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Permit D16-0208 - SEAGLE PROPERTIES - TUKWILA SOUTH RETAINING WALL
SEGALE TUKWILA SOUTH RETAINING WALL SOUTHCENTER PKWY & S 178 ST D16-0208 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 3523049013 DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: SEAGLE TUKWILA SOUTH - RETAINING WALL D16-0208 9/9/2016 3/8/2017 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA, WA, 98138 Contact Person: Name: MARK SEGALE Address: PO BOX 88028 , TUKWILA, WA, 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA, WA, 98138 License No: SEGALPL902CQ Lender: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA, WA, 98138 Phone: (206) 575-2000 Phone: (206) 575-2000 Expiration Date: 4/3/2018 DESCRIPTION OF WORK: S 178TH STREET AND SOUTHCENTER PKWY CONSTRUCT SOLDIER PILE RETAINING WALL FOR INCREASED SLOPE STABILITY ON EXISTING CUT SLOPE GRADED AS PART OF THE TUKWILA SOUTH PROJECT Project Valuation: $318,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $6,966.32 Occupancy per IBC: U Water District: HIGHLINE Sewer District: NONE 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: 2014 2014 2014 2015 Public Works Activities: Channelization/Stri ping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 6000 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: j 441141 1 ' ))1% Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature �•ie ;rlv • Print Name: ILL Date: 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 10: Planning staff wishes to attend this meeting. 3: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 6: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 7: The Land Altering Permit Fee is based upon an estimated no cubic yards of cut and 6,700 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 8: Work under this permit shall comply with Geotechnical Engineering Evaluation, by MIGIZI GROUP, INC., dated July 7, 2016; Geotechnical Plan Review - Slope Evaluation and Repair Recommendations by MIGIZI GROUP, INC., dated July 25, 2016; and subsequent geotechnical evaluations / investigations/ reports. 9: Prior to any lane closure(s) within Public right-of-way, Applicant / Contractor shall provide Insurance naming the City as additionally insured, and sign w/Notary a ROW Hold Harmless Agreement. 11: ***BUILDING PERMIT CONDITIONS*** 12: 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. 13: 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. 14: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 15: 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. 16: 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. 17: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 18: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 19: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0202 FOOTING DRAINS 5040 LAND ALTERING 1600 PUBLIC WORKS FINAL 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4035 SI -SOILS 5090 STORM DRAINAGE CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Intp://www.TukwilaWA.gov Building Permit No. 1)l Project No. Date Application Accepted: Date Application Expires: or o i ice use onl 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 Site Address: King Co Assessor's Tax No.: 3523049013 S 184TH PL AND SOUTHCENTER PKWY Tenant Name: SEGALE PROPERTIES LLC PROPERTY OWNER Name: MARK SEGALE Name: SEGALE PROPERTIES LLC City: TUKWILA State: WA Zip: 98138 Address: PO BOX 88028 Email: MSEGALE@SEGALEPROPERTIES.COM City: TUKWILA State: WA Zip: 98138 CONTACT PERSON — person receiving all project communication Name: MARK SEGALE Address: PO BOX 88028 City: TUKWILA State: WA Zip: 98138 Phone: (206) 575-2000 Fax: Email: MSEGALE@SEGALEPROPERTIES.COM GENERAL CONTRACTOR INFORMATION Company Name: SEGALE PROPERTIES Address: PO BOX 88028 City: TUKWILA State: WA Zip: 98138 Phone: (206) 575-2000 Fax: Contr Reg No.: CC SEGALPL9020 Exp Date: 04/03/2018 Tukwila Business License No.: BUS -0101320 H:\Applications\Forms-Applications On Linc\2011 Applications\Permit Application Revised - 8.9.11.docx Revised: August 2011 bh Suite Number: Floor: New Tenant: ❑ Yes m ..No ARCHITECT OF RECORD Company Name: LUCIA ENGINEERING, INC. Engineer Name: JOSEPH LUCIA Company Name: City: KENT State: WA Zip: 98032 Phone: (206) 790-8039 Fax: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: LUCIA ENGINEERING, INC. Engineer Name: JOSEPH LUCIA Address: 420 WEST SMITH STREET #201 City: KENT State: WA Zip: 98032 Phone: (206) 790-8039 Fax: Email: JOE@LUCIAENG.COM LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19 27.095) Name:5Ew 1e `I Iupe{{� ^ j�-I -I'es Address: O x o80::::8 City: j L JY ' ') i / 0(._ State: bon_ Zip: 98I Page 1 of 4 BUILDING PERMIT INFORMAT1CPI 206-431-3670 Valuation of Project (contractor's bid price): $ 300,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): CONSTRUCT SOLDIER PILE RETAINING WALL FOR INCREASED SLOPE STABILITY ON EXISTING CUT SLOPE GRADED AS PART OF THE TUKWILA SOUTH PROJECT. Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *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 ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fornts-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 2'1 Floor 3'I Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *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 ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fornts-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): PLACE FILL MATERIAL BEHIND CONSTRUCTED SOLDIER PILE WALL PER GEOTECHNICAL REPORT. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ... V al ley View 0 .. Renton ❑...Sewer Availability Provided ❑ .. 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) m .. Geotechnical Report 0 ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 .. Right-of-way Use — Potential Disturbance m ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way m ❑ ...Total Cut cubic yards 0 .. Work in Flood Zone VI ...Total Fill 6,700 cubic yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer Monthly Service Billing to: Name: 0 ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Fotms-Applications On Line \2011 Applications\Pertnit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY/BY THE LIF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER 0 Signature: Date: 07/25/2016 Print Name: MARK A. SE ALE, .P. OF ITS MANAGER Day Telephone: (206) 575-2000 Mailing Address: PO BOX 880` 8 TUKWILA WA 98138 City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Pcrtnit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Tukwila South Slope Repair Wall PERMIT # D 16-0208 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. � 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention $4,000.00 Water/Sewer/Surface Water $14,000.00 Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $450.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 450.00 (4) $18,000.00 $250 (1) 5. Enter total excavation volume cubic yards Enter total fill volume 6,000 cubic yards Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 —1,000 $37.00 1,001 —10,000 $49.25 10,001 —100,000 $49.25 for lsr 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1s' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 49.25 (5) 749.25 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with thesubmission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional iW-Aitl�ian attributable to the Applicant's action or inaction shall be charged 25% of the Total Plane e% b T U K W I L A Approved 09.25.02 Last Revised 01/01/14 .ORRECTIGN SEP 0 1 2016 ..TR# PERMIT CENTER noc‘ BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 450.00 (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 (8) 22.50 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 472.50 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014 —12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 [Clear Form Tukwila South Slope Repair Wall Erosion Prevention & Drainage Fee Estimate Permit #: D16-0208 Segale Properties LLC P.O. Box 88028 Tukwila, WA 98138 (206) 575-2000 Erosion Prevention: Hydroseed 2 acres @ $2,000.00 $4,000.00 Water/Sewer/Surface Water: 4 —12" Slot Drains 80 L.F. @ $35.00 6" Peri Drain Behind the Wall $2,800.00 400 L.F. @ $5.00 $2,000.00 Drain Rock Behind the Wall 250 C.Y. @ $20.00 $5,000.00 12" Tight Line to Collect Slot Drains 300 L.F. @ $15.00 $4,500.00 TOTAL: $18,000.00 Cash Register Receipt City of Tukwila Receipt Number R9374 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,502.10 D16-0208 Address: Apn: 3523049013 $1,502.10 PUBLIC WORKS $1,466.25 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $450.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $450.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $49.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $267.00 TECHNOLOGY FEE $35.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9374 R000.322.900.04.00 0.00 $35.85 $1,502.10 Date Paid: Friday, September 09, 2016 Paid By: KRISTIN SEGALE Pay Method: CREDIT CARD 039505 Printed: Friday, September 09, 2016 9:08 AM 1 of 1 rl 11 ! ISYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT 1 QUANTITY PermitTRAK I PAID $3,376.68 D16-0208 Address: Apn: 3523049013 $3,376.68 DEVELOPMENT $3,216.10 PERMIT FEE R000.322.100.00.00 0.00 $3,211.60 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $160.58 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9323 R000.322.900.04.00 0.00 $160.58 $3,376.68 Date Paid: Thursday, September 01, 2016 Paid By: SEGALE PROPERTIES Pay Method: CHECK 2212 Printed: Thursday, September 01, 2016 2:56 PM 1 of 1 117!)FffSYSTEMS DESCRIPTIONS er ACCOUNT $2,087.54 .6-020; ess: 5563 S ,78TH: n: 3523049090 $2,087.54 DEVELOPMENT $2,087.54 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R9057 R000.345.830.00.00 0.00 $2,087.54 $2,087.54 Date Paid: Tuesday, July 26, 2016 Paid By: SEGALE PROPERTIES LLC Pay Method: CHECK 2208 Printed: Tuesday, July 26, 2016 2:27 PM 1 of 1 SYSTEMS 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 1$16..- zve Project: C. — ReiA1A/ &Al TyAe of Inspection: F,.....-, &.74iL itbi��1 Address: / 14 ST— o/i0/LA Date Called: Special Instructions: Date Wante d: 3 Ay/ 7 a. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:4 Date: 3/0/7 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 PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION lb/61 - 0 zoi3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: S6 ALe --7754,0LA seum Type Inspection: jCT7AJ6-O-Ainl.S Address: / S 179 sr 9 ..vil )e 1,40/ Date Called: Special Instructions: �eryt/>vllti & lt✓i{ LL Date Wanj�d' _ % A /�C� a.rr p.m. Requester Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: t€ -:.t rP of ' SPO UAV Q f114rat(tek 4bs Inspector: Dates REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 July 7, 2016 Revised August 25, 2016 Segale Properties LLC P.O. Box 88028 Tukwila, Washington 98138-2028 Attention: Mark Segale FOIL Subject: Geotechnical Consultation Slope Evaluation and Repair Recommendations West side of Southcenter Parkway at 180th Street Tukwila, Washington MGI Project P498 -T15 Dear Mr. Segale: REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 8 2016 Citi/of Tukwila BUILDING DIVISION CITY OF TUKWILA AUG 31 2016 PERMIT CENTER Migizi Group, Inc. (MGI) is pleased to submit this revised letter discussing our evaluation of slope conditions on the existing cut slope and providing geotechnical recommendations for design of a permanent shoring wall for the subject project. The wall would stabilize existing landslide activity upslope from its location. This revised letter incorporates building permit plan review comments provided by Reid Middleton to City of Tukwila dated August 18, 2016. We have added explicit seismic design parameters in response to Structural Comment #3. The site is located west of Southcenter Parkway at 180th Street in Tukwila, Washington, as indicated on the attached Figure 1. The proposed wall location is shown on the attached Site and Exploration Plan, Figure 2. Our initial site visit was made on December 15, 2015 by the undersigned and Gary Henderson, P.E. to observe existing conditions and discuss slope issues with you. This was followed by several subsequent site visits to observe the slide as it progressed, and to attend meetings with you and other members of Segale Properties. SITE CONDITIONS We understand that the cut slope was constructed in 2013 and 2014 during