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Permit D12-219 - SEGALE PROPERTIES - BLOCK WALL
SEGALE PROPERTIES 18801 S OUTHCENTER PY D12-219 qs City oOlTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206 - 431 -2451 Web site: htto: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 3523049068 Address: 18801 SOUTHCENTER PY TUIKW Suite No: Project Name: SEGALE PROPERTIES Permit Number: D12 -219 Issue Date: 09/04/2012 Permit Expires On: 07/21/2013 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contact Person: Name: BARRY BENNETT Address: PO BOX 88028 , TUKWILA WA 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contractor License No: SEGALPL902CQ Lender: Name: Address: Phone: 206 396 -2012 Phone: 206 - 575 -2000 Expiration Date: 04/01/2014 DESCRIPTION OF WORK: CONSTRUCT A BLOCK WALL ON THE WEST SIDE OF SOUTHCENTER PARKWAY. PUBLIC WORKS ACTIVTIES INCLUDE: EROSION CONTROL AND WALL DRAINAGE. Value of Construction: $123,788.00 Fees Collected: $4,131.09 Type of Fire Protection: N/A International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 0026 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -219 Printed: 02 -13 -2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 1138 c.y. Fill 342 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Size (Inches): 0 Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: Date: 3 I hereby 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. ' 2 Signature: o Date: �j /// Print Name: EX.RR K 4 NAC This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. doc: IBC -7/10 D12 -219 Printed: 02 -13 -2013 6: Subgrade preparation including drainage- cavation, compaction, and fill requirementsell conform strictly with the recommendations given in the soils report. ial inspection is required. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: 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. 11: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 12: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle); Building Divsion; and (Jaimie Reavis, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 13: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 14: Six (6) inch perforated pipe behind rock wall shall slope to drain and/or catch basins. Coordinate with Public Works Project Inspector. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 17: 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. 18: ** *PLANNING DEPARTMENT CONDITIONS * ** 19: No work conducted under this permit shall occur within the wetland buffer area unless a Special Permission permit is first obtained from the Department of Community Development. The wetland buffer edge shall be delineated with a silt fence prior to the start of construction, and shall be inspected during a pre - construction meeting prior to the start of work. 20: The height of the new gate proposed with Revision 1 shall not exceed the height of the adjacent wall. 21: ** *FIRE DEPARTMENT CONDITIONS * ** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: Please install a fire department Knox keybox at the gate for fire department access. 24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D12 -219 Printed: 02 -13 -2013 City ATukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 3523049068 Address: 18801 SOUTHCENTER PY TUKW Suite No: Project Name: SEGALE PROPERTIES Permit Number: D12-219 Issue Date: 09/04/2012 Permit Expires On: 03/03/2013 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contact Person: Name: BARRY BENNETT Address: PO BOX 88028 , TUKWILA WA 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKVVILA WA 98138 Contractor License No: SEGALPL902CQ Lender: Name: Address: Phone: 206 396 -2012 Phone: 206 - 575 -2000 Expiration Date: 04/01/2014 DESCRIPTION OF WORK: CONSTRUCT A BLOCK WALL ON THE WEST SIDE OF SOUTHCENTER PARKWAY. PUBLIC WORKS ACTIVTIES INCLUDE: EROSION CONTROL AND WALL DRAINAGE. Value of Construction: $123,788.00 Fees Collected: $4,068.09 Type of Fire Protection: N/A International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 0026 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12-219 Printed: 09 -04 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie N N N Y N N N N Y N N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 1138 c.y. End Time: Fill 342 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non - Profit: N Public: ed this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. The granting of this permit does not pr construction or the performance of work. to this permit. to give authority to violate or cancel the provisions of any other state or local laws regulating authorized to sign and obtain this development permit and agree to the conditions attached Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. doc: IBC -7/10 D12 -219 Printed: 09 -04 -2012 6: Subgrade preparation including drainaggifilxcavation, compaction, and fill requiremen tall conform strictly with the recommendations given in the soils report cial inspection is required. MR, 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: 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. 11: ** *PUBLIC WORKS DEPARTMENT CONDITIONS*** 12: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle); Building Divsion; and (Jaimie Reavis, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 13: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 14: Six (6) inch perforated pipe behind rock wall shall slope to drain and/or catch basins. Coordinate with Public Works Project Inspector. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 17: 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. 18: ** *PLANNING DEPARTMENT CONDITIONS * ** 19: No work conducted under this permit shall occur within the wetland buffer area unless a Special Permission permit is first obtained from the Department of Community Development. The wetland buffer edge shall be delineated with a silt fence prior to the start of construction, and shall be inspected during a pre - construction meeting prior to the start of work. doc: IBC-7/10 D12 -219 Printed: 09 -04 -2012 • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, W,9 98188 http: / /www.TukwilaW A.Qov Building Permit No. Project No Date Application Accepted: (fit 2-C Date Application Expires: j- (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 3sa Ll 900 Site Address: 18801 Southcenter Parkway Tenant Name: Segale Properties Suite Number: N/A Floor: N/A PROPERTY OWNER Name: Barry Bennett Name: Segale Properties LLC Address: P.O. Box 88028 Address: P.O. Box 88028 City: Tukwila State: WA City: Tukwila State: WA Zip: 98138 CONTACT PERSON — person receiving all project communication Name: Barry Bennett Address: P.O. Box 88028 Address: P.O. Box 88028 Phone: (206) 575 -2000 Fax: (206) 575 -1662 City: Tukwila State: WA Zip: 98138 Phone: (206) 396 -2012 Fax: (206) 575 -1662 Email: Bbennett@Segaleproperties.com GENERAL CONTRACTOR INFORMATION Company Name: Segale Properties LLC Address: P.O. Box 88028 City: Tukwila State: WA Zip: 98138 Phone: (206) 575 -2000 Fax: (206) 575 -1662 Contr Reg No.: CCSEGALPL902C( Exp Date: 04/01/2014 Tukwila Business License No.: BUS - 0101320 H:Wpplications\Forms- Applications On Line\201 I Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: HSA Engineers and Scientists Engineer Name: Patrick Rhoads Company Name: N/A City: Altamonte Springs State: FL Zip: 32701 Phone: (321) 397 -0710 Fax: (321) 397 -0713 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: HSA Engineers and Scientists Engineer Name: Patrick Rhoads Address: 718 Northlake Boulevard Suite 1020 City: Altamonte Springs State: FL Zip: 32701 Phone: (321) 397 -0710 Fax: (321) 397 -0713 Email: PRhoads @has- env.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW :19.27.095), Name: Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206.431 -3670 Valuation of Project (contractor's bid price): $ P3 7FsFr Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Construct a block wall on the west side of Southcenter Parkway. Will there be new rack storage? ❑ Yes ®.. 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? ❑ Yes © No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ® None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-I/2" .x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line\201 I Applications\Permit Application Revised - 8 -9 -I l.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 1' Floor 2nd Floor 3rd 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? ❑ Yes © No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ® None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-I/2" .x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line\201 I Applications\Permit Application Revised - 8 -9 -I l.docx Revised: August 2011 bh Page 2 of 4 PERMIT /APPLICATION:NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER - UTHORIZED AGENT: Signature: Print Name: Barry Bennett Day Telephone: (206) 396 -2012 Mailing Address: P.O. Box 88028 Tukwila WA 98138 City State Zip Date: 06/07/2012 H: \Applications\Forms- Applications On Line\2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bit 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 Segale Properties LLC Fence/Wall PERMIT # D12 -219 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 $1,000.00 Water /Sewer /Surface Water $15,000.00 Road/Parking /Access A. Total Improvements $16,000.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $400.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. $250 (1) D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 1,138 Enter total fill volume 342 cubic yards cubic yards $ 400.00 (4) Use the following table to estimate the grading plan review and permit fee. Use the greater 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 1ST 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 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees 49.25 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 699.25 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission ��'��® application/plan and 2) a follow -up review associated with a correction letter. Each additional review, whic i attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 CORRECTION LTR# AUG 16 2012 PERMIT CENTER bP= 2-19 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) 400.00 (6) 7. Pavement Mitigation Fee $ 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 p 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 Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) 209.00 (g) 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 1st 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. Approved 09.25.02 Last Revised 01.01.11 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) 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) 10. 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) $ 609.00 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 01.01.2011- 12.31.2011 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 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 Clear Form r � City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 3523049068 Address: Suite No: Applicant: SEGALE PROPERTIES 18801 SOUTHCENTER PY TUKW RECEIPT Permit Number: Status: Applied Date: Issue Date: D12 -219 ISSUED 06/25/2012 09/04/2012 Receipt No.: Initials: User ID: Payee: R13 -00803 WER 1655 Payment Amount: $63.00 Payment Date: 02/13/2013 11:31 AM Balance: $0.00 SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. ACCOUNT ITEM LIST: Description 633986 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 Total: $63.00 63.00 doc: Receiot -06 Printed: 02 -13 -2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3523049068 Permit Number: D12-219 Address: 18801 SOUTHCENTER PY TUKW Status: APPROVED Suite No: Applied Date: 06/25/2012 Applicant: SEGALE PROPERTIES Issue Date: Receipt No.: R12 -02523 Payment Amount: $609.00 Initials: JEM Payment Date: 09/04/2012 01:00 PM User ID: 1165 Balance: $0.00 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 633022 609.00 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE 000.342.400 209.00 000.342.400 400.00 Total: $609.00 doc: Receipt -06 Printed: 09 -04 -2012 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 3523049068 Permit Number: D12-219 Address: 18801 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 06/25/2012 Applicant: SEGALE PROPERTIES Issue Date: Receipt No.: R12 -02369 Payment Amount: $699.25 Initials: WER Payment Date: 08/16/2012 11:12 AM User ID: 1655 Balance: $609.00 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 632866 699.25 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW 000.322.100 000.345.830 000.345.830 Total: $699.25 250.00 49.25 400.00 doc: Receipt -06 Printed: 08 -16 -2012 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.Qov RECEIPT Parcel No.: 3523049068 Permit Number: D12-219 Address: 18801 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 06/25/2012 Applicant: SEGALE PROPERTIES Issue Date: Receipt No.: R12 -01975 Initials: JEM User ID: 1165 Payment Amount: $2,759.84 Payment Date: 06/25/2012 12:26 PM Balance: $0.00 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 632608 2,759.84 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $2,759.84 1,669.90 1,085.44 4.50 doc: Receiot -06 Printed: 06 -25 -2012 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1.)12-21 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Projet; EG ju Type o� inspection: 1— I1■4 A-lr Address: S .0 • tiE%ao t 'Pft(,LtIJtt -} Date Called: Special Instructions: Date Wanted: a.in, Requester: Phone No: EApproved per applicable codes. Corrections required prior to approval. COMMENTS: i? t r1.► (10.-„A04_4e 1 I tJA eotar: from-7 } U An n R NSPECTION FEE REQ pai lat 6300 Southcenter B Date: 12 -Z6- RED. Prior to next inspection, fee must be d.. Suite 100. Call to schedule reinspection. 4. 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) 431 -2451 t) )2 -2 Project: .1-14.41 1 4 _ y 1)1 1 / 1 t I I Type of Inspection: . F'I4nn ihai F:inkl Address: Date Called: J a117/ 20.13 Special Instructions: �.: Date Wanted:, it 1 i �� J id / 3 a.m. p.m. Requester: .. Phone No: ;.. Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: team;?•- Date: 'S / 4 ,i.� l'` n REINSPECTION FEE REQUIRED. Prior to next inspection fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule, reinspection :,: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: Se 6-t ? c Type of Inspection: sn Address: v 1 MSO1 -c P(4 uy Date Called: § i zl 113 Special Instructions: Date Wanted: g I ZZ 1 y 13 a.m. p.m. Requester: Phone No: EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: 5+o r✓1-N at rok i r a � 6k. Q' c..lit's �p e.er ci ? S4- andOLC L.S - Inspector: DS Date: (2-7_ /13 I I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection: Address: (J IC s.c. p y Date Called: 1 f /2-1 r 13 - V fut.- 00I dra.in Special Instructions: Date Wanted: - f /2-7- Iii and (ow-eJ. 4m) P. Requester: ecn locis Y • O k 4-o 62t.KCi (6. Phone No: AOG ;`t(e) -02 3 Jr- Approved per applicable codes. fJ Corrections required prior to approval. COMMENTS: - V fut.- 00I dra.in 1ns-1-a re d per plafC. and (ow-eJ. --U nearby ca-t-Gh locis Y • O k 4-o 62t.KCi (6. - eir,lo4 Inspector: S Date: 1172-113 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 ply— 2 6300 Southcenter Blvd., #100, Tukwila: WA 98188 , Permit Inspection Request Line (206) 431 -2451 Project: < ,0V-a/,+ Le WA I Type of Inspection: VY = (61 1)V t'vt. Address: in1 P:i 4trJn at o' beset/` i/ Date Called: • } O 1 i 1•o l2 J i 1 Speciallnstructions: / Date,Wanted:. m.. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 _c fora On i (CU 5) R ?nee—. 3 n7 ,—(Arm rkYd L J i 1 — (irwti r_n1- 1X ?A /PILIL-- {A.; r 544110 kiln 4hi -ft) 049c c V... 51 )4 P.m cu. 6RAGt . km rb At,47 Ml [p IGc4Arti7t J Inspector: Date: / n REINSPECTION FEE REQUIRED. Prior to paid at 6300 Southcenter Blvd., Suite 100. next inspection, fee must be Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P14 g , Type of spectionC o Addres' : l I '. C e e Date Ca led: 1�oIIs]12 Date Wanted . 10 d 11 I II-- p. Special Instructions: i 'l. 91451 a_ - i+413 Ole s - fleAdhrlit r441 CV. Reque to , mac r ��4. .. . . r Phone No: -.J �..J 49 !+� I ` ID Approved per applicable codes. / lUV COMMENTS: Corrections required prior to approval. f U/1Okkc - W 4 C9 dl -S 1 L VI CA Inspector: Date: (1112 ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. December 9, 2013 Segale Properties P.O. Box 88028 Tukwila, Washington 98138 -2028 Attention; Mark Segale Subject; Final Report Block Wall Construction Tukwila, Washington File No. 0129 -031 -08 N2-2(9 GEOENGINEER 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940 RECEIVED CITY OF TUKWILA DEC 13 2013 PERMIT CENTER This report summarizes our observations and testing during construction of the block wall along the west side of Southoenter Boulevard. Construction activity was Intermittent and was completed in increments. We observed that the wall foundation was overexcavated approximately 2 feet and filled with compacted crushed rock. We tested the compaction with field density tests and by probing. Compaction testing was also done on backfill placed behind the wall. The results of our observation and testing . are presented in the attached field reports. Based on our observations and testing it is our opinion that the wall Was constructed in accordance With the approved plans and specifications. We trust that the foregoing meets your needs. If' you have any questions; please call. Sincerely, k. r `r+ A "' Cs I t GeoEngineers, Inc. Gary W. Henderson, PE Senior Principal GWH:tt Attachments: Field Reports dated 10/10/12 and 57 - 63 Discloimer: My electronic form, facsimile or hard copy of the original document (email, text, table, and /or ngura), it provided, and any attachments are only a copy of the original document, The original document Is stored byGeoEnginsers, Inc and nlll scr1'o as the official document of record. Cop/rlghfe 2013 by GooEngi news, Inc. All fights reserved, GEOENGINEERS 8410154' "AvENUE NE REDMOND, WA 98052 (425) 861-6000 FIELD REPORT Fite Nunttor: 0291= 031 -08 Prejeet: 5'4 Owner. lima fzWi' ll divot eL: %/() Segale Properties 1145 Dale I0 /IO 1 Report Nwbot Proparod by Jon Kulaski localiar: Tukwila, WA lima of Depollute' 1215 Pogo: 1 oF 2 Purpoao of dolt' Construcaion observations Weather: Overcast hovel Tele 1 hr 'Permit Nutnbor Upon arrival to thss silo I assessed porsarvt petaty hazards: E os or 0 Ralorred to Silo Sooty Plan dad Saloty Tollgate a epplitablo Safely Hazards Wens Addressed by : © Staying Alen lo Consbucdan and Eglpment Hrtuada 0 Other (dosutbo) We visited the site today as part of our on going construction observation :activities. When I arrived onmite I met with 'Deno Ross. The following report is a smmninly of today's observations. Block Wall Subgrnde 11%1a1uation Wall footing excavation work had been completed .prior to my arrival. The base of the looting trench was about 2 feel below the surrounding grade, Subgrade conditions consisted 5/8 inch minus crushed rock. It is my understanding that the crushed rock was Moisture conditioned by adding water and was compacted with a vibratmy plate. Subgrade conditions were evaluated by means of in -place density tests and by oeobing with a t/R inch diameter steel probe rod, I'hc test results indicated ccmtpaction ol'at least 95% of the muximuni dry density. The probing depths were typically less than a' /2 inch. Based on our observations and evaluations the wall footing subgradc evaluated today had been adequately prepared. 