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Permit D15-0059 - CENTER PLACE - FACADE AND PARKING LOT
CENTER PLACE FACADE IMPROVEMENT 17095SOUTHCEN'I'ER PKWY D15-0059 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT Parcel No: 2623049070 Permit Number: D15-0059 Address: 17095 SOUTHCENTER PKWY Issue Date: 5/12/2015 Permit Expires On: 11/8/2015 Project Name: CENTER PLACE - FACADE IMPROVEM Owner: Name: KTM GROUP LLC Address: 223 TAYLOR AVE N #110 C/O METRO PROPERTY SVCS, SEATTLE, WA, 98115 Contact Person: Name: TERESA FORTINO Address: 6021 12TH ST E , TACOMA, WA, 98424 Contractor: Name: DONOVAN BROTHERS INC. Address: P.O. BOX 818, AUBURN, WA, 98071- 0818 License No: DONOVB109405 Lender: Name: Address: Phone: (253) 318-7078 Phone: (253) 939-7777 Expiration Date: 3/6/2017 DESCRIPTION OF WORK: FACADE REPLACEMENT TO TWO EXISTING BUILDINGS; NEW PEDESTRIAN SCALE LANDSCAPING AND IMPROVED VEHICULAR AND PEDESTRIAN CIRCULATION. ADD NEW LANDSCAPING TO EXISTING LANDSCAPE ISLANDS. EXTEND PARKING LOT DRIVE AISLE AT SOUTHEAST END OF SITE. Project Valuation: $1,605,000.00 Fees Collected: $19,682.95 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan neIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 50 Fill: 50 Landscape Irrigation: 1 Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature:_W" Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: ( Date:` !' S Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: Any material spilled onto any street shall be cleaned up immediately. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 6: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 7: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 8: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 9: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 10: All double check valve assemblies shall be approved by the State Department of Health. 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 12: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 11: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 16: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 17: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 18: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 21: 'BUILDING PERMIT CONDITIONS' 22: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 23: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 24: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 25: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 26: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 27: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 28: 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. 29: 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. 30: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 31: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 32: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: Masonry construction shall be special inspected. 35: 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. 36: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 37: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 38: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 39: 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. 40: Sheet A101 Lighting. Wall sconces must be added to both the north and south elevations in the courtyard area between the buildings before final inspections are approved. Lighting fixtures should match the sconces shown on the front of the building. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5170 BACKFLOW - IRR 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH & GYPSUM 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 4037 SI-CAST-IN-PLACE 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4036 SI-DRIVEN DEEP FOUND 4046 SI-EPDXY/EXP CONC 4022 SI-MASONRY 4034 SI-METAL PLATE CONN 4023 SI-OBS-SEISMIC REST 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 4032 SI-WOOD CONST 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqp://www.Tukwi]aWA.gov SITE LOCATION Building Permit No. Project No. Date Application Accepted: 0 3/10& S Date Application Expires: use 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" � �6q� �.j, ,%� �� King Co Assessor's Tax No.: A VIA ✓t/'T `111 V -/J "t tJ Site Address: �l / ! �i�* Suite Number: Floor: Tenant Name: New Tenant: ❑ ..... Yes .:No PROPERTY OWNER / /1 Name: 1J ( L t L L Address: e Gr, J /Z City: /lIU State: WA Ziippp::g810q CONTACT PERSON - person receiving all project communication ' Nam • Address: City: e.M A State:d Zip2t v Q �" � Phone: ?,1 . ',D'] Fax: /r Email 6 l�l o!�r ' bu l / l / i ) fT GENERAL CONTRACTOR INFORMATION Company Name: Address: V / 10j City:U'S Zip?,79D7 Phone: 5� - 777lax: Contr Reg No.: LVNOValoqlg Exp Date: & 17 Tukwila Business License No.: W5096910 ►107 ARCHITECT OF RECORD Company Name: I j �/ J� q u Architect Name: /�// K-A4 Address &/�. j O / LJ'tI F' city:T�6ory State: W/+ zip. -IRA) Phone: a� GI /13 Fax: U / Email: ENGINEER OF RECORD Company Name: 9}���n w Engineer Name: •✓ V 1 C/6 IAA Address:10 q City: Stater A Zip 0 O Phone: 0 j�-, /� 1 ax: 0 Email: •, J 0 '( v LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: kTm rp Address: i City: L-�,� State: Wt+ Zip: m a H:1Applications\Forms-Applications On Line\2011 ApplicationsTermil Application Revised - 8-9-11.doc c Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMA Valuation of Project (contractor's bid price): $ 1 •• Existing Building Valuation: $ Describe the scope of work (please provide detailed information): F o 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 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor `� � j n �D Y 2 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. j Number of Parking Stalls Provided: Standard: " 1 1� Compact: Handicap: Will there be a change in use? ❑....... Yes 0 ...... 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 8-112" 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.\ApplicatiomlForm s-Applications On Line\2011 ApplicationsTermit Application Revised - 9-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFO)N f TION - 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... Valley View ❑ .. Renton El.. Seattle ❑ ...Sewer Use Certificate ... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which an ❑ ...Civil Plans (Maximum Paper Size — 22" x 34" ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Pronosed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension.............Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water ❑ ...Sewer Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refimd/Billing: Name: City Day Telephone: State zip Mailing Address: city state zip H:Wpplications\For s-Applications On Lme\2011 AppbcationsTermit Application Revised - 8-9-11.dom Revised: August 2011 Page 3 of 4 bh 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 OR AUTHORIZED AGENT: Signature: �L 0�4� Date: Print Name Day Telephone: A S/a/ 9 - 70 7 Mailing Address:97q-) 5VA Wf} q'/804 city state zip H:Wpplications\Forms-Applications On Line\2011 ApplicationsTemdt Application Revised - 8-9-11.docx Revised: August 2011 Page 4 of 4 bb BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # .lam 1.5 - o p.59 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 250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention J u o Water/Sewer/Surface Water Road/Parking/Access 4,000 A. Total Improvements 51,000 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. / C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ (4) 5. Enter total excavation volume -5'0 cubic yards Enter total fill volume 0 cubic yards Use the following table to estimate the grading plan review 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 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3-7 S The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission�of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 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) $ 1 Z 5- (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. 0 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 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for ls` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1S1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the I" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5 % of 6+8) Approved 09.25.02 2 Last Revised 12/17/14 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ ' I t . 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 $ DUE WHEN PERMIT IS ISSUED Total A through I (6+7+8+9+10+11) $ % $ J (10) 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 Ci7P (inches) InOMIM—i"n Cascade Water Alliance RCFC 01.01.2015—12.31.2015 Tntal FPP 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 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Last Revised 12/17/14 Date Paid: Thursday, September 17, 2015 Paid By: DONOVAN BROTHERS INC Pay Method: CREDIT CARD 617120 Printed: Thursday, September 17, 2015 2:03 PM 1 of 1 I?WSYSTEMS Date Paid: Friday, July 17, 2015 Paid By: ABRAHAM HUDSON Pay Method: CREDIT CARD 002896 Printed: Friday, July 17, 2015 3:09 PM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $12,361.84 D15-0059 Address: 17095 SOUTHCENTER PKWY Apn: 2623049070 $12,361.84 DEVELOPMENT $11,267.75 PERMIT FEE R000.322.100.00.00 0.00 $11,263.25 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $523.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $125.00 CONSTRUCTION PLAN REVIEW R000.34S.830.00.00 0.00 $125.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $570.59 TECHNOLOGY FEE TOTALRECEIPT:;4 R000.322.900.04.00 0.00 $570.59 Date Paid: Tuesday, May 12, 2015 Paid By: KTM GROUP LLC Pay Method: CHECK 000209 Printed: Tuesday, May 12, 2015 4:13 PM 1 of 1 CRSYS7EM5 Date Paid: Friday, March 06, 2015 Paid By: KTM GROUP LLC Pay Method: CHECK 000150 Printed: Friday, March 06, 2015 2:20 PM 1 of 1 SYSTEMS M INSPECTION RECORD 2� Retain a copy with permit T10N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proyilect: C.C�Lc.�'Q..G' ��G�C� Typ o I pectin :+ � � t � Address: � � lY � Date Call Special instructions: Date Wanted:`l� a.m. L p.m. Rey est r: %O ! Phone No: . 7-0 6 � 76 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat[ to schedule reinspection. INSPECTION RECORD ��d� Retain a copy with permit i��J TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -.3670 Permit Inspection Request Line (206) 438-9350 Project: f� �1 �--� ro-c T t T-E Type6f n pecti V la. f I I -7e) "(r f�i/� � r��� Date Call Special Instructions: _ ,1 Date Want!a.m. Requester: I i hone No: 1 ❑ Approved per applicable codes. Corrections required prior to approval. i s pecto r: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. INSPECTION RECORD F Retain a copy with permit I1)J INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 k �kk-w---- Project:—C 9A441RdU:ypP , a 1 n, � v Kddress- Date Called'. .51 ?19 1 1 U $pecial Instructions'. Date Wanted: a.m. p.m. Requester: Wo—neNw. Approved per applicable codes. Corrections required prior to approval. COMMENTS: W-13 /w, eAullu al" .1 la Ka4ca PLC WAS. LC'—t ) a& 4 (1 A U 1C, 'I y i -A4M Lqp(Am—� 4-- V V Q REINSPECtfON FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ra INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: _. ��/�` /1LE` Cam. �` Type of Inspection / 7, A/) Address: 67 Date Called: (- Special Instructions: nted: Requester: j Phone No� ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �� Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 11 a INSPECTION RECORD -] !�` Retain a copy with permit P15 ;q INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t: DJ Type of Inspecti n: Address: Special Instructions: Date Wanted: P.M. Req este Phone No: Approved per applicable codes. Corrections required prior to approval. nspector: '/10 El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L> INSPECTION RECORD Retain a copy with permit DI 5_�K 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: 6111ne Type of Inion: Address: D to Called: Special ns ructions: Dat Wante� a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. t:J Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C� INSPECTION RECORD 4 Retain a copy with permit fJ 15-0�`� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prot: ; i:f� Type of InjAp��or: � Yvv LL -� tr Address: /7m t er Date Called: Special Instructions: ate Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 0 rod 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 `� S �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ��.J / �Tpz4ce Type of Inspection: � Address: � Date Called: Special Instructions: Date Wanted: ` a.m. p.m. Requester: .1 Phone No: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. V� INSPECTION RECORD q Retain a copy with permit l INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr oje j Type of Inspect' n Address: Date Called: Special Instructions: D to Wanted: a.m. '3 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. W Date: REINSPELTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r INSPECTION RECORD CCU` Retain a copy with permit IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � � Type of Inspection: 1 7®1�4 Date Called: Special Instructions: C(� V14,CV` fi#uct f Date Wanted: a.m. p.m. Requester: hone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: P Uld r ( V6 aa El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L INSPECTION RECORD Retain a copy with permit P(y -too IVV ON No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct. fill:fbtre Type of Insp ction 9z Address: Oq o Il LCf-f- Date Called: Special Instructions: � Date Wanted: a.m. pJ r_f �_ p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date: EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. P INSPECTION RECORD(t 15- Retain a copy with permit IN EC N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec �qc� Type of Inspection: ��( i Address: '7�F a Date Called: Special Instructions: '''o ' (' AA C. C 0 to Wanted, _ a.m. � p.m. Requester: Phone No: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L" INSPECTION RECORD n _ Retain a copy with permit I ON NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro, ct: r �l Typ f Inspectior~ Address: ?9 rL Date Called: Special Instructions: /4 1 A Date Wanted: a.m. r� "f �® �� P.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �(�_ C� Retain a copy with permit SPE ON No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit. Inspection Request Line (206) 438-9350 Pro'ect-. � ri�C vf Typg of lnspe i�n: A dr ss: Date Called: r culy- Special Instructions: ` Date ant ! �� a.m. 'mob p.m. Requester: Phone No: Inspector: Date: 0-6 — J►-- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must he paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 9 (UTION INSPECTION RECORD _ Retain a copy with permit N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: i Type of Inspection: v wIn(. i Address: 0 17S J�i 0A DO Called: Spec4igl�s ructions: r 11 bt_A '[ Date W rued: , a.m. 10 �F' m. Requester: Phone No: IInspector: `F f IDate /6-1& C�— I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LiM- INSPECTION RECORD Retain a copy with permit (5- 00) INSPECTION No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: uKkv La-'(-� Type of Inspection: Wq I — Address: I I.70 f-';Wh&'C+(( f r V) Date Called: - Special Instructions: IDate {� Wanted: a.m. °- Z� p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: R Date: 7- ` 7 ` ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. it INSPECTION RECORD INSWON NO.Retain a copy with permi t S INS ON N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pra'ect� Type of�pecrJ^on: _ Add e0ss: tl�-�� �-i _ ,Date (� Called: Special Instructions: Date ant a.m. p.m. Requester. l Phone No: Date: IWW!j1;;@ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 11PfS od,Tq Retain a copy with permit I N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pmt: L Igspect n: T �l/�{` l A�d e®: � ` , G� � � 0tA �v Date Called: Special Instructions: 'A a / IlA GV I w 1 (ke, F— ate w ted- / a.m. (1 —iS' p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD e 6() Retain a copy with permit ��77�q INSPFCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' c� Type of nspection: c Ad70 : � v � ff[,r (� Date Calted: Special Instructions: Date W me a.m. -� p.m. ^ Reques er: WX1a-411v ears-. Phoa ; - r - Approved per applicable codes. F—J Corrections required prior to approval. nspector: I d r j uate: fl _ G REINS PECTION .FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. R INSPECTION RECORD I Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type �f[Monly- A dress:. Date Called: Special Instructions: t f pt tee, (V f�6 f� c� ate Wan ed- r a.m. — /� p.m. rRequest& No:� Phone K 94Abf Approved per applicable codes. Corrections required prior to approval. W nspector: �/` IDate�, �f REINSPECTION FEE REQUIRED. Prior to next inspection, fee m st be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IN INSPECTION RECORD0) _ Retain a copy with permit f� 00S� [MMICTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: / t eXfQr Pt G�.L'e— Typeof Inspection! A dress: �-7o r(1'y prle- Date Called: Special Instructions: Date W�te � ` f `.,_ a.m. f t�`7 13 1 J p.m. Requester: s Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ,,//© r `® (} (Rza C�Q tlgi—k Inspector: Date��/�` REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. �! i INSPECTION RECORD Retain a copy with permit Pt5 &OTT] INSPEC NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: c6ia Type of Inspection r�a&CA- Address: �r / �� "l J t� 1�C v D Called: Special Instructions: ,q Date Wanted: a.m. — 3 (—(.- p.m. Requester: Phone No: Approved per applicable codes. 5�corrections required prior to approval. • , io j �/ rimi ' 'RIM � Z, DFI r W; 1W a - , ,-_ 112' Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 9A INSPECTION RECORD Retain a copy with permit ® INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Proo''ect:/ 11A-c� 14-C4-&- Type of Inspection: r114, ! kWC1 Address: ii -s 6�JK P Date Called: Special Instructions: Date Wanted: a.m. -9c/ -Is p.m. Requester: Phone No: Approved per applicable codes. L1 Corrections required prior to approval. COMMENTS: 'Xmr " Gat' L 7-6 6!, 6 Inspector: Dat REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, INSPECTION RECORD 60 Retain a copy with permit IN ON N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject:_ Type of Inspection: Address: p 9 Da a Called: Spe0ia In ructiX+8 iLL� n t l� C . n vl AA ��t Date Wanted: a.m. . — p.m. Requester: Phone No: u Ilnspector: �i IDate:-7 _��� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 5- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Cpp Type f Inspection: Address: Date Called: Special Instructions: Date Wanted : / a.m. 7 —20—/ r p.m. Requester: Phone No: 'inspector: l')ate*'�J /' l ?.