realignment of S 178th Street. The alignment includes cuts on the order of 50 feet to the west (downslope) of the new roadway. The slope to the east of the roadway was cut at 2H:1V (horizontal to vertical) Page 1 of 5 b no6 Segale Properties LLC — West side of Southcenter Parkway at 180th St, Tukwila, Washington Geotechnical Consultation — Slope Evaluation and Repair Recommendations August 25, 2016 P498 -T15 inclination with a 10 -foot bench near the middle of the slope at approximately Elevation 62. A detention pond was also constructed below the slope. A previous landslide occurred on the slope during the 2014-2015 wet season when a significant amount of water was present on the bench. Although the area was repaired last summer, it reactivated in November 2015 during heavy seasonal rains. The initial movement occurred north of and adjacent to the older slide and then progressed to include the older repaired slide, Based on our observations, the slide occurred where the cut slope intercepts a contact between fine to medium sand to silty fine to medium sand overlying a very hard clayey silt deposit. The contact between the two layers is below the bench at the south end of the slide and above the bench at north end. The upper sand is an ice -marginal deposit associated with the Vashon Glacier and the underlying clayey silt is a much older interglacial deposit. The sub terrain surface appears to be a shallow valley prior to deposition of the overlying silty sand. The slide plane occurred at the interface of the sloping clayey silt and sand. The hard silt surface has a slight grade to the slope cut which causes a concentration of water seep F: out of,. the face along the contact line. The elevation of this contact also decreases from north` o south causing the seepage to flow laterally downhill as well as out of the face. Seepage produced by recharge of rain during the record 2015 winter wet season, as well as wetting of the silty sand appear to have contributed to the current slide The current slide location and the approximate location of the contact line are shown on Figure 2. SLOPE STABILITY We analyzed global stability by means of the simplified Bishop Circular Analysis. All calculations were performed by means of the computer program SLOPE/W, a two- dimensional, limit -equilibrium, slope stability program for evaluating the safety factor or probability of failure, of circular or non -circular failure surfaces in soil or rock slopes. SLOPE/VV analyzes the stability of slip surfaces using vertical slice limit equilibrium methods by generating random potential failure surfaces and determining their corresponding factors of safety with respect to failure. The factor of safety is defined as the ratio of the internal soil strength divided by the gravity driving forces that cause failure. By generating a large number of random surfaces, the factor of safety can be obtained as the lowest number calculated. Existing conditions were used to back calculate static slope stability. We did not evaluate the slope stability for seismic conditions. We used the seepage observed in the face of the slope as the water surface in our analysis. We assumed a safety factor of 1.0 for the existing conditions and adjusted the imputed soil strength at the sand/silt interface to produce a calculated factor of safety of approximately 1.0. We then analyzed two profiles of a soldier pile wall with circular failure surfaces. An 8 -foot high wall with a sloping face of 2H:1V (horizontal to vertical) below the bench and a 3H:1V above the bench calculated minimum dal dribyp, inc. 1,‘ Page 2 of 5 Segale Properties LLC — West side of Southcenter Parkway at 180th St, Tukwila, Washington Geotechnical Consultation — Slope Evaluation and Repair Recommendations August 25, 2016 P498 -T15 safety factors under static conditions of 1.34 for the north profile and 1.48 for the south profile. The profile locations are indicated on Figure 2. Wall profiles and results of our analyses are attached. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our evaluations, it is our opinion that the existing slope is marginally stable to unstable due to excessive seepage along the contact between the upper sand and the hard silt. Additional slope failures are likely to occur during periods of unusually wet weather. Based on our analysis, a buttress fill along with a retaining wall to support the fill and improved drainage will stabilize the slope. In simple terms, raising the grade on the existing bench at the Elevation 62 contour by 8 feet along with drainage will provide a safety factor of 1.3 and greater. Above the Elevation 62 contour, the buttress fill should be sloped at 3H:1V to where it ties into the original 2H:1V slope. A permanent retaining wall to support the fill is needed. The wall needs to be located on the contact between the hard silt and overlying sand. However, it should not be located on a 2H:1V cut slope in the hard silt as the slick interface will require a higher and more heavily loaded wall. WALL DESIGN We recommend that the wall be constructed along the hard silt contact and extend at least 20 feet beyond the north and south ends of the existing slide. This provides for a side slope for the buttress fill. The approximate wall location and extent are indicated on Figure 2. The wall should be constructed by placement of soldier piles on 6 to 8 foot centers and installing lagging. Typical wall profiles are shown on Figure 3. The soldier piles should be designed for the long-term case using the earth pressures indicated on Figure 3 and discussed below. Soldier Piles Applicability: In our opinion, soldier piles can be used to construct the wall. Typically the wall is constructed by drilling a hole and concreting the soldier pile. Pile Embedment: All soldier piles should have sufficient embedment below the hard silt contact to provide adequate "kick -out" resistance to horizontal loads. We recommend a minimum embedment of 10 feet below the hard silt contact. However, deeper embedment might be needed to develop adequate passive resistance. Drilling Conditions: Based on our observations, the hard silt can likely be drilled using conventional augers. However, it should be realized occasional obstructions could exist. Applied Loads: When designing the soldier piles, the active pressures above the wall base should be considered to act uniformly over the entire area of the wall; but, below this level they Migizi Group, Inc. Page 3 of 5 Segale Properties LLC — West side of Southcenter Parkway at 180th St, Tukwila, Washington Geotechnical Consultation — Slope Evaluation and Repair Recommendations August 25, 2016 P498 -T15 should be considered to act only on the width of the soldier piles. The active pressure in the hard silt is negative and should be ignored. Resisting Forces: Lateral resistance can be computed by using passive pressure acting over the embedded depth of each soldier pile, neglecting the upper 2 feet. We recommend that passive resistance be computed using a lateral pressure of 3,000 psf acting on 2 times the diameter of the concrete that the soldier pile is embedded in. Dynamic Pressures: The wall should be designed to resist dynamic pressures induced by seismic loading. Dynamic pressures are also indicated on Figure 3 (attached). Lagging Applicability: Lagging is installed between all adjacent soldier piles to retain the backfill soils. Lagging Materials: In our opinion, either conventional wooden lagging, reinforced concrete panels, or steel lagging can be utilized at the site. For permanent applications, we recommend that all wooden lagging be pressure -treated. Lateral Pressures: Due to soil arching effects, permanent lagging that spans 8 feet or less can be designed for one-third of the lateral earth pressure due to the flexibility of the wood lagging. This pressure reduction is based on a maximum center -to -center pile spacing of 8 feet. If a wider spacing is desired or if steel or concrete lagging is considered, we should be consulted for revised lagging pressures. Backfilling and Drainage: We recommend that the backfill placed adjacent to the wall be a washed gravel such as pea gravel or washed base course. It should extend a minimum of 1 foot behind the wall. The lagging can be placed with gaps between them sized to retain the gravel backfill. We recommend that all lagging backfill material connect to a continuous horizontal drain located behind the wall. The drain should extend through the lagging at frequent intervals and be tight lined to discharge. SLOPE BACKFILL AND DRAINAGE Slope backfill behind the walls should consist of granular sand soils from the site placed in thin lifts and compacted to a density of at least 90 percent of the maximum dry density determined using test method ASTM D 1557. The compacted backfill should extend at least 10 feet up the slope behind the wall and/or the upper boundary of the existing slide mass, whichever is greater. At least 4 horizontal drains should be constructed along the contact between the upper sand and hard silt at the locations indicated on Figure 2. The drains should be excavated at least 2 feet below the silt contact and constructed as shown on Figure 4. The drain lines should extend through the lagging and be tight lined to discharge. Migizi Group, Inc. Page 4 of 5 Segale Properties LLC - West side of Southcenter Parkway at 180'h St, Tukwila, Washington Geotechnical Consultation - Slope Evaluation and Repair Recommendations August 25, 2016 P498 -T15 CLOSURE The conclusions and reconunendations presented in this letter are based, in part, on the site conditions we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this letter to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. O •ZS• tc James E. Brigham, P.E. Principal Engineer Attachments: Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan Figure 3. Typical Wall Profile and Shoring Design Figure 4. Slope Drain Detail North End Slope Stability Analysis South End Slope Stability Analysis Migizi Group, Inc. Page 5 of 5 Gary Henderson, P.E. Associate Engineer Costoo ho esale III NM NS • M117ITIf;l Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 Goole na Ing0 West side of Southcenter Parkway at 180th Street Tukwila, Washington Topographic and Location Map FIGURE 1 P498 -T15 0>N ()2M,7•2 mZ•OD O Mad 2-Iv'S0''2m m 2 c �= E1'12c8mv2v re10v �mmD 6AA —z> > 0-C D r cn'� 0 �, I ; ; ,' v SCC AC -42 �•,,`�`,,I t1'i: 0zZ -<0N� -O MK Zz{ ZZ ; (l0> iN �Om Ella/ DD • m> 00 < m m0 vmi>pv 29ZIII iiiI! �D �{'illl I ,,I; 0 8' I.,; i-,,; ; I Iii , o 1 I ::.11 1 1 n 1333 NI 31V3S (A) w cnn cJi m 'til j cri cm 03 N' \ NVVX : vC< O� p m jD c g it coo P • 3 = O w n z r v v (n ro y 0 t z 1 `m z , co o x II r D c N n x o �• m E 5 m• z CDa Ca o$ rzr0 5 cn r. 9102 '9 AIN' 3111 83r :A8 03H33HO 0 30 0 ro r .0E=.1 :31vOS 51.1-9617d 'ON 80f ueld uo �.il, I;1 • 'llliljljl ,1 I .d, j ; I;IIIi:i !IVO, 1.11111 11.1 III: Ilj� I E I ;ili1!j, i 1 :1 it l,l• ,.1'i':,I� •. i I 1 Illijf`�Ilil,.•i!I,1�'i.''!i 11 ill � :I�1 1 i 0711 ,,, •'� � I II ''co.,Ili Ilii x. (1 il! VI jjl,l, ,1111 Ili �Ii I•i) ' 11 , SII Ijjilll'11p:u Il I;.; .,I!,i, p 1 , lily �ii� •,'tj; ;It'°I�•I illI ill Iii ! ! I I'!'Iilliljll'1i1 .. I�'Ilil " Ii'1l1'-It�i +i 'I.i 111jr'llo,1:�S.