0 THIS FIELD REPORT IS PRELIMINARY A py roperl Is pa/Steed ealoly es ovldortce Oho', hOW cbsorvohon was per'ormed ab alien endlor cortluaiono nrutbr tecommendatiena wnYey�ld In me final repast Ins) very n and shrill l une procedance ou; liven hill opted in a preliminary report THIS FIELD REPORT IS FINAL A sine' repo; Is m. htstminant ef professional sordoo Any conclusions drown from Oils report a/mold be discussed with end oyaluated by the protessionaf Involved. FIELD REPRESENTATIVE Jon C. Koloski DATE 10 -10 -12 DATE et��js % /ti- ibis report proseWst up'nlone tomnod ns o result of our obsorradon of octivltlos sainting to our services only INe roty on the contractor to comply with tOO plans and apetilicalion Walpole the duraVwt ul die pfoject ocuepuefivo 011110 presunco of our fop osonlolve, Ow dark does not Include oupeNtslon or direction of the worn 01 otters, Our line rat not bo responsions tot Job or site toloty of others on Thin project, DISCtAIMEft: Any oleetter'e rant Iocsinthe or lard copy of Oho original doasrnont (anvil, text, table, andror 1Igura), if prwiduc, end any ottarl,mema are only o vc my of Ile nrlp'nst dccclrnant. The Gripnal dctdmuntii stored by GeoEngineers, (inc. and t+til SONO is the official document at io_ord, Attachments: Test Results Distribution: Project: 5 Retest GEO.E.NGINE.ERS Summary of In -Place Moisture and Density Tests Project No. OZ1 1— CJ 3 - o 3 Page 1 Laborato Field of Test D to Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent : Compaction Achieved Percent Compaction Specified Pass /Fail io �i2 J. _ �,c.) u \ C� ��g._ V I i2� �: (� /�z — `5 - �4SS z . Gael4 -�• ;! d c.,z r-~ 471. "25f 9.4 7 9r 3 �. c ( a I i --- 1 ,_5 ‘ /17 �.& '5— T� ).4....C.S f Kfc 't lts –k-$. .e n) n 4 7 — e, h 42Z 9c- Percent Compaction Based On: [] Standard Proctor (AASHTO T99 -57, ASTM D -698) Modified Proctor (AASHTO T180 -57, ASTM D -1557) Density Test Method N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Ballon(ASTM.D -3167) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate JJ -. Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper Soil Type S - Sand G - Gravel Si - Silt C -.Clay s - sandy g - gravelly si - silty c - clayey GEOENGINEERS.61". 841015400 AvENUE NE REDMOND, WA 98052 (425)861-6000 FIELD REPORT He Mimberc 0291- 031 -08 Project: Tukwila South Dale: 1/18/13 (Friday ) boner. Segale Time of Arrival; 1145 Meport Number; 57 Prepared by: Jon C. Koloski Loredcn: Tukwila, Washington limo of Departure: 1200 Page: 1 of 1 Peraosaatvell:. Construction Observation V.'ealher: Foggy, cold YravelTroi: 1 hr Permit Number: Upon arrival to too a tel I assessed personal rarely hazards: Safety Heterda Were Addressed by: ® Staying Alert to Construcaon 9 Yes or Q Referred tc Site Safety plan one Saran Toegax it appnccwlo end Equipment Horerds 0 Other (describe) The site was visited today et the request of Dean with Segale Properties. The purpose of our visit was to evaluat block wall subgrade. Our observations were as follows. Block Well Subgrade Evaluation When I arrived on site I met with Dean. I observed that a section of block wall subgrade preparation work had bee completed between stations 8 +00 and 8 +50. Work consisted of cutting the area to subgrade elevation and placin several inches of 5/8 Inch minus crushed rock as a leveling course. The crushed rock had been compacted with vibratory plate. Subgrade conditions were evaluated by probing with a 1/2 inch diameter steel probe rod. The probing depths typically ranged from 1 to 2 inches. Based on our observations and evaluations the block wall subgrade evaluated today had been adequately prepared. THIS FIELD REPORT IS PRELIMINARY A preliminary report Is proNdod Deloty as evidence that Sold obsenalion was performed. Otservalions ondtor ocn:luslcns andrar recommendation DDPvoyed Id ere Seel report may vary Alfro-n and shall lake precodonco over those indicated in a preliminary rapist. THIS FIELD REPORT IS FINAL A Item report is en Instrument Of prolossional service. Any conch:Nlone drain item this reppn should be fatalist/el with and ovafualod by the prolossfonal Inrdvod. 0' r { FIELD REPRESENTATIVE Jon C. Koloskl DATE January 18,2013 REVIEWED DATE Zz/ This report presents opinions fanned as a resod el our obsorvaeon at activities relating to our relates ony. We rely on Ire contractor to corrply vAlh the plans and specifmtien Ihreughord the duration of the project Irrespective of tho presence of our represent alive. Our work does rest Inctude supervision or direction of the %writ of others. Our Sim will not be responsible tar job ce die safety oI otters on dila proloct, DISCLAIMER: Any elecironio form, faosimLe or hard copy of the original document lama I, tors, table, end/or figure), it prodded, and any attachments era only a copy of the original documonL The original deomleM Is stored by GooEnglnoom, Inc. ona will servo as the Nadal document of reeard. Attachments: None Distribution: GEOENGINEERS 8410154TH AVENUE NE REDMOND, WA 98052 (425) 861-6000 FIELD REPORT File Number. 0291 - 031 -08 P+91ect: Tukwila South pare: 1/28/13 (Monday ) Owner: Segale Properties taw , I : 91.5 .optic 'unpar. 58 pare• by: Jon C. Koloski orotlon, Tukwila, Washington limo orpoporturo: 945 Page: 1 of 1 Purpose of %talc Construction Observation Wamhm: Overcast Travel lima: 1 hr arm t dun ' or: Upon a a to Inc site I oscaasa a personae no sly as _ ' In Safely Hazards Ware Addressed by: ® Staying Alert to Cons c. ' �- or • ' . • r • to - to " s a t 'an on. a -, o rgsta op lea • bud on and Equipment Nor ants 0 other tdescnbol The site was visited today as part of our on-going construction observation activities. Block Wall Wher I arrived on site I met with Dean. Work in progress consisted of installing blocks had been installed up to about station 8 +75. Wall backfill was evaluated About 2 feat of backfill had been placed and compacted in this area prior to of fine to medium sand with silt and gravel. It is our understanding that the fill to 12 Inches thick and was being compacted with a jumping jack compactor. niearis of in place density tests performed at about 2 feet below grade. The least 90% of the maximum dry density which is the specified minimum. Based on our observations and evaluations the block wall backfill evaluated today has been placed and compacted in general accordance with true project plans, specifications and our recommendations. ` �,� Our observations cap blocks south between stations our arrival. The backfill• was being placed The compacted backfill test results Indicated '' - -- '- _ _ I . _ s. -. 1 rr _1 . , may] 1 .,rh� L _ were as follows. of station 8 +00. Bas: 8 +10 and 8 +60 material consist In loose lifts about 1a was evaluated b compaction of a , j', al , – 1 I I il-, ;' , r'. j 1. ''�. =4'� —_ .�'?. ..z.L ,t,i,, rani ..� —:4 -A err r'y NARY A prolimtnory report la provided edely as evldenea that field ataprrallon was perforated Obseivallons cndlor coneluelons andror recommendations conveyed In Me final report may vary Iron and shall take procodonce over those Indicated in a preimhery report FIELD REPRESENTATIVE Jon C. Koloakl DATE January 28, 2013 � ) "Y THIS FIELD REPORT IS FINAL A final report Is an Instrument of professional service. Any conclusions dram from this report sh uid be discussed frith and evaluated by the professional ieaved. REVIEWED BY DATE Hendersdram Jan. 29,2013 Tell report presents opinions tanned as a result of our obsarval on of octrih'es relating to our emaloes only, We rely on the contractor In comply with the plans and specification thrcughout the duration of fro prc lect Irrespective of the presence of our reprosortntiva. Our work does not Include supenisien or direction of the work of Oars. Cur fun sill not be responsible for lob cc site safely of others on this project. DISCI,AtrEf. Any eleeyonic farm,.tacsimile or hard copy of the original document Lornall, ton, table, endfor acme), If prodded, and any attachments era only a copy of Co odgInel document, The original document is slated by OeoEnglneere, Inc. and will serve as the Wticld document of record. Attachments: Test Results Distribution: GEOENGINEER10 8410 1541 AVENUE NE REDMOND, WA 98052 (425) 881 -6000 FIELD REPORT rile Number: 0291.031.08 Pretest Tukwila South halo: 2/4/13 (Monday ) Owner. Segale Properties nesofAhem 1000 Report Number: 59 Re gram d by: Jon C. Koloskl Waders Tukwila, Washington Time of Oeponure: 1030 Pap: 1 of 2 purp000 01 vlat: Construction Observation Weather: Overcast Prmret tME: 1 hr POlmlt Mwober. y. Upon arrival to the aro I 05441211a mama, solely11merdt: la Yea or 0 Relined to sow rife': hen one Safety Mamie If appnaooie Solely Denude were Aeoressee by: It Staying Manta Constru don and Feu pment Naiards 001M Iao9Er160) The site was visited today as part of our on-going construction observation activities. Our observations were as follows. Block Well When I arrived on site I met with Dean. Block wall subgrade preparation work had been completed between stations 8 +75 and about 9 +75. The subgrade conditions consisted of 5/8 Inch minus crushed rock. The crushed rock had been compacted with a vibratory plate. The compacted crushed rock was evaluated by means of in place density tests. The test results indicated compaction of at least 90% of the maximum dry density. Wall backfilling work had been completed up to about station 8 +75. Up to about 5 to 6 feet of fill had been placed in this area Geogrid reinforcement (4 foot lengths) had been installed at about 4 feet above subgrade elevation. The wall backfill material consisted of sand with gravel, The fill had been paced in loose lifts about 1.2 inches thick and had been compacted with a jumping Jack compactor. The compacted wall backfill was evaluated by means of in place density tests, The test results indicated compaction of at least 90% of the maximum dry density. Based on our observations and evaluations the block wall subgrade and the wall backfill evaluated today has placed and compacted in general accordance with the oroiect plans, specifications and our recommendations. THIS FIELD REPORT IS PRELIMINARY A preliminary report Is provided sorely as oeldonoe that fiord oose•velbrj was performed. Observations and/or concluelons niter meommandolions oonvoyed in the lima report mny vary Ircm and shall lake precedence over those Indicated In a prslfidnary repot•. FIELD REPRESENTATIVE Jon C. Koloski DATE February 4, 2013 THIS FIELD REPORT IS FINAL A final report Is an instrument or prolosslcpal aorvico. Any conclusions• drown from Ihh roped Shsuid bo disc need xflh and evaluated by the proteselonal Involved. REVIEWED BY G Henderson .o` DATE This report presents opinions lamed as o result of our °boorvolion of or:114ias re 011ng to ow services only. Wo rely on the oontrador to comply with the plans end speckled :Ion throughout the duration of the protect Irrespective oI the proesnoe el out representative. Ow work does not In cudo supervision or drectlon of the work al others. Our firm will not be responsible for fob or she sorely 01 others on Ws pro)aol. DISCLAIMER Any electronic form, beslmilo or hard copy of Iho original document (email, text, tob'o. andot Note), II provided, and any attachmeits ore only o copy of the orlg'nal dncuumnL The o:lg'nat document Is Pored by GecEnglroors, Inc, and will servo as the olliclol doomont of rotrard. Attachments: Test Results Distribution: Project: Tukwila South GEOENGINEERS Summary of In -Place Moisture and Density Tests Retest Project No. 0291 -038 -06 Page 1 Laboratory Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 2/4/13 1 wall subgrade 8+90 0 gp vp 8.0% 128 6.5% 121 95% 90% Pass 2/4/13 2 9+25 0 gp vp 8.0% 128 6.8% 121 95% 90% Pass 2/4/13 3 Wall backfill 8+60 0 sp ii 8.0% 132 7.9% 128 97% 90% Pass Percent Compaction Based On: Density Test Method 7 a • N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Ballon (ASTM 0-3167) Standard Proctor (AASHTO T99 -57, ASTM D -698) Modified Proctor ( AASHTO T180 -57, ASTM D -1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper Soil Type S - Sand G - Gravel Si - Silt C - Clay s - sandy g - gravelly si - silty c - clayey GEOENGINEERQ 8410154m AVENUE NE REr MONO, WA 98052 (425) 861 -6000 Prepared by: Jon C. Koloski Plapa50. NrJI: Construction Observation FIELD REPORT ecr Tukwila South Owner; Segale Properties on on: Tukwila, Washington Weather: Cloudy Tama Of Arrival: 130 Pepenuro: 200 ravel mm: 1 h File Number: 0291 -031 -08 Date: 2/13/13 (Wed,) Report 'urn•cr: 60 Paso 1 of 2 Icon a•r . 1 a to ussefso. persona 'sty a1arde: •a - Yes a' U Referred to Site Safely Plan and Safety TeligateIfappanage Safety Retards blow Addressed by: ® StnyingAlan to Con auction and Equipmers Hazards O Other (describe) The site was visited today as part of our on -going construction observation activities. Our observations were as follows. Block Wall When I arrived on site I met with Dean. Block wall subgrade preparation work had been completed between station 9 +75 and about 10 +75. The subgrade conditions consisted of 5/8 Inch minus crushed rock. The crushed rock har been compacted with a vibratory plate. The compacted crushed rock was evaluated by means of in place density tests. The test results indicated compaction of at least 90% of the maximum dry density. Wall backfilling work was In progress between about stations 8 +75 through 9 +50. Up to about 4 feet of fill had bee placed In this area. Geogrid reinforcement (5 to 7 foot lengths) had been Installed. The wall backfill material consiste• of said with gravel. The fill had been paced in loose lifts about 12 Inches thick and had been compacted with a doubt= drum vibratory roller. The compacted wall backfill was evaluated by means of In place density tests performed at about 4 feet below grade. The test results indicated compaction of at least 90% of the maximum dry density. Based on our observations and evaluations the block wail subgrade had been adequately prepared. The wall backfill evaluated today has been placed and compacted in general accordance with the project plans, specilcations and our recommendations. THIS FIELD REPORT IS PRELIMINARY A protim'nary report Is provided solely as evldence that field observatren was performed. Observations and/or ocndustons and/or recommendations conveyed In Poo tnol report may very from and snail take precedence over those andlcaled in a preilmlhary repon. THIS FIELD REPORT IS FINAL A Ihol report to an instrument of professional service. Any conclusions drams from This report should bo discussod with and euelualad by Iha prolesstonel involved. M1�ri sue,' -„r. FIELD REPRESENTATIVE Jon C. Koloski DATE February 13, 2013 REVIEW II) :y DATE Ths roped present° opinions toned as a result of our observation of ooII tIlos odalln6 to our eorvicos only We rely on the contractor to comply wilt. the plane and spocflicaticn Throughout the duration ol Iha project Irrespective of the presence of our representative. O:r work does not include supervision or direr/ion of the work of Mere. Our firm will not bo responsible for lob of die safety ol others on :his project. OlecylMaf: My electronic hrm, iacsfmIla or herd copy of the original Document ,email, lost, table, and/or Upon), 11 provided, and any attachments are only a copy of the orlghal document. The original document is stored by GooEnob.eors. Inc and will serve as the elfciaI document of record. Attachments: Test Results Distribution: Project: Tukwila South GEOENGINEERS O Summary of In -Place Moisture and Density Tests Project No. 0291 -038 -06 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass /Fail 2/13/13 1 wall backfill 8+75 4 sp ddvr 8.0% 132 8.8% 125 95% 90% Pass 2/13/13 2 9+00 4 sp ddvr 8.0% 132 8.9% 125 95% 90% Pass 2/13/13 3 Wall subgrade 0 gp vp 8.0% 128 7.5% 121 95% 90% Pass Percent Compaction Based On: • Density Test Method N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM 0-1556) RB - Rubber Balton (ASTM 0-3167) Standard Proctor (AASHTO T99 -57, ASTM D-698) Modified Proctor (AASHTO T180 -57, ASTM D -1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller JJ - Jumping Jack V - Vibratory Compactor L - Loaded Scraper S - Sheepsfoot Roller VP - Vibratory Plate GD - Grid Roller HT - Hand Tamper BV - Backhoe Vibratory Plate Soil Type S - Sand s - sandy G - Gravel g - gravelly Si - Silt si - silty C - Clay c - clayey GEOENGINEERS 8410 1504 AVENUE NE REDMOND, WA 98052 (425) 861-6000 FIELD REPORT e m. : 0291- 031 -08 .meal: Tukwila South • ate: 2/21/13 (Thurs.) ,.are/ Segale Properties r Port 'umber: 61 yarn, Jon C. Koloski man Tukwila, Washington TWO • 'spa re: 145 . 