� _C r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I, INSPECTION RECORD Retain a copy with permit 15-- 00 I PEC I N NO. PERMIT NO. o CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t: Type of -Inspection: d /-70 � Pi De Called: Special Instructions: D-jA Wanted: a.m. p.m. Requester: Phone No: Inspector: +::��Date? �C ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1/(3) Retain a copy with permit IN4RKTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: CC- Type of I ection: r — 1111 cio Address: 176) ,T §y a Hkftr 7 Date Called: Special Instructions: I ate Wanted: a.m. -7'� 7p.m. Requester: Phone No: 11 Approved per applicable codes. NCorrections required prior to approval. 0` 7-- ®b— e L—)!} Inspector: Date: Fg� 7— v ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ n�T Retain a copy with permit `od N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje� �C � �/` ( Type of Inspectio C � (�( r c Address: -7 }QS Soft 1 Pry Da a Called: Special Instructions: ,�-11 to Wanted: a.m. ?_ b s /S p.m. Requester: Phone No: (Inspector: y �/ Iuate: 7vfg —/,r,l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2-5 INSPECTION RECORD ril Retain a copy with permit INSPN-MN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect, F IHate i yPA Of InsPectlOn' (A' j Address (70 ,, Called: 3—pecial Instructions, rm Date m. r a.p.m. uest 4 Va AeN P o n o: — - ------- - F-� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit /2f� INSPECTION NUMBER PERMIT NUMBERS CITY.OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �j� r cgm-�jZ/ otI t Type of Inspection: SP / i Address: /-SC,J9lL'y Contact `Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t .r o <<t �)AC. - o� Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:, �, a- Date: rZ_ a _ rd- Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD r Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / Are�f Type of Inspection: Address: Contact Person: Suite #: 70 - Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: _ ,/ � I Date: �///&�/ 5 1 Hrs.: �� U $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsimng Aaaress Attn: FCompany Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 o � Construction Testing Laboratories, Inc. December 30, 2015 Metro Property Services, LLC 2810 Eastlake Ave East Seattle, WA 98102 ATTN. • Kyle Powder 40U Valley Avenue NE Suite 102 C Puyallup, WA 98372 2S3-383-8778 fax 253-770-8232 www.ctlwa.com REF: Final Inspection Report for 5829 PROJECT NAME Parkway Village PROJECT ADDRESS 17195 South Center Parkway, Tukwila, WA 98188 BUILDING PERMIT # City of Tukwila #D15-0059 Dear Mr. Powder: CTL, Inc. provided special inspection and testing services for the above referenced project. We specifically provided special inspection and testing services of the concrete, epoxy bolting, welding, and ENS waterproofing. The specific work for which we provided special inspection for was, to the best of my knowledge, in accordance with the approved project plans, applicable codes and the approved engineer of record revisions. If you have any questions regarding this final report, or if we may be of further service, please feel free to call or email. Sincerely Yours, Dennis M. Smith Operations Manager DMS/arn cc: Mailing List autumnm( tlwa. com r, tM 00- ... H •iA DEC a o 2015 PERMIT CENTER bConstruction X�_ Testing Laboratories, Inc. FIELD INSPECTION REPORT CLIENT Metro Property Services, LLC PROJECT TITLE Parkway Village JOBSITE __ AODAESS 17195 South Center Parkway, Tukwila, WA 98188 - CONTRACTOR Donovan Brothers WORK CONTRACT PO ORDER NO. ORDER NO. MO. PERM T NO. City of Mkwila D15-0059 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwa.com PACE 1 OF 1 Nov. 09, 2015 INSPECTION REPORT 2U NUMBER PROJECT NUMBER 5829 JOB I arrived on the jobsite to perform special inspection and field testing as scheduled for today. As requested, I performed an EIFS waterproofing inspection at the Subway exterior store front and tower. The contractor has applied weather seal spray and roll water resistive air barrier to plywood with four inch mesh at seams and six inch at the corners. The water barrier appears to be applied correctly, sealing material, voids, nail heads, and seams. II.M,y 1-2 2011 PERMIT CENTER. FIELD REMARKS- 1 WEATHER CONDITION (S) 1 1 TEMPERATURE I TIME I I INSPECTOR I f _ <- E- CLEAR OVERCAST PARTLY _ CLOUDY CLOUDY RAIN FOGGY + SHOWERS -- SHOW __INDOORS) COVERED AREA I OAIERM I 490 F 0 0830 ,, U.Ier"A1111, ../ Y / @ N/A Is 1 REVIEWEDBY 1 1 TIMEDOXI I START'IIME I 1 FINISH TIME 1 <- N/A N/A & <- N/A I., N/A & D.S11tith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAB, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 08•222011 DATE RECD: 11-10-2015 FIELD INSPECTION REPORT IMa) Merge PoN C. SWART I cc LiWL OIST.UST ^ Construction 400Valley Avenue NE Suite 102 Puyallup, WA98372 Testing laboratories, Inc. 253-383-8778 fax 253-770 8232 www.ctlwa.com FIELD INSPECT/ON REPORT ,, 1 0, 1 DATE OF CLIENT Metro Property Services, LLC INSPECTION October 28, 2015 ____________ PROJECT REPORT n TITLE Parkway Village NUMBER 9 ______________ ____________ JOBSITE _ADDRESS _ _ _ 17195 South Center Parkway, Tukwila, WA 98188 PROJECT CONTRACTOR Donovan Brothers NUMBER 5829 WORK CONTRACT PO JOB ORDER NO, ORDER N0. NO. ORDER H0. ND PEERMITRMITNO. City of Mkwila D15-0059 I arrived on the jobsite to perform special inspection and field testing for today's scheduled E1FS and epoxy Inspections, performed as follows: I performed an EIFS waterproofing inspection at address 17195 and Bevmo Cornice. The weather seal spray and roll water resistive air barrier applied to plywood and densglass with four inch tape at the seams and six Inches at the corners is applied correctly, sealing all materials, voids, seams, nail heads, etc. The contractor epoxied 27 %" all -thread for base plate hold downs and anchor bolts at the subway tower. The contractor drilled 3/a" diameter holes 7"+ in depth. The holes were brushed and blown clean. The contractor epoxied the all -thread using Hilti Hit-Hy200R, lot #17432622, expiration date 0612016, per epoxy manufacturer's recommendations !CC ESR 3187 and the approved plans. Cry OF WKWILA Huy a a 20 1 FIELD REMARKS L WEATHER CONDITIONS 4 ) TEMPERATURE f TIME 4 ) INSPECTOR ) F CLEAR OVERCAST _ PARTLY - CLOUDY._ CLOUDY RAIN FOOOY _ " SHOWERS <— F __---- SNOW - INDOOR (S) _-__-__--_-_- COVERED AREA 530 F 0900 -J imw/m' N/A L9 N/A : REVIEWED DY .}. ! OTHER($) 1 1 TIME BOX 4 L START TIME 1 d FINISH TIME 4 N/A ,, N/A /, ,./ Y <— N/A y N/A M D.Sinith VnLT TV lnt MAitHIAL molfu[m.05.2I4071 DATE RECD: 10-29-2015 FIELD INSPECTION REPORT h. U7 Mope FW C. START I = MAIL DIST.UST i AJA A Construction Testing laboratories, Inc. 400Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwo.coni FIELD INSPECTION REPORT p, l a, 1 CLIENT Metro Property Services, LLC INDATESPECTIIFON _ October 201 2015 ----PROJECT_--{ -- REPORT A •---- ---TITLE ` Parkway Village N8 UMBER JOBSITE 17195 South Center Parkway, Tukwila, WA 98188 ADDRESS PROJECT 5 (1 A 9 •--- ---I NUMBER 7V�i// JM CONTRACTOR Donovan Brothers WORK CONTRACT PO JOB ORDER NO. ORDER NO. NO. ORDER N0, DUILDIINo. City of Tukwila D15-0059 PERMIT 1 arrived on the jobsite to perform special inspection and field testing for today's scheduled EIFS waterproofing, performed as follow: As requested, 1 performed an EIFS waterproofing inspection at the southeast corner of Bevmo. The contractor is applying weather seal spray and roll water resistive air/water barrier to densglass and plywood with 4" mesh at seams and 6" at corners. Water barrier appears to be applied correctly, sealing all materials, voids, seams, and nail heads. c1'YY OF TUKVVR A inn a Laa ' PEgA4iT CENTER FIELD REMARKS: I WEATHER CONDITION (S) TEMPERATURE I TIMED L l INSPECTOR 1 _F' F -� --------------- <— CLEAR OVERCAST PARTLY CLOUDY•• _-_CLOUDY RAIN FOGGY slloweas SNOW --------------------- F- INDOOR (s) F COVERED AREA 560 F c 08:00 /.r V'I7[�nn N/A 01 N/A h L REVIEWED DY V 1 OTHER(S) 1 F 1 TIME BOX 1 1 START TIME ( 1 FINISHTIME 1 <- N/A N/A <- N/A i, N/A D.Sinith o Abr—ata 1—TR0 RCPRAnIInFn EYCFPT IN FULL. YATHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAD, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED(tev. 08.22d011 DATE RECD: 10.21-2015 FIELD INSPECTION REPORT A'aT Merye FTel C. START/ ar 1,WLDIST.LIST Construction Testing laboratories, Inc. FIELD INSPECTION REPORT C� CLIENT I Metro Property Services, LLC PROJECT TITLE Parkway Village JOSSITE 9M ADDRESS_-_ - 17195 South Center Parkway, Tukwila, WA 98188 -_ CONTRACTOR Donovan Brothers WORK CONTRACT PO ORDER NO. ORDER NO. NO. ERM TINO. City of Tukwila D15-0059 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctiwo.com PACE os INSPECTION- DATE I __ October 15� 2015 015 i i REPORT NUMBER 5829 PROTECT NUMBER JOB I arrived on the jobsite to perform special inspection and field testing for today's scheduled welding and waterproofing, performed as follow. As requested, I performed an E1FS waterproofing inspection at Jenny Craig, Red Wing, Oreck, and Happy Terlyaki. The contractor is applying weather seal spray and roll water resistive air/water barrier to Densgiass and plywood with four inch mesh at seams and six inch at the corners. The water/air barrier appears to be applied correctly, sealing all materials, voids, seams, and nail heads. I also performed a visual welding inspection at HSS beams to column connections, corner tower Building A grid line E/5. Certified WABO welder, Erik J Nichols, used FCAW methods. The welding is correct according to the approved plans and A WS D1.1. ,r %. Li 'IT u t�K l 2 () 20 PERMRCENTER FIELD REMARKS: i WEATHER CONDITIONS 1 ! TEMPERATURE I TIME 1 INSPECTOR 1 Y F ___ F' <- CLEAR OVERCAST ___________ PARTLY CLOUDY CLOUDY RAIN FOGGY _ SHOWERS �_ SNOW INDOORS) _______ _____________ COVERED AREA 1 OTHER($) 4 r7♦ 510 l- C Q/ QQ Yriite/Are N/A @ N/A AV ♦ REVIEWED BY b Lk 1 TIME Box 1 1 START TIME 1 1 FINISHTIME 1 <- N/A hr N/A � <— N/A /ff N/A hr D.Smith ncrun. onwaa nu. nenernuuuucu enacr, nr ruay nunuu, :nc maia'Eh Arr—r... wna.... TeanRO u6,IHe. REPORT PERTAINS ONLY TO THE MATERIAL TESTED(—.O2Q2Q011 DATE RECO: 10-16-15 FIELD INSPECTION REPORT /6taT Merge FEN C. START I Ce MAIL DIST.UST 400 Valley Avenue NE /� q Suite 102 A L! Construction Puyallup, WA98372 Testing laboratories Inc. 253-383-8778 1 fax 253-770-8232 www.ctlwa.com FIELD INSPECTION REPORT 4 1 1 ,,�, OF CLIENT Metro Property Services, LLC IDATE OF NSPECTION October 1, 2015 Parkway Village 16 PROJECT TITTLE -------------- REPORT NUMBER JOBSITE DDRESS 17195 South Center Parkway, Tukwila, WA 98188 _________--- PROJECT !/'��1 82 9 . _ _ -A-- - CONTRACTOR NUMBER \�r/ Donovan Brothers WORK ORDER NO. CONTRACT ORDER NO. PO NO. JOB ORDER NO. DING ! City of Tukwila D15-0059 PERM . I arrived on the jobsite to perform special inspection and field testing for today's scheduled EIFS waterproofing, performed as follows: As requested, l performed an EIFS waterproofing inspection at store fronts, building address 17035-17095. The contractor is applying weather seal spray and roll water resistive air barrier to Densglass and plywood with four inch mesh at seams and six inch at corners. The water barrier appears to be applied correctly, sealing all materials voids, nail heads, and seams. FIELD REMARKSI l WEATHER CONDITION (S) I 1 TEMPERATURE I TIME L 1 INSPECTOR 1 F— -� -� E— CLEAR OVERCAST PARTLY CLOUDY CLOUDY -- RAIN FOGGY SHOWERS <— SNOW INDOOR (S) COVER90 AREA 490 F 0 0800 `0,ihel,& N/A L1 N/A jr 1 REVIEWED BY 1 / � } 1 OTHER($) 4 F 4 TIME BOX 1 1 START TIME 1 4 FINISH TIME i ✓ <- N/A ,, N/A ,, E— N/A f ,, N/A h D.Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAD, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED (1., 08-22.2011 DATE RECD: 10.02-15 FIELD INSPECTION REPORT BJaT /LMVe FtH C. SIVART I ar MAIL DIST.LIST Construction Testing Laboratories, Inc. FIELD INSPECTION REPORT CLIENT IMetro Property Services, LLC °R TE" TITLE Parkway Village JDBSITE ADDelass___ 17195 South Center Parkway, Tukwila, WA 98188 CONTRACTOR Donovan Brothers WORK CONTRACT PO ORDER N0. ORDER NO. NO. B01L01NG City PER of Tukwila D15-0059 NIT ND. 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwa.com 1 PAGE O! DATE OF Sept. 21, 2015 INSPECTION REPORT C s NUMBER PROJECT 5829 NUMBER 11 JOB I arrived on the jobsite to perform special inspection and field testing as scheduled for today. I observed the placement of %" all -thread epoxy anchor bolts for sill plates for column enclosures on the exterior face of the building, on gridlines H/2, 3.5, and 5 - F/5, 7, 8, 9, and 10. The holes were 3/a" diameter 7" embedment. The epoxy was Hilti Hit -Hy 200R, lot #17432662, expiration date 06/2016, GSR #2508, as per engineer's approval. All anchors were installed as per the approved onsite plans, note 25 on S2.01 and details 2153.01 and 3153.01, and as per manufacture's recommendations. Fifty-four locations in total. RECEIVED CITY OF TUKWILA FIELD REMARKSt -i j WEATHER CONDITION (S) TEMPERATURE / TIME�74 ♦ 1 <— --- _ �-- F <— CLEAR OVERCAST PARTLY CLOUDY CLOUDY ----------- RAIN _- ----- -_ FOGGY SHOWERS — _ F SNOW _____________ INDOOR(S) COVERED AREA 530 F 0730 h ^¢IN,,SS�P��ECCT��OJJR 05. V'l.lU 1111i1t Y N/A Ci NIA ly 1 REVIEWEDBY : : ORtERM 1 TIME DO%J ) STARTTIME 1 i FINISHTIME ) N/A & N/A h N/A & N/A br D.Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTINO LAB, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED(,.V. 08-22-2011 DATE RECD: 08.22-16 FIELD INSPECTION REPORT Mal Merge Fte/ C. SWART Ica MlUL OIST.UST Construction Test ing L�ratQries,.lnc. FIELD INSPECTION REPORT CLIENT _ Metro Property Services, LLC ----PROTECT -- TITLE - parkway Village JOBSITE ADDRESS--- 17195 South Center Parkway, Tukwila, WA 98188 CONTRACTOR Donovan Brothers WORK CONTRACT PO ORDER NO. ORDER NO. NOi BUILDING PERMIT NO. City of Tukwila D15-0059 DATE OF INSPECTION - REPORT NUMBER PROJECT NUMBER JOB 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax253-770=8232 www.cllwa.com of 1 17, 2015 14 5829 I arrived on the jobsite to perform special inspection and field testing for today's scheduled EIFS waterproofing, performed as follows: As requested, I performed an EIFS waterproofing inspection at the front and north side of the building area, address 17005. The contractor is applying weather seal spray and roll water resistive air barrier to DensGlass and plywood with four inch mesh at seams and six inch at corners. The water barrier appears to be applied correctly, sealing all materials, voids, seams, nail heads, etc. This does not Include window and door frames. ED SEP 2.2 2,0115 FIELD REMARKS: ! WEATHER CONDITIONS 1 l TEMPERATURE I TIME 1 1 INSPECTOR A < CLEAR +- ------- SNOW ----------- 65 F c 1230 N/A 4? N/A /p. : REVIEWEDDY 1 OVERCAST INDOORS) PARTLY COVERED ___CLOUDY AREA I 1 Otl# m 1 <- CLOUDY F RAIN F, : TIME BOX 1 1 START TIME b 1 FINISH TIME 1 e N/A h N/A --FOGGY - N/A N/A D.Smith F I SHOWERS REPORT SHALL NOT DE REPRODUCED EXCEPT IN FULL. WITNOVT THE WRITTEN APPROVAL OP COHIMU.Tmu . fv fife NAl Cf(Il1l :k8TkV (f�P. DATE RECD: 09-18-15 FIELD INSPECTION REPORTflJIi MeV FW C. START Ica ?M& DIST.LIST o Construction Testing laboratories, Inc. FIELD INSPECTION REPORT CLIENT Metro Property Services, LLC _ TITLE PROJECT Parkway Village JOBSITE 7195 South Center Parkway, Tukwila, WA 98188 CONTRACTOR Donovan Brothers WORK CONTRACT PO ORDER NO. ORDER NO. NO, .O. ERMITI City of Tukwila D15-0059 RMIT N 400Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctiwo.com PACE 1 Of DATE OF August 31, 2015 INSPBCTIDN _ /'1 REPORT y� NUMBER i PROJECT 5Q 29 NUMBER JOB I arrived on the jobsite to perform special inspection and field testing as scheduled for today. I inspected the installation of 37 epoxy all thread galvanized anchor bolts at the following locations: line E.3 at 16, line E at 12, 12.3, 13.3, 14, 14.5, and 15, and line 12 at D.3. The anchor bolts were 51s"O with a required seven inch embedment. The holes were drilled to the correct size and depth, then cleaned out with compressed air and a wire brush twice. The epoxy used was Hilti Hit Hy-200A, lot #11173114 with an expiration date of 1012015. The items and workmanship were found to be correct to the approved jobsite plans and applicable codes. FW-cFnmn 09TUWMIA Ste' 2 0FRA41T CENTER FIELD REMARK. 1 WEATHER CONDITION (S) 4 1 TEMPERATURE / TIME 4 d INSPECTOR 1 ___ E- <" _ _ F F CLEAR __________' OVERCAST PARTLY .-CLOUDY-- CLOUDY `----RAIN --- FOGGY ' SHOWERS <— _______ <' �' SNOW _____________ INDOOR(S) COVERED AREA 620 F & 1300 CO. deb0�,1i/Au N/A 0 N/A /p 1 REVIEWEDDY 1 Y f) r'{'j''`/J,/! "_ 1 OTHE M 4 f : TIME bOX ( l STARTTIME ) 1 FINISIITIME 1 E- N/A & N/A y < N/A & N/A ti D.Sinith REPORT SMALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAB, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED (nv. 03-22-2014 DATE RECD: 09.01-15 FIELD INSPECTION REPORT A IaT 14erge Fdd C. SWART /= MAIL DISTAIST d A CONSTRUCTION TESTING LABORATORIES, INC. 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (4x8) CYLINDER [ASTM C-39 / AASHTO T-221 CONCRETE INSPECTION & TEST REPORT G a 1 T 1 °' 1 DATE OF IrtSPECTIIn Ju y 31, 2015 BUILDING City of Tukwila °ER""T"° #D15-0059 CLIENT Metro Pro eri Services, LLC _ _ _ _ _ _ Parkway Village PROJECT TITLE PROJECT ----------- REPORT 09 17195 South Center Parkway, TukwilaJ WA 98188 ADDRESS _ __ NUMOER_ /� PROJECT 5829 Donovan Brothers CONTRACTOR NUMBER WORK ORDER NO. CONTRACT ORDER NO. REFERNCE ORDER N0. JOB ORDER P.O. No. FORM INSPECTED REBAR I Yes 7NSPECTED Yes FIELD REMARKS__ _ _ METHODOF Truck Chute consouo�TloN Mech. Vibrator PLACEMENT CONCRETE Miles S&G ESTIMATEDOF 11 YARO(S) YARDS PlACEO _ SUPPLIER__ _ ___�______ ____________ LOCATION DLACEF FiL�%+-E _ Interior slab on grade at grid line 5 to 5.3 from E to E.4. ,,,� .r, ,,,,A,aJA Interior slab on grade at gird line 5 - E. SR.9.2 2015 LOCATION smPLEO CEMENT 4.8 ]j p� �j II MTR N/A %8" C>V 3/8 JJ SLUMP S. / SJ, '�O % SACK TYPE E� AGG. Mlx DATA MIX # 1240AF ADMIXTURE FluAsh AMOUNT 113 lbs dJ y ADMIXTURE AMOUNT -- -� -�----- ----�----- - 6.0 oz/ ds3 MBAE 90 CON_ 79 AIRRETE°F ' 15 TRUR___ � M063 WEATHER Clear TEMDECItATURE_- TEMPERATU0.E_ ______.