observation Periodic Drainage material and thickness Visual observation Periodic Reinforcement type and length Visual observation Periodic Backfill material Visual observation Periodic Backfill placement Visual observation combined with density testing. Periodic Planning 1. 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 heights and location has been revised. The retaining wall has been moved to be more than 10 -foot from the property line. PW 1. The location and shape of the wet pond might change due to the required setback from the west property line. Response: The retaining wall has been moved to be more than 10 -foot from the property line. 2. Provide a fence or rail detail either as part of this permit or Public Works PW18-0105 site work permit. Response: A fence rail detail has been added to the plans. 3. Storm pond requires access for maintenance. Please coordinate with your civil engineer location of access gate(s) and maintenance pad. Response: An access has been added to the storm pond. 4. The location and shape of the wet pond might change due to the required setback from the west property line. Response: The shape of the pond has been revised. Jazzel Salzar, Permit Technician City of Tukwila Department of Community Development -3- February 7, 2019 5. Provide a fence or rail detail either as part of this permit or Public Works PW 18-0105 site work permit. Response: A fence rail detail has been added to the plans. 6. Storm pond requires access for maintenance. Please coordinate with your civil engineer location of access gate(s) and maintenancepad. Response: An access has been added to the storm pond. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments set forth in your Correction Letter # 1. 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/Ib 18711 c.006.doc enc: As Noted cc: Tyler Litzenberger, Vector Development Daniel K. Balmelli, Barghausen Consulting Engineers City of Tukwila Department of Community Development November 21, 2018 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0330 MUTUAL MATERIALS - EAST RETAINING WALL - 4302 S 104 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). "(BUILDING REVIEW NOTES) 1. Please provide a special inspection table specify methods of inspections for the wall footings, back fill and compaction to include others if not mentioned. Special inspections shall be noted on the plan sheet. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 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) The location and shape of the wet pond might change due to the required setback from the west property line. 2) Provide a fence or rail detail either as part of this permit or Public Works PW 18-0105 site work permit. 3) Storm pond requires access for maintenance. Please coordinate with your civil engineer location of access gate(s) and maintenance pad. • 1) The location and shape of the wet pond might change due to the required setback from the west property line. 2) Provide a fence or rail detail either as part of this permit or Public Works PW 18-01(1site work permit. 3) Storm pond requires access for maintenance. Please coordinate with your civil engineer location of access gate(s) and maintenance pad. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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. If you have any questions, I can be reached at 206-433-7165. Jazzel Salzar Permit Technician File No. DI8-0330 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 cPERMiT COORD COPY d PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0330 DATE: 2/07/19 PROJECT NAME: MUTUAL MATERIALS- EAST RETAINING SITE ADDRESS: 4302 S 104 PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: 1‘-‘) AvIG (15ii°\ Building Division 3 J 9 1.111114 Public Works Fire Prevention Structural n n Planning Division 1,1101 Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 2/12/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Notation ki0\L) � Approved with Conditions Denied (ie: Zoning Issues) A \i\n6 DUE DATE: 3/12/19 n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0330 DATE: 10/17/18 PROJECT NAME:MUTUAL MATERIALS -EAST RETAINING WAL SITE ADDRESS: 4302 S 104 PL X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: But ding Division Gold- I° Public Works i tc6 M\ \\4rk- IC Fire Prevention Structural CO. 1111C1/1 Planning Division in Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 10/18/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 11/15/18 ❑ Approved with Conditions n Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: I - Ut✓ va Departments issued corrections: Bldg Fire 0 Ping le PW Staff Initials: 12/18/2013 Date:_ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 2 7-19 Plan Check/Permit Number: D18-0330 Response to Incomplete Letter # Response to Correction Letter # _1_ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # RECEIVED CITY OF TUKWILA`; • FEB 0 7 2U19 PERMIT CENTER Project Name: MUTUAL MATERIALS -EAST RETANING WALL Project Address: 4302 S 104 PL Contact Person: -)'14'1(S Cu i (1 G 1 ^l O Phone Number: L/ Z 2 5-(— 6 ° 2--e — Summary of Revision: -3 / f Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Ae-,1 .RS Entered in TRAKiT on Oa/U.7// W:\Permit Center (Brenda)Worms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 NORTHWAY CONSTRUCTIONNC Washington State Department of Labor & Industries Home Espaiiol Contact Safety & Health Claims & Insurance Page 1 of 3 Search L&I A -Z Index Help i41v Lc&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 Active. Meets current requirements. License specialties GENERAL License no. NORTHCI905CQ Effective — expiration 02/18/2010— 02/18/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 250161C $12,000.00 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 12/04/2018 01/18/2016 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 3/4/2019