1 of 2 •wneso • 'C Construction Observation heathen - - - Cloudy, cool Travelllma: -- 1 hr Permit Number, pen oft , . Ito st • aessass. persona safe non • 1: Solely Hazards Were Addressed by: 19 Staying Marl to Con o its or • • afer a .Ste Sa ety P an an • :a a, a gate ape (cob a trualan and Saupmen: Hamrds Q Other :describe) The site was visited today as part of our on -going construction observation Block Wall When I arrived on site I met with Dean. Block wall construction 8 +50 and about 12 +50. Work In progress consisted of installing the diameter perforated pipe. The pipe was bedded in washed drain woven geotextile fabric. Wall subgrade conditions consisted of 5/8 been compacted with a vibratory plate. The compacted crushed rock The test results Indicated compaction of at least 90% of the maximum progress between, about stations 8+50 through 9 +50. Up to about to 6 feet of fill had been placed in this area The wall backfill material consisted of sand with gravel. The fill had been paced in loose abou: 12 inches thick and had been compacted with a jumping compactor and a double drum vibratory roller. The compacted backfill was evaluated by means of In place density tests performed at about to 2 feet below grade. The test results indicated compaction least 90% of the maximum dry density. Based on our observations and evaluations the block wall subgrade had been adequately prepared. The wall backfill evaluated today been placed and compacted in general accordarce with the project plans, specifications and our recommendations. activities. Our activities were in progress wall footing drain. rock. The rock was inch minus crushed was evaluated by dry density. 5 lifts jack r� observations between The drain completely rock. The means of in Wall backfilling tI - "t - c 1 f / were as follows. stations abou consisted of a 6 Inc wrapped In a non crushed rock ha• place density tests. work was in )5 /I i` ``T v 1 ;7 ~. t -74 of at t --- �a�,`a o; has �°` �,t� \∎�,, \.,'\'�`;,. s�1�'; �% \�\`�,:,.',;;; `1 Al 1 i i ltish,�r ».v.: .a THIS FIELD REPORT IS PRELIMINARY A preliminary repon Is provided solely as evidence Thal Sold obsonradon was perfumed. Observations andla corrduerons andor recommondetions convoyed In he that report may vary horn and shall tato precedence over thtma Indicated In a preliminary capon. FIELD REPRESENTATIVE DATE Jon C. Koloekl February 21, 2013 THIS FIELD REPORT IS FINAL A ilnal raped la on Inslrznont of protossronal service. Any conclusions drawl from his report should bo discussed with end ovatualed by the prefossbnal involved, REVIEWEb � BY -, -�— DATE / //�9 / 0 t r 3 F Th1a report presents opinions formed an a result clout damnation cf eclivipos rotating to our BONGOS cn y. We re yon the contractor lo comply with Iles plans and ei wcificetion throughout the duration of the project irrespective of Iho presence of our representative, One cork does riot include supervision or dreaction of the wor'R of (Ahers. Our aim x111 ncl be responsible for Job or she safety d others on this project. O,SCLAI4Ert Any elsobonic form 'ocstmib or herd copy of the oripinal documonI ;amok tool, fable, and/or figure). if provided, and any attachments aro only a copy of the original dxumanl. 'The original document Is stored by Oo3Engrneors, Inc. end will nerve as the official docurnonl of record. Attachments: Test Results Distribution: Project: Tukwila South GEOENGINEERS Summary of In -Place Moisture and Density Tests Retest Project No. 0291- 038 -06 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 2/21/13 1 wall backfill 8+50 1 sp ddvr 8.0% 132 10.1% 122 93% 90% Pass 2/21/13 2 9+00 0 sp ddvr 8.0% 132 10.2% 122 93% 90% Pass 2/21/13 3 Wall subgradel2+50 0 gp vp 8.0% 128 7.5% 121 95% 90% Pass 1 Percent Compaction Based On: Density Test Method • N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Ballon (ASTM 0 -3167) e D Standard Proctor (AASHTO T99 -57, ASTM D -698) El Modified Proctor (AASHTO T180 -57, ASTM D -1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller JJ - Jumping Jack V - Vibratory Compactor L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate Soil Type s - sandy g - gravelly si - silty c - clayey S - Sand G - Gravel Si - Silt C - Clay GEOENGINEERLO 8410154tH AVENUE NE REDMOND, WA 98052 (425)861 -6000 FIELD REPORT F. umber. 0291- 031.08 No Oct Tukwila South • to: 3/18/13 (Mon.) caner: Segale Properties TIm s o Ar va : 200 ape ' um • or: 62 Prepared on; Jon C. Koloski • cat on: Tukwila, Washington Tana of Departure: 230 were: 1 of 2 •urpcso . vs : Construction Observation soother Sunny TraVel net 1 hr Penns Number: upon a .lie Ina site I mould personal Wee/hazards: c Yea or a Re anon to Site Solely P on ano a al gold oppl co 0 Safety Hazards Wore Addressed by: CR Staying Alert to Con buctlnn and Equ amen: Mardi 13 Dew yeesarlaw The site was visited today as part of our on- going construction observation activities. Block Wall When I arrived on site I met with Dean. Block wall subgrade preparation stations 13 +25 and 13 +45: Wall subgrade conditions consisted of 5/8 inch had peen compacted with a vibratory plate. The compacted crushed rock was evaluated by means of in place density tests. The test results Indicated compaction of at least 90% of the maximum dry density. Wall baokfilling wok had been performed prior to my arrival south of about station 12 +50. The wall backfill material consisted of sand with gravel. Up to about 4 to 5 feet of fill had been placed in this area. It is our understanding the backfill had been paced in loose lifts about 12 inches thick. Each lift had been compacted with a jumping jack compactor and or a steel drum vibratory roller. The compacted backfill was evaluated by means of in ,place density tests performed at or near grade and up to about 2 feet below g r a d e . The test results indicated compaction of at least 900 of the maximum dry density. Based on our observations and evaluations the block wall subgrade had been adequately prepared. The wall backfill evaluated today has been placed and compacted in general accordance with the project plans, specifications and our recommendations. • Our observations activities were in progress minus crushed -� Niter . .. — - - -�' r r} `` { `' t Its _-°: te T-> = were as follows. between abour rock. The crushed roc -, ,• "` !- 'X'"P -- • ' - - .~ �_ , '' , ' ,� , :�a ri 4 t`, =, .dU 1 :. C• ,gi ` �� - p .�. _ DATE March 18, 2013 •_ -::. � - eti q THIS FIELD REPORT IS PRELIMINARY FIELD REPRESENTATIVE A proilmbu •y roped le provided .solely as evidence that field ohser.rattm wan peiermed. Jon C. Koloskl Observations endror eoneluabm endror re Dommondations cowoyed In IN Mal repot' may vary from end slap lake precedence over h n ose Indicated In a prat i nary repot. r -Y THIS FIELD REPORT IS FINAL REVIEWED BY DATE A final report is an Instrument of prctesilanal service. Any Conclusions drawn from thO report should ea dammed with and evaluated by tho protorelonar Waived This report prowls opinions leaned as n result of our aboutvatlon of activities rdolie2 to our cantos only. We rely on the contractor to comply with the plans end vocalisation throughout the durnUcn o' eta proiecr irrespective of ma presoiice of our ntprosemoilve. Or r warb does net Include supaniolon cr direction al the work of other-a. Our firm iAll not be responsible for fob or silo safely of others on tnls protect. DIOG.AIMER: My dectronto farm, riaceimite e- herd copy of the original document (mall, text, labia, and/or figure}, II provided, and any aliachmrnta are an'y a copy of the original eccurnent. Tile original document is tiered by Oeo_nklnears, Int and will servo as tho official document of record. Attachments: Test Results Distribution: Project: Tukwila South GEOENGINEERS Summary of In -Place Moisture and Density Tests I Project No. 0291 -038 -06 Page 1 0 Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 3/18/13 1 wail subgrade 13+30 0 gp vp 8.0% 128 6.2% 121 95% 90% Pass 3/18/13 2 wall backfill 10+50 0 sp ddvr 8.0% 132 8.5% 124 94% 90% Pass 3/18/13 3 wall backfill 11 +50 2 sp ddvr 8.0% 132 8.2% 125 95% 90% Pass Percent Compaction Based On: Density Test Method a Standard Proctor (AASHTO T99 -57, ASTM D -698) • Modified Proctor (AASHTO T180 -57, ASTM D -1557) N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Ballon (ASTM D -3167) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper Soil Type s - sandy g - gravelly si - silty c - clayey S - Sand G - Gravel Si - Silt C - Clay GEOE N GI N E ERS.,,O. 8410 154Th AVENUE NE REDMOND, WA 98052 (425)861.6000 FIELD REPORT Ft le Number. 0291 - 031.08 - o ee : Tukwila South • rte: 4/18/13 (Thurs.) Owner: Segale Properties time o advM: 145 ROyal Number: 63 ' cps - . fi Jon C. Koloski • tton: Tukwila, Washington MO •aperture: 210 a: 1 of 2 Purpose o w Construction Observation ran on Cloudy, light rain rove me: 1 hr Upon arrival to . a to 1 assoesed corneal safety hoards: Safely rls:erds Were Add'essed by: m Slaying Alert to ton n. Yes or o Rot tied to 6110 Safety Non and So . ■ Tailgate If peptised! auction and EgtlpmertHazards O Other (describe) The site was visited today as part of Block Wall When I arrived on site I met with Dean. to the shop facility. Wall subgrade conditions compacted with a vibratory plate. The test results indicated compaction of performed prior to our arrival. It Is our crushed rock near the surface. The or.a steel drum vibratory roller. The results indicated compaction of at least Based on our observations and evaluations evaluated today has been placed and in general accordance with the project specifications and our recommendations. our on -going construction observation activities. Block wall construction activities had consisted of 5/8 Inch minus crushed compacted crushed rock was evaluated at least 90% of the maximum dry understanding that the wall backfill material backfill was placed in lifts and was compacted crushed rock backfill was evaluated by 90% of the maximum dry density. the block wall subgrade had been compacted ,,, plans, i I , Our observations been completed up rock. The by means of In place density. Wall backfiliing consisted with a jumping means of in -place adequately prepared. were as follows. to the north entrance crushed rock had been density tests. The Work had been of sand with gravel and Jack compactor and density tests. The test The wall backfill Imo' , FIELD REPRESENTATIVE Jon C. Koloski 4 THIS FIELD REPORT IS PRELIMINARY A prof nInary roped Is provided solely as evidence that field observation was podormod. Obserwgono andtcr concluerana andtot ro arnmondatlana convoyed In fie Mal report way vary Item and shall lake proco9oroo ovor (hose btdloo;ad In a ptolminary roped. DATE April 18, 2013 THIS FIELD REPORT IS FINAL A Hnal report Is an Instrument of professional service. My conch/dons dram Iron this report should bo diseased with one evaluated by the professional Involved REVIEWED BY DATE This roped presents opinions termed as a moult of our observation of =idles ,dalHg to our sorIoes only. We rely on the contractor to campy vtlr the plena one apactuation throughout Me durmmn of the props Irreopectiva al the presence of oar representative. Oir work does net Inaude supervision or d racoon et the work of others. Our firm will not be responsible for lob or dli solely of others on this prt$ec1. DISCLAIMER: Any electronic lam, lots!mgo or hard copy of the orgginai document (small, tad, labia, orifor figure). II provided and any obothmoits ore only a copy of din original document. The original document Is oared by OooEnstineors. Inc. and will servo as the official document of record. Attachments: Test Results Distribution: Project: Tukwila South GEOENGINEERS Summary of In -Place Moisture and Density Tests Retest Project No. 0291- 038-06 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 4/18/13 1 wall backfill 0 gp vp 8.0% 128 7.1% 121 95% 90% - Pass 4/18/13 2 wall backfill 0 gp vp 8.0% 128 6.9% 121 95% 90% Pass 4/18/13 3 wail backfill 0 gp vp 8.0% 128 7.0% 121 95% 90% Pass Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Ballon (ASTM 0- 3167) Standard Proctor (AASHTO T99 -57, ASTM D -698) Modified Proctor (AASHTO T180 -57, ASTM D -1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor Soil Type R - Rubber -tired Roller JJ - Jumping Jack S - Sand s - sandy V - Vibratory Compactor L - Loaded Scraper G - Gravel g - gravelly S - Sheepsfoot Roller VP - Vibratory Plate Si - Silt si - silty GD - Grid Roller HT - Hand Tamper C - Clay c - clayey BV - Backhoe Vibratory Plate GEOENGINEERS 8410 154TH AVENUE NE REDMOND, WA 98052 (425) 861-6000 FIELD REPORT File Number. 0291 - 031 -08 Project: Tukwila South Date: 11/5/13 (Tues.) Owner. Segale Properties Report Number: 64 Prepared by: Jon C. Koloski Location: Tukwila, Washington Time 0 Depa 230 re: Page: 1 of 2 Purpose . visit: Construction Observation Weather: Mostly sunny Travel Time: 1 hr Permit Number. Upon arrival to the site I assessed personal safety hazards: ® Yes or ❑ Referred to Site Safety Plan end Safety Tailgate it applicable Safety Hazards Were Addressed by : ® Staying Alert to Construction and Equipment Hazards 0 Other (describe) The site was visited today at the request of Dean with Segale Properties. The subgrade. Our observations were as follows. Block Wall Subgrade Evaluation When I arrived on site I met with Dean. Block wall construction activities were to the shop facility. Wall sub -base soil conditions consisted of brown silty sand were evaluated by probing with a 1/2 inch diameter steel probe rod. The probing Approximately 6 inches of base course crushed rock (11/4 inch minus) was crushed rock was being compacted with a vibratory plate. The compacted crushed place density tests. The test results indicated compaction of at least 95% of Based on our observations and evaluations the block wall subgrade evaluated today has been prepared in general accordance with the project plans, specifications and our recommendations. . purpos in pro with depths being placed rock the maxi i A+ • of our visit was to evaluate wal ress south of the south entrance gravel. Sub -base soil condition were typically less than 1 inch over the sub -base soils. Th was evaluated by means of i um dry density. , . . —`- _..�. .r, vi ii . DATE November 5, 2013 4 THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the final report may very from and shad take precedence over those indicated in a preliminary report. FIELD REPRESENTATIVE Jon C. Koloski THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional invoked. REVIEWED BY DATE This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction o1 the Mork job or site safety of others on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (ema attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the officia Attachments: Test Results Distribution: comply with the plans and specification throughout of others. Our firm will not be responsible for I, text, table, and/or figure), if provided, and any document of record. Project GEOENGINEERS Summary of In -Place Moisture and Density Tests Retest Project No. o24 /- 63/-0 8 Page 1 Laborato Field of Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample. No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass /Fail "Y/r AJ 4mL rn /&`, vP z z /32 ii f 127 94, ?_•32_- -- P ‘, /1/i7 2 nUBG (2. {�i=" Q cR v P 1&2 V.? /27 9� Fs"' __ Percent Compaction Based On: ❑ Standard Proctor (AASHTO T99 -57, ASTM D -698) 21 Modified Proctor (AASHTO T180 -57, ASTM 0-1557) Density Test Method N - Nuclear (ASTM 0-2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Ballon (ASTM D -3167) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller of Compactor JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper BV - Backhoe Vibratory Plate Soil Type S - Sand G - Gravel Si - Silt C - Clay s - sandy 9 - gravelly si - silty c - clayey GEOENGINEERSO 8410 154TH AVENUE NE REDMOND, WA 98052 (425) 8616000 FIELD REPORT File Number. 0291 -031 -08 Project Tukwila South Date: 11/8/13 (Fri.) Owner: Segale Properties Time of Ant/ l: 315 Report Number: 65 Prepared by: Jon C. Koloski Location: Tukwila, Washington Time of Dep rture: 330 Page: 1 of 2 Purpose of visit: Construction Observation Weather. Mostly sunny Travel Time: 1 hr Permit Number: Upon arrival to the site I assessed personal safety hazards: ® Yea or 0 Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : 0 Staying Alert to Construction and Equipment Hazards 0 Other (describe) The site was visited today at the request of Dean with Segale Properties. The purpos- subgrade. Our observations were as follows. Block Wall Subgrade Evaluation When I arrived on site I met with Dean. Block wall subgrade preparation activities south entrance to the shop facility. Sub -base soil conditions consisted of brown silt conditions were evaluated by probing with a V2 inch diameter steel probe rod. The probing than 1 inch. About 6 inches of base course crushed rock (11 inch minus) had bee, The crushed rock had been compacted with a vibratory plate. The compacted crushed in place density tests. The test results indicated compaction of at least 95% of the ma Based on our observations and evaluations the block wall subgrade evaluated today has been prepared in general accordance with the project plans, specifications and our recommendations. of our visit was to evaluate wall ad been completed south of the sand with gravel. Sub -base soil depths were typically le placed over the sub -base soils rock was evaluated by means o imum dry density. D it • F• f, \ 3. . CY, ; +iii 0 °r: THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations end/or conclusions and/or recommendations conveyed in the final report may vary from and shall take precedence over those indicated in a preliminary report. FIELD REPRESENTATIVE DATE Jon C. Koloski November 8, 2013 4 THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved, REVIEWED BY DATE This report presents opinions formed es a result of our observation of activities relating to our services only. We rely on the contractor to Me duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the job or site safety of others on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (ema attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the officio Attachments: Test Results Distribution: comply with the plans and specification throughout work of others. Our firm will not be responsible for I. text, table, and/or figure), it provided, and any document of record. GEOENGINEERS O Summary /of In -Place Moisture and Density Tests Project: S e q / e ; c. P,L27`4 eS t�2At 6S-- Project No. Retest fiZ r/ 0 3/-0 6 Page 1 Laborato Field of / Test Date Test No. Initial Test Date Initial Test No. General Location Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC ( %) Max Dry Density (pcf) Moisture ( %) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass /Fail a� %8/q -� / i, f/ P X 3— -z? g - S'S /- � /1! 