��i 1511 11' •: '$•iI. •SII „ ilil�t ,�j,iiN 9' STICKUP TOP OF HARD SILT 3000 PSF/FT ON 2.5 TIMES THE. SOLDIER PILE AND CONCRETE DIA. 10' MIN. EMBEDMENT DEPTH -1 FT 6' STATIC 3000 PSF/FT DYNAMIC 7500 PSF/FT 1 2 --- 320.5 PSF YNAMIC 3 12" MIN. WASHED ROCK OR WASHED BASE COURSE 6" MIN PERFORATED DRAIN PIPE TYPICAL WALL PROFILE AND SHORING DESIGN PRESSURES SCALE: 1"=5 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: Slope Eval. and Repair 180th St. Tukwila, Washington SHEET TITLE: Typical Wall Profile and Shoring Design DESIGNER: JEB JOB NO. P498 -T15 DRAWN BY: CRL SCALE: 1" = CHECKED BY: CRL FIGURE:3 DATE: Aug. 25, 2016 FILE: pressure.dwg HARD SILT CONTACT O \--2o QoHARD SILT CONTACT oQ oQ Q -� )oOo0cD'ED bio< WASHED BASE COURSE OF PEA GRAVEL BACKFILL 2' 2' 12" PERFORATED ADS PIPE NOTE: DRAIN FOLLOWS HARD SILT CONTACT UP SLOPE TO EXTENT PRACTICAL USING AN EXCAVATOR, AS SHOWN ON THE SITE PLAN, FIGURE a TIGHTLINE THE PIPE BELOW THE WALL AND INT❑ THE DRAINAGE SYSTEM. SLOPING DRAIN DETAIL NTS Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: Slope Eval. and Repair 180th St. Tukwila, Washington SHEET TITLE: Slope Drain Detail DESIGNER: JEB JOB NO. P498 -T15 DRAWN BY: CRL SCALE: NTS CHECKED BY: CRL FIGURE:4 DATE: July 6, 2016 FILE: pressure.dwg (laaj) aoue}sia Elevation (feet) 0 0 0 0m0 0 0 0 0 (D edoiS VZ 6ui}six3 N Segale Landslide Analysis - South End 9 -foot Stick-up (lea4) aoue}sia Elevation. (feet) CD cD 77 Segale Slide Analysis Report generated using GeoStudio 2012. Copyright © 1991-2016 GEO-SLOPE International Ltd. File Information File Version: 8.15 Title: Segale Landslide Analysis - South Side Final Created By: Zach Logan Last Edited By: Zach Logan Revision Number: 24 Date: 7/7/2016 Time: 3:12:46 PM Tool Version: 8.15.5.11777 File Name: Segale analysis south end final.gsz Directory: C:\Users\Zach\Dropbox\1-PROJECTS\1- TACOMA\P498-T15 Segale Properties - Southcenter Pkwy Landslide\slope stability analysis - buttress\ Last Solved Date: 7/7/2016 Last Solved Time: 3:12:49 PM Project Settings Length(L) Units: Feet Time(t) Units: Seconds Force(F) Units: Pounds Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D Element Thickness: 1 Analysis Settings Segale Slide Analysis Description: South Side Final Kind: SLOPE/W Method: Bishop Settings PWP Conditions Source: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Resisting Side Maximum Convex Angle: 1 ° Driving Side Maximum Convex Angle: 5 ° Optimize Critical Slip Surface Location: No Tension Crack Tension Crack Option: (none) F of S Distribution F of S Calculation Option: Constant Advanced Number of Slices: 30 F of S Tolerance: 0.001 Minimum Slip Surface Depth: 0.1 ft Materials Ice Contact Deposits Model: Mohr -Coulomb Unit Weight: 130 pcf Cohesion': 15 psf Phi': 34 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Clay/Silt Model: Mohr -Coulomb Unit Weight: 120 pcf Cohesion': 2,500 psf Phi': 0 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Landslide Fill Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 100 psf Phi': 34 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Soldier Pile Model: Bedrock (Impenetrable) Pore Water Pressure Piezometric Line: 1 Weak Zone Model: Mohr -Coulomb Unit Weight: 110 pcf Cohesion': 100 psf Phi': 18 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Slip Surface Entry and Exit Left Projection: Range Left -Zone Left Coordinate: (30.39211, 105.80394) ft Left -Zone Right Coordinate: (113.95, 65.85) ft Left -Zone Increment: 8 Right Projection: Range Right -Zone Left Coordinate: (113.95, 65.85) ft Right -Zone Right Coordinate: (217, 25) ft Right -Zone Increment: 10 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 113) ft Right Coordinate: (257, 5) ft Piezometric Lines Piezometric Line 1 Coordinates Points X (ft) Y (ft) Coordinate 1 0 70 Coordinate 2 182 17 Coordinate 3 218 17 Coordinate 4 242 5 Coordinate 5 257 5 Points X (ft) Y (ft) Point 1 0 113 Point 2 16 113 Point 3 92 75 Point 4 100 60 Point 5 110 54 Point 6 120 53 Point 7 132 55 Point 8 168 37 Point 178 9 37 Point 10 186 33 Point 11 208 22 Point 12 218 17 Point 13 242 5 Point 14 257 5 Point 15 257 0 Point 16 160 17 Point 17 160 22 Point 18 0 51 Point 19 0 56 Point 20 212 17 Point 21 213 17 Point 22 0 0 Point 23 212 7 Point 24 213 7 Point 25 212 27 Point 26 213 27 Point 27 202 17 Point 28 202 22 Point 29 202 25 Point 30 140 51 Point 31 212 25 Point 32 178 42 Point 148.5 46.75 33 Point 34 217 17 Point 35 217 7 Point 36 218 7 Point 37 217 27 Point 38 217 25 Point 39 218 27 Point 40 178 44.5 Point 41 103 69.5 Point 42 208 17 Regions Current Slip Surface Slip Surface: 53 F of S: 1.483 Volume: 4,406.4046 ft3 Weight: 566,426.99 lbs Resisting Moment: 48,516,739 lbs -ft Activating Moment: 32,722,280 lbs -ft F of S Rank (Analysis): 1 of 495 slip surfaces F of S Rank (Query): 1 of 495 slip surfaces Exit: (217, 25) ft Entry: (30.392112, 105.80394) ft Radius: 171.51853 ft Center: (178.58466, 192.1612) ft Slip Slices I I x" f "t) PWP (psf) Material Points Area (ft2) Region 1 Soldier Pile 37,38,34,35,36,12,39 20 Region 2 Clay/Silt 15,14,13,12,36,35,34,42,27,16,18,22 6,755 Region 3 Weak Zone 19,18,16,27,42,11,28,17 1,040 Region 4 Ice Contact Deposits 1,19,17,28,11,9,8,7,6,5,4,3,2 6,860 Region 5 Landslide Fill 38,34,42,11,9,8,7,6,5,4,3,41,40 1,068 Current Slip Surface Slip Surface: 53 F of S: 1.483 Volume: 4,406.4046 ft3 Weight: 566,426.99 lbs Resisting Moment: 48,516,739 lbs -ft Activating Moment: 32,722,280 lbs -ft F of S Rank (Analysis): 1 of 495 slip surfaces F of S Rank (Query): 1 of 495 slip surfaces Exit: (217, 25) ft Entry: (30.392112, 105.80394) ft Radius: 171.51853 ft Center: (178.58466, 192.1612) ft Slip Slices I I x" f "t) PWP (psf) Base Normal Stress (psf) Frictional Strength (psf) Cohesive Strength (psf) Slice 1 33.472506 100.90559 -2,536.7518 243.99808 164.57878 15 Slice 2 39.633295 91.744731 -2,077.0648 744.46617 502.14877 15 Slice 3 45.794084 83.710498 -1,687.679 1,193.7869 805.21943 15 Slice 4 51.954873 76.564365 -1,353.7106 1,594.1796 1,075.2877 15 Slice 5 58.115662 70.148545 -1,065.3138 1,948.2495 1,314.1109 15 Slice 6 64.27645 64.35212 -815.56724 2,258.472 1,523.3586 15 Slice 7 70.437239 59.093603 -599.38608 2,527.0404 1,704.5103 15 Slice 8 76.598028 54.311098 -412.90811 2,755.8377 1,858.836 15 Slice 9 82 758817 49.95636 -253.12279 2,946.4504 1,987.4059 15 Slice 10 88 919606 45.991009 -117.63521 3,100.1941 2,091.1074 15 Slice 11 93.598061 43.189729 -27.849555 3,187.5825 2,150.0516 15 Slice 12 97 598061 40.991257 36.649394 3,234.199 2,156.7744 15 Slice 13 101.5 38.949772 93.134241 3,279.1041 2,148.9638 15 Slice 14 106.5 36.573513 150.55565 3,381.9658 2,179.6136 15 Slice 15 112.5 33.907973 207.85677 3,519.2093 2,233.5355 15 Slice 16 117.5 31.911045 241.60792 3,612.8007 2,273.8983 15 Slice 17 121.64222 30.380072 261.8706 3,677.35 2,303.7699 15 Slice 18 127.64222 28.446068 273.52392 3,953.6381 1,195.7416 100 Slice 19 134.8 26.350698 274.20789 3,954.1071 1,195.6717 100 Slice 20 140.4 24.971821 258.48981 3,914.608 1,187.9448 100 Slice 21 146 23.790443 230.44782 3,852.7387 1,176.9537 100 Slice 22 151.6 22.802425 190.34012 3,768.8603 1,162.7317 100 157.2 22.004396 138.37714 3,663.2473 1,145.2997 100 Slice 23 Slice 24 162.41509 21.423783 79.84168 3,536.1133 1,123.0107 100 Slice 25 166.41509 21.082322 28.463116 3,417.4939 1,101.1628 100 Slice 26 168.2326 20.955516 3.3490779 3,360.8104 1,090.9053 100 Slice 27 170.8489 20.833824 -36.599204 3,278.2654 1,065.173 100 Slice 28 175.6163 20.684932 -113.93881 3,118.4832 1,013.2566 100 Slice 29 180 20.660174 -192.052 2,910.7005 945.74391 100 Slice 30 185.02 20.790087 -236.50141 2,588.1171 840.93023 100 Slice 31 191.06 21.123771 -257.3233 2,174.6572 706.58895 100 Slice 32 197.10001 21.672024 -291.53429 1,730.5792 562.29927 100 Slice 33 203.1748 22.442602 -339.61836 1,279.3775 862.95105 15 Slice 34 208.92219 23.369154 -397.43519 785.01364 529.49839 100 Slice 35 214.3074 24.426552 -463.41684 281.60903 189.94769 100 (pal) aaue}sia O O 0 N O O W O 0 Elevation (feet) O O O O O O N O O O O O ••••❑ E C v aa`'n 0) m N to O (n O '" N co (D 1 n+. 0 co O N Segale Landslide Analysis - North End 9 -Foot Stick-up (1984) aauels!a J O O N 0 0 Ca O O Elevation (feet) cu V/ m J F `, CD O m CD (D ID u: <n m. C1 (D (D ma = 0 CD 0 CA Cn Segale Slide Analysis Report generated using GeoStudio 2012. Copyright © 1991-2016 GEO-SLOPE International Ltd. File Information File Version: 8.15 Title: Segale Landslide Analysis - North Side Final Created By: Zach Logan Last Edited By: Zach Logan Revision Number: 34 Date: 7/7/2016 Time: 3:09:09 PM Tool Version: 8.15.5.11777 File Name: segale analysis north end soldier pile final.gsz Directory: C:\Users\Zach\Dropbox\1-PROJECTS\1- TACOMA\P498-T15 Segale Properties - Southcenter Pkwy Landslide\slope stability analysis - buttress\ Last Solved Date: 7/7/2016 Last Solved Time: 3:09:12 PM Project Settings Length(L) Units: Feet Time(t) Units: Seconds Force(F) Units: Pounds Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D Element Thickness: 1 Analysis Settings Segale Slide Analysis Description: South Side Final Kind: SLOPE/W Method: Bishop Settings PWP Conditions Source: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Resisting Side Maximum Convex Angle: 1 ° Driving Side Maximum Convex Angle: 5 ° Optimize Critical Slip Surface Location: No Tension Crack Tension Crack Option: (none) F of S Distribution F of 5 Calculation Option: Constant Advanced Number of Slices: 30 F of S Tolerance: 0.001 Minimum Slip Surface Depth: 0.1 ft Materials Ice Contact Deposits Model: Mohr -Coulomb Unit Weight: 130 pcf Cohesion': 15 psf Phi': 34 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Clay/Silt Model: Mohr -Coulomb Unit Weight: 120 pcf Cohesion': 2,500 psf Phi': 0 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Landslide Fill Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 100 psf Phi': 34 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Soldier Pile Model: Bedrock (Impenetrable) Pore Water Pressure Piezometric Line: 1 Weak Zone Model: Mohr -Coulomb Unit Weight: 110 pcf Cohesion': 100 psf Phi': 18 ° Phi -B: 0 ° Pore Water Pressure Piezometric Line: 1 Slip Surface Entry and Exit Left Projection: Range Left -Zone Left Coordinate: (16, 130) ft Left -Zone Right Coordinate: (158.16719, 62.36969) ft Left -Zone Increment: 6 Right Projection: Range Right -Zone Left Coordinate: (158.1672, 62.36969) ft Right -Zone Right Coordinate: (212, 37) ft Right -Zone Increment: 10 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 130) ft Right Coordinate: (291, 5) ft Piezometric Lines Piezometric Line 1 Coordinates Points X (ft) Y (ft) Coordinate 1 0 89 Coordinate 2 186 40.5 Coordinate 3 202 37 Coordinate 4 212 37 Coordinate 5 276 5 Coordinate 6 291 5 Points X (ft) Y (ft) Point 1 0 130 Point 2 16 130 Point 3 146 65 Point 4 150 55 Point 5 160 50 Point 6 172 52 Point 7 192 42 Point 202 37 8 Point 9 206 37 Point 10 207 37 Point 11 206 27 Point 12 207 27 Point 13 206 47 Point 14 207 47 Point 15 206 45 Point 16 212 37 Point 17 276 5 Point 18 291 5 Point 19 291 0 Point 20 0 0 Point 21 0 77 Point 22 0 82 Point 23 212 47 Point 24 211 47 Point 25 212 27 Point 26 211 27 Point 27 211 37 Point 28 211 45 Point 29 138 69 Regions Current Slip Surface Slip Surface: 23 F of S: 1.349 Volume: 3,253.0788 ft3 Weight: 419, 382.05 lbs Resisting Moment: 34,420,756 lbs -ft Activating Moment: 25,517,843 lbs -ft F of S Rank (Analysis): 1 of 385 slip surfaces F of S Rank (Query): 1 of 385 slip surfaces Exit: (184.2402, 53.797743) ft Entry: (16, 130) ft Radius: 158.0923 ft Center: (153.06227, 208.7852) ft Slip Slices Material Points Area (ft2) Region 1 Weak Zone 7,22,21,8 785 Region 2 Ice Contact Deposits 1,22,7,6,5,4,3,29,2 5,168 Region 3 Clay/Silt 21,8,27,26,25,16,17,18,19,20 13,293 Region 4 Landslide Fill 29,3,4,5,6,7,8,27,28 580 Region 5 Soldier Pile 24,28,27,26,25,16,23 20 Current Slip Surface Slip Surface: 23 F of S: 1.349 Volume: 3,253.0788 ft3 Weight: 419, 382.05 lbs Resisting Moment: 34,420,756 lbs -ft Activating Moment: 25,517,843 lbs -ft F of S Rank (Analysis): 1 of 385 slip surfaces F of S Rank (Query): 1 of 385 slip surfaces Exit: (184.2402, 53.797743) ft Entry: (16, 130) ft Radius: 158.0923 ft Center: (153.06227, 208.7852) ft Slip Slices X (ft) Y (ft) PWP (psf)Base Normal Stress (psf) Frictional Strength (psf) Cohesive Strength (psf) Slice 1 18.74077 125.57569 -2,587.2538 209.77442 141.49463 15 Slice 2 24.222309 117.29187 -2,159.5328 646.69056 436.19829 15 Slice 3 29 703848 110.00947 -1,794.3011 1,042.9677 703.49057 15 Slice 4 35.185387 103.51753 -1,478.3939 1,399.6765 944.0937 15 Slice 5 40.666926 97.675966 -1,203.0705 1,718.4774 1,159.1276 15 Slice 6 46.148465 92.386047 -962.1695 2,001.0852 1,349.749 15 Slice 7 51.630005 87.575064 -751.15413 2,249.0829 1,517.0256 15 Slice 8 57.111544 83.187684 -566.57156 2,463.8633 1,661.8968 15 62.593083 79.180694 -405.72533 2,646.618 1,785.1664 15 Slice 9 Slice 10 68.074622 75.51965 -266.46616 2,798.3457 1,887.508 15 Slice 11 73.556161 72.176648 -147.05279 2,919.8655 1,969.4742 15 Slice 12 79.0377 69.128783 -46.055929 3,011.8307 2,031.5055 15 Slice 13 84.487862 66.37143 37.323469 3,081.7852 2,053.5154 15 Slice 14 89.906646 63.885904 104.25143 3,127.337 2,039.097 15 Slice 15 95.539068 61.562896 157.56222 3,383.6111 1,048.2068 100 Slice 16 101.38513 59.409564 196.80903 3,312.1635 1,012.24 100 Slice 17 107.23119 57.512738 220.04996 3,209.7789 971.4218 100 Slice 18 113.07725 55.862853 227.88169 3,077.4122 925.86858 100 Slice 19 118.92331 54.451977 220.79926 2,915.8225 875.66611 100 Slice 20 124.76937 53.273595 199.20927 2,725.5941 820.87219 100 Slice 21 130.61543 52.322444 163.44001 2,507.1529 761.51849 100 Slice 22 135.76923 51.657581 121.07018 2,292.6585 705.59181 100 Slice 23 142.18275 51.123436 50.046691 2,077.3904 658.72389 100 Slice 24 148.25517 50.777313 -27.159477 1,877.1858 609.93464 100 Slice 25 154.28831 50.751969 -123.74296 1,628.5432 1,098.4662 15 Slice 26 161.0674 50.917761 -244.39071 1,350.2929 910.78407 100 Slice 27 166.33865 51.27356 -352.36093 1,103.9688 744.63634 100 Slice 28 170.48714 51.663489 -444.19244 882.56146 595.29522 15 Slice 29 175.12792 52.27225 -557.68909 619.25881 417.69534 100 Slice 30 181.24802 53.255488 -718.6231 224.52113 151.44141 100 17 LUCIA ENGINEERING INC. Segale Properties, LLC 5811 Segale Park Dr. C. Tukwila, Washington 98138 Attention: Mark A. Segale Ref.: Slope Stabilization Tukwila Project Mark rrL 420 W. Smith Street # 201 Kent, Washington 98032 Phone: 206.790.8039 July 21, 2016 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 8 2016 City of Tukwila BUILDING DIVISION Attached are the engineering calculations and a plans for the slope stabilization needed for this project. Please call me if you have any questions. 