__ __;-__NUM ________________ O8: 00 147546 3000 PSI SPNUMBER) CAST 5 SAMPLED TIME HR NUMBER DESIGNREQUIRED CYL.NO. LAB NO. DATE TESTED ; AGE ; AREA "G. DIA. BraakTypa DIMENSIONS TOTAL LOAD PSI 4A 7731 0810712015 7 12.69ir74.01 2 4" x 8" 39240 3090 4B 7732 0812812015 ; 28 ; 12.69ir7 4.01 3 51710 4070 4C 7733 0812812015 28 ; 12.69ii 4.01 2 54700 4310 4D 7734 0812812015 : 28, 12.69ii 4.01 2 55975 4410 4E 7735 HOLD H I f` iL= NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, 8617, & C1231(if applicable). TESTS AASTHO T-22, T-23, T-119, T-141, T-152, T-231 & T-309. NOTE: Total hours until cylinders transported to laboratory FIELD REMARKS N/A RESULT(S)STATUS TYPE ) TY11F. 2 TYPE 3 1.YI'E 4 TYPE 5 TYPE. 6— BREAK Reasonably Nell Well formed cone Columnar vertical Diagonal fracture Side fractures at Similar to type TYPE formed canes on on one end, vertical cracking through with no cracking tap or bottom 5 but end /'� � (� `N both ends, less than cracks running both ends, no well through end. (occurs commonly cylinder is , 4 U m l" of elmcking through caps, no formed cones. nilh uobouded caps pointed. through caps bell defined tone on other end. LAB N/A REMARKSLw N/A OFFICE-- REMARKS D IN LAB.ATEO August 30, 2015 LAe sY: NancyINSPECTOR J. Pink/QI)1 by:OIN Vewed Da Smith REPORT SHALL NOT BE REPRODUCED EXCEPT I" FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (rev. 10.19.00). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 00.10,11) 6 A Construction Testing Laboratories, Inc. FIELD INSPECTION REPORT 4)' CLIENT _ _ _ Metro Property Services, LLC PROJECT TITLE parkway Village JOBSITE ._ ADDRESESS _ 17195 South Center Parkway, Tukwila, WA 98188 CONTRACTOR Donovan Brothers WORK ORDER NO. CONTRACT ORDER NO. PO NO. PERMIT BUILDING City of Tukwila D15-0059 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwa.com 1 1 PAGE p/ DATE OF August 27, 2015 _INSPECTION REPORT �� NUMBER PROJECT 5829 NUMBER JOB ORDER 270. l arrived on the jobsite to perform special inspection and field testing as scheduled for today. I performed a visual welding inspection of the storefront steel structural frame connections for the crossbeam between the two columns and the three bolt clips to the crossbeam for the storefront canopy. The storefront is location on line E between gridlines 13.4 to 14. The welding was performed by Erik J. Nichols, a WABO certified welder, using SMAW procedures and E7018 electrodes to perform the welding at the connections. The welds were visually acceptable and correct to the approved jobsite plans, A WS and RISE procedures. MTVCWTUKMA SFP la 2 FIELD REMARKSt l WEATHER CONDITION 411 i 1 TEMPERATURE I TIME J 1 INSPECTOR l E- CLEAR <— ------ SNOW ------------ 6620 F 0730 & e—o/lrlpy/,b N/A N/A hr ,L REVIEWED BY 1 F- OVERCAST -- INDOOR (S) -- PARTLY F- COVERED CLOUDY AREA l OnMRM 1 CLOUDY --- RAIN - ---- 1\� � 1 TIME BOX 1 l START TIME : 1 FINISH TIME 1 F N/A Ar N/A - FOODY - N/A /7 N/A /,� D.Smith SHOWERS REPORT SHALL NOT BE REPRODUCED EYCFPT IN FII LI ------ ----- - ORLT TO THE MATERIAL TESTED (nT.0E42Q011 DATE RECD: 08-28-15 FIELD RISPECTION REPORTA141 IACW Fk]C. START/ Ca MAIL QST.LIST VITT- 6- L�L Washington Association of . 9t Building Officials P. O. Box 7310, OlymPla, WA SMi 888-664-9516 * vmwmabo,org Certified Welder Card ERIK J. NICHOLS 30503 12TH AVE CT E ROY WA 98580 OCT 1. 201 W02912 Renew on or before expiration date AtceivED TUKWU SEP 0 2 2015' -1, PfMff CENrEP 13 T-f " V D AUG 28 2015 R�, CONSTRUCTION TESTING LABORATORIES, INC.` 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (4x8) CYLINDER [ASTM C-39 / AASHTO T-22] CONCRETE INSPECTION & TEST REPORT E 1 °' 1 T 1 or 1, DATE OF _ July 27, 2015 INSPECTfON BUILDING City of Tulcwila PERMITHO. 11 711 G-0059 trlJ1J J.7 REPORT 06 CLIENT_ Metro Prqpetttj Services LLC Parkway Village PROJECT TITLE 17195 South Center Parkway, Tukwila, WA 98188 b_o_o_R_ET N MB a 5829 Donovan Brothers CONTRACTOR WORK CONTRACT REfERNCE )06 P.O. NO. ORDER NO, ORDER NO. ORDER N0. OROFA t FORM IN CTED Yes INSPECTED Yes ----------- ______ FIELD FMMICS RMETHODF METHODOF !T t.1.ck Chute CORSOLIDATON Vibrator PLACEMENT_ _ CONCRETE SUPPLIER Miles S&G _ ESTIMATEDOF 4YARDS) PUKED _ LOCATION PLA FF Footin s: widlines 12 from D.2 to E.1, E.1 from 12 to 12.4, and gridline 15 at E. Same as placement. LocATT0r1 sAP1DLE0 CEMENT SACK_ SIZE 3y 41 8 �nPET I/II MORTARN/A AGG. S TT SLUMP- % _ _________ ______ ------ - MIX DATA MIX# 1840OF OFTUKVVU _ _ ADMIXTURE Fltj Ash AMOUNT 67 lbs/ ds3 — ADMIXTURE AMOUNT _ -- --------- _ kw� :gMiEQ CONCRETE 68 OF, AIR 55 TRH M088 WEATHER Cloudy/ _TEMPERATURE__ ______�_TEMPEMTIIRE_ -'__. NUMBER___ �J _ J-OF 0611? 147124 NUMBER 5 TIME TILE DESIGNsmEtRH 4 pSI AooO SPEC(s)CAST $AMPLED HR NUMBER REQUIRED CYL.NO. ; LAD NO. DATE TESTED : AGE AREA AVG, DIA. DreekTypo DIMENSIONS TOTAL LOAD PSI 3A 7588 0810312015 7 12.56i114.00 2 4" x 8" 36280 2890 3B 7589 0812412015 28 ; 12.56 i;7 '. 4.00 '. 2 59365. 4730 3C 7590 0812412015 ; 281. 12.56 if?4.00 i 2 59590 4740 3D 7591 i 0812412015 i 28 i 12.56 b77 4.00 3 I. 58425 4650 3E i 7592 HOLD H " NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, C617, & C1231(if applicable). TESTS AASTHO T-22, T-23, T-119, T-141, T-152, T-231$ T-309. NOTE: Total hours until cylinders transported to laboratory FIELD REMARKS N/A RESULT(S)STATUS J• TYPE 1 TYPE 2 TYPE 3 TYPE 4 1.YPE 5 TYPE 6— BREAK Reasonably well Well formed cone Columnar vertical Diagonal fracture Side fractures at Similar to type T1PF. formed cones on on one end, vertical cracking through with no cracking top or bottom 5 but end of both ends, less than cracks running both ends, no well through end. (occurs commonip c)iinder is 1" of cracking Ihrough caps, no formed cones. with unbonded caps pointed. CONFORMS through caps well defined cone on other end. • RE) ARILS - N/A j N/A OFFICE REMARKS OIN Tut AO, /)015 July Nancy J. Lund/du by�elY`�d D. Smith LAB. IN LAB. GO G 1 LABY• INSPECTOR REPORT SHALL NOT DE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (rev. 10.19.00). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (mv. 06.10M) W, CONSTRUCTION TESTING LABORATORIES, INC. 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 FarsimilP 19.6i:4177171_R717 CONCRETE (4x8) CYLINDER [ASTM C-39 / AASHTO T-22] CONCRETE /NSPECT/ON 8 TEST REPORT E 1 of T ,Ns DATE OF Jul 23, 2015 BUILDING Tulcwila PERMIT HO._ _ D 1 5-0059 „EPPORT 04 °"D'E"- NUMBER 5829 CLIENT Metro Properly Services LLC PROJECT Parkway Village _ _ TITLE _ _ PROJECT DR ADESS 17195 South Center Parkway, Tulcwila, WA 98188 CONTRACTOR Donovan Brothers WORK ORDER N0. COtiTRACT ORDER N0. REFERNCE ORDER NO. JOB ORDER t P.O. NO. FORM INSPECTED _ ________ Yes REDAR INSPECTED Yes FIELD ___________ REMARKS__ PLACEM OF PIACEMEftf Truck Chute METNODOf Mech. Vibrator CONSOLIDATION CONCRETE SUPPLIER _ _ Mlles S&G ESYIHATEDOF YARD(S(PUCEO _ 1 ,j YARDfS) LOCATION Footings -Line 12 from D to E, line E from 12 to 12.3, 10.5 to 10.6, line 11 from D. 5 to E, line f rom D.5 to E, line 5.5 from E.5 to E, and line E.5 ftom 5 to 5.5.. PLACEMENT LOCATION Line 11 at E.5 SAMPLED CEMENT SACK _ T TT _ N/A 4. C�. CTYPE� l,ll MTPPE SIZE %8» SLUMP L� 3�.» AIR % N/A A��._ _ MI # 18400E MIXDATA ADMIXTURE Fltj Ash AMOUNT 67 1bs/yds3 ADMIXTURE A_MOUNT__ CONCRETE _ TEMPERATURE_ _ 75 OF -i_ TEMOE1iATUR_E_ 61 _0 -:---NUMBS ___ M078 WEATHER Cloudy sPEDS casT 5 SER AMPPLED 06:15 HR . sE 146866 ___ °EaEQII '"" 4000 PSI - CYL.NO. LAB NO. DATE TESTED AGE AREA AVG. DIA. ereale Typo pIMENSIONS TOTAL LOAD 11 PSI 2A 7487 0713012015 7 12.56i,72 ' 4.00 S 4" x 8" 43600 3470 — 28 7488 0812012015 28: 12.56hi i 4.00 2 68345 5390 _2C : 7489 : 0812012015 28: 12.56hi j 4.00 3 ff66500 5240 2D 7490 0812012015 28 i 12.56hi 4.00 2 65245 5140 2E 7491 HOLD f{—~� « NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, C617, & C1231(If applicable). TESTS AASTHO T-22, T-23, T-119, T-141, T-152, T-231 & T-309, NOTE: Total hours until cylinders transported to laboratory FIELD REMARKS N/A RESULT (S) STATUS T1'}'E 1 7lPF. 2 TYPE 3 TYPE J TYPEL- BRF.dK Reasonably well \Yell formed cone Columnar vertical Diagonal fracture Side fractures at Similar to hype TYPE formed c0nrs on both ends, less than on one end, vertical cracks running cracking through both ends, no ivell with no cracking through end. lop or bottom (occurs commonly 5 but end of is � P' of cracking through caps, no formed cones. Avilh unbonded caps cylinder pointed. through CAPS Lvell defined cone on other end. LAB JIT/A NIA _ AENAAKS OFFICE REMARKS N/A MW OFTUMILA DATE INLAB`.° July 24, 2015 RECD IN LAB Y• Nancy IusPEcToR _ /a»} RAev"wed D. Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORAT r n. t 49AO).P RT PERTAINS ONLY Tn TNe PIERMT CLL`A' ER CONSTRUCTION TESTING LABORATORIES, INC. 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (4x8) CYLINDER [ASTfM C-39 / AASHTO T-22] CONCRETE INSPECTION & TEST REPORT "Al. F1 °` 1 T _IN_s_P_E_o_N_ July 21, 2015 Tukwila CLIENTMetro Pro ert Services, LLC _ Parkway Village PROJECT - - - -- - -- - BUILDING _ TITLE PERMIT N0. D 1 5-0059 ___________ REPORT 02 __________ ADOJECT 17195 South Center Parkway, Tukwila, WA 98188 PROJECT 5829 NUMBER CONTRACTOR Donovan Brothers WORK CONTRACT REFERNCE JOB P.O. NO. ORDER No. ORDER NO. ORDER NO. ORDER E FORM REBAR Yes Yes J"T TEO 1NSPECrE0 _ R FIELD 5 gallons of water added to full load by contractor prior to saf tin METHOD OF _ Truck Chute ME7HODOF Mech. Vibrator _PLACEMENT COtrsOlIDATION CONCRETE Miles S&G Plant #202 ESTIHATEDOF YARO(S) 10 of 20 YARD(S) PLAtED _ _ Footin s on H at 17.8, 17, 16.5 and 16• on 16 at G and E.4• on E at 14, 13.4, 10, 9, 8, 7, LOCATION PLACOF EMENT ---- and 6; on 5 at G and H• and on H at 3.8 and 2.2. s, Footin Building B, 13 to 18 from E to H. LOCATION SAMPLED _ SACKT _' r 4.8 CTTYPE __ 1/II MTYPE ORTAR N/A AGG. �SSIZEJ� SLUMP 4 314JJ AIR9'o N/A % MIXDATA MIX# 184004 ADMtx RE Fly Ash AMOUNT__ 67 lbs/ ds3 ADMIXURE-- AMOUNT - CONCRETE _ TEMPERATURE-----__ `7'7 OFt AIR TEMPERATURE 62 OF NUMBER NUMBER M129 WEATHER Cloud O6. 1 146718 4000 E 5 TICKET ENTH DESREQUIIRIGN ED SPETUSBCR CAST SAMP�LEO `�' MR i NUMBER PSI CYL.NO. LAB NO. DATE TESTED AGE AREA AVG. DIA. . BreekType DIMENSIONS TOTAL LOAD PSI 7459 07/28/2015 7 12.56in 1A ? 4.00 4 4" x 8" 45285 3610 1 B _; 7460 0811812015 ; 28 i 12.56in 4.00 4 62270 4960 1 C 7461 0811812015 28 i 12.56in2 4.00 3 ? 62780 5000 1 D i 7462 0811812015 ; 28 ; 12.56ii1 i 04 0 3 65425 5210 1 E 7463 HOLD I I NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, C617, & C1231(if applicable). TESTS AASTHO T-22, T-23, T-119, T-141, T-152, T-231 & T-309. NOTE: Total hours until cylinders transported to laboratory FIELD NIA RESULT STATUS I REMARKS (S) TYPE I TYPE 2 TYPE 3 TYPE 4 TYPE 5 TYPE 6— BREAM Iteasonahly well Well formed cone Columnnr verlical Diagonal fracture Side fractures at Similar to type TYPE formed cones on end, vertical on onecracks cracking through with no toll or bottom 5 but end + both ends, less Than crncla running both ends, no well Through end. h end. (occurs commonly cylinder is s 1" of cracking through caps, no formed cones. B•ilh unbonded caps pointed. v` through caps well defined cone on other end. N/A REMARKS --OFFICE _ N/A . REMARK IN LABS ° DATE REC Jul 23, 2015 LADY• NancyINSPECTOR • Cull Review b,: ed I De Smith REPORT SHALL HOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (j*j4W9N).0I3qqnTAINS ONLY TO THE MATERIAL TESTED (rev. 06.10.11) F1VW' Fe'`>: 1fvFE% +'HNifi A o Construction Testing Laboratories, Inc. FIELD INSPECT/ON REPORT CLIENT Metro Property Services, LLC .___._.--____ P TITLE T Parkway Vi//age JOBSTE ADDRESS 17195 South Center Parkway, Tukwila, WA 98188 400 Valley Avenue NE let Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctiwa.com ,AQE 1 ,r 1 DATE Of INSPECTION August 13, 2015 REPORT NUMBER PROJECT CONTRACTOR Donovan Brothers I NUMBER WORK CONTRACT PO JOB ORDER NO. �y .1 ORDER NO, NO. ORDER NO: BUILD PERM TINO NO. City of , (. kwtla D15-0059 1 arrived on the jobsite to perform special inspection of proprietary anchor adhesive for new exterior wall anchor bolt Installation. The adhesive anchors were installed at grids 16 and E.4, G, H, on H at 16.5, 17, and 17.8. the holes drilled were 3/a"0 at a seven Inch depth. The holes were brushed and blown clean and dry, as per manufacturer recommendations. The anchors installed were 5/s"0 threaded rod. The epoxy used was Hilti Hit Hy 200 R, batch #11233164, expiration date 10-2015. FIELD REMARKS: 1 WEATHER CONDITION (S) 4 1 TEMPERATURE / TIME 1 1 INSPECTOR I <- - F F CLEAR - -- OVERCAST PARTLY CLOUDY CLOUDY _-RAIN__ FOGGY _ SHOWERS ------- F F SNDW ----------- INDOOR( COVERED AREA 71 ° F 0 1200 & - Ca � mAl/a,� N/A ( N/A /T REVIEWED BY 1 I OTNER(S) 1 1 TIME BOX 1 I START TIME 1 1 PINISHTIME 1 N/A h N/A AN, N/A ,y N/A ,,. D.Sr�iitlr DATE RECD: 08-17-15 FIELD WSPECTIOI) REPORT 11421 Mee FMJ C. START / m VAR DIST.LIST RECEIVED CITY OF TUKWILA AUG 19 2015 PERMIT CENTER �IJ A CONSTRUCTION TESTING LABORATORIES, INC. (W 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 FacsimifP 1753177f1_R737 CONCRETE (4x8) CYLINDER [ASTM C-39 / AASHTO T-221 CONCRETE INSPECTION & TEST REPORT AtA l eF 1 Y ,Ns TE ON Jull/ 31, 2015 BUILDING City qf Mkwila O. PERMIT-J--_ # y�15-0059 REPORT l! 09 ___NUMBER PROJECT _ CLIENT Metro Property Services, LLC PROJECT Parkway Village TITLE PROJECT ADDRESS ryy, 17195 South Center Parlcway, l kwila, WA 98188 CONTRACTOR Donovan Brothers 58^A NUMBER 29 WORK ORDER NO. CONTRACT ORDER NO. REFERHCE ORNO. JOB Oda PNO ODER FORM INSPECTED _. _.-_____. Yes REBAR Yes INSPECTED FIELD REMARKS PLACEM ENOF tAACEMi l F ucic Chute METHODOF CWISOLIDATION Mech. Vibrator CONCRETE SUPPLIER_ Miles S&G ESTIMATED OF 11 YARD($) YA S PlACEO LOCATION Interior slab on gt ude at grid line 5 to 5.3 Tom E to E.4. PLACEOF MENT LOCATION Interior slab on grade at gird line 5 - E. SAMPLED - -CEMENT MORTAR CEET/II SLUMP TYPE AIR% 5.9ACK-S T?-_ _5.75" -//-_ MIX# 1240AF MIX DATA ADMIXTURE FluAsh AMOUNT 113 lbs/ ds3 y ADMIXTURE AMOUNT- ---- ----------�- - ----�----- ----� MBAE 90 6.0 oz/ ds3 CONCRETE-- 79 OF i TEMPERATURE_ - -_ 65 _O .AIR TRUCK___ M063WEATHER Cleat, QQ 0`-i 00 14754651TICKET ER SPEUSBCAST TIME 5 SAMPLED HR NUMBER DER 4womomi 3000 PSI CYL.NO. ; LAB NO. DATE TESTED AGE ; AREA I AVO. DIA. ; Break T pe Y DIMENSIONS TOTAL LOAD PSI 4A 7731 0810712015 7 12.69i37 4.01 2 4" x 8" 39240 3090 4B 7732 0812812015 ; 28 : 4C 7733 i 0812812015 28 1 a 4D 7734 0812812015 28 4E 7735 HOLD H i; a NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, C617, & C1231(if applicable). TESTS AASTHO T-22, T-23, T-119, T-141, T-152, T-231 & T-309. NOTE: Total hours until cylinders transported to laboratory PoELD ARKS REMAR N/A .� RESULT (S)STATUS TYPE I TYPE 2 TYPE 3 TYPE d TYPE 5 TN'PF. 6— BREAK Iteasonably well Well formed cone Columnar verlical Diagonal fracture Side fractures at Similar to type TYPE formed cones on on one end, Vertical cracking through with no cracking lop or bottom 5 but end of PM�"NIM hoth ends, less than I" of cracking cracks running through caps, no both ends, no well formed cones. through end. (occurs commonly cylinder is ilw OFTUKMtA C through caps well derined cone on 1Tiih unhonded caps pointed. o RK= N/A L.LAB ICE PERMITCENTEP N/A DHT RE CO Au ust 30 2015 CDNI LAB Y: Nanc INSPECTOR J. Pinlc/anz Re byyloly� D. Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (rov. 1048-001. REPORT PFara]RA CONSTRUCTION TESTING LABORATORIES, INC. 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.Com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (4x8) CYLINDER [ASTM C-39 / AASHTO T-221 CONCRETE INSPECT/ON & TEST REPORTOF 23 2015 1NOASPECTI0N _ Jul ) -INSPECTION.— Tukwila CUENT Metro Property Services, LLC _ Parkway Village BUILDING PERMITNO. D 1 5-0059 REPORT 04 PROJECT TITLE PROJECT 17195 South Center Parkway, Tukwila, WA 98188 ADDRTss__ N PROJECT 5829 Donovan Brothers CONTRACTOR WORK ORDER 110. CONTRACT ORDER No. REFERNCE ORDER NO, me ORDER 1 P.O. N0. FORM INSPECTED �j EBAR '{j Yes _INSRPECTED - Yes FIELD REMARKS ME51F1tODOF Truck Chute j ED L AY ON Mech. Vibrator _PLACEMENT ' COtidtETE _____________ ESTIMATED Or 11 YARD(S) VARD(S)PLACED Miles S�fGYARD(S) SUPPLIER , Footin s —Line 12 from D to E, line E from 12 to 12.3, 10.5 to 10. 6 line 11 from D.5 to E, LOCATION OF line from D.5 to E, line 5.5 from E.5 to E, and line E.5 rom 5 to 5.5. PLACEMENT _ Line 11 at E.5 LOCATION SAMPLED CEMENT I/II MTYPER SIZE 4 9 N/A �8�� SLUMP 4. 31 AIR_% NIA % SACK AGc. T• J __ ____._ TYPE _ _ _ _________ _ M1xoATA.. MIX # 1840OF ADMIXTURE- Fly Ash NT AMOUNT 67 lbs/ ds3 ADMITURE_ AMOUNT . - - -- _ - CONCRETE 75 OF i TRUCK TEMPERATURE _ ..................: IT.. ...AIR... ___.._..__.____ DE rt Efl �jf��j �j ECAR TIMEST O"' 1 i 146 6 REQUIRED 4000 PSI SPEC(S) -SAMPLED " HR LIMO R CYL.NO. LAD NO. ' DATE TESTED AGE AREA AVG. DIA. ' BroaXType ' DIMENSIONS TOTAL LOAD PSI 2A 7487 0713012015 7 12.56in '. 4.00 5 4" x 8" 43600 3470 o 2B 7488 0812012015 28 ; 2C 7489 0812012015 28 2D 7490 0812012015 i 28 i 2E 7491 HOLD H I I ; I NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, C617, & C1231 (if applicable). TESTS AASTHO T-22, T-23, T-119, T-141, T-152, T-2318 T-309. NOTE: Total hours until cylinders transported to laboratory N/A RESULT (S) STATUS REFIELD MARKS TYPE I TYrB 2 TYPE 3 T1Tf: 4 TYPE 5 T1•PF: 6- RECEIVED BREAK Reasonabiv moll formed cones o" %fell formed cone on one end, vertical colunumrsrliicol cracking through Diagonal fracture nb Ito clicking Side fractures or roil or bo((om Similar in hpe 5 but end Of CITY OF TU KWILA TYPE both ends, less than cracks running both ends, no lecll Through end. (occurs conunonl�• cylinder is I" of cracking through caps throngh caps, no » ell defined cone on formed cones. uith unbonded caps pointed. ��� 0 4 2015 other end. D N/A au PERMIT CENTER OFFICE E ARKS N/A DATE RECD IN LAD. Jul 24, 2015 RECO IN LARDY: NancyINSPECTOR G• Llo d/CII1L Reviewed by D. Smith REPORT SMALL NOT DE REPRODUCED EXCEPT IN FULL. WITHOUT THE WRITTEN APPROVAL OF'rHE LABORATORY (rev. 10.19.00). REPORT PERTAINS ONLY TO THE MATERIAL TCST[D (rev. 06.10. 1 /0 bConstruction Testing Laboratories, Inc. 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwo.com FIELD INSPECTION REPORT 4) P�E 1 , 1 Metro Pronert Services LLC DATE OF _ Jul 30 2015 CLIENT M y INSPECTION Y PROJECT REPORT TITLE Parkway Village NUMBER 08 ______________--__--____-_ JDBSITE ADDRESS 17195 South Center Parkway, > PROJECT Tukwila WA 98188 5829 CONTRACTOR Donovan Brothers NUMBER WORK CONTRACT PO JOB ORDER NO. ORDER NO. H0. ORDER N0. 