6'113 Z c i7 1/ 1' 2. 9, 7 / z 7 (7.-- 15*SS- Percent Compaction Based On: ❑ Standard Proctor (AASHTO T99 -57, ASTM D -698) Modified Proctor (AASHTO T180 -57, ASTM D -1557) Density Test Method N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM 0-1556) RB - Rubber Ballon (ASTM 0-3167) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate Soil Type S - Sand G - Gravel Si - Silt C - Clay s - sandy g - gravelly si - silty c - clayey MINIMUM LANE CLOSURE TAPER LENGTH = L (feet) LANE WIDTH ono Posted Speed (mph) 25 30 38 40 45 50 55 80 65 70 10 105 150 205 270 450 .500 550 - _ 11 115 185 225 285 495 S60 805 650 - - 12 125 180 245 320 540 600 680 720 780 840 MINIMUM SHOULDER TAPER LENGTH = 1./3 (feet) SHOULDER WIDTH (TA40 Posted Speed (mph) 25 30 35 40 45 60 55 60 85 70 8' 40 40 BO 90 120 130 150 180 170 190 10' 40 80 90 90 150 170 190 200 220 240 USE A MINIMUM 3 DEVICES TAPER FOR SHOULDER LESS THEN if. OI PCMS ■ LEGEND TEMPORARY SIGN LOCATION TRAFFIC SAFETY DRUM SEQUENTIAL ARROW SIGN TRANSPORTABLEATTENUATOR PORTABLE CHANGEABLE MESSAGE SIGN SIGN SPACING = X (1) DEVICE (feet) FREEWAYS & EXPRESSWAYS 55 / 70 MPH 1500.3 RURAL HIGHWAYS 80/85 MPH 800' e RURAL ROADS 45/55 MPH 500'± RURAL ROADS & URBAN ARTERIALS 35 /40 MPH 350 t RURAL ROADS & URBAN ARTERIALS 25130 MPH RESIDENTIAL S BUSINESS DISTRICTS 200' t (3) URBAN STREETS 25 MPH OR LESS 100' t (2) (1) AU. SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS, AT -GRADE INTERSECTIONS AND DRIVEWAYS. (2) THIS SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS. CANALIZATION SPACING DEVICE (feet) MPH TAPER TANGENT 50/70. -45 80 35/45 30 80 T613D 20 40 W20-6R FILE NAME 83Dosign R P8 844S1anmrm1L71tn Seel LI81ar7110 -Woe t zero TNMk Control 10:80:28 AM TINE SINGLE -LANE CLOSURE FOR MULTI -LANE ROADWAYS NOT TO SCALE APPROVED AUG 3 0 2013 City of Tukwila PUBLIC Works NOTES: 1, NO FLAOGERS OR SPOTTERS. 2. EXTEND DEVICE TAPER AT L/3 ACROSS SHOULDER. 3. DEVICES SHALL NOT ENCROACH INTO THE ADJACENT LANE. 4. USE TRANSVERSE DEVICES IN CLOSED LANE EVERY 1000' (RECOMMENDED). 5. DEVICE SPACING FOR THE DOWNSTREAM TAPER SHALL BE 20' 9. ALL SIGNS ARE BLACK ON ORANGE. 7. SEE SPECIAL PROVISIONS FOR WORK HOUR RESTRICTIONS. FILE COPY REVIEWED FOR CDDE COMPLIANCE APPROVED SEP 0 4 2013 City of Tukwila BUILDING DIVISION (TC)ITCJnC3.09 DATE 5/1771013 MGM no PLOTTED BY C71med DESIGNED BY ENTERED BY CHECKED BY 10 WAS! FED.AID PROJ.NO. PROD. MGR. REGIONAL ADS. DATE e•at MR PARrICI cri Washington State Department of Transportation PERMIT D12 -219 8/21/13 Southcenter Parkway Temporary Lane Closure of Southbound Right Lane 7:00am - 5:30pm Monday - Saturday Plot 1 7C3 TRAFFIC CONTROL PLAN i REVISIONS No changes shall be made to the scope cf 1•fc k without prior approval of Building Division. '.',is:o15 will require a new plan submittal may i n :lude aduit;onal plan review fees. RECEIVE!) AUG 272013 TUKWIL/ PUBLIC WORKS RECEIVED CITY OF TUKWILA AUG 2 3 2013 PERMIT CENTER REVISION NO,L DI2- 21i REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 1 2013 City of Tukwila BUILDING DIVISION SIPZPJ ,5 Kelley Blocks are available in four standard finishes Fractured Fin (Standard Finish) New England Dry Stack Single Cut Stone Rounded End Kelley Blocks can even be used in building structures. Sand Shea' with stained Kelley hicctaggraker Distributed by: 1(662 14tike. ((ell Kelley Blocks LLC PO Box 1908 Milton, WA 98354 (253) 922-9848 •■• WWW.KELLEYBLOCKS.COM PATENTS #5,402.609 #5,667,200 #5,651,642 Ea-VT:EKED • r -1V call fl OLDOIrl■; (C-57 L.12,)A RETAINING WALL SYSTEMS nirtek,. COW t),Auf,&\)1A JI.P■ 2 5 2017, PERM MMR, 1)12:w211 �I elley Blocks are an architectural concrete product designed for a wide variety of applications ranging from retaining walls and bulkheads (salt or fresh water), to storage bins, building enclosures and even freestanding walls. A practical building material, Kelley Blocks provide the perfect combination of structural soundness, flexibility of design, and ease of installation. They come in an array of shapes, sizes, and finishes, with special end blocks textured on two sides for an attractive finishing touch to your wall. Cap blocks are also available in a smooth top finish. Custom pieces are also available. Our standard concrete blocks measure 4' x 2' x 2', consisting of nearly one half yard of concrete and weighing approxi- mately 2000 pounds. Knobs atop the block interlock with corresponding recesses in the bottom of the next block for stability and easy installation. Two grout tubes extend down through the block allowing access for structural concrete and steel reinforcement when required. Each grout tube is 8" square, and spaced one foot in from each side of the block and two feet on center. Kel %y dock make efficient and attract, t v retaining walls, barriers & bulkheads. 't Bottom View Top View As blocks are stacked, the tubes line up to form a column casing, an excellent receptacle for a fence or railing post. Grout tubes taper down slightly towards the block's base for consistent filling. Another key feature is Kelley Blocks' tie back system. A cast recess in the shape of a "T" supports an optional bracket which fits flush into the top of't1Ye4toc .. This allows the wall to `be. c.on�in�ia?[ly‘ built, leaving a conve- : `h1enr n solid support embedded in the finished wall which can be attached m to" a deadan or soil anchor at any time. Alternatively, Kelley Blocks can be anchored with geo -grids to •.rov(de ° More {design flexibility. eliey tlpcks-also'have a recessed cable allowing easy lifting and setting of the blocks. Blocks can be set and poured conveniently into place without having to bend or remove the cable. Blocks are also equipped with fork lift pockets in the bottom face to allow easy forklift handling. Kelley Blocks can be used in a variety of situations, regardless of angles or variation in landscape. Standard Kelley Blocks are designed for staggered 90 degree corners, with 45 degree blocks available as well. Angled blocks can be ordered with finish facing applied on either the in- side or outside of the corner. Our round blocks make any curve possible. Footings are not necessarily required. Kelley Blocks may be set on firm ground, though they may need to be "keyed" into the ground. Footing requirements depend on base soil type and condition, specific wall size, and the type of soil the wall is retaining. In many cases, walls may be set in firm bedding. We are capable of assisting you in the planning and construction of your project. We can deliver and install the Kelley Blocks or assist you or your contractor with the proper setting of your system. While alleviating the need for forms, Kelley Blocks are attractive, stable, and convenient making them the perfect wall system for large or small projects. Kelley Blocks can compliment boundaries, as shown in this fenceline. Use for salt or freshwater bulkheads. � 1 ( a. �� I ilia Also available in curved end blocks. Architectural Building Products for Commercial & Residential Applications Kel e, Blocks ti crsati/ity rrmal. them ideal ,L 3. • FILE COPY Permit No. .. • _ lhiect to errors and ArrOoirmS. HSA ENGINEERS & SCIENTISTS A member of the CRA family of companies 18801 Southcenter Parkway Kelley Block Retaining Walls for Segale Properties HSA Project No. 613 - 4140 -00 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 31 2012 City of Tukwila BUILDING DIVISION Client Focused Solution Oriented cirrMDiu JUN 2 5 2012 PERMIT CENTER 2 -211 Quality Driven 1 1 t 1 1 1 t 1 i 1 1 1 1 1 immemoro Z ENGINEERS & SCIENTISTS 718 Northlake Blvd., Suite 1020 Altamonte Springs, Florida 32701 PH 321 397 0710 FX 321 397 0713 ■■ .■ ■� I I I I III ■■ III _ _ 1880 -1 -Sout center- Parkway Kel • - yr-Block —i Retai ing-FWalls o — �- Segal: Properties Project • 16- 0754 -01 ■■■ HSA J Enginee s & Scientists Inc. ■ I ■ ■ by • Patrick PP-loads, P.E. NW_ aN Ap. ---- cio r- --.�.. d` • 39903 �'. — — — ^�,s' %STEA e /ONAC �'.. • — 1 1 1 1 t 1 1 1 1 1 t mmmoilmue v ENGINEERS & SCIENTISTS 718 Northlake Blvd., Suite 1020 Altamonte Springs, Florida 32701 PH 321 397 0710 FX 321 397 0713 Scope: P_ro.vide_st retaining_ Barmy .uctural_engi _..alls__for ►1!.' . eering_calcu n w develop ations_ .. ent__at i' for a, 1 n:.w_Kelley 8().:1 v. - Southce .. BI ' .' • ; ck er • ---1 1— alpproxima Kelley Bloc k wa I and a , .g ly 24 'riche from the b:ck s B oc bar a • rad face els the retaining d filled - behind of the impery one reinforci ous -urface of th:• Kel g steel lo. ding that ey on surf with wall ce w II. /8 to water awa, from the b•:ckside inforced with Cores to r: minus cru - hed grave . I aximum —_ be 250 psf III Parameter : Soil Acti 35 sf /ft a De ity f-of on I - - soil 120Ipcf -- - -0�4 -- frict -- -- --- — - -- 0 :0 Ka -I 0 :295 Kelley_Block Wei ht 1.25 (Eff pcf on grouted) Weight 150 —JGr. pcf uted ,cores — --__ ■ I L. _I_ L .1- ► - — l 1 1 - ( - FIST ONE ilk, ETAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Segale property, Tukwila, WA Project No: 616- 0754 -00 Case: Case 1 Design Method: Rankine -w /Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: 4) deg 33 33 33 c psf ti pcf 0 120 0 120 0 120 0.75" minus Crushed Stone or Gravel Crushed Stone, 1 inch minus Seismic Design A =0.15 g, Kh(Ext) =0.098 , Kh(Int) =0.195 , Kv =0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: overturning: bearing: Design Preferences 1.50/1.13 2.00/1.50 2.00/1.50 pullout: shear: bending: Reinforcing Parameters: Tensar -UXMSE Geogrids Tull RFcr RFd RFid UX 1400MSE 4800 2.60 1.00 1.15 1.50/1.13 1.50 /1.13 1.50 /1.13 T H = 4.00 It Date: 6/19/2012 Designer: P Rhoads uncertainties: 1.50/1.13 connection: 1.50/1.13 LTDS FS Tal Ci Cds 1605 1.50 1070/3710 0.90 0.90 1. = 6.00ft 5t. 4 a Analysis: Case: Case 1 4 foot wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: Standard 21" / 120.00 pcf Crushed Stone 4.00 ft Offset: 0.00 ft LL: 50 psf uniform surcharge Load Width: 100.00 ft Wall Batter: 0.00 deg (Hinge Ht N /A) embedment: 1.00 ft DL: 0 psf uniform surcharge Load Width: 100.00 ft Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 5.47/4.63 17.45/13.69 28.84/28.72 16.78/13.39 4.79/3.51 Calculated Bearing Pressure: 533 /509/518 psf Eccentricity at base: 0.10 ft/0.22 ft Reinforcing: (ft & lbs /ft) Calc. Allow Ten Layer Height Length Tension Reinf. Type Tal 1 2.00 6.0 342 / 548 UX1400MSE 1070/3710 ok Reinforcing Quantities (no waste included): UX I400MSE 0.67 sy /ft Date 6/19/2012 0It- Pk Conn Tcl 1375/1834 ok Pullout FS 2.60/1.29 ok NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY QUALIFIED ENGINEER Case 1 Page 1 DETAILED CALCULATIONS Project: Segale property, Tukwila, WA Project No: 616 - 0754 -00 Case: Case 1 Design Method: Rankine -w /Batter (modified soil interface) Soil Parameters: d deg Reinforced Fill 33 Retained Zone 33 Foundation Soil 33 Leveling Pad: Crushed Stone Modular Concrete Unit: Standard 21" Depth: 1.75 ft In -Place Wt: 120 pcf Geometry Internal Stability (Horizontal geometry) Height: 4.00 ft BackSlope: Angle: 0.0 deg Height: 0.00 ft Batter: 0.00deg Surcharge: Dead Load: 0.00 psf Live Load: 50.00 psf Base width: 6.0 ft Earth Pressures: ka = sing (a + 2- sine a sin(a — S) 1 + sin(a — S) sir,(a + fi)1 Date 6/19/2012 Internal = 33 deg a = 90.00 deg = 0.00 deg S = 0.00 deg H = 4.00 ft ka = 0.295 Date: 6/19/2012 Designer: P Rhoads c psf y pcf 0 120 0 120 0 120 External Stability (Horizontal geometry) Height: 4.00 ft Angle: 0.00 deg Height: 0.00 ft Batter: 0.00deg Dead Load: 0.00 psf Live Load:50.00 psf = 33 deg = 90.00 deg = 0.00 deg = 0.00 deg ka = 0.295 Hinge Height: Hinge Ht= Not applicable Case 1 Page 2 Reinforcing Parameters: Tensar -UXMSE Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds UXI400MSE 4800 2.60 1.00 1.15 1605 1.50 1070/3710 0.90 0.90 Connection Parameters: Tensar -UXMSE Geogrids Frictional 1 Break Pt Frictional 2 UXI400MSE Tcl= Ntan(21.30) + 1899 4050 Tcl= Ntan(0.00) +3478 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(17.40) + 1550.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 6.00 ft Pa:= 0.5H • (T•H-ka — 2c• .a) Pah := Pa cos(8) Pay, := Pa. sin(6) Reactions are: Date 6/19/2012 Pq := q-H-lea Pqh := Pq cos( ) Pq,, := Pq sin( 8) 6 Pa q qo v21r Area Force Arm -x Arm -y Moment WI 840.00 [0.875] 2.000 735.00 W3 2040.00 [3.875] 2.000 7905.00 ql 212.50 13.875] 4.000 823.44 Pa_h 283.01 6.000 [1.333] - 377.35 Pql_h 58.96 6.000 [2.000] - 117.92 Sum V = 3092.50 Stun Mr = 9463.44 Suni H = 341.97 Sum Mo = - 495.27 Case 1 Page 3 Calculate Sliding at Base For Sliding, Vertical Force = W 1 +W2 +W3 +W4 +W5 +W6 +qd The resisting force within the rein. mass , Rf 1 The resisting force at the foundation, Rf 2 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pql_h + Pqd_h the Factor of Safety for Sliding is Rf 2/Df Calculate Overturning: Overturning moment: Mo = Sum Mo Resisting moment: Mr = Sum Mr Factor of Safety of Overturning: Mr/Mo = 2880 = N tan(33) = 1870 = N tan(33.00) = 1870 = 342 = 5.47 = -495 = 8640 = 17.45 Date 6/19/2012 Case 1 Page 4 Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 8968 / 8145 Sum Vertical = 3093/2880 Base Length = 6.00 e= 0.100/0.172 Calculate Ultimate Bearing based on shear: where: Nq = 26.09 Nc =38.64 Ng = 35.19 (ref. Vesic(1973, 1975) eqns) Quit = 15376 psf Equivalent footing width, B' = L -2e = 5.80 / 5.66 Bearing pressure = sumV /B' = 533 psf / 509 psf [bearing is greatest with liveload] Factor of Safety for bearing = Qult/bearing= 28.84 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2c sqrt(ka)'. Table of Results ppf [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] Layer Depth zi hl ka/rho Pa (Pas +Pasd) c (5 +6)cos(d) -7 Ti Tcl Tsc 1 2.00 2.00 0.295/61 283 59 0 342 342 1375 N/A Calculate sliding on the reinforcing: The shear value is the lessor of base -shear or inter -unit shear. [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12] Layer Depth zi N Li Cds T RF ka Pa Pas +Pasd DF FS 1 2.00 1020 4.25 0.90 1682 2278 0.295 71 29 100 22.72 Date 6/19/2012 Case 1 Page 5 Calculate pullout of each layer The FoS (R * /S *) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (DI) in that layer. The angle of the failure plane is: 28.50 degrees from vertical. [1] [2] [3] [4] [5] [6] [7] [8] Layer Depth zi Le SumV Ci POi Ti FS PO 1 2.00 3.16 759 0.90 888 342 2.60 Check Shear & Bending at each layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [1] [2] [3] [4] [5] (6] [7] [8] [9] Layer Depth zi Si DM Pv RM FS b DS RS FS Sh 1 2.00 2.00 77 420 368 4.79 100 1682 16.78 Seismic 2.00 2.00 105 420 368 3.51 126 1682 13.39 Date 6/19/2012 Case 1 Page 6 EXTERNAL STABILITY Horizontal Acceleration = 0.15g Vertical Acceleration = 0.00g Am= (1.45 -A)A = 0.195 Kh(ext) = Am/2 = 0.098 Kh(int) = Am = 0.195 Inertia Force of the Face: W l s = H x Wu x gamma = 840.00 ppf Inertia Forces of the soil mass: W2s = H x (H2/2 - face depth) * gamma = 4.00 x 0.25 x 120.00 = 120.00 ppf Pif = WI * kh(ext) = 840.00 x 0.098 = 81.90 Pir = W2s * kh(ext) = 11.70 Seismic Thrust , Pae D_Kae =Kae Ka = 0.352 - 0.295 = 0.058 Pae = 0.5 x gamma x sqr(H2) x D_Kae = 0.5 x 120.00 x sqr(4.00) x 0.058 = 55.36 Pae_h/2 = Pae x cos(delta) /2 = 27.68 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 6.00 ft Reactions for Seismic Calculations Area Force Arm -x Arm -y Moment WI 840.00 [0.875] 2.000 735.00 W3 2040.00 [3.875] 2.000 7905.00 Pa_h 283.01 6.000 [1.333] - 377.35 Pir 11.70 1.875 [2.000] -23.40 Pif 81.90 0.875 [2.000] - 163.80 Pae_h/2 27.68 2.000 [2.400] -66.43 Sum V = 2880.00 Sum H = 404.29 Date 6/19/2012 Sum Mr = 8640.00 Sum Mo = - 630.97 Case 1 Page 7 Sliding Calculations Pa_h Pae_h /2 PIR Resisting Forces, RF Foundation fill FS Overturning Calculations Overturning moment: Mo = Sum Mo Resisting Moments Mr = Sum Mr Factor of Safety of Overturning = Mr/Mo Calculate eccentricity at base: Sum Moments Sum Vertical Base Length e Calculate Ultimate Bearing based on shear: where: Nq = 26.09 Nc = 38.64 Ng = 35.19 (ref. Vesic(1973, 1975) eqns) Quit = 14873 psf Equivalent footing width, B' = L -2e Bearing pressure = sumV/B' Factor of Safety for bearing = Quit/bearing INTERNAL STABILITY kh(int) = (1.45 -A) A = (1.45- 0.15)0.15 Inertia Forces WI = 1.75 x 4.00 x 120.00 x kh_int) Wedge = Wedge x kh_int [for failure plane = 521.24 x 0.20 Dead Load = Total Additional Internal Dynamic Loading 101.64 + 163.80 + 0.00 = 283.01 ppf = 27.68 ppf = 93.60 ppf = (W1 + W2) tan(phi) = 2880.00 x tan(33.00) = 1870.29 = RF /(Pa_h + Pae_h/2 + P_ir) = 4.63 = -631 = 8640 = 13.69 = 8009 = 2880 = 6.00 = 0.219 = 5.56 =518 psf = 28.72 = 0.195 = 163.80 ppf angle of 61.50deg.] = 101.64 ppf = 0.00 ppf = 265.44 ppf Tension in Reinforcing Layer Le (ft) Tension Dyn Tension 1 3.16 283.01 265.44 Date 6/19/2012 Case 1 Total Tension( ppf) 548.45 FoS Pullout 1.29 Page 8 VSTONE ETAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Segale property, Tukwila, WA Project No: 