07-21-2016 Joseph M. Lucia, P.E. RECEIVED CITY OF TUKWILA AUG 31 2016 PERMIT CENTER 18 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 July 25, 2016 Segale Properties LLC P.O. Box 88028 Tukwila, Washington 98138-2028 Attention: Mark Segale Subject Geotechnical Plan Review Slope Evaluation and Repair Recommendations West side of Southcenter Parkway at 180th Street Tukwila, Washington MGI Project P498 -T15 Dear Mr. Segale: Migizi Group, Inc. (MGI) is pleased to submit this letter discussing our geotechnical review of Soldier Pile Wall Plans SH -1.0 and SH -2.0 prepared by Lucia Engineering, Inc. dated July 25, 2016 and July 21, 2016, respectively, for repair and stabilization of the cut slope located west of Southcenter Parkway at 180th Street in Tukwila, Washington. We previously prepared a geotechnical Slope Evaluation and Repair Recommendations Letter for this project dated July 7, 2016. Based on our review, the wall design plans have been prepared in general accordance with the recommendations in our design letter and the wall can be constructed as designed. Page 1 of 2 • 13 • t;l r, 333 Depth(ft) 0 5 - 10 15 20 Segale - Tukwilla Project - Slope Stabilization Soldier Pile & Timber Lagging Wall 1 ksf J 10 Moment Equilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.clviltech.com Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. Date: 7/21/2016 File: F:\Lucia Engineering 20161Misc. Small Projects\SegalelTukwila Project\Slope Stabilization Soldier Pile Wall.sh8 Wall Height=9.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=8.83 Min. Pile Length=17.83 (in graphics and analysis) MOMENT IN PILE: Max. Moment=119.09 per Pile Spacing=8.0 at Depth=12.38 PILE SELECTION: Request Min. Section Modulus = 43.3 in3/pile=709.64 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has Section Modulus = 57.6 in3/pile=943.89 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.46(in) based on E (ksi)=29000.00 and I (in4)/pile=510.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 1 0 0.000000 1 0 9 0.48 0.060000 * Surch Const Equip 0 0 1 0.078 0.078000 1 0.078 9 0.078 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 11 3.0 19 3.0 0.0000 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 9.00 2.50 PASSIVE SPACING: No. 1 Z depth Spacing 9.00 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip -ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in 4 15 report.out ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM -7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip -ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. Date: 7/21/2016 File: F:\Lucia Engineering 2016\Misc. Small Projects\Segale\Tukwila Project\Slope Stabilization Soldier Pile Wall.sh8 Title: Segale - Tukwilla Project - Slope Stabilization Subtitle: Soldier Pile & Timber Lagging Wall **********************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 9.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 228 User Input Pile: W18X35 Page 1 1® report.out * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 1 0 0.000000 2 1 0 9 0.48 0.060000 3 * Surch Const Equip 4 0 0 1 0.078 0.078000 5 1 0.078 9 0.078 0.000000 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 11 3.0 19 3.0 0.0000 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 8.00 2 9.00 2.50 * PASSIVE SPACE * No. Z depth Spacing 1 9.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 1 1 1 1 ==1== D1=0.00 D2=9.00 Page 2 13 report.out D3=17.83 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP (20% increased, see EMBEDMENT Notes below) MOMENT BALANCE: M=0.00 AT DEPTH=16.36 WITH EMBEDMENT OF 7.36 FORCE BALANCE: F=0.00 AT DEPTH=17.83 WITH EMBEDMENT OF 8.83 The program calculates an embedment for moment equilibrium, then increase the embedment by 20% to reach force equilibrium. A Balance Force=60.04 is developed from depth=16.36 to depth=17.83 Total Passive Pressure = Total Active Pressure, OK! *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased by 20 to 40 % to get the total design depth. The embedment for moment equilibrium is 7.36 * The 20% increased the total design depth is 8.83 (Used by Program) The 30% increased the total design depth is 9.57 The 40% increased the total design depth is 10.31 Based on AASHTO 2002 Standard Specifications, first calculate embedment for moment equilibrium, then add safety factor of 30% for temporary shoring; add safety factor of 50% for permanent shoring. The embedment for moment equilibrium is 7.36 Add 30% embedment for temporary shoring is 9.57 Add 50% embedment for permanent shoring is 11.04 * BASED ON USS DESIGN MANUAL (20% increased), PROGRAM CALCULATED MINIMUM EMBEDMENT = 8.83 TOTAL MINIMUM PILE LENGTH = 17.83 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 119.09 at 12.38 Maximum Shear = 59.58 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 Page 3 1a report.out *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 119.09 at 12.38 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 43.31 in3/pile = 709.64 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): Ix= 212.26 x100cm4/pile Sx= 943.89 cm3/pile Iy= 6.37 x100cm4/pile Sy= 83.90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.456(in) Max. deflection = 0.456(in) *********************** LAGGING Max. Pressure above base = 0.56 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. If 50% loading is used for lagging design, Design Pressure = 0.28 Pile Spacing =8.0, Max. Moment in lagging = 2.23 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=1.14 For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable bending strength, fb=M/S=0.46 SIZE ESTIMATION *********************** If 30% loading is used for lagging design, Design Pressure = 0.17 Pile Spacing =8.0, Max. Moment in lagging = 1.34 For 4"x12" Timber, Section Modules 5=23.47 in3. The request allowable bending strength, fb=M/S=0.68 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.28 Unit: Pressure: ksf, Spacing: ft, Moment: kip -ft, Bending Strength, fb: ksi Page 4 Depth(ft) 0 -5 - 10 -15 Segale - Tukwilla Project - Slope Stabilization Soldier Pile & Timber Lagging Wall 0 1 ksf 20 l Depth(ft) 0 5 - 10 - 15 - 20 Net Pressure Diagram Max. Shear -59.58 kip 15 Moment Equilibrium Force Equilibrium Top Deflection=0.46(in) Max. Moment=119.09 kip -ft Max Deflection=0.46(in) 59.58 kip 0 119.09 kip -ft 0 0.456(in) 0 L ---- -1 1 J L_ Shear Diagram Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X35: E (ksi)=29000.0, I (in4)/pile=510.0 File: F:1Lucia Engineering 20161Misc. Small ProJects1SegalelTukwila ProjectlSlope. Stabilization Soldier Pile Wall.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA vwvw.civiltech.com Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. 8/19/2016 Soldier Pile and Lagging Design Requirements TrDepartment of ansportation TO: TO: All Design Section Staff FROM: Bijan Khaleghi DATE: May 16, 2007 SUBJECT: Soldier Pile and Lagging Design Requirements 1. Timber Lagging Design Design Memorandum 28 Lagging for soldier pile walls, with and without permanent ground anchors, shall be designed as either temporary or permanent, based on the conditions described below. The Geotechnical Services Branch will specify when lagging shall be designed for an additional 250 psf surcharge due to temporary construction load (and which shall also be shown in the Plans). The lateral pressure transferred from a moment slab shall be considered in the design of soldier pile walls and lagging. The expected life cycle of timber lagging is considered to be less than the service life of the structure, namely 75 years for all structures designed in accordance with LRFD Design Specifications. This limited service life of the lagging shall be considered when timber lagging is specified. Therefore timber lagging shall be used only if less than 75 years of service life is acceptable for the specific project. This could be the case if the wall is due to be modified in the future due to widening, or if a permanent fascia is to be constructed to carry the load at some point in the future. Hem -fir wood species, due to the inadequate durability in wet condition, shall not be used for timber lagging. Temporary Timber Lagging The temporary lagging is based on a maximum 36 month service life before a permanent fascia is applied over the lagging. The design of temporary lagging shall be the responsibility of the contractor. The Geotechnical Services Branch will specify a soil category (A, B, or C) that is to be referenced in a general note in the wall plan sheets. The design shall be based on the modified FHWA table, which will be included in Section 6-16.3(6) of the Standard Specifications (see BDM Table 8.1.3.C.4.c-1 as printed below), for timber lagging or another material that the contractor proposes. The contractor shall submit the lagging system to the Bridge & Structures Office for approval. The earth pressure diagram shall be included in the contract plans. The engineer shall provide the square foot surface area quantity of lagging as part of the complete set of wall quantities submitted with the wall plans at turn -in to the Bridge Projects Unit. The typical section shown in the contract plans shall show a generic fascia material and specify that the design is the contractor's responsibility (see BDM Appendix 8.1 -A3 - 2A). Soil Type' Exposed' / Wall Height l''Minimum Thickness of Rough Cut Lagging for Clear Spans of: 5 ft 6 ft 7 it 8 ft 9 ft 1011 A 0 - 25 2 -inches 3 -inches 3 -inches 3 -inches 4 -inches 4 -inches >25 - 60 3 -inches 3 -inches 3 -inches 4 -inches 4 -inches 5 -inches B 0 - 25 3 -inches 3 -inches 3 -inches 4 -inches 4 -inches 5 -inches >25 - 60 3 -inches 3 -inches 4 -inches 4 -inches 5 -inches 5 -inches C 0 - 15 3 -inches 3 -inches 4 -inches 5 -inches co ti) >15 - 25 3 -inches 4 -inches 5 -inches 6 -inches (2) (1) >25 - 35 4 -inches 5 -inches 6 -inches (2) (1) (1) Soil Type is defined in WAC 296-155 Safety Standards for Construction Work, Part N (Excavation, Trenching, and Shoring). (2) For exposed wall heights exceeding the limits in the table above or where minimum rough cut lagging thicknesses is not provided, the contractor shall design the lagging following the current version of the AASHTO LRFD Bridge Design Specifications. (3) Table modified from FHWA document "Lateral Support Systems and Underpinning" (Report No. FHWA-RD-75-130). Table 8.1.3.C.4.c-1 Permanent Timber Lagging httpJ/www.wsdot.wagov/eesc/bridgaldesigrrnemos/07-2007.htm 1/4 TIMBER LAGGIN DESIGN: Assumptions: 1. 4 x 12 S2E H.F. (North) No. 2 or better lagging 2. Soldier Pile Spaces @: 8 Feet 0.e. max. 3. Lagging Bearing Area: (2" x 11.25") 22.5 1n 4. Lagging Desinged for 5o% of Active Loading, Per Grotech. i00% used for this design. 