8°1D1NO kwila D15-0059 PERMIT NO. 1 arrived on the jobsite to perform special inspection and field testing for today's scheduled reinforcing steel and epoxy dowel inspection. I inspected the reinforcing steel for the thickened slab for the new glass tower. The reinforcing steel was correct according to S2.01 of the approved plans and applicable codes. Check the reinforcing steel clearances prior to placement. I also inspected the installation of nineteen 2' long #4 deformed dowels placed Into existing five Inch slab on grade mid -depth on gridlines E and 5. The embed depth six inches, per detail 5/33.01, actual embed depth was seven inches. V8" diameter holes were drilled, brushed and blown free of dust and debris. Epoxy. Hilty Hit Hy200R ICC ESR 318.7, expiration date 1012015. Epoxy dowel installation conforms to the approved project plans and epoxy manufacturers' recommendations. FIELD REMARKSI 1 ,WEATHER CONDITION 6 1 WRITTEN 1 TEMPERATURE I TIME ♦ l INSPECTOR 1 V - F' _ _ CLEAR --------- OVERCAST PARTLY CLOUDY - . CLOUDY RAIN FOGGY _ _ SHOWERS SHALL NOT BE REPRODUCED < ------ SHOW ------------ INDOOR ( S) COVERED AREA 790 F 0 1030 i� C dC'munn/,F� N/A F N/A 17 y REVIEWED BY L 1 OTHER(5) J 1 TIME bOXJ : STARTTIME j 4 FINISH TIME 1 <- N/A ,y N/A y REPORT EXCEPT IN FULL. WITHOUT THE N/A AF N/A APPROVAL OF CONSTRUCTION TEATINO LAR. INC. RFPeRTPERTANtAONtVT D.Srnith U T"E•TPPu. Tearen..._...... .... M RW5IVEU" CITY OF TUKWILA DATE RECD: 07-31-15 AUG 0.4 2015 FIELO INSPECTION REPORT /Mal T ;erpe HI/C. SWART / to MAIL DIST.UST PERMIT CENTER a Construction Testing Laboratories, Inc. FIELD INSPECTION REPORT CLIENT _ _ _ Metro Property Services, LLC PROTECT TITLE Parkway Village JOBSITE ADDRESS___ 17195 South Center Parkway, Tukwila, WA 98188 CONTRACTOR Donovan Brothers WORK ORDER NO. CONTRACT ORDER NO. PO N0. ND PEERMITRMITNO. City of Tukwila DI5-0059 400 Valley Avenue NE f/�s Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwo.com 1 1 PACE DATE OF Jul 31, 2015 y __INSPECTION _ REPORT o9 09 NUMBER ------------ PROJECT 5829 NUMBER JOB I arrived on the jobsite to perform special inspection and field testing of reinforced concrete as scheduled for today. I reviewed the approved plans, dated 06-12-15. The contractor placed concrete for slab on grade at gridline 5 to 5.3 from E to EA The reinforcing steel was found to be in place as shown on the approved plans. The correct bar size, bar grade and clearances were used. Miles Sand & Gravel delivered eleven cubic yards of mix design #1240AF. A 4.8 sack, 3000 psi mix was used. The concrete slump was 5.75", and the concrete temperature was 79 OF. One set of five 4"x8" cylinders was cast for compression strength testing. To the best of my knowledge, this visual Inspection conforms to the approved plans. Fifteen gallons of the 21 gallons of allowable water were added at the beginning of the concrete placement. FIELD REMARKS: 1 WEATHER CONDITIONS) 1 WRITTEN 1 TEMPERATURE I TIMEp1 3 INSPECTOR 1 ./ Y F <— _ + _ + ___ � <- CLEAR ___ OVERCAST PARTLY _ CLOUDY CLOUDY ___ RAIN ___________ FOOOY SHOWERS SHALL NOT DE REPRODUCED <- -_____- E E-- SNOW ---- ___-`_'-_ INDOORS COVERED AREA 650 ` 0800 N/A N/A /s : REVIEWED BY LU i OTHER M4 (— i TIME BOX 1 1 START TIME 1 1 FINISHTIME 1 N/A /r N/A /, REPORT EXCEPT IN FULL. WITHOUT THE N/A /T N/A /Y APPROVAL OF CONSTRUCTION TFATIRA LAR. INO. RFDe.Rr DFDTAI.IA D.Sinith nut v r...ue u.rce...— DATE RECD: 08.03-15 FIELD UISPECTI071 REPORT,Vil ldeto FW C. SYIART/ Cc MAIL DIST.LIST CITY OF TUKWILA AUG 0. 4 2015 PERMIT CENTER flo rzm CONSTRUCTION TESTING LABORATORIES, INC. [w 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (4x8) CYLINDER [ASTM C-39 / AASHTO T-221 CONCRETE INSPECTION & TEST REPORT 4)E 1 °` 1 T 1 oi 1 DATE OF Jul 27 CLIENT Metro Pro eri Services LLC _ _II_ 2015 - Cityo Mkwila BUILDING PERMRNO. #D15-0059 REPORT DR03ECi Parkway Village - TITLE - PROI'E T 17195 South Center Parkway, TLllcwila, WA 98188 ER 06 NUMBER `MBER 5829 CONTRACTOR Donovan Brothers WORK ORDER N0. CONTRACT ORDER NO. RIDER ORDER NO. 306 ORDER I P.O. NO. FORM INSPECFED - - -FIELD - _ _ REe- Yes INSPECTED Yes _ REMARKS _ METHODOF ilrLlcic Chute METHOD OF Vibrator _PLACEMENT_ CONSOLIDATION CONCRETE _ SUPPLIER_ __ Miles S&G E51IHATE0 OF A - YARO(5)PLACFO YARD(5) LOCATION PlA EF Footings: . ridlines 12 from D.2 to E. E.1 from 12 to 12.4, and gridline 15 at E. LOCATIONSame as placement. SAMPLED CEMENT SACK_ __ CEMENT MORTAR 512E )J �, / O 4.8 TYPE 1/11 TypE N/A Acc. /s SLUMP 5 aR� NIA /o _________ ______ _ - MIX# 1840OF M IX DATA ADMIXTURE_ Fly Ash AMOUNT-- 67 lbs/ ds3 ADMIXTURE AMOUNT -- - -- CONCRETE _ TEMPERATURE 68 OF i TENPAIR I�ATUAE_ 55 OF ' TRUCK ' NUMBER M088 WEATHER Cloud 0610 147124 SPEUs�cAST 5 SAMPLE HR NUMBER OE RE UITRREEOf7rH 4000 PSI CYL.NO. ; LAD NO. DATE TESTED ; AGE ; AREA "G. DIA. ; Breal(Type DIMENSIONS TOTAL LOAD PSI 3A 7588 08/03/2015 7 12.56i)12 4.00 2 4" x 8" 36280 2890 3B 7589 0812412015 28 3C 7590 0812412015 28: ; It 3D 7591 0812412015 28: ? rr I I_. 3E 7592 HOLD H I I n NOTE: TESTS ASTM C-31, C-143, C-231, C-1064, C39, C617, & C1231(if applicable). TESTS AASTHO T-22, T-23, T-117, T-141, T-152, T-2318 T-309. NOTE: Total hours until cylinders transported to laboratory FIELD REMAREMARKS� a N/ Q y RESULT (S) STATUS y BREAK I'1TF: 1 Reasonably well TYPE 2 Well formed cone TYPE 3 Columnar vertical TYPE4 Diagonal fracture TYPE Side fractures at ,',,'I 6- Similar to type RECEIVED TYPE formed cones on both ends, less than on one end, vertical cracking through both with no cracking top or bottom 5 but end of CITY OF TU KW 1 LI Cracks running ends, no well through end. (occurs commonly cylinder is I" of cracking through caps, no formed cones. % ith unbonded caps pointed. through caps well defined cone on other end. 11 AUG 0 6 N/A _ REMRKS_ M REMARKS PER N/A DATE IN LAD ° Jul 28, 2015 LAUBY;: NancyINSPECTOR J. Lund/au byvCDINie� D. Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY 06v. 10.10.00). REPORT PERTAINS ONLY TO THE MATERIAL TESTED I— nAnnn4% 1m 400Valley Avenue NE Suite 102 A Construction Puyallup, WA98372 Testin laboratories Inc. 253-383-8778 f' fax 253 770 8232 www.ulwo.com FIELD SAMPLE PICK-UP REPORT 4)' Metro Property Services, L L C DATE SPECIMEN (S) August3, 2015 CLIENT DELIVERED TO CTL PROJECT Parkway Village REPORT 9 0 TITLE NUMBER •L PROJECT ADDRESS 17195South Center Parkway, Tukwila, WA 98188 5829 CONTRACTOR Donovan Brothers PROJECT NUMBER PICKED --LIP, TRANSPORTED TO LABORATORY & PREPARED FOR TESTING CONCRETE SPECIMEN (S): Date specimen(s) cast: 07131115 5 each 4'W"concrete cylinders each each each each each each SOIL /AC SPECIMEN (S); Date specimen(s) obtained: each each each each each each each FIELD REMARKS Concrete specimens cast above were stored in an insulated curing box for proper initial curing at the%b site. Concrete ambient temperature (in curing box) at the time of pickup = 66 OF High Temp. _ _ 86 _ OF Low Temp. = 65 OF SPECIMENS) DELIVERED J. j r'�'C/dU and/or PICKED UP INSPECTOR v REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAD, INC.(r". 07-15.04). REPORT PERTAINS ONLY TOTH E MATERIAL TESTED(rev. 06.10-11) WORD: DOCUMENT / FIELD SAIAPLE PICK-UP REPORT PROFILE / C. Albright / m FILE @ I.WL DISF. LIST. RECEIVE( CITY OF TUKWILA AUG 0 6 2015 PERMIT. CENTER k-t iJ CONSTRUCTION TESTING LABORATORIES, INC. QW 400 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (4x8) CYLINDER [ASTM C-39 l AASHTO T-22) CONCRETE INSPECT/ON & TEST REPORT 1 1 T 1 a 1 E DATE OF INSPECTION Jul y 21, 2015 Tukwila BUILDING PERMtT"°. DI 5-0059 � _ NET 02 CUENT ces, LLC Metro Pro ert Services, _ - - - - - Parkway Village PROJECT / / - - PROJECT 17195 South Center Parkway, Tukwila, WA 98188 ADDRESS ECT 5829 Brothers CONTRACTORDonovan NUM' a WORK CONTRACT REFERNCE JOB P.O. NO. ORDER NO. ORDER NO. ORDER NO. ORDER 8 FORMSP REBAR Yes Yes INECFEO IN INSPECTED 5 of water added to full load by contractor prior to sampling. REM gallons MErHODOF Truck Chute M....IF Mech. Vibrator PLACEMENT -CO�tCfl� IOAttON ------------ _SUPPLIER__ ESTIMATED Miles S&G Plant #202 UC YARO(S)PlACEO 1O O 2O YARD(S) Footings on H at 17.8, 17, 16.5, and 16; on 16 at G and E.4; on E at 14, 13.4, 10, 9, 8, 7, LOCATION and 6; on 5 at G and H• and on H at 3.8 and 2.2. —' PLACEMENT Footin s, Building B, 13 to 18 from E to H. LOCATION - SAMPLED CEMENT L.8 cEmEN T jT /� T III MORTAR N/A jB II SLUMP 4 314 AIR 96 N/A % SACK AIZE -----'--- ___------ ------' --'----' ------- 184004 MIXDATA r•'I" I' ADVIIX URE Fly Ash AMOUNT 67 lbs/yds3 ADMIXTURE AMOUNT CONCRETE 77 o_F AIR TRUCK M129 WEATHER I�lOUd _TEMPERATURE_ _ _TEMPERATURE_NUMBER__ �62°F 146718 4000 TIME 5 I TICKET DESREgQUII7RRE0 " SPE°S)CCAST SAMPLED HR - NUMBER PSE CYL.NO. LAB NO. DATE TESTED AGE AREA AVG. D1A. Break Type DIMENSIONS TOTAL LOAD PSI 1A 7459 0712812015 7 12.56i)72 i 4.00 4 4" x 8" 45285 3610 1 B 7460 0811812015 28 i 1 C 4461 0811812015 28 1 I 1 D 7462 0811812015 28 I " I I 1 E 7463 HOLD H i" i NOTE: TESTS ASTM C-31, C-143 C-231, C-1064, C39, C617, & C1231 if applicable). TESTS AASTHO T-22, T-23, T 119, T-141, T-152, T 231 & T-309. NOTE: Total hours until cylinders transported to laboratory FIELD N/A RESULT (S) STATUS REMARKS TYPE 1 TYPE 2 TYPE 3 TYPE 4 Tl'PE S T]'PE G— BREAK Reasonably well formed Well formed cone Columnar vertical through Diagonal fracture Side fractures at Similar to type RECEIVED TIDE cones on on one end, vertical cracking with no cracking top or bottom 5 but end of both ends, less than cracks running both ends, no well through end. (occurs commonly cylinderis CITY O F TU KW I LA I" of cracking through caps, no formed cones. with unbonded earls pointed. through caps well defined cone on other end. LAB N/A REMARKS_ N/A OFFICE REMARKS DATE REIN Jul 23, 2015 RECOr Nancy B. Atwood/Q1T1 LAB`.° LAB INSPECTOR byVff REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (r*v. 10-1"0). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 06.10.11) A A Construction Testing Laboratories, Inc. FIELD INSPECTION REPORT C ` CLIENT P T ROJECTLE T - JOD _ ----ADDRESESS__ Metro Property Services, LLC Parkway Village 97995 South Center Parkway, Tukwila, WA 98988 CONTRACTOR Donovan Brothers WORK ORDER NO. CONTRACT ORDER NO. PO HO. BUILDING Mkwita D15-0059 n4 h 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.cttwo.com PACE Of OATS OF 27, 2015 July I INSPECul _TION . REPORT 06 6 NUMBER PROJECT 5829 NUMBER JOB ORDER NO. I arrived on the jobsite to perform special inspection and field testing for today's scheduled concrete placement. Testing performed as follows: The contractor placed approximately four cubic yards of concrete (4.8 sack cement mix, 4000 psi, mix #18400F) for the footings, gridline 12 D.2 to E.1, E.112 to 12.4, 15 at E. The reinforcing steel has been inspected prior to placement, and found to be clean, properly placed and in conformance with the approved jobsite plans. The concrete has been placed at a slump of five inches throughout today's placement. I cast one set of five each 4"x8" concrete cylinder samples, for compressive strength tests, representing today's placements. See today's concrete test report (to follow) for results. FIELD I rest REMARKSt cast today is stored in an insulated curing box for proper initial curing at the 4 WEATHER CONDITION S 1 l TEMPERATURE 1 TIME 4 1 INSPECTOR i <— F'- _ _ <— CLEAR OVERCAST PARTLY +_CLOUDY__ CLOUDY RAIN _ _ _ _ _ FOGGY SHOWERS <— SHOW INDOOR S) COVERED AREA 550 r L1a 0600 h, &. ekPEtmdl,r, N/A 0 N/A Ar 1 REVIEWED BY 1 ../ I 1 OTM(S) 1 E— 1 TIME BOX 1 START TIME 1 1 FINISH TIME N/A N/A b- N/A N/A y D.Sinith H—F DFI LLL HU1 Fit Htr"wokO excevT In FULL, WITHOUT THE WRITTEN ArPROVAL OFOOH5TRUCTION TESTING LAB, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED 1— 08@4•2"011 RECEIVED CITY OF TUKWILA DATERECD: 07-28.15 JUL 3 0 2015 FIELD INSPECTpN REPORT A-W #Ae-W FJW C. START / m MAIL DIST.UST PERMIT CENTER hob A A Construction 400 Valley Avenue NE Suite 12 Puyallup, WA98372 Testing Laboratories, Inc. 9 253-383-8778 fax253-770-8232 www.ctlwa.coln FIELD SAMPLE PwK-UP REPORT 41P Metro Property Services, L L C CLIENT _ DATE SPECIMEN (S) DELIVERED TO CTL July27, 2015 _ PROJECT Parkway Village TITLE NREPORT UMBER PROJECT NUMBER 07 PROJECT 17195South Center Parkway, Tukwila, WA 98188 ADDRESS _ CONTRACTOR DOnOVan BCOtherS T 5829 PICKED -UP, TRANSPORTED TO LABORA TOR Y& PREPARED FOR TESTING CONCRETE SPEC/MEN (S); Date specimen(s) cast: 07127115 5 each 4'W"concrete cylinders oach each each oaeh each each SOIL /AC SPECIMEN (S); Date specimens) obtained: each "CA each eoeh each each each FIELD REMARKS Concrete specimens cast above were stored in an insulated curing box for proper initial curing at the%b site. Concrete ambient temperature (in curing box) at the time of pick up = 70 OF High Temp. = 85 OF Low Temp. = 64 OF SPECIMENS) DELIVERED T Pink/&4 and/or PICKfO UP INSPECTOR REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAB INC. (rev.07-15.04). REPORT PERTAINS ONLY TO THE MATERIAL TESTED(tev. 06-10-11) WORD: DOCUMENT / FIELD SAMPLE PICK-UP REPORT PROFILE / C. Albright/ -:FILE 6 MAIL DIST. LIST. RECEIVED CITY OF TUKWILA JUL 3 0 2015 PERMIT CENTER 037 p 400 Valley Avenue NE Suite 102 A u Construction Puyallul),WA98372 253-383-8778 Testing Laboratories, Inc. fax253-770-8232 www.ctlwa.corn FIELD SAMPLE PICK-UP REPORT 4 ' Metro Property Services, L L C DATE SPECIMEN (S) July24, 2015 CLIENT DELIVERED TO CTL PROJECT Parkway Village REPORT TIT05 TITLE NUMBER PROJECT 17195South Center Parkway, Tukwila, WA 98188 ADDRESS CONTRACTOR Donovan Brothers PROJECT 5829 NUMBER PICKED -UP, TRANSPORTED TO LABORATOR Y& PREPARED FOR TESTING CONCRETE SPEC/MEN (S)r Date specinnen(s) cast: 07123115 5 each 4"x8"concrete cylinders each each each each each each SOIL /AC SPECIMEN (S): Date specimen(s) obtained: each each each each each each each FIELD REMARKS Concrete specimens cast above were stored in an insulated curing box for proper initial curing at the job site. Concrete ambient temperature (inn curing box) at the tinne of pick up = 70 OF High Temp. = 88 OF Loll) Temp. = 70 OF SPECIMENS) DELIVERED G. Lioyd/a�IT>tL! and/or PICKED UP INSPECTOR _ REPORTSHALL NOT DE REPRODUCED EXCEPT III FULL, WITHOUT THE WRITTEN APPROVAL OFCONSTRUCRON TESTING LAD, INC. (rev. 07-15.04). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 06-10.11) RECEIVED CITY OF TUKWILA JUL 2 8 2015 WORD: DOCUMENT/FIELD SAMPLE PICK-UP REPORT PROFILE/C.Albrlght/m Fit E&MAIL DIST. LIST. PERMIT CENTER p q� go 400 Valley Avenue NE Suite 102 u A Construction Puyallup, WA98372 Testing Laboratories Inc. 253-770-8232 f fax 253-770-II232 wwwalwo.com ,l MELD INSPECTION REPORT ,, 1 Metro Pro ert Services LLC DATE OF July 17, 2015 -------------- CLIENT p y r ' Ir+SPECTION PROJECT REPORT OI TITLE Parkway Village NUMBER ------------ ____ ____---__ JODSITE 17195 South Center Parkway, Tukwila, WA 98188 PROJECT ADDRESS !1 8 -/ 9 •--- "" NUMBER \/VVV iF/r/ CONTRACTOR Donovan Brothers WORK CONTRACT I PO JOB ORDER NO. ORDER NO. I NO, ORDER NO. INo PERMIT No. Tukwila D15-0059 I arrived on the jobsite to perform special inspection and field testing as scheduled for today. I inspected the installations of #4 re -steel dowels being epoxy into place for new corbal addition to the foundations of the east side storefront of Bldg A and B per the approved jobsite plants, detail 53.010, 2 and 3. The holes for the #4 re -steel dowels were drilled to the correct size and the correct depth of a minimum of 6". The holes were then cleaned with compressed air and a wire brush to remove dirt and dust. The epoxy used was Hilti HY-200R, lot #111631L4, expiration date of 1012015, which was injected into the holes, then the re -steel dowels were immediately placed in the holes. The Items and workmanship were found to be correct to the approved jobsite plans and applicable codes. OVCENM C."r0F1rUKWU `*FWAIT CENTER FIELD REMARKS: J WEATHER CONDITION (S) TEMPERATURE / TIME 1 L INSPECTOR 4 Y _ --------------- 4— F CLEAR OVERCAST PARTLY _CLOUDY - CLOUDY RAIN FOOOY SHOWERS <: SNOW INDOOR (S) COVERED AREA 650 F c 0930 N/A [+� N/A y 4 REVIEWED BY L i OTHER($) 1 4 TIME BOX 1 1 STARTTIME 1 1 FINISHTIME J F- N/A ,, N/A ,,L <- N/A & N/A rr D.Swith REPORT SHALL 140T BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CUNSTRUCTIUN TE5TINO LAU, ING. REPORT DATE RECD: 07-20-15 FIELD INSPECTION REPORT Alal Merge Fie/ C. SY/ART / m MAIL DIST.LIST Orr LT TO THE I.ATEKIAL TESTED I—ea-ZZ-Zell A A Construction Testing Laboratories, Inc. 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www,ctlwo.com FIELD INSPECTION REPORT _I „QE 1 0, 1 DATE CLIENT Metro Property Services, LLC INSPECTION July 21, 2015 PROJECT REPORT TITLE Parkway Village NUMBER 02 -------------- ---- ADDRESS JOB51TE--- 17195 South CenterParkwayr > PROJECT Tukwila WA 98188 58r�9 CONTRACTOR Donovan Brothers NUMBER WORK CONTRACT PO JOB ORDER NO. ORDER NO. NO. ORDER NO. NO PEERMITRMITH0. Tukwila D15-0059 I arrived on the jobsite to perform reinforced concrete placement and special inspection and field testing of footings on H at 17.8, 17, 16.5, 16 on 16 at G and EA, on E at 14, 13.4,10, 9, 8, 7, 6, on 5 at G, H on H at 3.8, and 2.2. The reinforcing steel for the footings was as per plan notes and details. The clearances and coverage of the reinforcing steel were set prior to and maintained during the placement of concrete. The concrete placed was 20yd3 of Miles Sand & Gravel mix #18400F. The concrete was placed by truck chute and consolidated by high frequency mechanical vibrator. The concrete was placed at a slump of 4 314" throughout today's concrete placement. I cast one set of five 4"x8" concrete compressive strength testing samples representing today's concrete placement. Reports to follow. 44ECEIVW CffV OF TUKW1LA PERMIT CENTER FIELD I Test specimens cast today is stored in an insulated curing box for proper initial curing at the jobsite. REMARKsr I 4 WEATHER CONDITIONS L 1 TEMPERATURE I TIME J J INSPECTOR I ___ <-- __ <— ___ �' --- <— CLEAR __________ OVERCAST ___________ PARTLY _ ._ CLOUDY CLOUDY ___________ RAIN ----------- FOOOY _ - SHOWERS <— ------- <— ------- SHOW ___-._______- INDOOR(5) --- _--------- COVERED AREA 620 F 0615 A, � Gl/fnW/'k' N/A 61 N/A /, : REVIEWEDBY -/ Y 1 ORIERM I i TIME BOXI J START TIME 1 t FINISH TIME l <- N/A ,� N/A & NIA hr N/A & D.Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, MTHOUT THE WIUTTEN APPROVAL OF CONSTRUCTION TESTING LAD, INC. REPORT PERTAINS ONLY TO TNB MATERIAL TESTED (,— 08-Y23011 DATE RECD: 07-23-15 FIELD UISPECTKNI REPORT O.1ai Y..erge Fie/ C. S.11ART / cc LAIL OISLUST 400Valley Avenue NE q q Suite 102 11 11 Construction Puyallup, WA98372 Testing laboratories Inc. 253-383-8778 y'` } f fax 253-770-8232 www.ctlwa.com FIELD SAMPLE PICK-UP REPORT CLIENT Metro Property Services, L L C DATE SPECIMEN (S) luly22, 2015 DELIVERED TO CTL PRO JECT Parkway Village NUMBER 03 TITLE PROJECT 17195 South Center Parkway, Tukwila, WA 98188 ADDRESS 5829 CONTRACTOR PROJECT Donovan Brothers _ NUMBER PICKED -UP, TRANSPORTED TO LABORATORY & PREPARED FOR TESTING CONCRETE SPECIMEN (S): Date spechnen(s) cast: 07121115 5 4 5(8" eseA each each each each each each SOIL /AC SPECIMEN (S)r Date specimen(s) obtained: each each each each each MOR each &T/WoaLA each PIA641T Clump FIELD REMARKS Concrete specimens cast above were stored in an insulated curing box lorproper initial curing at the/ob site. Concrete ambient temperrttt.tre On an-ing box) at the time of pick up = 69 of High Temp. _ _ 76 _ of Low Temp. = 62 of SPECIMEN(S)OELLVEREO B. Atwood/a:! and,O, PICKED UP INSPECTOR REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL,WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAO, INC. (rev. 07-IS-04). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 06-10.11) WORD: DOCUMENT / FIELD SN.IPLE PICK-UP REPORT PROFILE / C. Albright/ cc: FILE & MAIL DIST. LIST. 400 Valley Avenue NE Suite 102 Construction Puyallup, WA98-2 Testing Laboratories, Inc. fax253-383 8232 ib www.ctlwa.coni FIELD INSPECTION REPORT � i o, 1 CLIENT Metro Property Services, Y LLC DATE OF Jul 23, 2015 INSPECTION PROJECT REPORT TITLE Parkway Village NUMBER 04 ---- ADDRESS JDBSITE -_- 17195 South Center ParkwaYT T PROJECT Tukwila WA 98188 5829 CONTRACTOR Donovan Brothers NUMBER WORK CONTRACT PO JOB ORDER NO. ORDtR N0. NO. ORDER N0. BUILDI"O Tukwila D15-0059 PERMIT NO. 1 arrived on the jobsite to perform special inspection and field testing as scheduled for today. 1 inspected the reinforcing steel for footing at the following locations: line 12 from E to D, line E from 12 to 12.3 and10.5 to 10.6, line 11 from D.5 to E and line E.5 at 10.6, 11 and line 5.5 from E.5 to E, line E.5 from 5 to 5.5. the re -steel was found to be correct to the approved jobsite plans and applicable codes. The contractor placed 11yd3 of Miles Sand & Gravel mix #18400F, a 4.9 sack, 4000 psi mix into the footing. The slump was 4 3/a" with a concrete temperature of 75 OF. I cast one set of five 4"x8" cylinders, for compressive strength test samples, to represent today's placement. The cylinders were placed in an insulated cure box. See the concrete inspection report with today's date for the field and lab test results. FIELD Test REMARKS: cast today is stored in an insulated curing box for proper initial curing at the 1 WEATHER CONDITION (S) 1 1 TEMPERATURE f TIME 1 1 INSPECTOR 1 <- _ _ F F - <- CLEAR ___________ OVERCAST PARTLY CLOUDY_ CLOUDY RAIN FOOOY SHOWERS E— SNOW ------------- INDOOR(S) COVERED AREA 610 F 0630 N/A N/A J, d REVIEWED DY b Y l OTHER(S) 1 1 TIME BOX 1 4 START TIME I 1 FINISH TIME 1 <- N/A ,, N/A h, N/A h N/A ,r D.Smith REPORT SHALL NOT BE HEPHODUCEU EXCEPT IN FULL, WITHOUT THE WRRTEN APPROVAL OF CONSTRUCTION TESTING LAB, INC. REPORT DATE RECD: 07-23-15 FIELD INSPECTION REPORT AIIi YN9e Fid C. START I Lc WUL DIST.LIST ONLY TO THE MATERIAL TESTED (I., 06Q2-2011 Rr-MWED FOR QODE CQMP9.IANCE AOVED JUL 17 2015 �yR� �®�vrs DIVISION CORREGYMO LTR#I m �,tVlSlON NO. � Di 5 - aw� RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER DATE: 06.15.15 00 . PL%��acaV Voa�a�� d V 1 F"E �'�F''E C11VE �' VVED FOR CODE C PLIANCE APP OVED JUL 17 2015 City of TuWla BUILDING DIVISION CITY OF TUKWILA JUN 15 2015 ,ry� t7 MIT CENTER JlV WJ � Helix ff1 design group w'PFj HELIX DESIGN GROUP, INC. DOLOR � Ar�6i � p � � •� CF j:y/� 1 Kai DATE: 06.15.15 I � L,-\ L\"\� lMljllSLV V L [� L/�� �.77 ��w rt- � ice• � `I v •��+' •d+ - .i - _�?�y� r !k�` �t zILL :; ' it ,►'�ti .. a-* ON MAGNA DOLOR A l� lm 1 P R S P RIVI ;ESIGN GROUP, INC. I.- REVW:VVED FOR - CODE CQMFQ.IAWCg APPPOVOID JUL 17 2015 City Of Tukdjo BUILDING DIVISIM MAd RSWENSON SAY FAGtT d A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 - Seattle . WA - 98121 Tel: 206 - 443 - 6212 Fax: 206 - 443 4870 Tacoma: 934 Broadway - Suite 100 - Tacoma . WA - 98402 111L 5 4'r, Iq rl!,- f- r " cz- [FOC�L -FAe-3C,A,0rL f?V;tA(,VA-Tt,(44 ?-vv te-, I C., 'Le, —TVIC,Lftol,-6& I WW Project r4 i Sew DoS9 RECEIVED CITY OF TUKWILA JUN 15 2015 PERMIT CENTER Proj. No. r PILL Design MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle - WA . 98121 Tel: 206 443 •6212 Fax: 206. 443 4870 Tacoma: 934 Broadway • Suite 100 • Tacoma - WA • 98402 Project Date Proj. No. V-, 6,k 42, — Design rk- ®. �� � �: �awtGR iitAtsrG�� ��✓i�tr j�.�t"c� ��1(� �t•t�w y't7 �•��-st'�:;, �"•rr�.�.�� �,r:.-� s-�i".�... csef�` �-�:•,�k1•�1rr.cC•.t� W IMV Lta k0kr-1tj eA e-p Vjl tvkt!� W A•f 41 o, . 9 lit{ 2 Av 32, V - l�y tp G% 1 fir• Vic. �v .9 MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue . Suite 100 • Seattle . WA . 98121 Tel: 206 443.6212 Fax: 206 443.4870 Tacoma: 934 Broadway . Suite 100 . Tacoma • WA - 98402 Project Fiw Ielf tl,4.e, 291-r 2d Pr e5;tutoe. Ar "`(vI&w4-4 Date -- ��� -- Proj. No. Design c�.00. ---------- P-I-iedt Date MSWENSON SAY FAGET - ,� ✓r �m�t5 A STRUCTURAL ENGINEERING CORPORATION Proj. No. Seattle: 2124 Third Avenue • Suite 100 Seattle • WA • 98121 Design Tel: 206.443 •6212 Fax: 206 443 4870 Tacoma: 934 Broadway - Suite 100 Tacoma WA • 98402 — --- --- - - — ----- - -- --- --- - — --- ctie r --- - -- MSWENSON SAY FAGET A:STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA • 98121 Tel: 206.443 -6212 fax: 206.443 - 4870 Tacoma: 934 Broadway • Suite 100 Tacoma . WA 98402 Project Date Proj. No. V. N#g. _ Design ctiaat .i` r J V v-w 4t..A-, ( W 5 MAC GA -P!5 t)ISIMMOOS? RSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 • Seattle • WA • 98121 Tel: 206 443 6212 Fax: 206 443.4870 Tacoma: 934 Broadway Suite 100 Tacoma • WA - 98402 Tel• ')ql ')AA OA7n Fes..• ')S7 ')GA CA71 LE REVjEVVED OR CODE COMPLIANCE APPROVED APR 2 3 Z015 Ci f T" BUILDI �kwita G DIVISION RECEIVED CITY OF TUKWILA MAR 0-f 2015 PERMIT CENTER Project Date Proj. No. p ,49,. Design ` we A z- Sheet i Aix rIaAk1 FR11M,rlel E �S[.�� F-s Qf xd �Y"F 2.� � { •/_ ��F-C7AZI-.I Y.��C'�i'. 4N c — N' V. i GtErrarr� 1 P or. E �bc� ��•ibi r'1 1 l3 1r•+i�k. ! p,,.! 2v Fr 'jIx t t1 r-r l tc '�/rota) E�v�ut� OVCt% fatIZOIF9. F09- D L,040 f3'A-T4 4tE;,1�. LtAQ R40A, tiJ S e,i�N'l r Nd SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue Suite 100 • Seattle • WA • 98121 Tel: 206 443 • 6212 Fax: 206 : 443.4870 Tacoma: 934 Broadway • Suite 100 - Tacoma - WA • 98402 Tel' 253.2R4.9470 Fax- 2S3.284.9471 Project Vr4r,IC,,Nro IN= IYI t ,�c W2,7 4 - 9'%FP Az 0,3�1, 4 Date Proj. No. �( -- Design Sheet , m T�44 i;,- ell . 27- qtgt0 4,,Q - [, :.a #elf MC12 ,31 pnx MSWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 Seattle - WA • 98121 Tel: 206 443.6212 Fax: 206 443 4870 Tacoma: 934 Broadway - Suite 100 - Tacoma - WA • 98402 Tel 9S1 .2R4. 9470 Far 951.7R4. 9471 L4K3x1/4(-L-V C,,gx�t . Z. V= + 5'` +� inlz Mir ► .9 ¢'i'-pl,..r 'q" . /i Lbf — VtJ & l q Z "lt +l 'r 1,114 TOT -At. M v,i W%,Ao y . -�t. %,7,4 7p-1 A x IN S v4tr :� 1'I1 n t�� r eta --' n, te , I '1, 0,k", _ k4r-owa \&.,t c rG 113 --- —e-� -- ---- — �! � ---- - Project Date Proj. No. Design V71 Sheet Yep-rI,-,AL, rp,e-1►nI#.11 l ��r1 Qpr tt 114,lf cr POO fK f r v 04. —T;l , vF- 00 --ki t I M ni . % i It 1<!5 q 4r b D,2 tv/l'taa MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 Seattle • WA • 98121 Tel: 206 443.6212 Fax: 206 443 4870 Tacoma: 934 Broadway. Suite 100 Tacoma . WA - 98402 Teb 9S1 ')AA OA7n r— 9S7 ')GA OA71 ?Oaf, Tote( ; tspa,l t Jft..rr t� I I' < 6. A 641tSt,.IM t I It TO e, tt6'C+i {,e( u,t* LA�,M•As h v f1, ca c iSc,. • tic'. , -,L,,s 9-op'(s 7R6e 14r.Ictkr, = )® r. r r �5porii 13,,6r-r A ----- Project Date Proj. No. Design V3 Sheet 6tAAm ;A te, ell I'as , you I WA a MSWENSON SAY FAGtT A A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 - Seattle - WA . 98121 Tel: 206 - 443 6212 Fax: 206 - 443 - 4870 Tacoma: 934 Broadway Suite 100 - Tacoma - WA .98402 T-1. Irl ')11A OA7A C- OCI 10A OA7l ----------- Date Proj. No. 12 t+g.• Design — V'j Sheet C) `, C,4T, te-, At- A-m tvJ!l r Zvito!t lit A t ejc x -, - ►1.33 t 41- e�ri•E � 1�I � ff �� I ?d,L. 15t14lNsl1,( ' VILezrt4,1111 T� pit I MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 Seattle . WA 98121 Tel: 206.443 .6212 Fax: 206 443 - 4870 Tacoma: 934 Broadway Suite 100 " Tacoma • WA 98402 TPI- 9S7 . 9AG . QA7n Far 9S1. 9AA . QA71 r'y) e *,, q , q it' iirr° 1. c&- I,— —--------------------- ----- Project Date Proj. No. Design Sheet �y �i.�•.,•.._,`''...::�: �{•'�`• �t ..SFr 2.ca €r $$0 r A r tea art VYIa "a -16 Cnv-er 15L; �;/Q y. 6'/4 �L tooi rr,SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 • Seattle WA • 98121 Tel: 206. 443 6212 Fax: 206 443 4870 Tacoma: 934 Broadway Suite 100 - Tacoma WA - 98402 Tel• 7S2 . 9Ad . Od7n P— ')Cl - ')AA OA71 H e nD u- L 12 r r `"Tint x (40r ,,s 0fr f'1 °�A Er pw t A t2114 Ito � . r i 44 .6 '-/? j I.SL t.sz. 400 Pq: Lp *t, -)'22Z'p4E s � lie r" Ar Project Date Proj. No. Design Sheet �i r r i NIV It-T-1 e ra L_ 1 ^4 c; i1r r R SS ;1a Y. (pkS�Ilo �f� i0.O1.61 �P�la��x t11%f t try S co1�4i u` a I,. pi, MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue Suite 100 Seattle • WA • 98121 Tel: 206.443 6212 Fax: 206 443.4870 Tacoma: 934 Broadway - Suite 100 • Tacoma • WA • 98402 T-(. 7C9 7QA OA7n C, 9S7 7OA OA71 P- ^ 3 • tE be.. I 9,V M �a j t '� ! k` e'.1t i° egg -rr Ive b4 IV 2, V 31 t -P}, . t/, 3 11 i. A � s 1 /:-Rm rx0 , e;, t _,L) T_ r l �11�ILU�S_ iq,� `13 0/1 t Pi lu Q Project Date Proj. No. F' H-W_ Design Sheet -_9A �r MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue Suite 100 - Seattle • WA • 98121 Tel: 206.443. 6212 fax: 206 443 4870 Tacoma: 934 Broadway Suite 100 Tacoma . WA 98402 LJ, 9Cl ')CA OA7n C... 9C2 ')RA on71 Project Date Proj. No. _ 9 w-L- _ Design V`O Sheet t e. 4 I � , rr . o i� � ti �' ' � w:x i u I L t J 1 pA0,�1G < DDC,.-T -1 (4 k � DL Ate I I 4 nvlLp;�t�. A As Qq �a 0 09 0 43 A,1 egn i is Et� ocn � N c��•' 1Pi1�€ O T F, olL9, An���yar�� At 1J It < 3k � _ � 13 k r y 7-S 2a�i:t•`'� � A u T1 Co _ i k i Ll S A (0 t � Aa 2ioFr�-F Zt k 11,2t-• � -- ��.`!�. `i`5 A n LI _ - -- P 7 `y�yrt A t 1 3U0 t2- �p 3 !-i kL ( 12 ,Co k S (oSfL'-t2 I # i t�oFtzQ i i MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 Seattle • WA • 98121 Tel: 206.443 •6212 Fax: 206 443 4870 Tacoma: 934 Broadway, Suite 100 Tacoma WA 98402 (I � ^` ,sSintP�Ac rT�� 31 �I2� Project --------------- -- Date ---- Proj. No. Design Sheet LOAp� �I`� S,,`�IsrtlJ��TI MZRV- 01{,{ Oc,- q- CONT i3Ultp{NCz A O c C :} 0 0 0 c: o Arlo t A 1.3 Al s toAp -'I^ Q;Asa�� I N�'a +vLl �a �r s pIL a `Ilv� A G477- y�.5 PIL T"a ie 1.OA0 FLQ- 1AAb Q1' 42 0.o Lb, P C1 33 ho�'vi F t1k. t3.r,�k 3uoI:L'_ra L10 2 4�Z. R MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 • Seattle • WA . 98121 Tel: 206.443 6212 Fax: 206 443 - 4870 Tacoma: 934 Broadway • Suite 100 - Tacoma WA 98402 0 00 0 1A O 00 O 16,01) 0 00 0 00 r� I 1 6as ArZ TOr/aL {` P1Ls AO'IGQU!ii-Zs IQ.Ik `lc.v 14 Sk NO r Project Date Proj. No. B��� Design Sheet C-) -S C-1 %v %1-0 t rY_n S �13 11�r ow ZxzT1ti(_1 91i,I, , TIZI17A_ LOAD ^U),zQ WLLr TOTb,,,- k,:, t-_ ISO, I cY3 t0- a 1i 12,711t-, LA k- Z) t. roject RSWENSON SAY FAGtT d A STRUCTURAL ENGINEERING CORPORATION 4o. Date Proj. No. Seattle: 2124 Third Avenue -Suite 100 - Seattle. WA - 98121 Tel: 206 - 443 - 6212 Fax: 206 - 443 - 4870 Tacoma: 934Broadway . Suite 100 -Tacorna . WA - 98402 Design — V i I Sheet G, AOAt.i 5E5 A001rt04 oOF -Toluri ? 1 d k`aK'l�iI�I C a�•�ts I� ,Aid Act -CA 9.- o���A�T > WIWp Z — �M�P".' �d"is ti � �,�• 4..� �JV'(-�`�'-i6.�r 1 i-�{ het <,T+rn. i %1�o rl F'ior m a ! I I 1 I F f Auo i i 2i;r R o0 I' i 3 r-f p4 sw'{� .2rj �l1t.aOwgRp I, II I I t-f Ff l RDn — LR.g�Fi . (,t l�;lx wR�e•:f9 2.�?, i l I p gVOnry � it I I f = ! - Wwo Rxi'e, —rp- P, ��1 le, 1(r ao r-1 TV AI- 5 me, LrocvvK t 330 >— f; ;- I. floor rlOWAL, I`moqa ; dop d t grr.'l Fr. y,5 3 `o 2° r 7, & Project Date MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Proj No. Seattle: 2124 Third Avenue Suite 100 Seattle - WA • 98121 �+ Design Tel: 206 443 -6212 Fax: 206 443 4870 Tacoma: 934 Broadway - Suite 100 Tacoma . WA 98402------- — --- ---- T.1- 9SA.')AA. 9A7r1 P— 7A7_?AA OA71 - -------------- - -- --- —"�--- Sheet 4Tfcr..,a L- AmAt,,(-,t s Gtt,,rc44 rr 1,7314 12,�o 7 ZO , 10. 6 - 2,14 I0.57/t, to , 4.6' = _ `? ....,._-Tort,t-. Abofz WlMc Lcaa ; 1Z,6q' h Ir = H�o p4F Ak,drHf,tL PVTf1t-1ot. AeUUea '5Nrf,ar94a t l r 0' IA 3.zt i r 1 io{ F Q' Its �Nt� I3hs Z"I.l� Ii/.O 78pt 70 r-r eV" t p�f 3671 P,-f 2 et- P,-, I ; r Project Date � rr,SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION PrD;No. Seattle: 2124 Third Avenue - Suite 100 - Seattle WA • 98121 E D(•b -- Design Tel: 206 443 � 6212 Fax: 206.443 4870 �e Tacoma: 934 Broadway • Suite 100 - Tacoma . WA 98402 -- -- — -- — -- ----------- Sheet T b Ica Inn OA7n 9— Ica IGA OA71 t. W'e VJIWl LIVA-11S l4 4; -W OItX, Ter-*i- it) INjv4Q - 1-4 ,0� �`- AooiTlc4At,. �opoos ?"'Or AT CA 04 f 12 2.5 -15 PAO-Apr, a A-r 9.« �.; .10 to' -�I i--1-1 z -2,Jk- v•In �• iq Zz t4 A 94 -r- -4 1 2, -V) � hats -1Fr p�rl�l lit � 11 32Arr • IN,1 . 32 • � 1:?r.vl�„�, � � � � �r-tic., i `� �1 MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 - Seattle - WA . 98121 Tel: 206 443 -6212 Fax: 206.443 4870 Tacoma: 934 Broadway • Suite 100 Tacoma • WA - 98402 T.J. ICI IAA OA911 C_... ICI IDA CA71 Project Date Proj. No. Design �-J — Sheet �v A-0 l0 . �` 1 J ' J W- 5.-J W_ �rfi'tgrid or (f ) 5L., 'jo FC 52 rr f4 f r $30 P1-f tos P'F q 10 a"r, y to p 6F C,,,• 444*, % oC rw> r ie vest•e_ Lo,%o 47t-0m -,54 .6,4 } s V4r'L6t'0-f OF V�kr' kc Tovet.p' � Q ar:,tt , It tRt2t7 SF -Tt� SS'(1 "(01 % 9.14 w- W rr,SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA - 98121 Tel: 206.443 - 6212 Fax: 206 443.4870 Tacoma: 934 Broadway • Suite 100 Tacoma WA . 98402 Tol, 9i1 . ?AA . QA7n Far• 991 . 9Ad . QA71 fv h i5wt1 LAfi¢zr_*t, �tat�u, t KTT a Pw li f C r r�i w d.r y.la'L E=y10 Project Date Proj. No. �' Flit'• Design L� Sheet dnniYc t2 F��vA `t 24oVO 51' r M SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue . Suite 100 • Seattle WA . 98121 Tel: 206.443 -6212 Fax: 206.443 4870 Tacoma: 934 Broadway . Suite 100 • Tacoma • WA • 98402 T-1. ICI IDA OAIn Cam... ICI IDA All t T 5. t f� w- 13.4 r, 22, rr qo Fr 25bLf 336 PW Project Date Proj. No- t'1 L Design --- Sheet '%r-vFtwED FOR CODE COMPLIANCE APPROVED APR 2 3 2015 CitT BUILDING DIOf VISION Geotechnical Engineering Services Center Place Retail Tukwila, Washington for Metro Property Services December 23, 2014 FILE COPY GEoENGINEERS� 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 CORRECTION 253.383.4940 LTR# Dis-oos9 RECEIVED CITY OF TUKWILA APR 11 2015 PERMIT CENTER Geotechnical Engineering Services Center Place Retail Tukwila, Washington File No. 21700-001-00 December 23, 2014 Prepared for: Metro Property Services C/O Helix Design Group 6021 East 12th Street, Suite 201 Tacoma, Washington 98424 Attention: Kevin McNulty Prepared by: GeoEngineers, Inc. 1101 South Fawcett Averr Tacoma, Washington 984 253.383.4940 Z� - Eric W. Heller, PE, LG , Geotechnical Engineer Garry H. SqV V uires, PE, LG, LEG Principal A MB16M iiil�il Disclaimer. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Copyright© 2014 by GeoEngneers, Inc. All rights reserved. GWENGINEER� Table of Contents INTRODUCTION AND PROJECT UNDERSTANDING........................................................ 1 SCOPE OF SERVICES.................................................................................................................................... I GEOLOGIC AND SEISMIC REVIEW.............................................................................................................. 2 Geology................................................................................................................................................... 2 SeismicReview......................................................................................................................................2 General............................................................................................................................................ 2 SeismicDesign Factors.................................................................................................................. 3 LiquefactionPotential............................................................................................................................3 SURFACE CONDITIONS................................................................................................................................ 3 ProjectSite............................................................................................................................................. 3 ExistingConditions.................................................................................................................................3 SUBSURFACE CONDITIONS.........................................................................................................................4 General................................................................................................................................................... 4 Soils........................................................................................................................................................ 4 Groundwater..........................................................................................................................................4 PILERECOMMENDATIONS..........................................................................................................................4 General................................................................................................................................................... 4 SteelPipe Piles...................................................................................................................................... 5 AxialPile Capacity...........................................................................................................................5 LateralLoads...................................................................................................................................5 Settlement....................................................................................................................................... 5 Installation....................................................................................................................................... 5 Testing............................................................................................................................................. 6 Micropiles............................................................................................................................................... 6 General............................................................................................................................................ 