616- 0754 -00 Case: Case 1 Design Method: Rankine -w /Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: 4) deg 33 33 33 c psf 0 0 0 0.75" minus Crushed Stone or Gravel Crushed Stone, 1 inch minus Seismic Design A =0.15 g, Kh(Ext) =0.098 , Kh(Int) =0.195 , Kv =0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: overturning: bearing: Design Preferences 1.50/1.13 2.00/1.50 2.00/1.50 pullout: shear: bending: Reinforcing Parameters: Tensar -UXMSE Geogrids Tult RFcr RFd RFid UX 1500MSE 7810 2.60 1.00 1.15 1.50/1.13 1.50/1.13 1.50 /1.13 T y pcf 120 120 120 Date: 6/19/2012 Designer: P Rhoads uncertainties: 1.50/1.13 connection: 1.50/1.13 LTDS FS 2612 1.50 Tal Ci Cds 1741/6037 0.90 0.90 Analysis: Case: Case 1 6 foot wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: Standard 21" / 120.00 pcf Crushed Stone 6.00 ft Offset: 0.00 ft LL: 250 psf uniform surcharge Load Width: 8.00 ft Results: Sliding Overturning Factors of Safety: 2.17/2.57 3.46/4.23 Calculated Bearing Pressure: 1065 / 1013 / 943 psf Eccentricity at base: 0.43 ft/0.59 ft Reinforcing: (ft & Ibs /ft) 9" �Calc. Layer Height Len th Tension Reinf. Type 2 4.00 380 / 469 UX1500MSE 1 2.00 5.0 699 / 642 UX 1500MSE Reinforcing Quantities (no waste included): UX 1500MSE 1.44 sy /ft Date 6/19/2012 Wall Batter: 0.00 deg (Hinge Ht N /A) embedment: 1.00 ft DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing Shear Bending 11.16/11.86 7.71/9.31 1.89/3.51 Allow Ten Tal 1741/6037 ok 1741/6037 ok Pk Conn Tcl 162312164 ok 1769/2359 ok Pullout FS 3.01/1.95 ok 1.74/1.51 ok NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Case 1 Page 1 DETAILED CALCULATIONS Project: Segale property, Tukwila, WA Project No: 616 - 0754 -00 Case: Case 1 Design Method: Rankine -w /Batter (modified soil interface) Soil Parameters: 4) deg Reinforced Fill 33 Retained Zone 33 Foundation Soil 33 Leveling Pad: Crushed Stone Modular Concrete Unit: Standard 21" Depth: 1.75 ft In -Place Wt: 120 pcf Geometry Internal Stability (Horizontal geometry) Height: 6.00 ft BackSlope: Angle: 0.0 deg Height: 0.00 ft Batter: 0.00deg Surcharge: Dead Load: 0.00 psf Live Load: 250.00 psf Base width: 5.0 ft Earth Pressures: ka sine(a +09 „r 2- san(0 + S) :in(0d — A t�2 a sinka— S) 1 + sin(a— 5) sir4a +13) Internal = 33 deg a = 90.00 deg R = 0.00 deg 8 = 0.00 deg H =6.00 ft ka = 0.295 Hinge Height: Date 6/19/2012 Date: 6/19/2012 Designer: P Rhoads c psf y pcf 0 120 0 120 0 120 External Stability (Horizontal geometry) Height: 6.00 ft Angle: 0.00 deg Height: 0.00 ft Batter: 0.00deg Dead Load: 0.00 psf Live Load:250.00 psf Externa = 33 deg a = 90.00 deg R = 0.00 deg 8 = 0.00 deg ka = 0.295 Hinge Ht= Not applicable Case 1 Page 2 Reinforcing Parameters: Tensar -UXMSE Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds UXI500MSE 7810 2.60 1.00 1.15 2612 1.50 1741/6037 0.90 0.90 Connection Parameters: Tensar -UXMSE Geogrids Frictional 1 Break Pt Frictional 2 UX1500MSE Tcl= Ntan(27.60) + 2215 4050 Tcl= Ntan(0.00) +4332 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(17.40) + 1550.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 5.00 ft Pa := 0.5H•(y•H•ka — 2c .a) Pq := q•H•ka Pats := Pa. cos(8) Pqh := Pq• cos(6) PaS, := Pa- sin(6) Pq_, := Pq• sin(6) Reactions are: Date 6/19/2012 6 Pa q qa W21, Area Force Arm -x Arm -y Moment W1 1260.00 [0.875] 3.000 , 1102.50 W3 2340.00 [3.375] 3.000 7897.50 ql 812.50 [3.375] 6.000 2742.19 Pa_h 636.77 5.000 [2.000] - 1273.54 Pgl_h 442.20 5.000 [3.000] - 1326.60 Sum V = 4412.50 Stun Mr = 11742.19 Sum H = 1078.97 Sum Mo = - 2600.14 Case 1 Page 3 Calculate Sliding at Base For Sliding, Vertical Force = W 1 +W2 +W3 +W4 +W5 +W6 +qd The resisting force within the rein. mass , Rf 1 The resisting force at the foundation, Rf 2 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pql_h + Pqd_h the Factor of Safety for Sliding is Rf 2/Df Calculate Overturning: Overturning moment: Mo = Sum Mo Resisting moment: Mr = Sum Mr Factor of Safety of Overturning: Mr/Mo = 3600 = N tan(33) = 2338 = N tan(33.00) = 2338 = 1079 = 2.17 = -2600 = 9000 = 3.46 Date 6/19/2012 Case 1 Page 4 Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 9142 / 6400 Sum Vertical = 4413/3600 Base Length = 5.00 e = 0.428 / 0.722 Calculate Ultimate Bearing based on shear: where: Nq = 26.09 Nc = 38.64 Ng = 35.19 (ref. Vesic(1973, 1975) eqns) Quit = 11879 psf Equivalent footing width, B' = L -2e = 4.14 / 3.56 Bearing pressure = sumVB' = 1065 psf / 1013 psf [bearing is greatest with liveload] Factor of Safety for bearing = Qult/bearing= 11.16 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2c sqrt(ka)'. Table of Results ppf [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] Layer Depth zi hl ka/rho Pa (Pas +Pasd) c (5 +6)cos(d) -7 Ti Tcl Tsc 2 2.00 1.50 0.295/61 159 221 0 380 380 1623 N/A 1 4.00 4.50 0.295/61 478 221 0 699 699 1769 N/A Calculate sliding on the reinforcing: The shear value is the lessor of base -shear or inter -unit shear. [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12] Layer Depth zi N Li Cds T RF ka Pa Pas +Pasd DF FS 2 2.00 1500 6.25 0.90 1682 2558 0.295 71 147 218 11.73 1 4.00 1560 3.25 0.90 1813 2725 0.295 283 295 578 4.72 Date 6/19/2012 Case 1 Page 5 Calculate pullout of each layer The FoS (R * /S *) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (DO in that layer. The angle of the failure plane is: 28.50 degrees from vertical. [1] [2] [3] [4] [5] [6] [7] [8] Layer Depth zi Le SumV Ci POi Ti FS PO 2 2.00 4.08 979 0.90 1144 380 3.01 1 4.00 2.16 1039 0.90 1214 699 1.74 Check Shear & Bending at each layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [11 [2] [31 [4] [5] [6] [7] [8] [9] Layer Depth zi Si DM Pv RM FS b DS RS FS Sh 2 2.00 2.00 195 420 368 1.89 218 1682 7.71 Seismic 2.00 2.00 105 420 368 3.51 126 1682 13.39 1 4.00 2.00 96 630 919 9.59 198 1813 9.18 Seismic 4.00 2.00 96 630 919 9.59 195 1813 9.31 Date 6/19/2012 Case 1 Page 6 EXTERNAL STABILITY Horizontal Acceleration = 0.15g Vertical Acceleration = 0.00g Am= (1.45 -A)A = 0.195 Kh(ext) = Am/2 = 0.098 Kh(int) = Am = 0.195 Inertia Force of the Face: W l s = H x Wu x gamma = 1260.00 ppf Inertia Forces of the soil mass: W2s = H x (H2/2 - face depth) * gamma = 6.00 x 1.25 x 120.00 = 900.00 ppf Pif = W1 * kh(ext) = 1260.00 x 0.098 = 122.85 Pir = W2s * kh(ext) = 87.75 Seismic Thrust , Pae D_Kae =Kae - Ka = 0.352 - 0.295 = 0.058 Pae = 0.5 x gamma x sqr(H2) x D_Kae = 0.5 x 120.00 x sqr(6.00) x 0.058 = 124.55 Pae_h/2 = Pae x cos(delta) /2 = 62.28 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 5.00 ft Reactions for Seismic Calculations Date 6/19/2012 Area Force Arm -x Arm -y Moment WI 1260.00 [0.875] 3.000 1102.50 W3 2340.00 [3.375] 3.000 7897.50 Pa_h 636.77 5.000 [2.000] - 1273.54 Pir 87.75 2.375 [3.000] - 263.25 Pif 122.85 0.875 [3.000] - 368.55 Pae_h/2 62.28 3.000 [3.600] - 224.20 Sum V = 3600.00 Sum Mr = 9000.00 Sum H = 909.65 Suni Mo = - 2129.54 Case 1 Page 7 Sliding Calculations Pa_h Pae_h/2 PIR Resisting Forces, RF Foundation fill FS Overturning Calculations Overturning moment: Mo = Sum Mo Resisting Moments Mr = Sum Mr Factor of Safety of Overturning = Mr/Mo Calculate eccentricity at base: Sum Moments Sum Vertical Base Length e Calculate Ultimate Bearing based on shear: where: Nq = 26.09 Nc = 38.64 Ng = 35.19 (ref. Vesic(1973, 1975) eqns) Quit = 11 190 psf Equivalent footing width, B' = L -2e Bearing pressure = sumVB' Factor of Safety for bearing = Quit/bearing INTERNAL STABILITY kh(int) = (1.45 -A) A = (1.45 - 0.15) 0.15 Inertia Forces WI = 1.75 x 6.00 x 120.00 x kh_int) Wedge = Wedge x kh_int [for failure plane = 1172.78 x 0.20 Dead Load = Total Additional Internal Dynamic Loading 228.69 + 245.70 + 0.00 = 636.77 ppf = 62.28 ppf = 210.60 ppf = (W 1 + W2) tan(phi) = 3600.00 x tan(33.00) = 2337.87 = RF /(Pa_h + Pae_h /2 + P_ir) = 2.57 = -2130 = 9000 = 4.23 = 6870 = 3600 = 5.00 = 0.592 = 3.82 = 943 psf = 11.86 = 0.195 = 245.70 ppf angle of 61.50deg.1 = 228.69 ppf = 0.00 ppf = 474.39 ppf Tension in Reinforcing Laver Le ( ft) Tension D yn Tension 2 4.08 159.19 309.93 1 2.16 477.58 164.46 Date 6/19/2012 Case 1 Total Tension( ppf) 469.12 642.04 FoS Pullout 1.95 1.51 Page 8 � STONE 1RAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Segale property, Tukwila, WA Project No: 616- 0754 -00 Case: Case 1 Design Method: Rankine -w /Batter (modified soil interface) Design Parameters Soil Parameters: deg c psf y pcf Reinforced Fill 33 0 120 Retained Zone 33 0 120 Foundation Soil 33 0 120 Reinforced Fill Type: 0.75" minus Crushed Stone or Gravel Unit Fill: Crushed Stone, 1 inch minus Seismic Design A =0.15 g, Kh(Ext) =0.098 , Kh(Int) =0.195 , Kv =0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: overturning: bearing: Design Preferences 1.50/1.13 2.00/1.50 2.00/1.50 pullout: shear: bending: Reinforcing Parameters: Tensar -UXMSE Geogrids Tult RFcr RFd RFid UX 1500MSE 7810 2.60 1.00 1.50/1.13 1.50/1.13 1.50/1.13 LTDS 1.15 2612 r Date: 6/19/2012 Designer: P Rhoads • w / L 6 PP i uncertainties: 1.50/1.13 connection: 1.50/1.13 FS Tal Ci Cds 1.50 1741/6037 0.90 0.90 Analysis: Case: Case 1 8 foot wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: Standard 21" / 120.00 pcf Crushed Stone 8.00 ft Offset: 0.00 ft LL: 250 psf uniform surcharge Load Width: 4.00 ft Results: Sliding Overturning Factors of Safety: 3.30/2.31 5.72/3.42 Calculated Bearing Pressure: 1260 / 1163 / 1356 psf Eccentricity at base: 0.32 ft/0.88 ft Reinforcing: (ft & lbs /ft) Wall Batter: 0.00 deg (Hinge Ht N /A) embedment: 1.00 ft DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing Shear Bending 11.48/8.92 7.25/7.00 1.89/3.51 Cale. Allow Ten Layer Height Length Tension Reinf. Type Tal 3 6.00 9.0 380 / 477 UX 1500MSE 1741/6037 ok 2 4.00 6.0 430 / 448 UX 1500MSE 1741/6037 ok 1 2.00 6.0 911 / 941 UX 1500MSE 1741/6037 ok Reinforcing Quantities (no waste included): UX 1500MSE 2.33 sy /ft Date 6/19/2012 Pk Conn TcI 1623/2164 ok 1769/2359 ok 1916/2554 ok Pullout FS 2.95/1.88 ok 2.71/2.08 ok 2.92/2.26 ok NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY QUALIFIED ENGINEER Case 1 Page 1 DETAILED CALCULATIONS Project: Segale property, Tukwila, WA Project No: 616 - 0754 -00 Case: Case 1 Design Method: Rankine -w /Batter (modified soil interface) Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Leveling Pad: Crushed Stone tti deg 33 33 33 Modular Concrete Unit: Standard 21" Depth: 1.75 ft In -Place Wt: 120 pcf Geometry Internal Stability (Horizontal geometry) Height: 8.00 ft BackSlope: Angle: 0.0 deg Height: 0.00 ft Batter: 0.00deg Surcharge: Dead Load: 0.00 psf Live Load: 250.00 psf Base width: 6.0 ft Earth Pressures: ka _ + S) :in( 2- nth — J, thn2 a sin(a -- S� 1 + sin(a— S� sin(a +13) Internal = 33 deg a = 90.00 deg = 0.00 deg 8 = 0.00 deg H =8.00 ft ka = 0.295 Hinge Height: Date: 6/19/2012 Designer: P Rhoads c psf 0 0 0 y pcf 120 120 120 External Stability (Horizontal geometry) Height: 8.00 ft Angle: 0.00 deg Height: 0.00 ft Batter: 0.00deg Dead Load: 0.00 psf Live Load :250.00 psf P R. Externa a 8 = 33 deg = 90.00 deg = 0.00 deg = 0.00 deg ka = 0.295 Hinge Ht= Not applicable Date 6/19/2012 Case 1 Page 2 Reinforcing Parameters: Tensar -UXMSE Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds UX1500MSE 7810 2.60 1.00 1.15 2612 1.50 1741/6037 0.90 0.90 Connection Parameters: Tensar -UXMSE Geogrids Frictional 1 Break Pt Frictional 2 UXI500MSE Tcl= Ntan(27.60) + 2215 4050 Tcl= Ntan(0.00) +4332 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(17.40) + 1550.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 6.00 ft Pa:= 0.5H•(y•H•ka— 2c Pay, := Pa. cos(6) Pa, := Pa• sin(6) Reactions are: Date 6/19/2012 Pq := q H-ka Pqh:= Pgcos(e) Pqy:= Pq-sin(6) 6 Pa q 4a W2V Area Force Arm -x Arm -y Moment Wl 1680.00 [0.875] 4.000 1470.00 W3 4080.00 [3.875] 4.000 15810.00 ql 1000.00 [3.875] 8.000 3875.00 Pa_h 1132.04 6.000 [2.667] - 3018.76 Pql_h 0.00 6.000 [4.000] 0.00 Suni V = 6760.00 Sum Mr = 21155.00 Suni H = 1132.04 Sum Mo = - 3018.76 Case 1 Page 3 Calculate Sliding at Base For Sliding, Vertical Force = W1 +W2 +W3 +W4 +W5 +W6 +qd The resisting force within the rein. mass , Rf 1 The resisting force at the foundation, Rf_2 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pql_h + Pqd_h the Factor of Safety for Sliding is Rf_2 /Df Calculate Overturning: Overturning moment: Mo = Sum Mo Resisting moment: Mr = Sum Mr Factor of Safety of Overturning: Mr/Mo Date 6/19/2012 = 5760 = N tan(33) = 3741 = N tan(33.00) = 3741 = 1132 = 3.30 = -3019 = 17280 = 5.72 Case 1 Page 4 Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 18136 / 14261 Sum Vertical = 6760/5760 Base Length = 6.00 e= 0.317/0.524 Calculate Ultimate Bearing based on shear: where: Nq = 26.09 Nc = 38.64 Ng = 35.19 (ref. Vesic(1973, 1975) eqns) Qult = 14459 psf Equivalent footing width, B' = L -2e = 5.37 / 4.95 Bearing pressure = sumVB' = 1260 psf / 1163 psf [bearing is greatest with liveload] Factor of Safety for bearing = Quit/bearing= 11.48 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2c sgrt(ka)'. Table of Results ppf [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] Layer Depth zi hl ka/rho Pa (Pas +Pasd) c (5 +6)cos(d) -7 Ti Tcl Tsc 3 2.00 1.50 0.295/61 159 221 0 380 380 1623 N/A 2 4.00 4.00 0.295/61 283 147 0 430 430 1769 N/A 1 6.00 6.50 0.295/61 690 221 0 911 911 1916 N/A Calculate sliding on the reinforcing: The shear value is the lessor of base -shear or inter -unit shear. [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12] Layer Depth zi N Li Cds T RF ka Pa Pas +Pasd DF FS 3 2.00 1740 7.25 0.90 1682 2699 0.295 71 0 71 38.14 2 4.00 2040 4.25 0.90 1813 3006 0.295 283 0 283 10.62 1 6.00 3060 4.25 0.90 1945 3733 0.295 637 0 637 5.86 Date 6/19/2012 Case 1 Page 5 Calculate pullout of each layer The FoS (R * /S *) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in that layer. The angle of the failure plane is: 28.50 degrees from vertical. [1] [2] [3] [4] [5] [6] [7] [8] Layer Depth zi Le SumV Ci POi Ti FS PO 3 2.00 3.99 958 0.90 1120 380 2.95 2 4.00 2.08 998 0.90 1166 430 2.71 1 6.00 3.16 2278 0.90 2663 911 2.92 Check Shear & Bending at each layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [1] [2] [3] [4] [5] [6] [7] [8] [9] Layer Depth zi Si DM Pv RM FS b DS RS FS Sh 3 2.00 2.00 195 420 367 1.89 218 1682 7.71 Seismic 2.00 2.00 105 420 367 3.51 126 1682 13.39 2 4.00 2.00 96 630 919 9.59 198 1813 9.18 Seismic 4.00 2.00 104 630 919 8.82 214 1813 8.49 1 6.00 2.00 131 1050 1409 10.74 268 1945 7.25 Seismic 6.00 2.00 136 1050 1409 10.36 278 1945 7.00 Date 6/19/2012 Case 1 Page 6 EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am= (1.45 -A)A Kh(ext) = Am/2 Kh(int) = Am Inertia Force of the Face: WI Inertia Forces of the soil W2s Pif Pir Seismic Thrust , Pae D_Kae Pae Pae_h/2 mass: = 0.15g = 0.00g = 0.195 = 0.098 = 0.195 = H x Wu x gamma = 1680.00 ppf = H x (H2/2 - face depth) * gamma = 8.00 x 2.25 x 120.00 = 2160.00 ppf = WI * kh(ext) = 1680.00 x 0.098 = 163.80 = W2s * kh(ext) = 210.60 =Kae - Ka = 0.352 - 0.295 = 0.058 = 0.5 x gamma x sqr(H2) x D_Kae = 0.5 x 120.00 x sqr(8.00) x 0.058 = 221.43 = Pae x cos(delta) /2 = 110.71 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 6.00 ft Reactions for Seismic Calculations Area WI W3 Pa_h Pir Pif Pae_h/2 Sum V = Sum H = Date 6/19/2012 Force Arm -x Arm -y 1680.00 [0.875] 4.000 4080.00 [3.875] 4.000 1132.04 6.000 [2.667] 210.60 2.875 [4.000] 163.80 0.875 [4.000] 110.71 4.000 [4.800] 5760.00 1617.15 Sum Mr = Sum Mo = Moment 1470.00 15810.00 - 3018.76 - 842.40 - 655.20 - 531.43 17280.00 - 5047.79 Case 1 Page 7 Sliding Calculations Pa_h Pae_h/2 PIR Resisting Forces, RF Foundation fill FS Overturning Calculations Overturning moment: Mo = Sum Mo Resisting Moments Mr = Sum Mr Factor of Safety of Overturning = Mr/Mo Calculate eccentricity at base: Sum Moments Sum Vertical Base Length e Calculate Ultimate Bearing based on shear: where: Nq = 26.09 Nc = 38.64 Ng = 35.19 (ref. Vesic(1973, 1975) eqns) Qult = 12098 psf Equivalent footing width, B' = L -2e Bearing pressure = sumVB' Factor of Safety for bearing = Qult/bearing INTERNAL STABILITY kh(int) = (1.45 -A) A = (1.45 - 0.15) 0.15 Inertia Forces WI = 1.75 x 8.00 x 120.00 x kh_int) Wedge = Wedge x kh_int [for failure plane = 2084.95 x 0.20 Dead Load = Total Additional Internal Dynamic Loading 406.57 + 327.60 + 0.00 = 1132.04 ppf = 110.71 ppf = 374.40 ppf = (W1 + W2) tan(phi) = 5760.00 x tan(33.00) = 3740.59 = RF /(Pa_h + Pae_h/2 + P_ir) = 2.31 = -5048 = 17280 = 3.42 = 12232 = 5760 = 6.00 = 0.876 = 4.25 = 1356 of = 8.92 = 0.195 = 327.60 ppf angle of 61.50deg.] = 406.57 ppf = 0.00 ppf = 734.17 ppf Tension in Reinforcing Layer Le ( ft) Tension Dyn Tension 3 3.99 159.19 317.39 2 2.08 283.01 165.22 1 3.16 689.83 251.55 Date 6/19/2012 Case 1 Total Tension( ppf) 476.59 448.23 941.39 FoS Pullout 1.88 2.08 2.26 Page 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ENGINEERS & SCIENTISTS 718 Northlake Blvd., Suite 1020 Altamonte Springs, Florida 32701 PH 321 397 0710 FX 321 397 0713 ■ _ . 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A, CD 40 co U0 : t. �l 6�� !r i ■■ Ihlao � 9 /z5 .r/ 5 > 1' SZ ` 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MOM ENGINEERS & SCIENTISTS 718 Northlake Blvd., Suite 1020 Altamonte Springs, Florida 32701 PH 321 397 0710 FX 321 397 0713 ■■ I ■11 ■i1 I I , � , _— - -- ---�— ■■■ ,ti.. ■■ Sys." +a 4i ■ ■ ■ ■ ■ 540 .. evs I C Jiv g 1,1_. I. ' , . J e. Ii,.t, ltm-csr — rI� ■ : t. f i) I 6-1 Al [,,,, e 3_!_ __ _...LA 4924 ws C C' ■■' I _ I 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 ENGINEERS & SCIENTISTS 718 Northlake Blvd., Suite 1020 Altamonte Springs, Florida 32701 PH 321 397 0710 FX 321 397 0713 ' ' ■ ■■■ ■■. r/ .. ■■• . $, .. iY . ■ ■■ O.4, 004 , 01 *to ■ 47 22 ets.11_2g t ■■ ,S..II^^-- 2 . ,. 4 ■■■ li,5 ` C- T ■ i ■ ■■■ Nei•✓ 5 hat cr ■■■ 7 • t' 4.4.^ — 1 I ■ ■. : I ■ I- - I -1 I 1 1 1 1 1 KELLEY BLOCK RETAINING WALL SYSTEMS Part 1 General 1.1 SUMMARY A. Section includes: 1. Pre -cast concrete retaining blocks 1.2 REFERENCE SECTIONS: A. American Society for Testing and Materials 1. ASTM C150, "Standard Specification for Portland Cement" 2. ASTM A615, "Standard Specification for Deformed and Plain Billet Steel Bars for Concrete Reinforcement" B. American Concrete Institute(ACI): Latest Edition Part 2 Products 2.1 MANUFACTURERS A. Fife Sand and Gravel. 