4 x 12 S2E Memeber Properties: Reference: 2005 ANSI National Design Specifications For Wood Construction WSDOT 2010 Standard Specifications (M41-10) A = E _ S = I = '� Allowable = FPA wabie = Fb = Reactions: ANSI Desi. Values 45 inches2 1,600,o0o PSI 30.00 inches' 60.00 inches3 145 PSI 405 PSI woo PSI WSDOT Desi , Values 140 PSI Per 6-02.3(17)B 300 PSI Per 6-02.3(17)B (Exposed to Rain) 1500 PSI Per 6-02.3(17)B Loading: Pa+S = Max. Lagging Height Max. Lagging Height Max. Lagging Height Vmax Pmax Mmax Check Shear: Fv FVAllowable 138 Max Alowable Load Max Alowable Load Max Alowable Load PCF (Permanent Wall) 9.5109 feet - For Shear 23.m feet - For Bearing 15.o feet - For Bending 4,200 lbs 6,750 lbs 2:50o ft -lbs Check Bearing: Vmax(1.5) / A 140.00 PSI 140 PSI Check - O.K. Fp = Fpnuowabie = Check Bending: Pmax/A 300.00 PSI 300 PSI Check - O.K. SReq'd $Furnished Mmax(12) / Fb 30.00 inches3 30.00 inches3 Check - O.K. 27 Depth(ft) 0 5 10 15 Segale - Tukwilla Project - Slope Stabilization Soldier Pile & Timber Lagging Wall 1 ksf I 22 Moment E.uilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. Date: 8/25/2016 File: F:\Lucia Engineering 2016\Misc. Small Projects\Segale\Tukwila Project\Slope Stabilization Soldier Pile Wall - Seismi Wall Height=9.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=5.53 (8-10ft is recommended!!!) Min. Pile Length=14.53 (in graphics and analysis) MOMENT IN PILE: Max. Moment=87.25 per Pile Spacing=8.0 at Depth=11.45 PILE SELECTION: Request Min. Section Modulus = 31.7 in3/pile=519.92 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W8X40 (0.81) HP10X42 (0.56) W10X30 (0.70) HP12X53 (0.30) W12X26 (0.58) HP13X60 (0.24) HP14X73 (0.16) W14X26 (0.48) W16X26 (0.39) HP16X88 (0.11) W16X89 (0.09) HP16X101 (0.09) W16X100 (0.08) HP16X121 (0.08) DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 1 0 0.000000 1 0 9 0.48 0.060000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 11 7.5 19 7.5 0.0000 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 9.00 2.50 PASSIVE SPACING: No. Z depth Spacing 1 9.00 5.00 EXTERNAL FORCE ACTING ON WALL (Pusing on Wall - Positive; Against Wall - Negative) No. Z force Force Angle Spacing 1 3.00 -1.55 162.0 8.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip -ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in 23 1 LUCIA ENGINEERING INC. Segale Properties, LLC 5811 Segale Park Dr. C. Tukwila, Washington 98138 Attention: Mark A. Segale City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA Attention: Mr. Jerry Hight, Building Official Ref.: Slope Stabilization Tukwila Project Reply to Corrections Notice Mark 420 W. Smith Street # 201 Kent, Washington 98032 Phone: 206.790.8039 August 25, 2016 RECEIVED CITY OF TUKWILA AUG 31 2016 PERMIT CENTER Below is my reply to the Structural portions of the corrections notice dated August 19, 2016. Structural Shoring: 3. Structural calculations provided for the retaining wall do not appear to indicate that the walls are designed to resist seismic surcharge pressure. It is unclear whether the geotechnical report considered this loading. Clarification should be provided that the retaining wall design is not required to consider additional loads for seismic surcharge, or substantiating data should be submitted demonstrating the ability of the wall to resist seismic surcharge. See IBC Section 1807.2. Per my letter dated August 19, 2016, the wall has been designed for the worst condition, which occurs during construction, with a surcharge loading for construction equipment. However, per the request of the reviewer, I have changed drawing sheet SH -1.o by adding the loading diagram for the seismic condition and added the calculations for the seismic conditions to the submittal set. Review of these calculations shows that the required embedment and maximum moment supported by the wall are greater under the construction surcharge then under the seismic condition. DU- OW$ 2 Please call me if you have any questions. 08-25-2016 Joseph M. Lucia, P.E. Cc: Mark Segale, Segale Properties, LLC (by e-mail) James Brigham, Migizi Group, Inc. (by e-mail) `Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill, Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Kevin Ellis, City of Tukwila (by e-mail) MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 3 August 19, 2016 Segale Properties LLC P.O. Box 88028 Tukwila, Washington 98138-2028 Attention: Mark Segale Subject: Geotechnical Response to Building Permit Plan Review Segale Tukwila South Retaining Wall (D16-0208) West side of Southcenter Parkway at 180th Street Tukwila, Washington MGI Project P498 -T15 Dear Mr. Segale: Migizi Group, Inc. (MCI) is pleased to submit this letter in response to the building permit plan review comments by Reid Middleton to City of Tukwila dated August 18, 2016. A copy of this letter was provided via email and is attached. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Migizi Group, Inc., dated July 7, 2016. See IBC Sections 1705.6 and 1803. The following is a summary: a. Site excavation and grading. b. Installation of shoring system. c. Verification of soldier pile capacities. d. Construction dewatering, where applicable. e. Installation of site and retaining wall subsurface drainage system. f. Placement and compaction of retaining wall backfill. The above special inspections and testing will be performed by MGI during construction. Field reports will be prepared each day summarizing our activities. Page 1 of 2 Segale Properties LLC - West side of Southcenter Parkway at 180th St, Tukwila, Washington Geotechnical Response to Building Permit Plan Review Structural Shoring 4 August 19, 2016 P498 -T15 3. Structural calculations provided for the retaining wall do not appear to indicate that the walls are designed to resist seismic surcharge pressure. It is unclear whether the geotechnical report considered this loading. Clarification should be provided that the retaining wall design is not required to consider additional loads for seismic surcharge, or substantiating data should be submitted demonstrating the ability of the wall to resist seismic surcharge. See IBC Section 1807.2. The wall is intended to repair an active landslide. Therefore, seismic loadings were not considered. However, the computed factor of safety under static conditions should be sufficient to resist dynamic loads as the, soil resistance was computed using allowable strengths whereas ultimate strengths would be mobilized during seismic events. In addition, the structural engineer has incorporated a construction equipment surcharge into the wall design which will further increase the factor of safety against any future dynamic loadings. CLOSURE We trust the foregoing provides the information you require at this time. Should you have any questions or need additional information please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. James E. Brigham, P.E. Principal Engineer Attachment: Building Permit Plan Review First Submittal Segale Tukwila South Retaining Wall (D16-0208) Cc: Joe Lucia, Lucia Engineering, Inc. Gary Henderson, P.E Migizi Group, Inc. Page 2 of 2 E 5 LUCIA ENGINEERING INC. Segale Properties, LLC 5811 Segale Park Dr. C. Tukwila, Washington 98138 Attention: Mark A. Segale City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA Attention: Mr. Jerry Hight, Building Official Ref.: Slope Stabilization Tukwila Project Reply to Corrections Notice Mark 420 W. Smith Street # 201 Kent, Washington 98032 Phone: 206.790.8039 August 19, 2016 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 8 2016 Ci•fTukwila BUILDING DIVISION Below is my reply to the Structural portions of the corrections notice dated August 18, 2016. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.12. The following is a summary: a. Fabrication of structural steel other than prefabricated structural steel members: Periodic. See also IBC Section 1704.2.5. b. Installation of structural steel: Periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. There is no "fabrication" required for the steel on this project. This section of the UBC does not apply here. Typically, the Geotechnical Engineer is required to be on site to review the pile installation. But there is no fabrication required here, therefore there is no requirement for structural inspection. Shoring 2. Structural calculations provided for the shoring design do not appear to have the stamp and signature of the Engineer or Record. Structural calculations submitted for permit review should have a seal of the registered design professional. See W ABO/SEA W Liaison Committee, White Paper 2 - 2006 and the Washington Administrative Code (WAC) 196-23-020. The calculations cover sheet has my stamp and signature, as do the plan sheets. 3. Structural calculations provided for the retaining wall do not appear to indicate that the walls are designed to resist seismic surcharge pressure. It is unclear whether the geotechnical report considered this loading. Clarification should be provided that the retaining wall design is not required to consider additional loads for seismic surcharge, or substantiating data should be submitted demonstrating the ability of the wall to resist seismic surcharge. See IBC Section 1807.2. It the responsibility of the Geotechnical Engineer to establish the required loadings for; the shoring design. Seismic requirements, as well as surcharge requirements for the design were discussed at that meeting. It was decided that use of a surcharge for construction equipment would be used and this surcharge would cover the design for any future seismic loadings. (This methodology is frequently used for shoring designs.) 4. Structural calculations provided for the retaining wall do not appear to indicate that the walls are designed using vehicle surcharge pressure. Clarification should be provided that the retaining wall design is not required to consider vehicular surcharge, or substantiating data should be provided demonstrating the ability of the wall to resist vehicle surcharge. See IBC Section 1807.2. Please see the Loading diagram on sheets-i.o, the surcharge for equipment is listed on this detail. 5. The structural calculation package does not appear to include the calculations for timber lagging as shown on Sheets SH -1.o and SH -2.o. Substantiating information, including calculations, should be provided to demonstrate that the timber lagging design is adequate. See IBC Section 1604.2. Please see pages 16 & 17 of the submitted calculations set. The design for the timber lagging is included there. (Attached again here.) 3 6. Structural drawings Sheets SH -Lo and SH -2.o do not appear to provide details for the connection of the timber lagging to the W18x4o piles. Structural details providing this information and substantiating data regarding the capacity of the connections should be provided for review. See IBC Section 1601.1. There is no "connection" between the lagging and the wide flange pile section. This is typical for soldier pile walls. The lagging needs only to be help in place temporarily until the backfilling operation is completed. Typically the timber lagging is just nailed and the nails bent up against the flange of the pile, so that the timber stays in place until the pressure of the backfill material secures the lagging. (Again, this is typical for soldier pile and timber lagging walls, both temporary and permanent.) There are no calculation or drawing changes associated with this reply. Please call me if you have any questions. 08-19-2016 Joseph M. Lucia, P.E. Cc: Mark Segale, Segale Properties, LLC (by e-mail) James Brigham, Migizi Group, Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Kevin Ellis, City of Tukwila (by e-mail) Reid iddleton August 18, 2016 File No. 262016.005/00601 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Segale Tukwila South Retaining Wall (D16-0208) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. CIVft ENGINEERINSS STRUCTURfAL ENGINEINING, PIANNIaG SURVEYING Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the geotechnical engineer and structural engineer respond and resubmit four full-sized sets of the revised drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Migizi Group, Inc., dated July 7, 2016. See IBC Sections 1705.6 and 1803. The following is a summary: a. Site excavation and grading. b. Installation of shoring system. c. Verification of soldier pile capacities. d. Construction dewatering, where applicable. e. Installation of site and retaining wall subsurface drainage system. f. Placement and compaction of retaining wall backfill. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 July 25, 2016 Segale Properties LLC P.O. Box 88028 Tukwila, Washington 98138-2028 Attention: Mark Segale Subject Geotechnical Plan Review Slope Evaluation and Repair Recommendations West side of Southcenter Parkway at 180th Street Tukwila, Washington MGI Project P498 -T15 Dear Mr. Segale: flLLZ REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 8 2016 Cs of Tukwila BUILDING DIVISION Migizi Group, Inc. (MGI) is pleased to submit this letter discussing our geotechnical review of Soldier Pile Wall Plans SH -1.0 and SH -2.0 prepared by Lucia Engineering, Inc. dated July 25, 2016 and July 21, 2016, respectively, for repair and stabilization of the cut slope located west of Southcenter Parkway at 180th Street in Tukwila, Washington. We previously prepared a geotechnical Slope Evaluation and Repair Recommendations Letter for this project dated July 7, 2016. Based on our review, the wall design plans have been prepared in general accordance with the recommendations in our design letter and the wall can be constructed as designed. D«- opo s Page 1 of 2 RECEIVED CITY OF TUKWILA JUL 2 6 2016 PERMIT CENTER Segale Properties LLC — West side of Southcenter Parkway at 180th St, Tukwila, Washington Geotechnical Plan Review — Slope Evaluation and Repair Recommendations July 25, 2016 P498 -T15 CLOSURE We trust the foregoing provides the information you require at this time. Should you have any questions or need additional information please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. James E. Brigham, P.E. Principal Engineer Cc: Joe Lucia, Lucia Engineering, Inc. Gary Henderson, P.E Migizi Group, Inc. Page 2 of 2 Depth(ft) 0 - 5 - 10 - 15 Segale - Tukwilla Project - Slope Stabilization Soldier Pile & Timber Lagging Wall 1 ksf - 20 L J Moment E. uilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. Date: 7/21/2016 File: F:\Lucia Engineering 2016\Misc. Small Projects\Segale\Tukwila Project\Slope Stabilization Soldier Pile Wall.sh8 Wall Height=9.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=8.83 Min. Pile Length=17.83 (in graphics and analysis) MOMENT IN PILE: Max. Moment=119.09 per Pile Spacing=8.0 at Depth=12.38 PILE SELECTION: Request Min. Section Modulus = 43.3 in3/pile=709.64 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has Section Modulus = 57.6 in3/pile=943.89 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.46(in) based on E (ksi)=29000.00 and I (in4)/pile=510.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 1 0 0.000000 1 0 9 0.48 0.060000 * Surch Const Equip 0 0 1 0.078 0.078000 1 0.078 9 0.078 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 11 3.0 19 3.0 0.0000 REVIEWED FOR CODE COMPLIANCE ED SEP 0 8 2016 Ciof Tukwila BUILDING DIVISION ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 9.00 2.50 PASSIVE SPACING: No. Z depth Spacing 1 9.00 5.00 RECEIVED CITY OF TUKWILA JUL 26 2016 Ftsic'� PERMIT CENTER UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in lQt 0209 • . r R,fr report.out ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM -7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip -ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. Date: 7/21/2016 File: F:\Lucia Engineering 2016\Misc. Small Projects\Segale\Tukwila Project\Slope Stabilization Soldier Pile Wall.sh8 Title: Segale - Tukwilla Project - Slope Stabilization Subtitle: Soldier Pile & Timber Lagging Wall **********************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 9.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 228 User Input Pile: W18X35 Page 1 report.out * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 1 0 0.000000 2 1 0 9 0.48 0.060000 3 * Surch Const Equip 4 0 0 1 0.078 0.078000 5 1 0.078 9 0.078 0.000000 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 11 3.0 19 3.0 0.0000 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 8.00 2 9.00 2.50 * PASSIVE SPACE * No. Z depth Spacing 1 9.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 D2=9.00 Page 2 report.out D3=17.83 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP (20% increased, see EMBEDMENT Notes below) MOMENT BALANCE: M=0.00 AT DEPTH=16.36 WITH EMBEDMENT OF 7.36 FORCE BALANCE: F=0.00 AT DEPTH=17.83 WITH EMBEDMENT OF 8.83 The program calculates an embedment for moment equilibrium, then increase the embedment by 20% to reach force equilibrium. A Balance Force=60.04 is developed from depth=16.36 to depth=17.83 Total Passive Pressure = Total Active Pressure, OK! *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased by 20 to 40 % to get the total design depth. The embedment for moment equilibrium is 7.36 * The 20% increased the total design depth is 8.83 (Used by Program) The 30% increased the total design depth is 9.57 The 40% increased the total design depth is 10.31 Based on AASHTO 2002 Standard Specifications, first calculate embedment for moment equilibrium, then add safety factor of 30% for temporary shoring; add safety factor of 50% for permanent shoring. The embedment for moment equilibrium is 7.36 Add 30% embedment for temporary shoring is 9.57 Add 50% embedment for permanent shoring is 11.04 * BASED ON USS DESIGN MANUAL (20% increased), PROGRAM CALCULATED MINIMUM EMBEDMENT = 8.83 TOTAL MINIMUM PILE LENGTH = 17.83 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 119.09 at 12.38 Maximum Shear = 59.58 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 Page 3 report.out *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 119.09 at 12.38 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 43.31 in3/pile = 709.64 cm3/pile, Fy= 50 ksi 345 MPa, Fb/Fy=0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): Ix= 212.26 x100cm4/pile Sx= 943.89 cm3/pile Iy= 6.37 x100cm4/pile Sy= 83.90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.456(in) Max. deflection = 0.456(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.56 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. If 50% loading is used for lagging design, Design Pressure = 0.28 Pile Spacing =8.0, Max. Moment in lagging = 2.23 For 4"x12" Timber, Section Modules 5=23.47 in3. The request allowable bending strength, fb=M/S=1.14 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.46 If 30% loading is used for lagging design, Design Pressure = 0.17 Pile Spacing =8.0, Max. Moment in lagging = 1.34 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.68 For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable bending strength, fb=M/S=0.28 Unit: Pressure: ksf, Spacing: ft, Moment: kip -ft, Bending Strength, fb: ksi Page 4 report.out Page 5 Depth(ft) -0 - 5 - 10 - 15 - 20 Depth(ft) - 0 - 5 - 10 - 15 - 20 Segale - Tukwilla Project - Slope Stabilization Soldier Pile & Timber Lagging Wall 0 Net Pressure Diagram 1 ksf Max. Shear=59.58 kip Max. Moment=119.09 kip -ft 59.58 kip 0 I I Shear Diagram Moment E uilibrium Force Equilibrium Top Deflection=0.46(in) Max Deflection=0.46(in) 119.09 kip -ft 0 0.456(in) 0 I I I I Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X35: E (ksi)=29000.0, I (in4)/pile=510.0 File: F:1Lucia Engineering 20161Misc. Small Projects1Segale1Tukwila ProjecttSlope Stabilization Soldier Pile Wall.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. 2/1/2017 City of Tukwila Department of Community Development MARK SEGALE PO BOX 88028 TUKWILA, WA 98138 RE: Permit No. D16-0208 SEAGLE TUKWILA SOUTH - RETAINING WALL S 178 ST & SOUTHCENTER PKWY Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/14/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/14/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Ra here Ripley Permit Technician File No: DI6-0208 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Building Division Structural Observation Agreement The owner shall employ Lucia Engineering, Inc. , Design Professional of Record, who agrees to provide services as described below for the project located at S 178th St & Southcenter Pkwy for permit number D16-0208 Structural observation is defined as the visual observation of the structural system beginning at the foundation stage and continuing through the framing stage. This includes, but is not limited to, the elements and connections at significant stages. A written statement by the Design Professional of Record shall be submitted to the building official prior to each inspection required under Section 110 of the International Building Code and the Tukwila Building Division. The statement shall indicate that each completed stage is in general conformance with the structural requirements of the building code and the approved plans and specifications. Structural observation does not include or waive the responsibility for the inspections required by Chapter 1 of the International Building Code or the Tukwila Building Division or for special inspection as required by Chapter 17 of the International Building Code. Owers Signature Mark A. Segale, V.P. Dili PO f Its Manager K S RECEIVED CITY OF TUKWILA OORRECTION SEP 0 1 2016 I.TR# PERMIT CENTER Engineers Signature and Seal Of/it Date City of Tukwila Building Permit Number D16-0208 Page 3 of 14 Did- m-o� Building Division Special Inspection and Testing Agreement To permit applicants of projects requiring special inspection and/or testing per Section 1705 of the International Building Code (I.B.C.). Project Name/Address: SEGALE TUKWILA SOUTH - RETAINING WALL S 178th St & Southcenter Pkwy BEFORE A PERMIT CAN BE ISSUED: The owner, the engineer or architect of record acting as the owner's agent, shall complete two (2) copies of this agreement, the special inspections qualification form and the attached structural tests and inspections schedule including the required acknowledgments. A pre - construction conference with the parties involved may be required to review the special inspection requirements and procedures. Contact the City of Tukwila building inspector APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Division; prior to performing any duties. Each special inspector shall complete the enclosed Special Inspector Qualification Form and submit his/her qualifications to the Building Division and is subject to a personal interview for pre -qualification. Special inspectors shall display approved identification, as stipulated by the Building Division, when performing the function of a special inspector. Special inspection and testing shall meet the minimum requirements of I.B.C. Section 1704.2.1. The following conditions are also applicable: A. Duties and Responsibilities of the Project Owner: 1. Funding The project owner, the engineer or architect of record, acting, as the owner's agent is responsible for funding special inspection services (See I.B.C., Section 1704.2.) 2. Employment The project owner/agent hereby, agrees that he/she shall not terminate his/her contract for special inspection services; with the below named firm until he/she has obtained the services of another inspection firm and submitted a new Special Inspection Agreement Form for approval and accepted by the building official. B. Contractor Responsibilities: 1. Notify the Special Inspector The contractor is responsible for notifying the special inspector or agency regarding individual inspections for items listed on the attached schedule and as noted on the building division approved (stamped) plan(s). Adequate notice shall be provided so that the special inspector has time to become familiar with the project. 2. Provide Access to Approved Plans Page 4 of 14 The contractor is responsible for providing the special inspector access to the approved (stamped) plans at the job -site. 3. Retain Special Inspection Records The contractor is also responsible for retaining at the job -site all special inspection records submitted by the special inspector and providing these records for review by the building division's inspector, upon request. It is the responsibility of the contractor to review the building division's approved (stamped) plans for additional inspections or testing requirements that may be noted. 4. Samples Only the special inspection agency or materials engineering laboratory shall be permitted to take laboratory samples and transport them to the facility. C. Duties and Responsibilities of the Special Inspector: 1. Observe Work The special inspector shall observe the work for conformance with the building division approved (stamped) design drawings and specifications and applicable workmanship provisions of the I.B.C. Special inspections are to be performed on a continuous basis; meaning that the special inspector is on site in the general area at all times observing the work requiring special inspection. Periodic inspections, if any, must have prior approval by the building official based on a separate written plan reviewed and approved by the building official and the project engineer or architect. 