6 AxialPile Capacity...........................................................................................................................6 LateralLoads...................................................................................................................................7 Settlement....:.................................................................................................................................. 7 Installation....................................................................................................................................... 7 Testing............................................................................................................................................. 7 LateralLoad Resistance........................................................................................................................7 PileSpacing............................................................................................................................................ 7 CONSTRUCTION CONSIDERATIONS............................................................................................................8 Obstacles...............................................................................................................................:................ 8 WorkArea Preparation..........................................................................................................................8 LIMITATIONS................................................................................................................................................. 8 REFERENCES......................................................................................... ............................................ 9 GEOENGINEERS� December 23, 20141 Page i File No. 21700-001-00 LIST OF FIGURES . Figure 1. Vicinity Map Figure 2. Site Plan APPENDICES Appendix A. Subsurface Explorations Figures A-1 and A-2. Log of CPTs Appendix B. Report Limitations and Guidelines for Use INTRODUCTION AND PROJECT UNDERSTANDING This report provides a summary of our findings and geotechnical recommendations regarding proposed improvements to be constructed atthe Center Place Retail complex located at 17197 Southcenter Parkway in Tukwila, Washington. The approximate project site is shown on the Vicinity Map, Figure 1. Our services have been performed in general accordance with the agreement between GeoEngineers and Metro Property Services authorized on November 6, 2014. Our understanding of the proposed project is based on conversations with representatives of Helix Design Group (project architect) and Swenson Say Faget (project structural engineer). We also reviewed drawings provided by Helix, which included concept design drawings dated October 13, 2014 and as -built drawings dated April 15, 1982. We performed a brief site visit on October 20, 2014 to observe existing site conditions. Existing site features are shown on the Site Plan, Figure 2. We understand the project is still at a conceptual design stage. The Center Place Retail complex consists of two existing buildings, which were constructed in 1982. Based on our review of the as -built plans the existing buildings are supported on timber piles. At this time, the preliminary concept consists of architectural improvements to the store fronts of the existing buildings. Some of the proposed improvements will be attached to the existing structures and will require pile support in order to limit differential settlement. We understand that design loads have not been determined at this time. Review of the as -built plans for the existing buildings shows the structures are supported on 20 ton (40 kip) timber piles. We have therefore assumed similar loading conditions for the piles that will support the proposed improvements. SCOPE OF SERVICES The purpose of our services is to evaluate subsurface conditions as a basis for developing design criteria for geotechnical aspects of the proposed additions. Our specific scope of services for this study includes the following: 1. Reviewing readily available literature including public geologic data and our in-house files. We reviewed geologic maps that include the.project site and subsurface information from several projects completed by GeoEngineers in the project vicinity. 2. Coordinating clearance of existing utilities. We contacted the "One -Call Underground Utility Locate Service" prior to beginning explorations. 3. Retaining a private utility locating service to check for underground utilities on private property not located by the one -call service. 4. Exploring subsurface conditions at the site by advancing two cone penetrometer test (CPT) soundings. 5. Discussing seismic considerations, including seismic design criteria, consistent with the 2012 International Building Code (IBC) and our opinion of the liquefaction potential of site soils. GEOENGINEERS� December23, 20141 Page 1 File No.21700-001-00 6. Providing a discussion of the interpreted subsurface conditions including the depth, composition and supporting capacity of native soils and existing fill. Our discussion is based on the results of our explorations, literature review and our experience. 7. Providing recommendations for pile foundation support. We understand steel pipe piles are under consideration at this time. We provide recommendations for design, installation and testing of steel pipe piles and micropiles. 8. Commenting on anticipated construction issues identified from the results of our investigation and experience. GEOLOGIC AND SEISMIC REVIEW Geology We reviewed the Geologic Map of the Des Moines 7.5 Minute Quadrangle, King County, Washington (Booth and Waldron, 2004), which identify the soils in the vicinity of the project as Alluvium. The alluvium deposits are described as a mixture of sand, silt, gravel and cobbles, and can have variable fines (silt and clay -sized particles passing the U.S. No. 200 sieve) content. Seismic Review General The site is located in western Washington, which is seismically active. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American plate at the Cascadia Subduction Zone (CSZ). This produces both intercrustal (between plates) and intracrustal (within a plate) earthquakes. Research is ongoing regarding large magnitude CSZ-related intercrustal earthquake activity along the Washington and Oregon coasts. Geologists are reporting evidence that suggests several large magnitude earthquakes (magnitude 8 to 9) have occurred along the CSZ in the last 1,500 years, the most recent of which occurred about 300 years ago. Five large subduction zone earthquakes have been observed globally since 1960: 1) in 1960, a magnitude 9.5 earthquake occurred in Chile; 2) in 1964, a magnitude 9.2 earthquake occurred in Alaska; 3) in 2006, a magnitude 9.2 earthquake occurred in Indonesia; 4) in 2010, a magnitude 8.8 occurred of the coast of Chile; and 5) in 2011, a magnitude 9.0 occurred in Japan. No documented earthquakes of this magnitude have occurred along the CSZ during the recorded history of the Pacific Northwest. Hundreds of smaller intracrustal earthquakes have been recorded in western Washington. Fourofthe most recent earthquakes were: 1) in 1946, a magnitude 7.2 earthquake occurred in the Vancouver Island, British Columbia area; 2) in 1949, a magnitude 7.1 earthquake occurred in the Olympia area; 3) in 1965, a magnitude 6.5 earthquake occurred between Seattle and Tacoma; and 4) on February 28, 2001, a magnitude 6.8 occurred in Nisqually near Olympia. GEOENGINEER� December 23, 20141 Page File No.21700-001-00 Seismic Design Factors Based on subsurface conditions disclosed by our explorations and our understanding of the geologic conditions in the site vicinity, the site may be characterized as Class D in accordance with the 2012 IBC Design Manual. Seismic design parameters are provided in Table 1, below. TABLE 1: 2012 IBC SEISMIC DESIGN VALUES Site Coefficient Site Factor MCE- Spectral Response Design Spectral Response Ss = 1.4519 Fa = 1.000 Sens = 1.451g SDs = 0.967g SI = 0.540g Fv = 1.500 Snag = 0.811g SDI = 0.540g Note: 1 MCE = Maximum Considered Earthquake Liquefaction Potential Liquefaction refers to a condition where vibration or shaking of the ground, usuallyfrom earthquake forces, results in development of excess pore pressures in loose, saturated soils and subsequent loss of strength in the deposit of soil so affected. In general, soils that are susceptible to liquefaction include loose to medium dense sands to silty sands that are below the water table. The Liquefaction Susceptibility Map of King County (Palmer, et al., 2004) indicates the site soils have a "moderate to high" liquefaction potential. The conditions disclosed in our explorations include dense sandy soils in the upper 5 to 8 feet and below a depth of about 35 feet. Between depths of about 8 and 35 feet below ground surface (bgs) the soils are interpreted to consist of clay and silty clay with interbedded sand layers. Groundwater is interpreted to be at a depth of about 12 feet bgs. Based on the CPT results and our experience it is our opinion that sand layers and portions of the clay and silty clay between depths of about 12 and 35 feet bgs may be susceptible to liquefaction. SURFACE CONDITIONS Project Site The project site is located at 17197 Southcenter Parkway in Tukwila, Washington, as approximately shown on Figure 1. The project site is approximately rectangular measuring about 610 feet in the north -south direction and 250 in the east -west direction. Existing site features are shown on Figure 2. The project site is located in an area of Tukwila developed primarily as commercial retail. Commercial developments bound the site to the north and south. Undeveloped property and Southcenter Parkway bound the site to the west and east, respectively. Existing Conditions Existing improvements within the project site include two retail buildings (Building A and Building B) as shown on Figure 2. The remainder of the site is surfaced with asphalt concrete pavement (ACP) parking areas and Portland cement concrete (PCC) sidewalks. A topographic survey was not available at the time this report was prepared; visual inspection indicates the site is approximately level. Variations of surface elevations appear to be on the order of 2 to 3 feet across the site. Vegetation is limited to landscaping islands within the parking area and consists of trees. GWENGINEER� December 23, 20141 Page File No. 21700-001-00 SUBSURFACE CONDITIONS General Our understanding of existing conditions at the site is based on two cone penetrometer tests (CPTs) performed on December 2, 2014 at the approximate locations indicated on Figure 2. We also reviewed explorations from nearby projects completed by GeoEngineers. Soils At the locations explored, we encountered approximately 4 to 8 feet of granular fill overlying native alluvium deposits; the alluvium overlies deposits of dense sand. For the purposes of this report we have divided the soils into three units: 1) fill, 2) alluvium, and 3) dense sand. Fill soils encountered by the CPT explorations are interpreted to typically consist of medium dense to dense sand and gravel. In CPT 1 the fill was observed to extend to a depth of about 8 feet bgs. CPT 2 encountered refusal at a depth of about 4 feet bgs within the very dense fill. Alluvium soils encountered in CPT 1 are interpreted to consist of clay and silty clay with thin interbedded lenses of silty sand and sand with silt. SPT blow count correlations indicate the clay and silty clay are in a softto medium stiff condition and the silty sand and sand with silt are in a loose to medium dense condition. The alluvium was observed from the bottom of the fill (about 8 feet bgs) to a depth of about 35 feet bgs. Dense granular soils were encountered in CPT 1 at a depth of about 35 feet bgs and are interpreted to consist of sand. SPT blow count correlations indicate the sand is in a dense to very dense condition. CPT 1 met refusal at a depth of about 361/2 feet bgs. Exploration logs we reviewed from nearby projects indicate the top of the dense sand was encountered at depths on the order of 35 to 40 feet bgs. Two of the nearby borings extended to depths of 50 and 65 feet bgs and were terminated within the dense sand layer. Groundwater Porewater pressure dissipation data collected during advancement of CPT 1 indicates the groundwater level is at about 12 feet bgs. We anticipate the groundwater level will fluctuate with season and precipitation. The wet season in western Washington typically extends from about October through May. In general, we anticipate the lowest groundwater levels to occur near the beginning of the wet season and the highest groundwater levels to occur near the end of the wet season. PILE RECOMMENDATIONS General Based on the results of our geology review, subsurface exploration program, and experience, it is our opinion the proposed improvements can be constructed generally as envisioned with regard to geotechnical considerations. We provide recommendations for two pile foundation options, 10-inch-diameter driven steel pipe piles and 7-inch-diameter micropiles. The following sections present recommendations for each pile type considered including axial design (downward and uplift) capacities, lateral load resistance, installation and testing. GEOENGINEERS� December 23, 20141 Page 4 File No. 21700-001-00 Steel Pipe Piles Axial Pile Capacity For our analysis of downward axial pile capacities we assumed a closed -end 10-inch steel pipe pile or an open end pile driven to a plugged condition in the dense sand layer. Based on our explorations and site experience the depth to the dense sand layer is on the order of 35 to 40 feet below existing grades. For a closed -end 10-inch steel pipe pile driven at least 5 feet into the dense sand layer we estimate an ultimate axial capacity of 130 kips and an ultimate uplift capacity of 50 kips. An open end pipe may require additional embedment in the bearing layer to develop a plug. If post installation testing will be performed to confirm the capacities of the piles, a factor of safety of 2 may be used to determine the allowable capacity. Otherwise, we recommend a factor of safety of 3 be used to determine allowable axial capacity. We recommend applying a factor of safety of 2 to determine the allowable uplift capacity. Lateral Loads Lateral load resistance is a function of the soils, structural strength of the pile, and the load applied. Lateral loading conditions are not known at this time. Recommendations for resistance of lateral forces based on passive resistance of a pile cap are provided in the "Lateral Load Resistance" section of this report. Should greater lateral resistance be required, we are available to perform an L-Pile analysis based on the structural properties of the pile and anticipated lateral loading conditions. Settlement For piles driven to end bearing, and an allowable load of 40 kips per pile, we estimate elastic settlement to be on the order of 1/2 inch or less. Differential settlement between similarly loaded piles estimated to be on the order of 1/4 inch or less. To account for potential downdrag on the piles due to settlement of the clay and silty clay we have included a reduction of about 10 kips to the estimated ultimate capacity. Installation We recommend that the piles be installed to the design depth using a hammer with adequate energy to prove twice the design load of the pile without damaging the pile. Hammer selection should consider pile diameter and wall thickness. The type and size of hammer should be submitted to the owner by the contractor for independent evaluation and comment. We are available to review hammer data and the installation plan provided by the contactor. In our opinion, piles maybe installed using either an impactor vibratory hammer. Piles installed by vibratory methods will need to be impact driven after installation in order to confirm capacity. Driving criteria for pile installation can be developed after a hammer is selected by the contractor. We recommend that the blows per foot be recorded for each pile installed. This will provide information to help evaluate the suitability of each pile installed. The required penetration and refusal criteria can be refined based on the results of a test pile program. For planning purposes, we recommend that piles be embedded at least 5 feet into the dense sand. The actual embedment into the dense sand required to achieve the design capacity may vary depending on the depth at which the dense sand is encountered, the relative density of the bearing layer, and whether the GMENGINEER� December23, 20141 Page 5 File No. 21700-001-00 pile is driven open or closed end. We recommend the piling contractor be prepared to splice additional pipe length or cut off excess pipe length, as conditions require. Installing piles by impact or vibratory methods in close proximity to existing structures could induce settlement or potentially cause damage to the existing structure. We recommend a monitoring plan be developed prior to installation of the piles. This may include pre and post construction surveys to assess settlement, inventorying existing cracks, and monitoring vibrations during installation. Testing We recommend that at least 10 percent or a minimum of two piles be tested, whichever is greater. The test piles should be left 6 inches high and allowed to "set up" for at least 48 hours. After set up the piles should be re -struck with a hot hammer and the set measured for the first three blows. The blows per inch should then be recorded for 6 inches. Micropiles General A micropile is a small -diameter pile that is constructed by drilling a borehole, placing reinforcement and grouting the hole. This construction technique allows for minimal disturbance to adjacent structures and soil. Additionally, they can be installed in limited -access areas and in most soil types and ground conditions. This flexibility of design and construction allows for the use of micropiles in limited access conditions including low headroom and adjacent to existing structures. Micropile design is typically performed by a specialty piling contractor. We provide preliminary micropile design recommendations to aid in assessing the feasibility of this pile type for this project. The final micropile design should be performed by the piling contractor based on the subsurface information provided in this report. Axial Pile Capacity The drilling and grouting methods used in micropile installation allow for relatively high grout -to -soil bond strength. The primary load transfer mechanism is through friction from the grout -to -soil zone. End bearing of micropiles is generally neglected due to the relatively small pile diameter. The grout -to -soil bond strength is