3120 Freeman Road East, Fife Washington, 98424 -3623 2.2 CONCRETE MATERIALS A. Portland Cement: ASTM C150 1. Assume full responsibility for the quality and soundness of cement. B. Aggregates: ACI 301, Section 3.6 C. Water: Clean and not detrimental to concrete; drinkable. 2.3 UNITS A. Standard Produced Units Size Finish Notes Size Finish Notes 4ft x 2ft x 2ft Standard 45 deg x 2ft 2 sides finish Cap 4ft x 2ft x 2ft Rt Finish 45 deg x 1ft 2 sides finish Cap 4ft x 2ft x 2ft Left Finish 4ft x 2ft x 1ft Standard Cap 4ft x 4ft x 2ft Standard Anchor 4ft x 2ft x 1ft Rt Finish Cap 4ft x 6ft x 2ft Standard Anchor 4ft x 2ft x 1ft Left Finish Cap 2ft x 2ft x 2ft Standard 2ft x 2ft x 1ft Standard Cap 2ft x 2ft x 2ft Rt Finish 2ft x 2ft x 1ft 2 sides finish Cap 2ft x 2ft x 2ft Left Finish 4ft x 2ft x 1ft Standard 45 deg x 2ft 2 sides finish 4ft x 2ft x 1ft Rt Finish 22.5 deg pair Standard 4ft x 2ft x 1ft Left Finish 2ft x 2ft x T -BIk Standard 2ft x 2ft x 1ft Standard 4ft x 2ft x 2ft Standard Cap 2ft x 2ft x 1ft 2 sides Finish 4ft x 2ft x 2ft Rt Finish Cap 2ft x 1ft x 1ft Standard Cap 4ft x 2ft x 2ft Left Finish Cap 2ft x 1ft x 1ft Rt Finish Cap 2ft x 2ft x 2ft Standard Cap 2ft x 1ft x 1ft Left Finish Cap 2ft x 2ft x 2ft Rt Finish Cap 4ft x 1ft x 1ft Standard Cap 2ft x 2ft x 2ft Left Finish Cap 4ft x 1ft x 1ft Rt Finish Cap 4ft x 1ft x 1ft Left Finish Cap All others patented and patent pending. 2.4 REINFORCING STEEL A. ASTM A -615, Grade 60 ksi, unless otherwise noted 2.5 REINFORCING GROUT A. All concrete grout shall be hard rock concrete meeting requirements for "Ultimate Strength Type Concrete ", per ACI -301. Proportioning of ingredients for each concrete mix shall be by Method 2. B. Strengths: 1. 2,500 psi at 28 days, min 2.6 SOILS A. On site soils shall be determined by a local Geotechnical firm as required. If on -site soils are not to be determined by local Geotechnical services, then on site soils may be evaluated in a manner approved by the Engineer of Record. Soils strengths and intemal angles of friction shall not exceed those noted in the latest edition of the applicable local and national building codes unless a properly executed gecitechnical investigation is made and a written report is issued. Part 3 Geogrid Reinforcing 3.1 MATERIALS A. All geogrid and related products shall be by Tensar. B. Substitutions only allowed with approval of Engineer of Record. 3.2 DELIVERY, STORAGE, AND HANDLING A. Contractor shall inspect all geogrid material to ensure proper material strengths and verify proper product certification. A product certification should be supplied with each shipment to verify that the delivered product conforms to the suppliers published values. B. Geogrids shall be stored above — 20F( -29C) and be shaded from prolonged periods of direct exposure to sunlight C. Contractor shall prevent excessive mud, wet cement, epoxy, and like substances, which may affix themselves to the geogrids, from coming in contact with the geogrid material. D. Rolled geogrid material may be stored flat or stood on end. Geogrids should be covered with a Tight colored tarpaulin to prevent prolonged expose to sunlight if other means of coverage is not possible. 3.3 GEOGRID INSTALLATION A. Geogrid shall be laid at the proper elevation and orientation as shown in the construction drawings and details or as directed in writing by the Engineer of Record. B. Correct orientation(roll direction) of the geogrid shall verified by the Contractor. Proper geogrid orientation is of extreme importance due to the difference in strengths of varying directions. C. Geogrids shall be pulled taut then may be secured in place with staples, pins, sand bags, or backfill as required by fill properties, fill placement procedures, or weather conditions, or as directed by the Engineer of Record. No wrinkles shall be present in the geogrid reinforcing when the fill is being placed. 1. Uniaxial geogrid does not need to be overlapped in the across the roll direction, except to contain the fill at the slope face when wrap- around facing is used. Uniaxial geogrids shall be overlapped a minimum of 48 inches in the roll direction, or as directed by the Engineer of Record. 2. A layer of soil a minimum of 4 inches in thickness shall be spread between uniaxial geogrid layers in the area to be overlapped, or as directed by the Engineer of Record. D. Backfill material shall be placed in 8 " loose lifts and compacted to 95% of ASTM D1557 or as specified in the backfilling section. E. Backfill shall be placed, spread, and compacted in such a manner that minimizes the development of wrinkles in and /or movement of the geogrids. F. Tracked construction equipment shall not be operated directly upon the geogrid. A minimum fill thickness of 6 inches(150mm) is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to minimum to prevent tracks from displacing the fill and damaging the geogrid. G. Rubber tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 MPH(16 KPH). Sudden braking and sharp turning shall be avoided. H. Foundation soils shall be excavated to the lines and grades as shown on the construction drawings and details or as directed by the Engineer of Record. Geogrid reinforced foundations shall be completed as directed by the construction drawings and details and by the directions and specification of the geogrid manufacturer. I. Over - excavated areas shall be filled with compacted backfill as shown on the drawings or as directed by the Engineer of Record. Engineer shall be notified when over - excavation occurs whether by unintentional means or due to site conditions. Part 4 Drainage 4.1 FOUNDATION DRAINAGE A. Foundation drainage shall be detailed on the construction drawings. Foundation drainage shall be detailed such that the drain water be discharge in an approved catch basin or day light in an area where erosion will not cause damage to the retaining structure or other structures. B. Drain tile shall be day lighted through the retaining wall above finish grade at a maximum spacing of 30ft. When this occurs, the Engineer shall design accordingly. 4.2 REINFORCED ZONE DRAINAGE A. Drain chimney shall be install for each wall unless site conditions prove otherwise. Drain chimneys shall be located at the rear of the reinforced zone. B. Drain chimney drains shall drain to an approved catch basin or day light in an area where erosion will not cause damage to retaining structure or other structures. C. Drain material shall conform to the Washington State Standard Specifications, latest edition, "Gravel Backfill for Drains ", Section 9- 03.12(4). 4.3 SURFACE DRAINAGE A. Surface water shall not be allowed to pond or be trapped in the area above the wall or at the toe of the wall. B. Establish final grades with a positive gradient away from retaining wall. C. Cut and fill slopes shall be constructed so that surface water will not be allowed to drain over the top of the slope face and /or wall. 4.4 GENERAL SITE DRAINAGE A. At the end of the days construction, grade the backfill to avoid water accumulation behind the wall or in the reinforced zone. Part 5 Backfill Materials 5.1 MATERIALS A. Backfill materials shall conform to Washington State Standard Specifications, latest edition, "Gravel Backfill for Walls ", Section 9- 03.12(2). Other materials may be substituted upon approval of Engineer of Record. 5.2 COMPACTION A. Compaction of backfill materials shall occur in 8" lifts and be compacted to 95% Modified Proctor per ASTM: D -1557. Part 6 Water site construction 6.1 MATERIALS A. Backfill material shall be substituted with 1 to 2 inch compacted granular aggregates with no fines. B. Drain tiles from reinforcing zone shall pass through the wall at a maximum spacing of 50ft on center and shall be located such that bottom of the drain tube is located at +/- low water level. C. Trench and back of cut shall be Tined with an embankment protection fabric to the height of 1 ft above the low water level. Altematively, the drainage blanket shall be designed to conform to WSDOT Filter Drain Specifications. D. Riprap may be installed at the base of the wall where required by scouring forces or other site conditions. Part 7 Installation 7.1 FOUNDATION A. Foundations shall be excavated as required to properly construct the footing of the retaining wall as shown on the construction drawings and details. B. Native bearing soils shall be proof rolled to firm and unyielding and shall have minimum of 90% Modified Proctor as determined by ASTM: D -1557. Area of foundation soils that do not conform to this requirement shall be over excavated to firm soils and backfilled with soils in compliance with the backfill materials. Compaction of the backfill materials shall be compacted to 95% Modified Proctor per ASTM: D -1557. C. Gravel or concrete bases shall be installed as shown on construction drawings and details. Concrete foundation shall cure min seven(7) days prior to proceeding with the wall construction. D. "Gravel Base" shall conform to WSDOT Standard Specification, Section 9.03 -10 "Grate Base ". Provide a well graded mix of minus crushed gravel. Compact to 95% Modified Proctor per ASTM: D -1557. E. Soils required in front of toe shall be installed and compacted prior to wall construction. 7.2 WALL CONSTRUCTION A. First course of block shall be installed. Horizontal line and wall batter shall be verified by contractor prior to proceeding with wall construction. First course shall have firm bearing over complete bottom surface prior to completion of wall. B. Backfill of wall shall commence. Placement of geogrid connectors and geogrid may occur. Consult construction drawings and details. Backfill and compaction shall conform to these specifications unless specified otherwise by Engineer. C. Top and bottom of Kelley Block retaining blocks shall be clean prior to placement of additional blocks in the next course. The contractor shall verify firm and good placement of each Kelley Block to ensure wall stability. Blocks may require vertical pressure to ensure proper locking with shear knobs. Large wood member shall be placed between Kelley Block and placement device to avoid damage to Kelley Block. D. Kelley Blocks shall be staggered in their placement. No two blocks shall be placed in a "stack bond" pattern unless explicitly designed and detailed by the Engineer of Record. E. Hollow cores shall be maintained clean and debris free. F. Reinforce and grout tubes as required by construction drawings and details. G. Place wall cap blocks to the wall below as per schedule. 7.3 SURFACE GRADING A. Drainage swale at top of wall shall be completed as shown on the construction drawings and details. Impervious materials shall be used to construct swale, unless directed otherwise by Engineer of Record. Swale shall route surface water to catch basin per plans or away to location where erosion of soils does not impact the retaining structure or other structures. END 1 1 1 1 1 1 1 1 1 1 1 , 1 " E � E / • W \ 7 05 ▪ £ . 2 m / o -c 2 § — U \ To 2 71 Length of Tensar UX1600MSE geogrid Length = 5 ft 0 in. Locate on each block. 00 // \\ $ 0) \ k ®• \ U- ¥ c 0) • / 0 w b o c -' 2 i @ —: 0 5 @ @ O -0 £ £ 7 C 2 • � % Ili ƒ b O cc • 2 2 O < U ? k §• Z 0 E $ 2 3 = 0 \ @ uj 1 S ƒ .c ( I k «.R • 2 2 w w 2 k o@ LL CC ¢ k £ 4, E 9: 0 n . .g (00 — k' U SI k } \ 1 1 1 o « .5 All cores to reinforced with one #6 rebar and filled with 7/8 minus � . @ 3 •} e )_o R CCS \ 2. @ o o £ -0 % "if) �. K5- D ££ k 0 �. n _c o-, o > cn ui .. -8 o c c Y U O c ▪ O O .5 as i) } 00 x > • o c cti c N O) Q O U = p . .. o. O d) 0 '� m 0 U >, O CD — _N (5 i O ca 0 O a 0 ccnn Y Q 0 O N +-• C 0 Y C • (0 O c H o 4 T ftz a) 0) c 0 0 0 v0i V o c � O ,o • o ° .ra5 o O V CD 0 0.3 ai ow Q ct o OtilEZ O OZu - O�dW o <OCL 06 -03 -2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director BARRY BENNETT PO BOX 88028 TUKWILA WA 98138 RE: Permit No. D12 -219 SEGALE PROPERTIES 18801 SOUTHCENTER PY TUKW Dear Permit Holder: 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 07/21/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 07/21/2013, 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, Bill Rambo Permit Technician File: Permit File No. D12 -219 6300 •outhcenter Boulevard, Suite # 100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206-431 -3665 A LIMITED LIABILITY COMPANY `/ COMMERCIAL INDUSTRIAL AGRICULTURAL NATURAL RESOURCES August 16, 2012 Mr. Bill Rambo, Permit Technician CITY OF TUKWILA 6200 Southcenter Boulevard Tukwila, WA 98188 RE: Segale Development Permit, Project #: D12 -219 18801 Southcenter Parkway Dear Mr: Rambo: CORRE TION L7R # RECEIVED AUG .162012 PERMIT CENTER I am writing to address your correction letter dated July 17, 2012. This letter will respond to the comments from Building, Planning, and Public Works. We are also submitting herewith four (4) sets of revised drawings in response to the requested corrections. Response to Building Division Review Memo: HSA Engineers & Scientists new plan sheets S -1 & S -2, in 24 "x36" size have been added to the submittal. The added sheets provide a wall typical section, wall construction details, geotechnical inspection requirements, and a Geotechnical Memorandum from GeoEngineers. Please see the Goldsmith plan profiles for actual wall and surface elevations. Response to•Planning Division Comments: 1) Please show on plans the location of the existing walls and fences in relation to the proposed wall. Also indicate the height of the existing fence; if the existing height of the fence changes, please notate where the change in fence height occurs and clearly indicate the extent of fence that corresponds to the height indicated. Response: The location of the pre- existing walls and fences are shown on added Segale Properties sheet V -1. The fence that currently exists is a temporary fence that was installed during construction of the new Southcenter Parkway extension, it is not shown on the drawings because it is not in the location of the pre- existing fence and it is not in the same location as the proposed fence. The temporary construction fence replaced the original fence that bordered Frager Road. The original fence had to be removed because the alignment of the new Southcenter Parkway does not follow exactly the alignment of FragerRoad, and in some places the new road is being constructed outside the right -of -way on Segale property. In some locations it is not feasible to locate the new fence in the same location,as the pre - existing fence, as that would result in the new fence being in the center of a drive lane. The height of the original wall varied between two and eight feet, depending on the grade of the road and the adjoining property. The pre- existing fence was made of chain link on top of concrete barrier and was seven feet high. The new fence will be °I1 PO BOX 88028 • TUKWILA, WA 98138 • 5811 SEGALE PARK DRIVE C • TUKWILA, WA 98188 P 206.575.2000 • F 2 0 6 . 5 7 5 . 1 8 3 7 • w w w. s e g a I e p r o p e r t i e s. c o m Bill Rambo, Permit Technician CITY OF TUKWILA Page 2 August 16, 2012 shorter than the pre - existing wall (6 -feet versus 7 -feet) and the height of the new combined wall and fence will be no larger than the pre- existing combined wall and fence. The height of the fence is measured from the grade at the backside of the wall (where the blocks no longer serve as a retaining wall and serve only as a fence). 