2. Report Nonconforming Items The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the special inspector shall immediately notify the building official by telephone or in person, notify the engineer or architect, and post a discrepancy notice. 3. Furnish Daily Reports On request, each special inspector shall complete and sign both the Special Inspection Record and the Daily Report Form for each day's inspections to remain at the job -site with the contractor for review by the building division's inspector. 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish weekly reports of tests and inspections directly to the building official project engineer or architect and others as designated. These reports must include the following: a) Description of daily inspections and tests made with applicable locations; Page 5of14 b) Listing of all nonconforming items; c) Report on how nonconforming items were resolved or unresolved as applicable; and d) Itemized changes authorized by the architect, engineer and building department if not included in conformance items. 5. Furnish Final Report The special inspector or inspection agency shall submit a final report to the building official stating that all items requiring special inspection and testing were fulfilled and reported and, to the best of his/her knowledge, in conformance with the approved (stamped) design drawings, specifications, approved change orders and the applicable workmanship provisions of the I.B.C, Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e. missed inspections, periodic inspections when continuous was required, etc.) should be specifically itemized in this report. U. Building Division Responsibilities 1. Approved Special Inspection The building official shall approve all special inspectors and special inspection requirements. 2. Monitor Special inspection Work .requiring special inspection and the performance of special inspectors, shall be monitored by the building division's inspector. His/her approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. issue Certificate of Occupancy The building official will only issue a certificate of occupancy after all special inspection reports and the final report have been submitted and approved. ACKNOWLEDGMENTS 1 have read and agree to comply with the terms and conditi Owner: Segale Properties LLC By: Contractor: Segale Properties LLC By: Special Inspector or .. v l a z fc r <� is Inspection Agency: ; f ,: i. a By: Project Engineer/ Arcltiteel: Lucia Engineering, inc. 13y: of this agreement. ACCEPTED FOR THE BUILDING DEI'AR 'MENT By: City of Tukwila Date: Date: 8/29/16 Date: 8129116 Date: 0 .2.3 I (n Date: 8/29/16 Building Permit Number D16-0208 Page 6 of 14 Building Division SPECIAL INSPECTOR QUALIFICATON FORM Each special inspector making inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past five (5) years. Inspector Information: ,/ Name: JTR 1Ok\ Address: a9 Ste'' 1 R (� �VK SWer1 City, State, Zip: FEU �Z L k`c Office phone: rQ,G 3 - 383 ^ g Cell Phone: a 53 % 3 39'2 Inspection Classification: -cc* 5111 09 I ojSc Current ICC and/or WABO Number(s):: -^Yv....,z3GC--.4"-' tm K G 1 Expiration Date: Project Name: �(� K W i L� J AA.14 Project address: C j 5 r"` ; .Set 1' i' i t w/4 C.; f) STATEMENT OF UNDERSTANDING I, -ca 1J Kr4 QM`\ 1 IN) , herby affirm that I have been employed by: CA(vS'iR c 013 1.51-m) G K1 4RrjcS C (Firm) 2 -(co .0 ` € E . Sore lob yokikt-LQ p) wk .3;, To ,perform special inspection at above stated project and that I am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and I am responsible to the building official. 1am aware that my duties include compliance with the approved plans, specifications, the International Building Code and recognized construction practices, which do no con 'c vith any of the aforementioned documents. I will submit written reports to the building official (Address) Signre ag Date City of Tukwila Building Permit Number 1 b c'> Z t7 u Page 7 of 14 Building Division SPECIAL INSPECTOR OUALIFICATON FORM Each special inspector making inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past five (5) years. Inspector Information: Name: Address: 11./ City, State, Zip: k&Ccf) /1 az_ Office phone: 253 3 '3'" Cell Phone: Inspection Classification: Current ICC and/or -47gtici 253 -- 2 ee-1 `_ e j>y A t_ Z try A fsh ,� Number(s): jt-' l Sr 4/203 Project Name: T i<u= 1 j o :, c.1 ece Project address: S,} L l STATEMENT OF UNDERSTANDING OtA LI& 1 6,0• (Firm) Pre 1%. li�e /IES Da /7 211/4-7)1372_ (Address) / Expiration Date: , herby affirm that I have been employed by: To perform special inspection at above stated project and that 1 am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and I am responsible to the building official. 1 am aware that my duties include compliance with the approved plans, specifications, the International Building Code and recognized construction practices, which do not conflict with any of t for mentioned documents. I will submit written reports to the building official .; requi ture ff-"" Date City of Tukwila Building Permit Number 'D 1 b C) Zb {i Page7of 14 Building Division SPECIAL INSPECTOR OUALIFICATON FORM Each special inspector making inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past five (5) years. Inspector Information: Name: €4044/Q0 ,T 44^4W Address: tv r b $r City, State, Zip: M.445Mi 9,S'iy3/ Office phone: 2..ri 383 t 7 8 Cell Phone: 233 .8 iz8'.8 3kr' Inspection Classification: �{ t S ( 1 ; C. t.. L ; C, t~ i' q Current ICC and/ umber(s): .S.,Z D/.2y/ Expiration Date: 04/0X- e/F Project Name: 1 IA 5 c. Project address: Ss it _t pi S 0LI, c. z C-tn C' AA Its 14 w,y STATEMENT OF UNDERSTANDING I, ;WO) ,?' 4.44/2/ KAWM77 Frani* 64e.S. (Firm) '«oo 1442 .€Y /Vet yE .fu re AP:2 zoomez.409 i ' ?fJP2 , herby affirm that I have been employed by: (Address) To perform special inspection at above stated project and that l am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and I am responsible to the building official. I am aware that my duties include compliance with the approved plans, specifications, the International Building Code and recognized construction practices, which do not conflict with any of the aforementioned documents. I will submit written reports to the building official as required. Signatu • Date City of Tukwila Building Permit Number DI io 0:.0 t/ Page7of 14 Ig 24 16 07:12p Jon & Christy Price 360 871-1196 p.1 Building Division SPECIAL INSPECTOR QUALHFXCA,TON FORM Each special inspector making inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past fire (5) years, Inspector Information: Name: IOW 17/'/L'6 Address: 3%g�%/fr,/l/Or 2 ,f-/e— City, State, Zip: ?/27 D/& %J L Cell Phone: .:5.3j 5,8/ & 3 0 Z.- Inspection Classification: Office phone(7 3)? 83 --.677 C'' .i4 Ac r Current ICC and/or WAB01\utnber(s):/e0—f/d94$�9 461b 4- Expiration Date: 7 Ze,/`7 Project Name: -1,) t{ w : 1 r 3,0 tip, ? i e ,t - Project address: S : i E s> ! 'AJ, c e „'(t a Pp W STATEMENT OF UNDERSTANDING 1, r/D,/ 4/e6 (Firm) O. /4// /1/A jJ6: /02 4/4e (Address) , herby affirm that 1 have been employed by: To perform special inspection at above stated project and that 1 am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and 1 am responsible to the building official. I am aware that my duties include compliance with the approved plans, specifications, the International Building Code and recognized construction practices, which do not conflict with any of the aforementioned documents. I will submit vsTitten reports to the building official erequir ature z V-4 Date City of Tkwila Building Permit Number DI to C) 2. Cs Page 7 of 14 Building Division SPECIAL INSPECTION AND TESTING SCHEDULE Testing/Inspection Agency/Special Inspector e X. 5T ;a v c. O ti } k Project Name: Segale Tukwila South - Retaining Wail Address: 8 178th St & Southcenter Pkwy REINFORCED CONCRETE, GUNITE, GROUT & MORTAR: Concrete Gunite Grout Mortar PRECAST / PRESTRESSED CONCRETE: Piles Post -Tens Pre -Tens Claddin Aggregate Tests Aggregate Tests Reinforcing Tests Reinforcing Tests Mix Designs Tendon Tests Reinforcing Placements Mix Designs Batch Plant Inspection s/ Inspect Placing ,/ Cast Samples Insert Placement Pick-up Samples ,/ Concrete Batching Compression Tests PRECAST / PRESTRESSED CONCRETE: Piles Post -Tens Pre -Tens Claddin STRUCTURAL STEEL / WELDING: FIREPROOFING: Page 8 of 14 Aggregate Tests Reinforcing Tests Tendon Tests Mix Designs Reinforcing Placement Insert Placement Concrete Batching Concrete Placement Installation Inspection Cast Samples Pick-up Samples Compression Tests STRUCTURAL STEEL / WELDING: FIREPROOFING: Page 8 of 14 _Sample & Test (list specific members below) _Shop Material Identification _Welding Inspection [ ] Shop [ ] Field Ultrasonic Inspection [ ] Shop [ ] Field High-strength Bolting Inspection [ ] Shop [ ] Field [ 1A325 [ 1A490 [ ]N [ ]X [ 1F Metal Deck Welding Inspection Reinforcing Steel Welding Metal Stud Welding Inspection Concrete Insert Welding Inspection MASONARY: _Special Inspection Stresses Used _Preliminary Acceptance Tests (Masonry Units, Wall Prisms) _Subsequent Tests (Mortar, Grout, Field Wall Prisms) Placement Inspection of Units Placement Inspections Density Tests Thickness Tests Inspect Batching INSULATING CONCRETE: _Sample and Test Placement Inspection Unit Weights FILL MATERIAL: _Acceptance Tests X Placement Inspection X Field Density STRUCTURAL WOOD: __ Shear Wall Nailing Inspection Inspection of Glu -lam Fab. _Inspection of Truss Joist Fab. _Sample and Test Components List all other additional or required instructions, conditions, tests or special inspections here: Form completed by: -"Ds 5, , 0, Telephone No.: 2 S . - 3 > 3 - 7 City of Tukwila City of Tukwila Building Division Page 9 of 14 Title: UIQ)=. ,1 ;t s r,l Date: '2' 30 ; August 23, 2016 City of Tukwila Department of Community Development MARK SEGALE PO BOX 88028 TUKWILA, WA 98138 Allan Ekberg, Mayor Jack Pace, Director RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0208 SEAGLE TUKWILA SOUTH - RETAINING WALL - S 178 ST & SOUTHCENTER PKWY Dear MARK SEGALE, 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 NOTE) PLAN SUBMITTALS: (Min. size 1 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "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) (BUILDING REVIEW NOTES) 1. Provide a quality control inspection documentation specifying "Special Inspections" required for this project. (IBC Chapter 17) PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • Provide cost of drainage work to be completed under this permit. Cost of drainage work should be based on a Contractors or Engineers estimate. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at (206)433-7165. Sincerely, 41,a ib a Rachelle Ripley Permit Technician File No. D16-0208 P4r 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton August 30, 2016 File No. 262016.005/00602 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Segale Tukwila South Retaining Wall (D16-0208) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. 'CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING Individual revised structural sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be collated in preparation for permit issuance. Note that revised structural sheets were submitted for all of the original structural sheets. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Migizi Group, Inc., dated July 7, 2016. The following is a summary: 1. Site excavation and grading. 2. Installation of shoring system. 3. Verification of soldier pile capacities. 4. Construction dewatering, where applicable. 5. Installation of site and retaining wall subsurface drainage system. 