influenced primarily by the soil type and grouting method used (i.e., pressure grouting or gravity feed). Grout -to -soil bond strength is typically estimated using procedures provided in the American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Manual. We recommend micropiles develop capacity in the dense sand deposit. Bond strengths for a 7-inch-diameter micropile in dense sand soils can range between about 7 and 9 kips per linear foot depending on actual soil conditions and the grout injection method used. For example, a 7-inch-diameter micropile embedded approximately 10 feet into the dense sand layer is estimated to have an ultimate capacity between about 70 and 90 kips. We recommend the contractor submit micropile design calculations and a detailed installation plan for review by the engineer before construction. The submittal should include a narrative describing the contractor's understanding of the anticipated subsurface conditions, the overall construction sequence, access to the pile locations, and proposed micropile installation equipment. GEOENGINEERS� December 23, 20141 Page 6 File No. 21700-001-00 Lateral Loads Lateral load resistance is a function of the soils, structural strength of the pile, and the load applied. Lateral loading conditions are not known at this time. Recommendations for resistance of lateral forces based on passive resistance of a pile cap are provided in the "Lateral Load Resistance" section of this report. Should greater lateral resistance be required, we are available to perform an L-Pile analysis based on the structural properties of the pile and anticipated lateral loading conditions. Settlement For micropiles embedded at least 10 feet into the dense sand layer and the full allowable axial load applied of 40 kips, we estimate elastic settlement on the order of 1/2 inch or less. Differential settlement between similarly loaded piles estimated to be on the order of 1/4 inch or less. Installation It should be noted that no direct information regarding the capacity of micropiles (for example, driving resistance data) is obtained while this type of pile is being installed. Therefore, it is important that the pile installation operations be monitored by GeoEngineers. The Geotechnical Engineer should observe the drilling operations, monitor grout injection procedures, record the volume of grout placed in each pile relative to the calculated volume of the hole and evaluate the adequacy of individual pile installations. We recommend that there be a waiting period of at least 12 hours between the installation of piles spaced closer than six pile diameters, center -to -center. This waiting period is necessary to avoid disturbing the curing grout in previously installed micropiles. Testing We recommend axial capacity of installed micropiles be confirmed through a testing program. The testing program should be designed to demonstrate that the required axial resistance is achieved. The Federal Highway Administration (FHWA) publication No. FHWA-SA-97-070, dated June 2000 provides guidelines for development of a load test program. We recommend this publication be consulted for development of the load testing program. We recommend that verification testing be performed on 10 percent or two of the production piles be load tested, whichever is greater. We recommend the verification testing apply a load of at least 250 percent of the design load. Performance testing should be performed on all of the production piles by applying a load of at least 167 percent of the design load. Lateral Load Resistance Lateral loads applied to both steel pipe piles and micropiles may be resisted by passive resistance on the sides of pile caps. The allowable passive resistance may be computed using an equivalent fluid density of 300 pcf (triangular distribution) for structural fill. The passive equivalent fluid density value incorporate a factor of safety of about 1.5. Pile Spacing Regardless of the pile type selected, pile spacing will need to be considered to limit potential influence on. adjacent piles, including the existing timber piles. We recommend the minimum spacing between piles be at least 6 pile diameters. If closer spacing is required, the table below provides recommended reduction GMENGINEER� December23, 20141 Page 7 File No. 21700-001-00 factors for lateral load resistance. Piles spaced closer than 3 pile diameters may also require an axial capacity reduction. TABLE 2. LATERAL LOAD REDUCTION FACTORS Center -to -Center Spacing (In direction of loading) Reduction Factor 2 diameters 0.75 3 diameters 0.8 4 diameters 0.85 5 diameters 0.95 6 diameters 1.0 Note: 1 Based on Mokwa, 1999. CONSTRUCTION CONSIDERATIONS Obstacles Obstacles may potentially be encountered while installing piles in native and/or fill soils. CPT 2 encountered refusal within the fill material, this may indicate obstacles such as boulders or cobbles, very dense soil conditions, or both. Cobbles or boulders may also be present in the dense sand which could impede pile installation. We recommend the contractor prepare a contingency plan to deal with these potential obstacles. Work Area Preparation We anticipate that site development work will be limited to preparation of areas where piles will be installed and construction of pile -cap structural elements. We expect that the majority of earthwork can be accomplished with conventional earthmoving equipment in proper working order. LIMITATIONS We have prepared this report for the exclusive use of the Metro Property Services C/O Helix Design Group, and their authorized agents for the Center Place Retail project, located in Tukwila, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Please referto Appendix B "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. GEOENGINEER� December 23, 20141 Page Re No. 21700-001-00 REFERENCES American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Manual, Fifth Edition, 2010, Section 10.9 Micropiles. International Code Council. "2012 International Building Code." 2012. Booth, D., and H. Waldron, "Geologic Map of the Des Moines 7.5 minute Quadrangle, King County, Washington" Scientific Investigations Map 2855, U.S. Geological Survey, 2004. Mokwa, R. L., "Investigation of the Resistance of Pile Caps to Lateral Loading," PhD Thesis, Virginia Polytechnical Institute and State University, Blacksburg, Virginia, September 1999. Palmer, S., S. Magsino, E. Bilderback, J. Poelstra, D. Folger and R. Niggemann, "Liquefaction Susceptibility and Site Class Maps of Washington State, By County," Map 17A—King County Liquefaction Susceptibility, Sheet 33 of 78. 2004. Washington Division of Geology and Earth Resources, Open File Report, 2004-20. U.S. Seismic Design Maps, United States Geological Survey - Earthquake Hazards Program, (httr)://aeohazards.usgs.gov/designmal)s/us/application.phi3). Washington State Department of Transportation, 2010, "Standard Specifications for Road, Bridge and Municipal Construction." GWENGINEERS� December 23, 20141 Page File No.21700-001-00 n Green Tukwila a' m � 1 'On. te 1J56� St —a' v---i ti9k A aw 7 r N > s g cry Pa Par w -I a—S-160Th St—cgLcn- -'� Cr m sy _a m v_ e m I t a 674. 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This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. m cannot guarantee the accuracy and content of electronic files. The master o_ file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. It is unlawful to copy or reproduce all or any part thereof, whether for p personal use or resale, without permission. U Data Sources: ESRI Data & Maps, Street Maps 2005 Transverse Mercator, State Plane South, North American Datum 1983 oNorth arrow oriented to grid north Vicinity Map Center Place Retail Tukwila, Washington GMENGINEERS Figure 1 PROJECT LIMIT LINE PER CRY OF TUKWLA ORDWAKCE 1237 FI TR7 ---�_ SERVICE LOADWG - I 20'-5' i I • • i • • I • a I a • a i • SERVICE I DRIVE I • I • I t I I ' • I I • 22`4' 1 n • I WALK LI — — —--— ----- — I 4]T -- I • I b PARKING LOT/DRIVEWAY N • • • LANDSCAPING WALK EMPLOYEE PARKIKG SERVICE LOADWG b • I _ I BUILDING B 16,040 5f. I • • I • • �C7._______1________L]________C1__hK__t�________C3________C.]-------- C�___l� I[]___C]_______13___WALK __ LJ_______-___-Ca _ _ s VICE SDRIVE PARKING LOT/DRIVEWAY I L— PETROLEUM PPELKE EASEMENT I i 27111• CP/T/-� 1- I I I i Dz7� WALK • /•v AMSCAPWG� I 1 _ +—LANDSCAPNG I r- L_LJ________C3._______SJ__ • — - I IS �jc c CPT-2 PARKIKG LOT/DRIVEWAY I I PARMG LOT/DRIVEWAY c� • I POWER VAULTF-1 - • - F-r C C C C C C C C C C C C C C G C C C C C C iC i C C [C- C- LAND5CAP[NG t I _ _ -..._— —..4 LANDSCAP" • -� - - WALK / '_'_'—� WALK Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. I I I I I BUILDING A I I I 27,840 5f. I I Legend CPT -IA cone penetrometer test number and approximate location 40 0 40 Feet Site Plan Center Place Retail Tukwila, Washington GWENGINEERS � Figure 2 Reference: PDF into raster image provided by Helix Design Group, Inc. APPENDIX A Subsurface Explorations APPENDIX A SUBSURFACE EXPLORATIONS Subsurface Explorations Subsurface conditions for the proposed Center Place Retail project were explored by advancing two cone penetrometer tests (CPTs) on December 2, 2014 at the approximate locations shown on Figure 2. The CPTs were advanced to depths of 36 to 4 feet below ground surface (bgs) using truck -mounted equipment and operator subcontracted to GeoEngineers. The electric CPT sounding involves pushing an instrumented steel probe into the ground and continuously recording soil friction, tip resistance and dynamic pore pressure using electronic methods. No soil samples are obtained during CPT soundings. Soil types are interpreted based on empirical relationships between measured CPT parameters described above. The CPT method generally provides more detailed information on soil layering than conventional drilling and sampling methods. Summary logs of the explorations are included as Figures A-1 and A-2. The locations of the explorations were determined by pacing from existing site features shown on the site plan such as edge of pavement and buildings. The locations of the explorations shown on Figure 2 should be considered approximate. GEoENGINEERS� December 23, 20141 Page A-1 File No. 21700-001-00 0 O 0 O 0 0 Subsurface Technologies Operator: SAM CPT DateMme: 12/2/2014 1:36:18 PM Sounding: CPT-1 Location: CENTERPLACE RETAIL Cone Used: DOG1296 Job Number: 21700-001.00 Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Oc TSF Fs TSF Fs/Oc (°rb) Pw PSI Zone: UBC•1983 60% Hemmer 0 250 0 5 0 10 -20 100 0 12 0 50 0 I I 1 1 11 1 1 Illlllltl l i l l l IIIlilllllt IIIIIY111 I I I 1 I I 1 1 I11111111 1 1 1 1 1 Illllllllli Irtllllll I I 1 , r l( l flfllllfl I t l l l IIItlllllll lI1111111 I I 1 1 1 �l I t IIII I I I I 1 1 1 1 II 111111 I I 1 I I 1 1 1 Il! I IIII I 11 1 1 1 1 If 111111111 I I a I I l l t IIIII111 ( I l i II IIIIIIIII I I I I I l l i 11111111 1 1 1 1 11 Illrlilll .I I t 1 I l 11111111 11 1 1 11 11111111 Illlltlll IiliiTiii Iali177 I 1 t t I I I I t I 11 11 I f I I I I I 1 1„F^�1 1 !1 1 1 11 I I t 1 1 I 11 1 1 a 1 1 1 t 1 1 1 I�I I �I I I (IIIIIII 1 1 1 1 lilllll II 111111 II 1 I I I I I I 111111111 1 1 1 1 I11111111111 Illil r II I I 1 1 1 1 1 I11111111 1 1 1 1 IIIIIII if Ili III till 1 1 I I I I I I 11111111 I I I I (I1111111111 111 Iltll 1 I 1 1 I I I I 11111111 I I I I (11111111111 11 II1311 I I 1 I I I I Iltlllll I I I I IIII 11 111111 illll I I I I IIII 1 IIIIIII 1 I I 1 I I I I I11`\\II 11 I I I I Illlll 1 1111t11 I 1 I 1 I I 1 1 I l l l n 11 1 11 1 1 I l t l l l l l I I I I l i l l 10 I I I 1 � 1 1 1 I111 Ill � � Illlllli 1 illltll I I 1 I I I I I I11 IIIII I t t l IIt11I1 IIIIIIIII I I t 1 I I I I I IIIIIII 11 1 1 111111 111111111 I I 1 1 1 1 1 1 11 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I 1 I 11 1 1 III (IIIII I I I I IIIII 111111111 I I 1 1 I I I I I11111111 I I I I Illir 111111111 I I I I I IIIIIII 11 1 1 tlllll I11111111 I I I I I I I IIIIIII 11 1 1 111111 Ii11111i1 I I 1 1 I I I I I11111111 I I I I I1111 111111111 I I 1 1 I t l r I rllllll I 1 111111 Illlltlll I I 1 I I I I I I IIIIIII I I I I III111 111111111 15 I I 1 I 11 1 1 III (IIIII I l i! IIIIIY 11I111111 -'1---r--l---r- f1-T-r 1llTTr -rl-fl lrn"1 rl-i'IT rr I 1 I I 1 1 1 1 1 IIIIIII I I I I 111111 II111111 I I 1 I 11 1 1 I IIIIIII 1 1 1 1 Ilrill IEflllll I I 1 I I I I I IIIIII111 f i l l II1111 (IIIIIII I I 1 I I I I I Illlltlll I I I I IIIIIII IF111111 I I I I I I I I 11 III111 I I I I Illlllt Itllllll I I I I I I I I 1 111111 I I I I tlllllt (IIIIIII I 1 I I I I I I II Illlll I I I I IIIIIII I1111111 I 1 I I I I I I Illlltlll I I 1 1 Illllllf tllllllll I 1 1 I I I I I Ilt Itlll I I I Illllllt Iltlllll! 1 1 I I I I I I IIII IIfI I I I I 11111111 Illlltllt 1 I 1 I I I I I IIII Ili! 1 1 1 Illllllt Illllill! _J___L__J___L_ LJ_1_L lUJ LL L�LJ_L1 L/J L1-11 VJJISL Depth 20 1 1 I I 1 I l l t t I l t 1 1 1 1 11 111 11 1 1 1 1 1 1 1 1 (rt) I I 1 I I I I I I11I I I Ill I I I I Ill lllll 11I I I I I I I 1 1 I I I I I rllll t ilI I I 11111,11 Illltlll 1 1 1 1 I I( I I11111 1 1 1 I1111111 IIII1111 1 I I 1 I l 1 t Itltl Itl 1 1/ II111111 llllllll I I I I I 1 1 rill Ill! 1 1 1 Illllill Irlll111 1 1 1 1 I I I I II11 I111 I l t Illtll,l t1I11111 I I 1 I 1 1 1 1 (tltlllll 1 1 t Ililltll tltlllll 1 I I 1 I I I I IIIllllil I l l! Illllill i11lllll 1 I I 1 I I I I IIIIII111 I I t l IIIIIII Iltlllll 1 I t t I I I I I11 IIIII t l t f IIIIttII tlllll,l 1 I I 1 1 1 1! 111111111 I 1 1 1 11111,11 dltlllll 25 1 I 1 1 I l l i 111111111 1 11 1 Irlll111 11111111 1 I I t 1 1 1 t 111111111 1 I t l Illllill Iltlllll 1 I 1 1 I I I I 11 111111 1 11 1 IIIII111 71tlllll 1 I t 1 I I I I tllllllll I I 111111 Illllill 1 1 t 1 1 !IIIII I I 111 ill I 1 I 1 1 I 1 (;IIIIIII 1 1 I 1 1 I111 I Itllltlll 1 I I I I I I I 1 1 I I I 1 1 11 1 1 I I 1 1 1 1 r 1 I t 1 1 1 1 f 11 111111 l l l l l I I I I 11�1 l l! I I 1 1 I t 1 1 1 1 I I I I I I I 1 1 1 1 1 I I I I I 1 1 1 1 I I ! I I I I I t IIIIIII I I I I I I1111 111111111 I I 1 I I I i 1 1 1 1 1 1 1 i t l l l i t 11 1 1 I l i l l 30-1--`-�i,-'1---r- r-1-T-r n'1�Trr —1 r'I-r9 m'T rn rr-1'1 fl �TTr I I 1 u 1 I I 1 I I 1 11 1 1 1 11 I I I I I I I I I I 1 I I I I I IIT�11111 1\ I I I IIIII 1 IIIIIII I I i I 1 1 I I I I I l t t l l l 1 1 1 I I t l l l l l t 11 1 1 1 1 1 1 I 1 i I I I I I II�I11111 1 1 I I IIIIIII (IIIIIII 1 1 , I 1 I I I 11 1 1 1 1 1 1 1 l l I I I 11 1 1 1 1 1 I i I I 1 1 1 I I I 1 I I I I I 111111111 I I I I I 111111! 111111111 1 I 1 I I I I I 111111111 1 1 I I IIIIIII (IIIIIII I I ! I 11 1 1 II (IIIII 1 1 1 1 II1111 (IIIIIII I I 1 I 1 1 1 I y`rlllllll 1 1 1 1 IIIII Illllill 35 — J--- —I-J-1-L ,.1.1-1JJARL ,J-1.1 LU1I 1JJ11.L t I I I` I� I I 11 1 1 1 1 1 1 •� 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 - I I 1 I 1 1 1 1 III111111 I I I I I 11111111111 IIIIIIIII I I I I I I I I III111111 1 1 I Illllltllll III111111 I 1 1 I 1 I 1 I 111111111 I I I I I 111111,1111 I11111111 I 1 I I 1 1 1 1 I1r1111r1 I r l l l 1111111111r 111111111 1 I I 1 I I 1 1 I11111111 I I I I I IIII IIIIIII IIIIIIIII I t I 1 I I 1 1 11 1 1 1 1 1 1 1 I I I I I I IIIIIIIII I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 11 1 1 1 1 1 1 1 I I I I I t l l l l l t i l l l 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 Illlltlll I l l l t 11111111111 Iltltlltl 40 I I I I tlllllt! l l Illllltllll 111111111 Maximum Depth = 36.09 feet Depth Increment = 0.328 feet 121 sensitive fine grained E 4 silty clay to clay 7 silty sand to sandy silt 010 gravelly sand to sand ■ 2 organic material N 5 clayey silt to silly day r . 8 sand to slity sand ■ 11 very stiff fine grained (") ■ 3 clay ■ 6 sandy silt to clayey silt ■ 9 sand ■ 12 sand to clayey sand(*) 'Sal behavior type and SPT based on data from USC-1993 Log of CPT 1 Center Place Retail Tukwila, Washington GEoENGINEERS Figure A-1 0 O 0 9 0 0 Subsurface Technologies Operator: SAM CPT DateRme: 12/MO14 3:29:06 PM Sounding: CPT-2 Location: CENTERPLACE RETAIL Cone Used: DDG1296 Job Number: 21700-001-00 Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Oc TSF Fs TSF Fs/Oc (eJo) Pw PSI Zone: UBC-1983 601/6 Hammer 0 450 0 5 0 10 •20 100 0 12 0 80 0 1 t I I 1 I I I 1 1 I I I l l l l I l i l 1 1 1 1 1 I X 1 1 1 1 1 1! 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I 1 1 i 1 I l l l l l l i l 1 1 1 1 1 IIIIIII 11 I I I I I I i l l I t I I I I i I 1 1 I X 11 1 1 1 1 1 I I 1 1 1 1 1 f f I 1 1 I I i 1 1 1 f 1 1 1 i 1 i 1 I f I 1 1 1 1 I I I i 1 1 1 1 1 1 1 I I f l l l i i l l l l l l I I I I 1 1 1 1 i I t I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t I I l i l l 7 1 1 1 I I I I 1 1 1 1 P I 1 1 I P I I 1 i t 1 1 1 1 1 1 1 1 1 1 1 I I V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _I--'--I_J_J i f l l 111111111 9 1 1 1 1 11111111111 LJ_r_1 11.IJ 1LJ1 I I I I I I I J�_I 1 I 1 i 1 I 1 I Y 1 I I 1 (1 1 1 1 1 1 1 i t l l l 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 i I 1 1 1 I I i I I f 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 t l 1 1 1 1 1 1 1 I I I 1 1 1 1 I 1 I I 1 I 1 I 1 f I I 1 11 1 1 I 1 1 1 I l i f I 111111 I1111 11 1 1 I t l { 1 1 I ( 1 1 1 I I I I I l l l l t l l l f 1 1 1 1 1 1 11 11 1 1 1 11 I I I I I I I 1 1 1 i 1 1 t l l l l i l l l l l l l i l l l l l l i f l l 11 1 11 1 1 1 1 I I i I 1 I i r I I 1 1 1 1 i 1 1 1 1 11 1 1 I 1 1 11 11 1 1 1 11 11 1 11 1 1 r i I I 1 I 1 I 1 f I I 11 1 1 1 1 1 1 1 r 11 1 1 1 1 1 1 1 1 1 i l I i I l l l l r l X 1 I I 1 I 1 I I 1 I I 11 1 1 1 1 1 1 1 1 1 1 1 1 I f 1 1 f l l l f 1 1 I I I I I I I 1 1 1 1 1 1 ! I 1 1 1 1 111111111 i l l l I 11111111111 11 1 1 1 1 1 1 I I 1 1 i l f l l I I1111 1111 1 1 1 1 1 Illill I1111 I I I I I I I 1 1 I i t I 1 1 t 1 i 1 I i I i 1 1 1 i l t l l l t IIIIIII 1 1 1 4 I I I I I I I i 1 I I i I 1 I t l I I I r I 1 1 l l 1 1 i t l l l I I l l t l l l l l l I I I I 1 1 I 7 1 I I 1 I 1 I 1 1 1 I 11 1 1 1 1 1 1 1 1 1 1 1 1 I i l t i l l l l l l I I I I I I I f 1 I 1 1 I I I 1 1 1 11 1 1 1 1 1 1 1 I I I I I I l l i t l l l l l l I I I I 1 1 I ! t I 1 1 I i I 1 1 i I 1111 11111 1 1 1 1 1 11111111111 I l l l i i l f 1 I 1 1 I 1 I 1 1 I I i 1 1 1 1 1 f l 1 1 1 1 1 I l l t l l l l l l t I I I I 1 1 I f i I f 1 I 1 I 1 1 1 I I11111111 11 1 1 11111111111 I I I 1111 1 i I 1 I I 1 I 1 I i 1 I I I 11 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I I I I I I 1 i I i 1 I 1 I 1 I 1 I 1 1 1 1 I 1 1 1 1 1 I I I I I11 1 1 1 I 2 L _t _L _i_J_J_J_J LJ_1_L t11 1J1L .111 JI 1 ..4J UJII L.1 11-11 11J1J1 J +J1 Depth 1 i I i 1 1 I I 1 1 i 1 111 111 11 1 1 1 1 1 1 111111 I1111 1 1 1 1 1 1 1 (n) I I I i l l l l I l i l 1 11 11 1 11 1 1 1 1 1 11111111111 I l l l i l f � � � i I i ! 