2) If the new wall will increase the degree of nonconformity, it will be required to be constructed to current zoning standards. The underlying zoning of this property is TVS, and it is located in the Tukwila South Overlay (TSO). Section 18.52.040(G) of the Tukwila Zoning Code requires all fences to be placed on the interior side of any required perimeter landscaping. Required perimeter landscape area within the TSO is 15 feet for the front adjacent to a public street. There are no perimeter landscape requirements within side yards unless the property is adjacent to a residential use or non - TSO zoned property. One of the properties adjacent to the project parcel on its north side is zoned TVS, but is not part of the TSO overlay. Please show the location of adjacent property lines on Sheet 4 of plans in relation to the proposed north wall. Response: In order to consider whether the fence is nonconforming and the applicability of required setbacks, it is necessary to understand the current condition of the property and the public street. First, Segale desires to construct the fence in order to provide a visual buffer to its construction and storage yard that currently exists on the property. Theft of the equipment and materials is a concern, but Segale also wants to improve the aesthetics of the area by replacing the existing fence with a more visually - pleasing fence. The new fence will be temporary as it will be removed at the time the adjoining property is graded and re- developed. Second, as of the date the development permit application was filed, and as of today, the only public street adjacent to the property is Frager Road.' Though Southcenter Parkway is under construction, it has not been dedicated to the City or opened to the public and cannot be considered a public street.2 Additionally, the fence bisects several lots and is located along the front of some of the lots and through the center of others. Only a portion of the proposed fence is adjacent to the location of Frager Road. The fence is proposed on parcels that are zoned TSO and Tukwila Municipal Code (TMC) Section 18.41.090 (B) sets forth the applicable sets backs for property within the TSO. TMC 18.41.090(B) requires a 15 -foot front setback only when adjacent to a public street. A 10 -foot setback applies to the side and rear only if adjacent to property that is not zoned TSO. There is one non -TSO zoned parcel located to the rear, but the fence is not located on the rear, therefore, per TMC 18.52.040(G), no side yard setbacks apply. In the area where the proposed wall is not adjacent to Frager Road, the setback shouldn't be applicable but, nonetheless, Segale has reduced the size of the fence such that it no longer meets the definition of "structure" that must be located outside the setback. The portion of the proposed fence that is south of the existing Frager Road right -of -way has been revised such that the height no longer exceeds 6 feet. That portion of the fence should not be subject to the 15 -foot setback because the fence height is not greater than 6 feet and, therefore, it is not considered a structure. The revision to the fence height is shown on Goldsmith sheet 1. The height 'As of the date the development permit application was filed, and as of today, there are conditions precedent to vacation of Frager Road and dedication of Southcenter Parkway that have not been satisfied. ' The Tukwila Municipal Code does not specifically define "public street," but it does define "public right -of -way" at TMC 18.06.658 as "all public streets, alleys and property granted, reserved for, or dedicated to public use for streets and alleys.." Whether you apply TMC 18.06.658 or just a common definition of "public street," it is clear that Southcenter Parkway, which is under construction but not complete, not been open to the public and not even dedicated to the City, is not a public street. Bill Rambo, Permit Technician CITY OF TUKWILA Page 3 August 16, 2012 of the fence does not exceed six feet when measured from the front face (the side facing the new Southcenter Parkway). The portion of the proposed wall and fence that is in the location of the existing Frager Road right - of -way should not be subject to a 15 -foot setback because the fence is pre- existing and, as discussed above, construction of the new fence will not increase the degree of non - conformity as the new fence will not be larger than the pre- existing fence. The new fence is located in the same alignment as the pre- existing fence except in those areas where it is impractical (due to the location of the new Southcenter Parkway). Where the new fence cannot be constructed in the same location as the old fence, the new fence is located where there is grade separation (because that is where a retaining wall is needed). Additionally, given that the new wall is necessary as a result of the grade separation caused by construction of the new Southcenter Parkway, and TMC 18.50.150 allows retaining walls with an exposed height greater than 4 feet to be allowed in required front setbacks when the wall in the front yard is required due to roadway expansion or improvement, the 15- setback should not apply to the new retaining wall. Response to Public Works Department Review Comments: 1. Provide Public Works permit fee estimate sheet for drainage work behind proposed retaining walls. Response: Fee estimate sheet is enclosed. 2. Show and label drainage system (perf. Pipe within drain rock / wrapped with filter fabric) as part of Block Wall Schematic Cross Section shown on Cover Sheet. Response: Drainage system is shown, see revised Goldsmith Plan Cover Sheet. In addition, see HSA Engineers & Scientists added sheet S -1 for a wall typical section. 3. Verify if proposed wall will be affected by future grading and preloading as shown on plan sheets GR- 25 (59/114) and GR -26 (60/114) — enclosed. Response: The bottom elevation of the wall is set to be able to remain and work with future grading shown on the sheets referenced above. Except in the area of the D -LINE intersection (see response to question #5 below). Actual preloading will be based on the location of future buildings and Geotech recommendations. 4. Verify if proposed wall will include reinforcing Geogrids as shown in design calculations by HSA Engineers & Scientists, dated June 22, 2012. Response: The wall will include Geogrid. Please see HSA Engineers added sheet S -1 for the wall typical section including Geogrid requirements. 5. Justify proposed wall across the D -LINE access (shown on sheet 3). 1s this portion of the wall to be removed in the future? Bill Rambo, Permit Technician CITY OF TUKWILA Page 4 August 16, 2012 • • Response: The wall will be removed across the D -LINE access and the intersection will be used to access the site when the parcel is re- developed. Please contact me if you have any questions or need additional information for your review. Very truly yours, SEGALE PRO RTIES LLC Jami Balint r'J July 17, 2012 N City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Barry Bennett PO Box 88028 Tukwila, WA 98138 RE: Correction Letter #1 Development Permit Application Number D12 -219 Segale Properties —18801 Southcenter Py Dear Mr. Bennett, 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 Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. If you have questions regarding the attached comments, please contact the appropriate individual with the information provided below. Building Department: Dave Larson at 206 431 -3678 Planning Department: Jaimie Reavis at 206 461 -3659 Public Works Department: David McPherson at 206 431 -2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, a)40 Bill Rambo Permit Technician encl File No. D12 -219 W: \Permit Center \Correction Letters \2012\D12 -219 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukvvild;64ilding Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: July 2, 2012 Project Name: Segale Properties Permit # D12 -219 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. Per the last four pages of the structural engineer's packet, the structural engineer of record needs to specify the method of qualifying the soils. A geotechnical report may be necessary. Construction plans specific to the retaining wall installation have not been provided and will need to be stamped by the engineer of record. Please include these plans. Drainage, geogrid if needed, structural fill, backfill, grades and finished surfaces should be shown in cross - sections along with other pertinent construction information. Typically, the geotechnical firm would monitor the installation and this should be noted on the plan unless the structural engineer is proposing an alternate method of confirming soil bearing adequacy. An alternate method would require prior approval by this department. Should there be questions concerning the above information please contact the Building Division at 206- 431 -3670. PLANNING DIVISION COMMENTS DATE: July 9, 2012 APPLICANT: Barry Bennett, Segale Properties RE: D12-219 ADDRESS: 18801 Southcenter Parkway (parcel #352304 -9068) Please review the following comments listed below and submit your revisions accordingly. 1) Please show on plans the location of the existing walls and fences in relation to the proposed wall. Also indicate the height of the existing fence; if the existing height of the fence changes, please notate where the change in fence height occurs and clearly indicate the extent of fence that corresponds to the height indicated. This information will help us determine whether the existing fence is non - conforming to setback requirements, and whether the proposed wall will be enlarged or altered in such a way that increases its degree of nonconformity, per TMC 18.70.050 Nonconforming Structures. If the new wall will increase the degree of nonconformity, it will be required to be constructed to current zoning standards. The underlying zoning of this property is TVS, and it is located in the Tukwila South Overlay (TSO). Section 18.52.040(G) of the Tukwila Zoning Code requires all fences to be placed on the interior side of any required perimeter landscaping. Required perimeter landscape area within the TSO is 15 feet for the front adjacent to a public street. There are no perimeter landscape requirements within side yards unless the property is adjacent to a residential use or non -TSO zoned property. One of the properties adjacent to the project parcel on its north side is zoned TVS, but is not part of the TSO overlay. Please show the location of adjacent property lines on Sheet 4 of plans in relation to the proposed north wall. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: July 17, 2012 PROJECT: SEGALE PROPERTIES (RETAINING WALLS) 18801 Southcenter Parkway TL no. 352304 -9068 l S' Review Comments PERMIT NO: D12-219 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Provide Public Works permit fee estimate sheet for drainage work behind proposed retaining walls. See Public Works Bulletin A2 - enclosed. 2. Show and label drainage system (perf. Pipe within drain rock / wrapped with filter fabric) as part of Block Wall Schematic Cross Section shown on Cover Sheet. 3. Verify if proposed wall will be affected by future grading and preloading as shown on plan sheets GR -25 (59/114) and GR -26 (60/114) — enclosed. - 4. Verify if proposed wall will include reinforcing Geogrids as shown in design calculations by HAS Engineers & Scientists, dated June 22, 2012. 5. Justify proposed wall across the D -LINE access (shown on sheet 3). Is this portion of the wall to be removed in the future? 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Ilan Check/Permit Number: D12-219 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Segale Properties Project Address: 18801 Southcenter Py Contact Person: Barry Bennett Phone Number: 206 396 -2012 Summary of Revision: traffic control plan AUG 232013 PERMir CEDER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Ce u ter by: Entered in Permits Plus on CA 23 C:\ Users \jennifer- m\Desktop\Revision Submittal Form.doc Revised: May 2011 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.ci.tukwila.wa.us REVI$IO,N SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: January 16, 2013 Plan Check/Permit Number: D12 -219 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # X Revision #1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Seattle Tractor Block Wall Project Project Address: 18801 Southcenter Parkway, Tukwila, WA Contact Person: Barry Bennett Summary of Revision: Phone Number: (206) 575 -2000 Revision Date Sheet Page Revision Description 1/15/13 4 Revised Plan and Profile to include 40' Gate. Sheet Number(s): 4 "Cloud" or highlight all areas of revision, including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on HA Applications On Li 2010 Applications \ 7-2010 — Revision Suhmittaidoc Crated: 8-13 -2004 Revised: 7 -2010 CIPMF TUKWiLA 1 JAN 2 4.2013 PERMIT CENTER 41111 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. Date: 08/16/2012 Plan ChecWPermit Number: D12 -219 Response to Incomplete Letter # Response to Correction Letter # 1- Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Segale Properties LLC Block Wall Project Address: 18801 Southcenter Parkway Contact Person: Barry Bennett Summary of Revision: See attached comment response letter Phone Number: (206) 575 -2000 REL4: „+iclJ CITY OF rtiKWRA (AUG 16 2012 PERMIT CENTEF Sheet Number(s): Added HSA S -1 and S -2; Revised Goldsmith Cover & pgs 1 -4; and Added Segale Properties V -1 "Cloud" or highlight all areas of revision including dag- o'revisi Received at the City of Tukwila Permit Center by: a — Entered in Permits Plus on H:\Applicationaorms- Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 OPERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 012419 DATE: 08/23/13 PROJECT NAME: SEGALE PROPERTIES SITE ADDRESS: 18801 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division n );)1Ali Worir Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 08/27/13 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: Approved -K Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 09/24/13 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: elb PE4 ae T C Ct; PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -219 DATE: 01 -24 -13 PROJECT NAME: SEGALE PROPERTIES SITE ADDRESS: 18801 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: B it 'ng esion ok.I3 P�b lc Works C. ire Prevention 1it (3 Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 01 -29 -13 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ . Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions DUE DATE: 02 -26 -13 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 SNIT CO N PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -219 DATE: 08 -16 -12 PROJECT NAME: SEGALE PROPERTIES SITE ADDRESS: 18801 SOUTHCENTER PY Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued EPARTMENTS: Public orks Fire Prevention n Planning Division Nil Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08-21 -12 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 141 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-1 8 -12 Approved n Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 HERMIT COORD COPS PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -219 DATE: 06/25/12 PROJECT NAME: SEGALE PROPERTIES SITE ADDRESS: 18801 SOUTHCENTER PY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued D PA TM NTS: QAM o� IZ �ui ding Division Pu lic 4 s‘v4 AV\ it)//1— Fire Prevention Structural l0 x'10 "` �1 6 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 06/26/12 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 07/24/12 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: ` 11.-1 C „'► Departments issued corrections: Bldg Fire ❑ Ping - PW- Staff Initials: PROJECT NAME: S q (49 � • }7 v4∎ P PERMIT NO: 0 SITE ADDRESS: (e�o Loj,s%-c ORIGINAL ISSUE DATE: �'i -Lf-'R � REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF I ITIALS STAFF INITIALS OS(1-2 -1t M ,4) ' Summary of Revision: Tv p\ �l L (tv vk�y o k 9 kj‘,I,A, Summary of Revision: ‘1t c(jG-Q 1-10 4 q&s,Lc. -}o 4 core O'f We r k Received by: '.6ARR"( i' ( REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF I ITIALS 1-- OS(1-2 -1t M ,4) ' Summary of Revision: Tv p\ �l L (tv vk�y o k 9 kj‘,I,A, Received by: '--Sa r l•`-1 ( e II Aett (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) I Lutu th 3.9° ANGLE POINT WALL STA. 15 +33.32 = STA. 144 +12.63,. 47.40' RT. 15 +50 EX. GRADE ' CONTOUR (TYP.) 40' AUTOMATIC SLIDING GATE STA. 143 +39.24, 54.71' RT. TOP = 35.00' 16 +00 STA. 142 +95.68, 98.49.' RT. TOP = 35.00' STA. 142 +96.31, 54.49' RT. TOP = 35.00' RN MR WEI TWP. 23 N., R. 4 E., W.M. 1 1 1 1 1 1 1 1 1 1 1 17 +91.32 END -NORTH WALL STA. I4 48.82, 143.35' RT.. +►i 2i3'--- .....____. A 44 "YV1=f H `-CA-P -A. .-4-2' 5.1' ROW TO FACE OF WA A A p -0.14' GAP .WaLC: STp16 +05:32 -.. r 1.4111=11.111 STA. 143 +39:22, . 48.71' RT. O M M OF WALL /FENCE, TYP. to D A 144 +0.0 16 +50 +50 1 1 1 1 1 1 1 1 1 a 1 1 1 2.9° ANGLE POINT WALL STA. 17 +03.32 STA. 142 +47.19, 55.36' RT. 17 +09 1 i 11 1 1 ■ 70 \ \ '-7 i rri OOMM! °`I. co' to 0 r _a 0o 0.10' GAP P rn (" r •■ D 3.0 \ a0 vo. CO 73 n �r 0 :41` WALL . STA. 16 +49.32 . = STA. 142 +94.35, DRIVEWAY DROP 48.46' RT. 90° ANGLE POINT WALL STA. 16 +95.32 = STA. 142 +47.47, 47.37' RT. WALL STA. 16 +89.32 = STA. 142 +53.58. 47.56' RT. SOUTHCENTER PAR 1 11. A P e FINISHED GRADE AT BACK ^�Q N 14) > . N M Oi 142 +00 1 -o. _7 + 0 0 FINISHED GRADE AT BACK OF WALL /FENCE, TYP. 4 .. 4 o; ,f w m IIIiilwtl_ ■e■o�s■� " . , ' , . IkT EL. 40' 1- I I_w11111111111111111111111111111111111111111111111111111111111111 __- — - - r i ; _ e■um Numu imo iia1- i-► mumu i ::�Q�Ce Cme�esu CCU: � �': ��;: rimCsomr 1: 1 : I � ::C ::� 1a1 :� :��o :::1: :�1. �:4: CSI MAIM : eCC i�iii� Rio �■_■ �■_ iiw��e�o�M�ilMANa�_ °c��`!■ iV 4..ro. i'::a wash:ii .i : n .i:�_ w � � .4:m:a `w:ii :�i :i_i w .,: i' :i: .. -o^Li .i, i_i:.♦. r: �i: w;ii w i ': N • 0 t7: Y L. ■ ` V -+ �_ IiI c s,_ --T-0 AL- -W1-TH I .CAP T -CL. 40 Imam nmum lttt■■ mommem ouram •LaloILLLw ■ Iii PR ! B C low ii ■ ooi■m■ ■aiim■°■mmini :-m:_vion : =: ■■� -r C m- =Ir Cm ■' "�.�_ m ` :.:�:r ■''■� :' MI ILLI ■■l'iriiiLL1!!_°'�o_IL-sL_mmir: 5 __R wam l_ 1i1■ril ii= 1_■I�I �i�' iii■1iiO1�11■lil S a Ialai LIB1i�t6 ---t RWEW • -4 J ci 3 ran Q _mot • Ki W° � - • 0 Z SEPARATE PERM1 REQUIRED FOR: `. :Mechanical Electrical Plumbing Gas Piping City of Tukwila BUil,roNC ENVISION • tl 11 ej 11- __ a} •:t n� 3 KL , • 15+50 16+00 2" OF I -1/2" ROCK W /10" PITRUN BOTTOM OF PITRUN = EL. 30.00' 15+50 NORTH WALL PROFILE SCALE 1" = 20' HORZ. 1 "= 10'VERT. 17+00 17 +50 2" OF 1-1/2" ROCK W /I0" PITRUN BOTTOM OF PITRUN • EL. 30.00' 17+9122 REVISIONS' No changes shall 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. P C = 1+-5 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 L. • 5 ;00 • 10. 40 20. SCALE: 1" = 20' 60 PLANNING APPROVED • No changes:can be made • to these plans without approval from the Planning Division of DCD :pvedB ammi REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2013 City of T ila BUILDING ISION FILE COPY . Permit No.. PV2--'2V1 Plan review approval is subject to emirs and omis lon!s. Approval -of construction documents dons nct e thl Y Yo anon of any adopted code or ordinanco., P sc pt 01 approved Field Copy and conditions is acknowledge is gi BY City Of Tukwila BUILDING DIVISION. 1 APPROVED JAN 312013. City of Tukwila PUBLIC Works REVISION NO...1. p«z19 i0Mhel RECEIVED CITY OF TUKWILA JAN 2 4 2013 PERMIT CENTER Know what's below. Call before you dig. GOLDSMITH LAND DEVELOPMENT SERVICES 1215 114th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009 T 425 462. 1080. F 425 462 7719 www.goldsmithengineering:com /14/ S C O N 1/1 /13 REVISED PLAN AND PROFILE TO INCLUDE 0'GA E. PLOTTED: DRAWN: DESIGNED APPROVED: FIELD BOOK: PAGE #: SEGALE PROPERTIES LLC JOB NO. 1 0148 CITY OF TUKWILA BLOCK WALL PLAN & PROFILE FOR SEATTLE TRACTOR WASHINGTON SHEET VI 02 -1 \BLOCK WAL EX. SANDBLAST FOOTING EX. GRADE CONTOUR (TYP.) TWP. 23 N., R. 4 E., W.M. 7 END SOUTH WALL STA. 10+83.93, 27.61' LT. 2+60.00 45° ANGLE POINT WALL STA. 2+48 = STA. 10+72.54, 31.40' LT. 2÷50 BEGIN SOUTH WALL STA. 162+23.49, 47.50' RT. 0+50 22.5° ANGLE POINT 3._ „WALL STA. _ ... i+par___-- ------ -- - -----1-1-STA116043i.49, ---.,...._, ......