6. Placement and compaction of retaining wall backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. The following is a summary: 1. Fabrication of structural steel other than prefabricated structural steel members: Periodic. See also IBC Section 1704.2.5. RECEIVED CITY OF TUKWILA AUG 312016 PERMIT CENTER Duvimeob EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila August 30, 2016 File No. 262016.005/00602 Page 2 2. Installation of structural steel: Periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. Enclosed are one set of collated drawings, two sets of structural drawings to be collated into additional drawings sets at the city, one copy of the geotechnical report, one permit applicant response letter, one set of structural calculations, and one set of supplemental structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Senior Engineer Enclosures cc: Mark Segale, Segale Properties, LLC (by e-mail) James Brigham, Migizi Group, Inc. (by e-mail) Joseph Lucia, Lucia Engineering, Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Kevin Ellis, City of Tukwila (by e-mail) ehw\\26se\plan review\tukwila\ 16 \t16006r02.doc\sss Reid iddleton August 5, 2016 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D16-0208 Segale Tukwila South — Retaining Wall Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D16-0208 W:\Perrnit Center\Structural Review\D16-0208 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0208 DATE: 07/26/16 PROJECT NAME: SEGALE TUKWILA SOUTH - RETAINING WALL SITE ADDRESS: S 178 ST & SOUTHCENTER PKWY X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENT : Building Division \W Cove z ,4-kce Public Works AM Nadi-Th.1(D Fire Prevention A? b -30 .1U Structural P4 1(6 Planning Division Permit Coordinator PRELIMINARY REVIEW: DATE: Not Applicable (no approval/review required) REVIEWER'S INITIALS: 07/28/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n n (corrections entered in Reviews) DUE DATE: 08/25/16 Approved with Conditions n Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PWW Staff Initials: r r 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0208 DATE: 09/06/16 PROJECT NAME: SEGALE TUKWILA S. - RETAINING WALL SITE ADDRESS: S 178TH ST & SOUTHCENTER PKWY Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: AWG Buil ng Division AWc 4-147 Public Works Fire Prevention Structural n Planning Division Permit Coordinator El PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 09/06/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/04/16 n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 Date: 9/1/16 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. Plan Check/Permit Number: D16-0208 ❑ Response to Incomplete Letter # ❑X Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Segale Tukwila South - Retaining Wall RECEIVED CITY OF TUKWILA SEP 0 1 2016 PERMIT CENTER Project Address: S 178th St & Southcenter Pkwy Contact Person: Mark Segale Phone Number: 206-575-2000 Summary of Revision: 1. Structural Observation Agreement/Special Inspection and Testing Agreement with accompanying Special Inspector Qualification Form and Special Inspection and Testing Schedule. 2. Slope Repair Wall Erosion Prevention & Drainage Fee Estimate and Breakdown. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Vi Entered in TRAKiT on 0 / /O I l / �• W:\Permit Center\ Templates\Forms\Revision Submittal Formdoc Revised: August 2015 SEGALE PROPERITIES LLC Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of I Labor & industries Page 1 of 2 A -Z Index Help My MI Workplace Rights Trades & Licensing SEGALE PROPERITIES LLC Owner or tradesperson Principals SEGALE, MARIO A, PARTNER/MEMBER SEGALE, MARIO A, AGENT Doing business as SEGALE PROPERITIES LLC WA UBI No. 602 023 533 PO BOX 88028 TUKWILA, WA 98138-2028 206-575-2000 KING County Business type Limited Liability Company Governing persons DEVELOPMENT METRO LAND LISA M ATKINS; NITA L SEGALE; TERESA NADEAU; TINA A COVEY; 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. SEGALPL902CQ Effective — expiration 02/18/2010— 04/03/2018 Bond ............. SAFECO INS CO OF AM Bond account no. 6115146 $12,000.00 Received by L&I Effective date 03/28/2002 02/18/2010 Expiration date Until Canceled Insurance .......... _............... Alaska National Insurance Co $1,000,000.00 Policy no. 16DLS31006 Received by L&I Effective date 03/30/2016 04/01/2016 Expiration date 04/01/2017 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602023533&LIC=SEGALPL902CQ&SAW= 9/9/2016 SOLDIER PILE & TIMBER LAGGING - SHORING NOTES: CAST -IN-PLACE CONCRETE: REFERENCE STANDARDS: (1) ACI 301-10 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" (2) 2012 INTERNATIONAL BUILDING CODE: CHAPTER 19 CONCRETE MIXTURES: CONFORM TO: (1) ACI 301 SECTION 4 "CONCRETE MIXTURES" MATERIALS: CONFORM TO: (1) ACI 301 SECTION 4.2.1 "MATERIALS" FOR REQUIREMENTS FOR CEMENTITIOUS MATERIALS, AGGREGATES, MIXING WATER AND ADMIXTURES. MIX DESIGN REQUIREMENTS: PILE CONCRETE: ABOVE EXCAVATION LINE ( DREDGE LINE ): LEAN MIX: BELOW EXCAVATION LINE ( DREDGE LINE ): LEAN MIX: 50o PSI 500 PSI MIX DESIGN NOTES: LEAN MIX SHALL HAVE A MINIMUM OF 1-1/2 SACKS (141 POUNDS) OF CEMENT AND 20o POUNDS OF FLY ASH PER CUBIC YARD OF CONCRETE. STRUCTURAL MIX SHALL HAVE A MINIMUM OF 4-1/2 SACKS (423 POUNDS) OF CEMENT AND 200 POUNDS OF FLY ASH PER CUBIC YARD OF CONCRETE. PORTLAND CEMENT SHALL BE TYPE I, II, OR III CONFORMING TO ASTM C15o / AASHTO M85 FLY ASH SHALL BE TYPE F CONFORMING TO ASTM C618 FINE AGGREGATES SHALL CONFORM TO ASTM C88 / AASHTO M6 COARSE AGGREGATES SHALL CONFORM TO AASHTO M80. CLASS B SLUMP FOR LEAN -MIX CONCRETE SHALL NOT BE LESS THAN 5 INCHES AND NOT MORE THAN 9 INCHES. ADMIXTURES SHALL CONFORM TO ASTM C494 / AASHTO M194 MIX DESIGNS ARE TO BE SUBMITTED TO THE SHORING DESIGN BEGINNER FOR APPROVAL PRIOR TO USE STRUCTURAL STEEL: REFERENCED STANDARDS: (1) AISC "MANUAL OF STEEL CONSTRUCTION - ALLOWABLE STRESS DESIGN" (2) AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES" (3) AWS D1.1 "STRUCTURAL WELDING CODE - STEEL" MATERIALS: CONFORM TO: STRUCTURAL WF SHAPES - ASTM A992-GR5o HEADED STUDS SHALL CONFORM TO ASTM Aio8 TIMBER: MATERIALS: (1) TIMBER LAGGING SHALL BE 4x12 HEM FIR No. 2 OR BETTER PRESERVATIVE TREATMENT: WOOD MATERIALS SHALL BE REQUIRED TO BE TREATED IN ACCORDANCE WITH IBC SECTION 2304.11, AND SHALL BE RATED FOR MINIMUM 100 YEAR LIFE -SPAN. DECAY AND TERMITE PROTECTION SHALL CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA) FOR SAWN LUMBER. PAINT: NONE REQUIRED GEOTECHNICAL REFERENCE: MIGIZI GROUP, INC, GEOTECHNICAL REPORT, DATED: JULY 7, 2016 ACTIVE SOIL PRESSURE LOADING = 6o PSF/FT PASSIVE SOIL PRESSURE LOADING = 300o PSF/FT INCLUDED A FACTOR OF SAFETY OF 1.5 (SEE LOADING DIAGRAM, THIS SHEET) APPROVED SEP 07 2016 i.;ity of Tukwila PUBLIC Works STo Lw, DP - A‘ E BASE OF EXCAVATION EXISTING & FINAL GROUND w 1 GNORE 2' PASSIVE PRESSURE (EFP) LOAD = 3000 PSF/SF ACTING CVER 2.0 SHAFT DI4METERS ACTIVE PRESSURE (EFP) LOAD = 60 PSF/SF SURCHARGE DUE TO CONSTRUCTION EQUIPMENT LOAD = 78 PSF TIMBER LAGGING IS DESIGNED TO 50% ACTIVE LOADING DESIGN LOADING DIAGRAM - CODITIONS DURING CONSTRUCTION - (WORST CASE) BASE OF EKCAVATION FINAL GROUND ACTIVE PRESSURE (EFP) LOAD = 60 PSF/SF PASSIVE PRESSURE (EFP) LOAD = 7500 PSF/SF ACTING OVER 2.5 SHAFT DIAMETERS ij P T SURCHARGE DUE TO CONSTRUCTION EQUIPMENT LOAD = 20.5 PSF P = (20.5 PSE x 8.00 FT x 9.00 FT)/COS18° = 1,552 LBS 1 TIMBER LAGGING IS DESIGNED TO 50% ACTIVE LOADING DESIGN LOADING DIAGRAM - SEISMIC CONDITIONS FINISH GRADE 2:1 TO 3:1 (TYP) 4X12 TREATED TIMBER LAGGING 24" MI '. WASHED ROCK 02 WASHED BASE COURSE TOP OF HARD SILT TYPICAL SECTION 6"p PERF. PIPE DRAIN UZ w ~U 1 W18x40 SOLDIER PILE 30"0 SHAFT W/ LEAN MIX t - z w o �tu w m 2 w KANNAPPt•R;:- VE ; change ca n he made. to these plans without approval from the Planning Division of DCD roved By: rmIt No, Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Recoipt of approved Field Copy and nditions is acknowledgod: Ott 1 As C_, REVISIONS No changes she!! be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. By: Date: CI City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 8 2016 Ciof Tukwila BUILDING DIVISION REVIEWED This plan was reviewed for general conformance With the' following, as amended by the jurisdiction: Si Structural Provisions of the International Building Code ❑ Non -Structural Provisions of the International Building Code ❑ Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the laws of the governing jurisdiction and the State of Washington. Jurisdiction C I Ty O F ?V kwI 13y S• SO52.At.)A REID MIDDLETON, INC. Code Review Consultant Date E /30»1(o RECEIVED CITY OF TUKWILA AUG 31 2016 PERMIT CENTER Dt(,o'loS Segale Properties 5811 Segale Park Dr. C. Tukwila, WA 98188 24 Tukwila South Project Permit PW10-064, Grading ram ■ ra 4-0w O U z z F.4 w z C7 z 0 PHONE: (206) joe@luciaeng.com 08-25-16 jml 1-1 Description w 4. w E z SHEET SH -1.0 SITE PLAN 75 70 65 60 55 50 45 40 35 30 25 30 30 60 .IMI . AAMMIS I SCALE IN FEET DENC. TES APPROXIMATE CLAY LAYER EXISTING GRADE 2:1 TO 3:1 (TYP) * SHIMS BETWEE TIMBER LAGGING PLANKS 4X12 TREATED TIMBER LAGGING ROCK OR WASHED BASE COURSE HARD SILT 6"0 PERF. PIPE DRAIN 8 W18x40 SOLDIER PILE 30"0 SHAFT W/ LEAN MIX TYPICAL SECTION XIST & FINAL GRADE BEHIND WALL x12 TREATED TIMBER LAGGING 11 1111111111111111111111 a ISI inunomm WALL TURNS 4x12 TREATED TIMBER LAGGING r4RADE-IN-PRororer WALt-- 9, 55 555. *1111 rii ♦ rr . 551. 0rir%� {44 r"� Si r r 1r `rrru r y!Y ;;rrrrrrr.♦l4.rrrri 1 r ri Yrrr r 9 za ijo dill%isc Aire W J1, i 07 �u �._+ roorrra4 •Amor I_i lI III I I�I 1_111_I11_1 1111111111R11111111111111111111111111111111111 1111111111111 11111111P I111111111111111111.11 ff# r r : if ii fi r, Si'r r Y i%rr� tS,i SS ; 0/55/ r u r r5i i f V## �95'�0r5555 Er' i iggjj ~ r ; t'l sr , i/ i .a1sr ",00 IFIflFFfl /55 0 6 i3 //5559 "•`flfl i s l"' t r - 1 _,trr ' rrrr314$1. fry i'cia r . , s - r ,7 } rrff'. i' r� iic r,+ J 1111111,rf 1I 99rrrrr %, rrJ iriii' i i j iir,�rr� k3 vi ri S i� rr % j� rirf 1111 ry ♦ r� �r /05. i � s i� e? r Y 1555/g 511 J: rri g♦ ♦ ri�� rr� r3 irrr r �rrrr� r rrr 11/1101 Rr5 i i E/r rr .i r/y 5 / .1i.. }♦r r Til ,1 i'' 1 i fi� ei s`i".iii./iii r, i, ,... "rii � 1'1..:.(1 ! i' Ii,t����� ♦e���^rie'r �� 6 ,. Ir/rr-A {,�+�/1r II ♦1111/ed. ore" •i Aro. -.Are; Zoterrn eri�lrir' •15111/r lrrii errrir. ♦ire r v1 ♦ i : 11111111111111r""1111111111 ii i,... ■��■ ■moi ■��■ mow 1�LI I I ISI I�VI�11�111�111�1 I II Iu•I irmi•i i�\i11�1 Iii 1=1 1 NI•_III III�I•I� 111 ill1111111111111111111111 I I I LOT DRAIN SLOT DRAIN 111111111111111 WALL ELEVATION 70 65 &x35 PPIILE SECTION 411:11S.RILE ONLY) SFT IN j0'0 LEAN MIX SHAFT W18x40 PILE SECTION SET IN 30'0 LEAN MIX SHAFT (TYP U.O.N.) 111111U1111111111,1111111 55 50 45 40 35 30 25 APPROVED SEP 07 2016 City of Tukwila PUBLIC Works Dicim REVIEWED FOR CODE COMPLIANCE AP SEP 0 8 2016 City of Tukwila BUILDING DIVISION AUGVEVEIEWIE 3 0 lois REID MIDDLETON, INC. Y OOF TUKW CITILA AUG 31 2016 PERMIT CENTER bLI 0.108 Segale Properties 5811 Segale Park Dr. C. Tukwila, WA 98188 25 Permit PW10-064, Grading (13 CA II NMI 1411.10) fts W 0 0) U z H 420 W. Smith Street # 201 Kent, Washington 98032 joe@luciaeng.com Description 08-25-16 jml SHEET SH 2.0 . . . PROJECT PERIM CRITICALAR ZONE PENDING:USAC PERMIT (INCLUD "IN -RIVER': WO 12" WV 24)0 41 L.F 12"0.12 @ 29;27%: 1E112CO = 244 Ir co 2425 1E12" CO STRUCTURE TYPE 2, 48" N 164082.98 E 1286692.21 RIM = 30.00 IE 12" IN (SE) = 24.00 1E 12" IN (NE) = 24.00 IE 12" OUT (E) = 24.00 PE -II 96" A1=163093.90 286549.36 RIM = 29.5 IE 12" IN (NW) =22i. IE 48' IN (SE) = 19.73 1E 48" OUT (N) = 19.73 REVIE D FOR CODS COMPLIANCVE APPROVED SEP 08 2016 City of Tukwila BUILDING DIVIS141) * EXISTING GROUND TOPOGRAPHY (PROVIDED BY OWNER) REPRESENTS iROGRESS GRADING AT THE CONCUSIONI OF THE 2013 CONSTRUCTIN SEASON. m co 0 plans have beer viewed by the Public Works Depa.rtrnent for conformance with current City staiadards. Acceptance is subject to errors and or.nisions which do not authorize violations of .1.opted standard.s or ordinances. The re.sponsibility for the adequacy of the design rests totally with the digncr,Puicbtions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubrnittal of revised drawings for5ubst,--quent approval. Final acceptance is subject to field inspection by 11-1e. Public Works utilities inspector. By: RECEIVED CITY OF TUKWILA JUL 26 2016 PERMIT CENTER RECER MAR 14 2014 TU KW i Li PUBLIC WOW( • • . • • • .• • • • . 10148\North REVISED NORTH POND LOCATION AND GRADING AREA 7 FINISHED GRADES GOLDSMITH LAND DEVELOPMENT SERVICES 1215 114th Ave 5E, Bellevue, WA 98004 I PO Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 7719 www.goldsmithengineering.com Om*: GRADING AREA #7 EXHIBIT FOR TUKWILA SOUTH PROJECT CITY OF TUKWILA WASHINGTON ,411•11111111111111•111111.111MINSIONW . . . . . . • • • •