„ _.,.,....._........_ 47.50' RT. 1+00 1+50 LL1 4' ROW TO FACE OF WALL 2. 01 SbUTFICENTER PARKWAY 162+00 42 40 38 36 34 32 30 28 26 24 22 20 FINISHED GRADE AT BACK) OF WALL/FENCE, TYP. 161+00 0.91 GAP 160+00. 1 ( FINISHED GRADE AT BACK OF WALL/FENCE, TYP. 0+00 0+50 GOLDSMITH LAND DEVELOPMENT SERVICES I 215 1 14th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 7719 www.goldsmithengineering.com 1+00 2" 1+50 OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 29.00' SOUTH WALL PROFILE SCALE: 1" = 20' HORZ. 1" = 10' VERT. REVISED PROFILE PER CITY COMMENTS. 2+00 FINISHED GRADE AT FRONTOF WALL, EL. 32' 2+50 42 40 38 36 34 32 30 28 26 24 22 20 2+60.00 0 0 4X4 mARKER pOS T 0 46 44 42 40 38 36 34 32 30 28 26 24 22 20 EX. STRUCTURE 7-- I -;; • EX. STRUCTURE BEGIN NORTH WALL STA. 10+75.12, 32.16' RT. 45° ANGLE POINT WALL STA. 0+28 = STA. 158+98.06, 55.30' RT. 90° ANGLE POINT WALL STA. 0+60 = STA. 158+66.06, 55.27' RT. 0+50 90° ANGLE POINT WALL STA. 0+68 = STA. 158+66.0. 47.27' RT. 1+50 10 - 40 20 SCALE: 1" = 20' EX. STRUCTURE 60 2+00 EX. STRUCTURE --------- 1 - ... EX. GRADE CONTOUR (TYP.) 2+50 3.8' ROW. TO FACE OF WALL 3.6' ROW TO FACE OF WALL 159+00 1 I FINISHED GRADE AT BACK OF WALL/FENCE, TYP. SOUTHCENTER PARKWAY 158+00 N.34°384 6"E • -4 157+00 1 I FINISHED. GRADE A'T FRONT AND BACK OF pc----WALL/FENC:, TYP. Ta G_GRO • WAL-L-kT-E m. -3- offimmiffirmwmammaimamirmamanwri araramarsznewaralwasimmanagralimmulmom lorsouliminummunsurammirmisionsiremitimissinslalummeneimmirivinimMino mgraminizapeateaminiamelmineriumisizionsimmunsirdwasmormanimmErmo anummummemmi mi ErsimirderammEmmussommisrammucia•nr•Ereporimeminoisa--Iriour.smaziamisiesimmummumumujimmello 40- 6 0+00 0+50 FINISHED GRADE AT FRONTOF WALL, EL. 32' 1+00 APPROVED AUG 29 2012 City of Tukwila PUBLIC Works 1+50 2" OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 29.00' NORTH WALL PROFIT F SCALE: 1" = 20' HORZ. 1" = 10' VERT. 28 .4 0 .Zt stZ 0 .C( t) 0 Q. N)OL ( (\i fa 0 LijI. 2+00 150 ? REVIEWED FOR cODE COMPLIANCE APPROVED AUG 3 1 2012 City of Tukwila BUILDING DIVISION RECEIVED AUG 16 2012 PERMIT CENTER PLOTTED: DRAWN: DESIGNED: APPROVED: FIELD BOOK: PAGE* SEGALE PROPERTIES LLC JOB NO. 1 01 48 -.1 O.A1,1,02.:AAAA,M,VAiyA,NIAA,OrirA A , • " CITY OF TUKWILA BLOCK WALL PLAN & PROFILE FOR SEATTLE TRACTOR WASHINGTON SHEET 1 0.. _ _ ....._ 47..__,,,------, ( TOP WALL AT EL. : mo_lczas gmaniuminnzummainommosimonmerdzirmaiaTimmumailummaraminumaiminimaso ................................... all MN • al=linila AMMINIIK10101•111.1'..M01111101010■ 01•1111011110.111101.1•1 ONIONOVOMN la .. ... 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Q. 0 0 0 to 0+00 0+50 GOLDSMITH LAND DEVELOPMENT SERVICES I 215 1 14th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 7719 www.goldsmithengineering.com 1+00 2" 1+50 OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 29.00' SOUTH WALL PROFILE SCALE: 1" = 20' HORZ. 1" = 10' VERT. REVISED PROFILE PER CITY COMMENTS. 2+00 FINISHED GRADE AT FRONTOF WALL, EL. 32' 2+50 42 40 38 36 34 32 30 28 26 24 22 20 2+60.00 0 0 4X4 mARKER pOS T 0 46 44 42 40 38 36 34 32 30 28 26 24 22 20 EX. STRUCTURE 7-- I -;; • EX. STRUCTURE BEGIN NORTH WALL STA. 10+75.12, 32.16' RT. 45° ANGLE POINT WALL STA. 0+28 = STA. 158+98.06, 55.30' RT. 90° ANGLE POINT WALL STA. 0+60 = STA. 158+66.06, 55.27' RT. 0+50 90° ANGLE POINT WALL STA. 0+68 = STA. 158+66.0. 47.27' RT. 1+50 10 - 40 20 SCALE: 1" = 20' EX. STRUCTURE 60 2+00 EX. STRUCTURE --------- 1 - ... EX. GRADE CONTOUR (TYP.) 2+50 3.8' ROW. TO FACE OF WALL 3.6' ROW TO FACE OF WALL 159+00 1 I FINISHED GRADE AT BACK OF WALL/FENCE, TYP. SOUTHCENTER PARKWAY 158+00 N.34°384 6"E • -4 157+00 1 I FINISHED. GRADE A'T FRONT AND BACK OF pc----WALL/FENC:, TYP. Ta G_GRO • WAL-L-kT-E m. -3- offimmiffirmwmammaimamirmamanwri araramarsznewaralwasimmanagralimmulmom lorsouliminummunsurammirmisionsiremitimissinslalummeneimmirivinimMino mgraminizapeateaminiamelmineriumisizionsimmunsirdwasmormanimmErmo anummummemmi mi ErsimirderammEmmussommisrammucia•nr•Ereporimeminoisa--Iriour.smaziamisiesimmummumumujimmello 40- 6 0+00 0+50 FINISHED GRADE AT FRONTOF WALL, EL. 32' 1+00 APPROVED AUG 29 2012 City of Tukwila PUBLIC Works 1+50 2" OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 29.00' NORTH WALL PROFIT F SCALE: 1" = 20' HORZ. 1" = 10' VERT. 28 .4 0 .Zt stZ 0 .C( t) 0 Q. N)OL ( (\i fa 0 LijI. 2+00 150 ? REVIEWED FOR cODE COMPLIANCE APPROVED AUG 3 1 2012 City of Tukwila BUILDING DIVISION RECEIVED AUG 16 2012 PERMIT CENTER PLOTTED: DRAWN: DESIGNED: APPROVED: FIELD BOOK: PAGE* SEGALE PROPERTIES LLC JOB NO. 1 01 48 -.1 O.A1,1,02.:AAAA,M,VAiyA,NIAA,OrirA A , • " CITY OF TUKWILA BLOCK WALL PLAN & PROFILE FOR SEATTLE TRACTOR WASHINGTON SHEET 1 Its li■ .....14.1 A 11" ct N ;lc rkft _14.1 .‹...... ...., ..) N.. ...._ . 9 TWP. 23 N., R. 4 E VILNA. • ___, , ,- .--" C7‘, . ----— --- -- \ , , ,,-'" _„-,,,...- \ \ , - ---- \ . \ - „.....- 10 40 4, _„----.13,-,--- --- -___-----, „..------ - ..„.\\ ,--, / N -\t\ 20 60 I/ ,/ Ak.::::---:-> ,-..;--4'.-.-:::-• ; SEATTLE t.-__-3-.. ----- „, ,:::-.- SCALE: 1” = 20' N . TRACTOR ' NN,d, X. STRUCTURE , -- -54------- --- _„--,-.7-:::'-_->--- _.----:-.----:- \ ----:.------- \ .-,,;-- - - - \ -A,---- ------------ ,,. i, 0 CB A ' . ,.--;•-•-:;,,- -A.- --_-:---- ---- -.---, -------,--,-bag-ae,§1?-enalc.,3-,,,,,„ , • --- ›V. 6 2 --,,..„ ,. ',- BUILDING -,., • 1-t -„., ......_ .3 \ ---,_ \'\' 0 • \ .N.,„ ,1 \ , , _. -- --. •-.. -,- , __ ,(P ...„,_ ,..,_ • N EX. GRADE \ -,. \ , , , "--, -, -45° ANGLE POINT CONTOUR (TYP.) WALL STA. 8+68.83 N., , \ ..... , .., STA.150+81.65, \ ANGLE 0'01 „ „, \-,, , --„, ALL STA. • 4,4 -- - 67.39' RT. / N „„, " -- -% -- 9+00 30 , ,-, = STA. 150 • 8.39, / -\,,, G• / & 48.70' r „ 9 ANGLE POINT \N 90° ANGLE POINT -\\?..,. WALL STA. 6+08 6.5 AN E POINT .., eS5Wigalligilig111111111211166111 EX. GRADE / W LL STA. 5+82 G CONTOUR (TYP.) / = STA. 153+58.26, . = STA. 153+32.28, c,* . .. 2.78 RT. N., , 53.64' RT. 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Is ___i4 0 I-4 (:) --ta 1•• (4 il., WS:3- I's 11.1 _____.o /'" 64 0 -0 I- 41 .0 0 I-- 0 0 I-. 0 - _o a o —0 tc ullt 3+00 3+50 4+00 4+50 5+00 6+00 6+50 7+00 7+50 8+00 8+50 9+00 2" OF 1-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 29.00' 2" OF 1-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 29.00' 2" OF 1-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 30.00' AUG 2 9 2012 ‘ •-,,, /iv - APPROV:: NORTH W1A".1...110LvPERRT(.)FILE City of Tukwila ° , AUG 3 1 2012 C1ty of Tidcwila i a uRD:iiipw I c:pNiteit :DvILEF:ADO:: RECEIVED PERMIT CENTER Know'w::::i0:. Call before you dig. :.. SCALE: 1" = 20' HORZ. PUBLIC Works I , I i . 110 11)114111115' "1"11.6‘ 1 Aill 8/14/12 REVISED PROFILE PER CITY COMMENTS. PLOT1ED: 1 • -ek • SEGALE PROPERTIES LLC JOB NO. 10148 _ BLOCK WALL PLAN & PROFILE FOR SHEET WA •r• % a ■S", 4 it 1 'et' 4 i , 0 v . if % 0 4' 181'04E° \?.. DESIGNED: APPROVED: G 0 D s m 1 H FIELD BOOK: PAGE*: LAND DEVELOPMENT SERVICES 1215 114th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 7719 www.goldsmithengineering.com SEA CITY OF TUKWILA LE TRACTOR WASHINGTON ONAL .00 ' „ • ^ TWP. 23. N., R. 4 E., W.M. • * k rib 10 40 . ......, ... . ,.....,... .., ,. .... ........... ,. Itt. 1"..... ..11;. Cft) cr.... LC) 71C ....„, .....1 Z S..) Pft...• ...-- 0 20 60 SCALE: 1" = 20' . ..............._ ..._. .. _____________....._ ....„ .,.......-- ----.......---:-. - „.......... oi 1•••• C) 0) i.... Cf) t9. 14ftvi z Ileftft. Z. "Ilt - 14 SEATTLE TRACTOR BUILDING . • , ....,. EX. CONC • , EX. .00NC , . a. , ___............. \ \ \ . \ \ .,,. \ bl . ,r''''''' N. • _ __ . .-______ ,•• \ ■, EX. GRADE .....,.,.., CONTOUR(TYP.) Mtn 1111""8111anglarallieugmaffamonse .... ,.......... -.. ,'''' ,.......... ,. -... ,..-_,. - - --••••••*- ' J __...-,... 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In - _____Ki ' _it. _b ---__Ati tg) 1.0' -.-10 MI -_-_NI: _V: 1e) - _----AD _15 -0---- __CA 2 tz _______---CO -0 - csl JL.... - _tri c Q. y 0 k- 0 • 0 _ Ca - !a 43,.- 61 /"- W I-- 1.- W 4.1 6- F. 111 1•-- 1--. • Ill 1--- 14 l■ ..0 1.., 1.11 6- 1.. - --- CD 0 ----- .0 _Z - 4.44 9+50 10+00 2" OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 30.00' 10+50 2" OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 28.00' 11+50 NORTH .12400 12+50 2" OF 1-1/2" ROCK W/lOn PITRUN BOTTOM OF PITRUN ft EL. 30.00' WALL PROFILE 13+50 14+00 2" OF H/2" ROCK W/10" PITRUN BOTTOM OF PITRUN = EL. 30.00' APPROVED 1/1+50 2" BOTTOM OF I-1/2" ROCK W/O OF PITRUN = 15+00 " PITRUN EL. 30.00' ti..... ZS "It , , AUG 2 9 2012 ... !,c,,,,, ,:i , c.:4:;,,,,,.,, I, ..,,j,,' r- SCALE: .1" = 20' HORZ. . . „fly of Tukwila • 1" = 10' VERT. . . PUBLIC Works RECEIVED ., L. 2 u T t: 04,4v AUG 16 2012 . 1/ :••:,,,,,;,,;,:;..., .•:,,,,, • ... Know what's below. ' Call before you dig. .. . • pERMIT CENTER ., . b 1 X 43..1 9, „,.,:„..::.,:.„,..,,,,, 8/14/12 REVISED PROFILE PER CITY COMMENTS. PLOTTED: 1 - . Z SEGALE PROPERTIES LLC _lc:NINO. 1 01 48 .,515:-fr, . - DRAWN: • • BLOCK WALL PLAN & PROFILE . FOR . . S EATTLE TRACT° R . CITY. OF TUKWILA WASHINGTON SHEET 3 441 4•0, nb 4+ , ..1' ' 189 4 , mop' AS■ - ,,. 0 _,,,,„ 14 N O., DESIGNED: ' APPROVED: G D S M 1 FIELD BOOK: LAND DEVELOPMENT SERVICES 1215 114th Ave SE, Bellevue, WA 98004 I PO Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 7719 wwvv.goldsmithengineering.com PAGE #: s ONAL 0° .1•1101■Mem .... 0 co vr 0 S \03 \03102 -1 \BLOCK WALL 3.9° ANGLE POINT WALL STA. 15+33.32 = STA. 144+12.63, 47.40' RT. 15+50 16+00 TWP. 23 Nu, R. 4 E., W.M. ' ""••••-•-• "•• END 'NORTH WALL STA. 14'2+48.82, 143.35 R EX. GRADE CONTOUR (TYP.) ----- -------- -,„ 7-G - 0 o z 2.9° ANGLE PONT-- WALL STA. 17+03.32 = STA. 142+47.19, 55.36' RT. 90° ANGLE POINT -- WALL STA. 16+95.32 = STA. 142+47.47, 47.37' RT. 16+50 17 4 5.1' ROW TO FACE OF WALL 4 • 4. A ' -34-- -0.14 GAP 144+00 1 - 1 0 SOUTHCENTER PARKVVAY 14 2 +1 0 0 --o 11 IN) 0 PI c c•I \ FINISHED GRADE AT BACK i i i - - - -, . ....■...i _ " ..." ...) A LiC-A1P 44 WrTlq L 1 . 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ZA :rA :46 :46 :A .1`. " ".r. WA 28- 4 4 l l Ye c. - e • , • • z z - • 4 - . . 4 • 6 6- -v-- , - -4 - -J - ---.4 -• - -1-- • ••----- . ___. . . - . _ _KC__ . (.0 Q .4 It • •;[ • C4 1 14-• - NJ: i p. N . I'q-k- tr) • • t t 116- O tr) CL II 1 '4 i i'". IAA / /:6 1 11.1 1 1... l l■ 14 / /... t tiel / /... La i i-6- I Ill 1 15+50 1 16+00 1 16+50 1 17+00 17+50 1 17+9122 2" OF I-1/2" ROCK W/I0" PITRUN BOTTOM OF PITRUN := EL. 30.00' NORTH WALL PROFILE SCALE: 1" = 20' HORZ. 1" = 10' VERT. GOLDSMITH LAND DEVELOPMENT SERVICES 1215 I 14th Ave SE, Bellevue, WA 98004 1 PQ Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 7719 www.goldsmithengineering.com 8/14/12. REVISED PROFILE PER CITY COMMENTS. 2" OF I-1/2" ROCK W/10" PITRUN BOTTOM OF PITRUN - EL. 30.00' 46 44 42 40 38 36 34 32 30 28. 26 24 22 20 18 PLOTTED: DRAWN: DESIGNED: APPROVED: FIELD BOOK: PAGE*: 10 40 0 20 SCALE: 1" = 20' 60 REVIEWED FOR .r:)DAECOMPLIANCE tt.4. APPROVED City of Tukwila BUILDING DIVISION 1 20 S )".IP 41)■ t91 APPROVED AUG 2 9 2012 Lirty of Tukwila PUBLIC Works RECEIVED AUG 1 6 2012 PERMIT CENTER Know what's below. Call before you dig. SEGALE PROPERTIES. LLC CITY OF TUKWILA BLOCK WALL PLAN & PROFILE FOR S EATTLE TRACTOR WASHINGTON •,•,,,,,,,m,,,,MATOAWAFA,,MIA.7.,,,PA•,,,,,•71,1!•All.,,',".• • "'" • JOB NO. 10148 SHEET Kelley lock, 2ft x 2ft x 4ft. Blocks shall be staggered. Maximum of three additional courses with cores filled with 7/8 minus crushed gravel may be installed above retained wall height for fence. FENCE IS NOT DESIGNED FOR IMPACT LOADS PER CLIENTS REQUEST. CURBS /WHEEL STOPS MUST BE INSTALLED. Finish Grade 6' Block wall fE tour at Impervious material to be installed to shed water away from the backside of the retaining wall structure. 2' -0" Curb to be installed at minimum of 24 inches from backside of retaining wall structure. TOP GEOGRID LENGTH + 2ft Geogrid Geogrid backfill and compaction per specifications Gravel base: 12" thick. Extend Beyond wall 1' front and back. 4' -0" LENGTH. 6" dia perf pipe. Slope to drain or catch basin. Warp perf pipe with 12" of 3/4" dia washed drain rock and filter fabric. Lap splice filter fabric 12" min. Native Undisturbed Soil Geo Tech to provide inspection and completion testing per code. Results to be Recorded and Archived. TYPICAL SECTION Height 4 feet 6 feet 8 feet All cores to reinforce with on #6 rebar and filled with 7/8 minus crushed gravel. Cores may be filled with each lift, rebar to set for required height with first course. Length of Tensar UX1600MSE geogrid Length = 5 ft 0 in. Locate on each block Length = 5 ft 0 in. Locate on each block Length = 7 ft 0 in. Locate on each block CORRECTION LTR #. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 31 2012 City of Tukwila BUILDING DIVISION RECEIVED AUG 16 2012 PERMIT CENTER N 0 0 LL Cn 0 0 O V) 0 0 0 N r4-) X 0 N 0) 0 m 0 O 0 0 cO 0 n n 1 co z SHEET TITLE CROSS SECTION FIGURE S -1 Geogrid transverse ribs shall be pulled taut against Kelley Block concrete knobs prior to setting next block and any compaction of soils. 111 • 11101111111111111111111111111101110 Transverse ribs must bear on Kelley Block. One rib in front and on rib at rear. Geogrid. Tensar product only. Coordinate w/ RDP prior to substitution. DO NOT CUT GRIDS AT CORES. SPREAD OPEN GRID FOR R EINF AND GROUT. 11101, Pp,' matt .4.3/4fonup, Su No zoa, TKO Mk, INA .9840Z Toeephow 4.13i3:49413,. Ear; 264,340A003 wrow,01:70(stpoOmOom. To Front: Date: Subjects Ma rk Segale; Sege !Properties Gary- Henderson, PE June 6 2012 Wall/Fence Along Southrenter 8041 levatd We i•Antierstand you are play a wait wtith wifill retain earth and wilt also sem as a fence_ The fence portion will rirtostly ,extend -,6 feet abovetheground,surface Iproduced bytillagainst the wall_ We kinderstand you are pIanning on founding the w1 on a9prokirrtately 1 toot !of pit run sand and gravel with a thin 1eveting, course. ,of crushed rock_ ibackfilliintrent and behind the wail wtil consist of the pit itin sand and gravel ,except that as impervious surface wiLl be included betfitli the waif Compaction III be 'to 90% of the maximum -determined in accordance lerithI5T4 AntemationallASTWM5.1 procedures., Based on this, we recomrnend the foIiowiigdigii paramete_- Allowable average 'bearing pfessure ot .2„DijktilWunOS :per square Teat (psi) wilt' a MeXPITIUM of 300 psf toe pressure. 2. passive Soil, pressure using equimatlent fluidlteilating 39, ,pound's per cubic foot Cpcf). 3, Active soil piressure ,of 35 pcf {equivalent fluicipancorsurcriarge or psf for earthqu•ke lbading_ 4. Base friction of 0_5 times the average bearing We trust that the foregoing meets your INLeti;Ileeds, Should you halve any ,questions or make any ,changes please call. mr: AnyO0oarco rItn cm 041:chgrOilxivrot tOtongtoptd000mpOAamatfo, tom Of* pllVerftwolt, ppod0r4 owl soil zotacioneo. are oily ,e copy of 1,h00100140000;01:, Thoort001,40004otiMpred:Offoi0001040044,104OntiosilsotolectIO0M41$4:0001$104:0111X04. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 3 1 2012 City of Tukwila BUILDING OIVI ON RECEIVED AUG 1 6 2012 PERMIT CENTER A p 0 0 N) CN LO cD (-CD z 0 -D z cD co ED n SHEET TITLE BLOCK AND GEOGRID S-2 M: \ACAD \PLATS \03 \03102 -1 \BLOCK WALL - SEATTLE TRACTOR \IOI48VOLdwg 10148V01.dwg JBECKM 08/14/12 16:14 Know what's below. Cali before you dig. EXISTING PARKING LOT GRADE OF SEATTLE TRACTOR BLOCK WALL P AN ANI ®/ P OFILE 2012 T 2012 2'Wx4'Lx2'D BLOCK 6" DIA. PERF. PIPE. SLOPE TO DRAIN OR CATCH BASIN. WRAP PERF. PIPE WITH 12" OF 3/4" DIA. WASHED DRAIN ROCK AND FILTER FABRIC. LAP SPLICE FILTER FABRIC 12" MIN.. 2" OF 1-1/2" ROCK W/ 10" OF PITRUN BLOCK WALL SCHEMATIC CROSS SECTION N.T.S. COVER 1' SHEET INDEX : BLOCK WALL PLAN (SOUTH WALL STA. (NORTH WALL STA. BLOCK WALL PLAN (NORTH WALL STA. 3 BLOCK WALL PLAN (NORTH WALL STA. 4 BLOCK WALL PLAN (NORTH WALL STA. AND PROFILE 0 +00 TO STA. 2 +60.00) 0 +00 TO STA. 2 +90) AND PROFILE 2 +90 TO STA. 9 +10) AND PROFILE 9 +10 TO STA. 15 +10) AND PROFILE 15 +10 TO STA. 17 +91.32) CITY TUKWILA FILE COPY Permit No. Digo 2.1 PI!' rrview approval is subject to errors and omissions. ra! of construction documents does not authorize i ►f .: gyration of any adopted code or ordinance. Receipt Lpprovecd Field Copy and condtions is acknowledged: By Date• City Of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTa revisions will require a new plan submittal and may include additional plan review fees. I BLOCK WALL LOCATION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: VICINITY .MAP N.T.S. CORRECTION LTR #.,.�,_ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 31 4:7 City of Tukwila BUILDING DIVISION RECEIVED AUG 16 2012 PERMIT CENTER GOLDSMIT LAND DEVELOPMENT SERVICES 1215 114th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009 T 425 462 1080 F 425 462 77 1 9 www.goldsmithengineering.com .. v. ..._ _...,_s...H+Y'F�..Sk nF". A. iS- a °&Yhsn� >X✓3caL°r''-10A+'.M.. r1\ ..tAflf -" Yd4.".q➢ 1 0 0 `w Br, ♦♦, ♦ \ N ♦ N ♦ 0 1706tb00 / / / / / / • 3 00 0 01 01 0 LO 0 0 / I s.N� I �r, `♦ V v 01 0 v 0 (0 0 00 60 0 NORTH l -mil 1IT- 30 GRAPHIC SCALE 60 120 EXISTING FRAGER ROAD 30N33 ONLLSIX3 31ld 6 O I 555 049049 1,-1706tb05� v • 35254 9050 4 L06b0���� / / -w 6 240 ( IN FEET ) 1 inch = 60 ft. / CORRECTION � LTR# 1 00 +,+{ O 01 01 01 0 A 01 c4cA REVIEWED FOR CODE.COMPTIA APPROVED AUG 31 2012 BUILDING LION 6 ' *w CEMED AUG 16 2012 PERMIT CENTER rap 1) z r- U 0 0 L=:.1 Cl C_7 L_1 V) \j. 11_I _.J C.) L.,.J I,_ l L. J E-1 CY_ LJ 0_ C.7 CL L.1.. w_ CC w 0 0 1 0_ w �Q V 1 LIMITED LIABILITY COMPANY INDUSTRIAL * COMMERCIAL * AGRICULTURAL * NATURAL RESOURCES 00 co m 0, 0' r) co Q, o— ('J . in J �? 3 0 co ? N X Q * LL U O -Jw Cij ~ Y * a� 00 (V 0 0 O J N CO CO LIJ • Z LD 0 UJ m 0 CO - W 0_ In F- WWW. SEGALEPROPERTIES. COM 'm vi i 0 w 0 w 0 Z w u_ W J PROJECT NUMBER, N/A DRAWING NUMBER, SHEET, 1 OF,