1 1 1 1 1 11 I I I i l l 1 1 1 1 1 I1111111 t t l I I i l I t l 1 i 1 I 1 1 1 11 1 1 1 1 1 1 1 1 1 1 11111111 11 I t l l 3 t i 1 t 1 1 1 1 1 1 1 1 , 1 11 1 1 1 11 1 1 1 1 1 11111111 f l 11 1 1 1! i 1 1 1 I 1 1 I i 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I i l l I I I I i l f i l 1 1 I 1 1 1 1 1 I I 11 1 1 1 1 1 1 I 11 1 I i f l l I l t I I I l l l f 1 1 1 i 1 1 , t 1 1 1 1 1 11111111 1 1 1 1 Il ll l l fl II I l l l i i l 1 1 1 I 1 I 1 1 i I 1 1 1 1 1 1 1 1 1 1 1 1 1 f l l l l l 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 i l l l I t l l l l l l 1 1 1 1 1 1 11 11 11 I I I I I I I I I I 1 i I i I 1 I i i I I I t 1 1 i 1 1 1 1 1 I I I f 1 1 1 1 1 1 I I I I I I I I I I i I i I1 I i I 1 1 1 1 1 11 1 t I I l i i l l l l l I I I I I I I I I 1 I 1 1 1 1 i 1 I 1 1 1 1 1 1 1 1 1 1 1 I f i i l l l l i I I I I I I I I I 1 1 I I 1 I 1 I 1 I 1 I l l l i l l i t I f I I I 1 I I I I I I I 11 1 1 I I I 1 1 1 1 1 1 I I 1 I I 11111111 I I 1 11111111 II 1 1 1 1 I I I 1 1 I I 1 I 1 I i I 1 I I I i l l i l 11 1 1 1 1 1 1 1 1 11 I I I I I I I I I 3 1 { 1 —r-r-r-I I 1 I 1 I - I-�--1- 1 I 1 —r I-T-r I I I I I I I I -rni�rr 1 1 1 1 11111111 11 -r',-r7 Tn�r �r I I I I I I �4� -I-r 1 I I I "1 I 11 1 1 111II111 I I 1 11111111 II IIIIIII 1 1 I 1 I 1 I I I l l t l l i l 11 1 1 I l l f l l l 1 1 1 1 1 1 I I I 1 1 1 I I I 1 I 1 1 1 1 i l l i l l i l I I I I 1 1 11 11 11 I I I I I I I I I 1 1 I I I I I I I 1 1 I I I I 1 I 1 1 1 1 I11111111 I I 1 1 11111111 11 I I I I I I I I I I f I I 1 1 1 I 1 1 1 1 1 1 1 1 1 11 1 r ! 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 I I I 1 i 1 1 1 1 1 1 1 1 1 I 11 1 1 1 1 1 1 1 1 1 1 i I I I I I I I 1 r 1 1 1 1 1 1 1 1 I l l t 1 1 1 1 1 1 1 1 1 i I I I I I I 1 1 1 i l l l .I 1 1 1 I I I r ! 1 1 1 1 1 1 1 1 i 1 1 I I 1 I 1 i l l l l l l l I l l t 1 1 1 1 1 I I I I t 1 I I I 1 I 1 1 1 I i l i l l l l l I I l i 1 I I I I I I I 1 i I I 1 I t I 1 1 i i 111 I 111 I 1 I f f 1 1 +i I 1 1 1 I I t 1 1 i f 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 i t I I I I I I I 1 i I 1 1 I 1 I� 1 1 1 i 1 1 1 1 1 1 1 1 I 11 1 I IIIIIII 11 1 1 1 1 1 1 I 1 tI i 1 I 1 I 1 I 1 I 1 1 1 1 1 1 1 1 f l i I 1 1 1 1 1 1 1 1 i t 11 1 1 1 1 1 1 I 1 I I ! I 1 1 1 1 111 I I I I I I 11 1 11111111 I I I, 1 i l 1 1 I i 1 i 1 i 1 1 1 1 i f 11111111 1 1 1 i l l l I I 4 !_ 111111111 I I I I I f 111 ll if lil J 1 1 Maximum Depth = 3.94 feet Depth Increment - 0.328 feet 1 sensitive fine grained 04 sillyclay to clay 07 silty send to sandy silt 010 gravelly sand to sand R 2 organic material ■ 5 clayey silt to silly clay C 8 sand to siltysand El 11 very stiff fine grained (') 3 clay ■ 6 sandy silt to clayey silt ❑ 9 sand ■ 12 sand to clayey sand(') 'Sal behavior type and SPT based on data from UBC4983 Log of CPT 2 Center Place Retail Tukwila, Washington GEoENGiNEERS r Figure A-2 APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE' This appendix provides information to help you manage your risks with respect to the use of this report. Read These Provisions Closely It is important to recognize that the geoscience practices (geotechnical engineering, geology and environmental science) rely on professional judgment and opinion to a greater extent than other engineering and natural science disciplines, where more precise and/or readily observable data may exist. To help clients better understand how this difference pertains to our services, GeoEngineers includes the following explanatory "limitations" provisions in its reports. Please confer with GeoEngineers if you need to know more how these "Report Limitations and Guidelines for Use" apply to your project or site. Geotechnical Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for Metro Property Services, for the project(s) specifically identified in the report. The information contained herein is not applicable to other sites or projects. GeoEngineers structures its services to meet the specific needs of its clients. No party other than the parry to whom this report is addressed may rely on the product of our services unless we agree to such reliance in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its schedule and budget, our services have been executed in accordance with our Agreement with the Metro Property Services dated October 22, 2014 and generally accepted geotechnical practices in this area at the time this report was prepared. We do not authorize, and will not be responsible for, the use of this report for any purposes or projects other than those identified in the report. A Geotechnical Engineering or Geologic Report is Based on a Unique Set of Project -Specific Factors This report has been prepared for the Center Place Retail project in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, it is important not to rely on this report if it was: m not prepared for you, m not prepared for your project, ® not prepared for the specific site explored, or a completed before important project changes were made. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. GEOENGINEERS� December23, 20141 Page B-1 File No. 21700-001-00 For example, changes that can affect the applicability of this report include those that affect: ® the function of the proposed structure; ® elevation, configuration, location, orientation or weight of the proposed structure; ■ composition of the design team; or ■ project ownership. If changes occur after the date of this report, GeoEngineers cannot be responsible for any consequences of such changes in relation to this report unless we have been given the opportunity to review our interpretations and recommendations. Based on that review, we can provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by man-made events such as construction on or adjacent to the site, new information or technology that becomes available subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. If more than a few months have passed since issuance of our report or work product, or if any of the described events may have occurred, please contact GeoEngineers before applying this report for its intended purpose so that we may evaluate whether changed conditions affect the continued reliability or applicability of our conclusions and recommendations. Topsoil For the purposes of this report, we consider topsoil to consist of generally fine-grained soil with an appreciable amount of organic matter based on visual examination, and to be unsuitable for direct support of the proposed improvements. However, the organic content and other mineralogical and gradational characteristics used to evaluate the suitability of soil for use in landscaping and agricultural purposes was not determined, nor considered in our analyses. Therefore, the information and recommendations in this report, and our logs and descriptions should not be used as a basis for estimating the volume of topsoil available for such purposes. Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies the specific subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied its professional judgmentto render an informed opinion about subsurface conditions at other locations. Actual subsurface conditions may differ, sometimes significantly, from the opinions presented in this report. Our report, conclusions and interpretations are not a warranty of the actual subsurface conditions. GEoENGINEERS� December23, 20141 Page B-2 File No.21700-001-00 Geotechnical Engineering Report Recommendations Are Not Final The construction recommendations included in this report are preliminary and should not be considered final. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for the recommendations in this report if we do not perform construction observation. We recommend that you allow sufficient monitoring, testing and consultation during construction by GeoEngineers to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes if the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective means of managing the risks associated with unanticipated conditions. A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by members of the design team or by contractors can result in costly problems. GeoEngineers can help reduce the risks of misinterpretation by conferring with appropriate members of the design team after submitting the report, reviewing pertinent elements of the design team's plans and specifications, participating in pre -bid and preconstruction conferences, and providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field .logs and laboratory data. The logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Photographic or electronic reproduction is acceptable, but separating logs from the report can create a risk of misinterpretation. Give Contractors a Complete Report and Guidance To help reduce the risk of problems associated with unanticipated subsurface conditions, GeoEngineers recommends giving contractors the complete geotechnical engineering or geologic report, including these "Report Limitations and Guidelines for Use." When providing the report, you should preface it with a clearly written letter of transmittal that: a advises contractors that the report was not prepared for purposes of bid development and that its accuracy is limited; and ® encourages contractors to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on -site personnel and adjacent properties. GWENGINEER� December23, 20141 Page B-3 File No. 21700-001-00 Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants, and no conclusions or inferences should be drawn regarding Biological Pollutants as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria and viruses, and/or any of their byproducts. A Client that desires these specialized services is advised to obtain them from a consultant who offers services in this specialized field. GMENGINEERS� December23, 20141 Page B-4 File No. 21700-001-00 'ti ,v AACCESS EASEMENT AGREEMENT This Access Easement Agreement (this "Agreement") is dated for reference purposes as of the 1lth day of February, 2015, by and between KTM GROUP LLC, a Washington limited liability company ("KTM"), and MASAO L.L.C., a Washington limited liability company ("Masao"). RECITALS A. KTM is the owner of that certain real property legally described on Exhibit A attached hereto ("KTM Property"). B. Masao is the owner of that certain real property legally described on Exhibit B attached hereto ("Masao Property"). C. The KTM Property and the Masao Property are located adjacent to each other and are sometimes collectively referred to herein as the "Property". The Property is depicted on the Site Plan attached hereto as Exhibit C (the "Site Plan"). D. The parties hereto desire to enter into this Agreement to create a mutual access easement for ingress and egress between the KTM • Property and the .asata Property in the general location shown on the Site Plan (the "Access Easement Are "). z LzVVRV FOR �aZ K I!�NCE Now, therefore, for valuable consideration, the receipt and sufficiency of ,% 'ch hereby acknowledged, the parties agree as follows: APR 2 3 2015 ARTICLE 1 @ MUTUAL ACCESS EASEMENT �:I r ��uEns-Jala KTM will at its cost construct the improvements in the Access EasementSUI���� ������� create the means of ingress and egress between the KTM Property and the Masao Property. Effective from and after the date the improvements are completed by KTM, the parties hereby grant to and establish in favor of the KTM Property and the Masao Property for the use by the owners of the Property and their successors, assigns, tenants, subtenants, ground lessees, customers, suppliers and invitees, a nonexclusive easement over, across and upon the Access Easement Area for ingress and egress to and from their respective properties for the passage of vehicular and pedestrian traffic. No party may modify the Access Easement Area in a manner that will interfere with the easement rights granted herein. Each owner shall maintain the portion of the Access Easement Area located on its property in good condition and repair. No party shall block the Access Easement Area or interfere with the RECEIVED 52089101056M25055.DOCNIBLB C07V OF TUKWILA �.00 NAR 0,6 2015 PCRMIT CENTER v use thereof. The easements granted and established pursuant to this Article 1 are expressly for the benefit of the Property and shall run with the land for the benefit of the Property.. ARTICLE 2 MISCELLANEOUS 2.1 Amendment. This Agreement may not be modified or amended, in whole or in part, without the written approval of the owners of the Property at the time of such amendment. 2.2 Attorneys' Fees. If any Property owner shall institute any judicial action or proceeding relating to this Agreement, or any default hereunder, or to enforce the provisions hereof, then the prevailing party shall be entitled to recover its reasonable attorneys' fees from the non -prevailing party. 2.3 Breach Shall Not Defeat Mortgage. A breach of any of the terms, conditions, ,covenants, or restrictions of this Agreement shall not defeat or render invalid the lien of any mortgage made in good faith and for value upon any portion of the Property, but the terms, conditions, covenants or restrictions of this Agreement shall be binding upon and effective against any person or entity who acquires title to any portion of the Property by foreclosure, trustee's sale or otherwise. 2.4 Breach or Waiver Shall Not Permit Termination. No breach of this Agreement or waiver of any right or benefit hereunder shall entitle any party to cancel, rescind or otherwise terminate this Agreement or avoid its obligations hereunder, but such limitation shall not affect, in any manner, any other rights, or remedies which party may have hereunder or at law by reason of any breach of this Agreement. 2.5 Governing Law. This Agreement shall be construed in accordance with the laws of the State of Washington. 2.6 Not a Public Dedication. Nothing in this Agreement shall be deemed to be a gift or dedication of any portion of the Property or any right, benefit or easement in or to all or any part of the Property, to the general public or for the general public or for any public purpose whatsoever. 2.7 Successors. This Agreement shall run with the land, both as respects the benefits and burdens created herein, and shall be binding upon and inure to the benefit of each person or entity acquiring an interest in the Property and their successors and assigns. 5208%01056100725055MOC.V 1 OLE 2 4- In witness whereof, the parties have executed this Agreement as of the date first written above. KTM GROUP LLC By: Print Name: Tommy G. Leong Title: Asset Manager MASAO L.L.C. By: . Masao Mikami Trust. Its Member By: Karlyne Iwata, Trustee CONSENT OF GROUND LESSEE: SC4 LLC, a Washington limited liability company, is the current ground lessee of the Masao Property and hereby joins in this Agreement for the sole purpose of consenting to the easements granted herein. SC4 LLC, a Washington limited liability company LN Robert H. Schofield, Manager 5208410105M0725055.DOC.V1 BLB 3. STATE OF WASHINGTON ) COUNTY OF �21� ) ss. C I certify that I know or have satisfactory evidence that the person appearing before me and making this acknowledgment is the person whose true signature appears on this document. On this day personally appeared before me KARLYNE IWATA, to me known to be the Trustee of the MASAO MIKAMI TRUST, the Member of MASAO LLC, the limited liability company that executed the within and foregoing instrument, and acknowledged that she signed the same as her free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal this 1 lth day of Februarv, 2015. Notary Public in and for the State Washington, (�'yi�ii residing at A My commission expires: V , I P TGMM iL _ [A [Type or Print Notary Name] 4 5208950I056t00725055MOC. V : 9Le STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that the person appearing before me and making this acknowledgment is the person whose true signature appears on this document. On this 11th day of February, 2015, before me personally appeared TOMMY G. LEONG, to me known to be the ASSET MANAGER of KTM GROUP LLC, the limited liability company that executed the within and foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year first above written. Notary Public in and for the State of Washington, residing at My commission expjres: —/ [Type or Print Notary Name] (Use This Space for Notarial Seal Stamp) W 52089\01056\00725055.DOC.VI BLB EXHIBIT A LEGAL DESCRIPTION OF KTM PROPERTY 19.1 T4ja-aI THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING WEST OF SOUTHCENTER PARKWAY, - DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID SUBDIVISION 510 FEET NORTH OF THE SOUTHWEST CORNER THEREOF; THENCE NORTH ALONG SAID WEST LINE 255 FEET; THENCE EAST ON A LINE PARALLEL WITH THE SOUTH LINE OF SAID SUBDIVISION TO THE INTERSECTION WITH THE WEST LINE OF SAID SOUTHCENTER PARKWAY; THENCE SOUTH ALONG SAID WEST LINE 255 FEET, MORE OR LESS, TO THE INTERSECTION WITH A LINE RUNNING EAST FROM THE POINT OF BEGINNING, PARALLEL WITH THE SOUTH LINE OF SAID SUBDIVISION; THENCE WEST ALONG SAID PARALLEL .T EL LINE TO THE POINT OF BEGINNING; EXCEPT THE EAST 6 FEET THEREOF CONVEYED TO THE CITY OF TUKWR A FOR STREET BY DEED RECORDED UNDER RECORDING NO.6343854; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTONT FOR STATE HIGHWAY NO. 1 BY DEEDS RECORDED UNDER RECORDING NOS. 5524600 AND 5992107. PARCEL II: THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING WEST OF SOUTHCENTER PARKWAY, DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE WEST LINE OF SAID SUBDIVISION 255 FEET NORTH OF THE SOUTHWEST CORNER THEREOF; THENCE NORTH ALONG SAID WEST LINE A DISTANCE OF 255 FEET; THENCE EAST ON A LINE PARALLEL WITH THE SOUTH LINE OF SAID SUBDIVISION TO THE INTERSECTION WITH THE WEST LINE OF SAID SOUTHCENTER PARKWAY; THENCE SOUTH ALONG SAID WEST LINE A DISTANCE OF 255 FEET, MORE OR LESS, TO THE INTERSECTION WITH A LINE RUNNING EAST FROM THE POINT 6 5208910f0561W725055.D0C.Vf BLB OF BEGINNING, PARALLEL WITH THE SOUTH LINE OF SAID SUBDIVISION; THENCE WEST ALONG SAID PARALLEL LINE TO THE POINT OF BEGINNING; EXCEPT THE EAST 6 FEET THEREOF CONVEYED TO THE CITY OF TUKWILA FOR STREET BY DEED RECORDED UNDER RECORDING NO.6343855; AND EXCEPT THAT PORTION THEREOF, IF ANY, CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHWAY NO. 1 BY DEED RECORDED UNDER RECORDING NO. 5516662. PARCEL III: LOT 2 OF SHORT PLAT NO.80-45-SS, AS RECORDED UNDER RECORDING NO. 8106040707, RECORDS OF KING COUNTY; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. 7 52089M05M00725055MOCNI BLB I EXHIBIT B LEGAL DESCRIPTION OF MASAO PROPERTY THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING WESTERLY AT SOUTHCENTER PARKWAY AND LYING EASTERLY OF INTERSTATE HIGHWAY FIVE (5), DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THEN N 88°05'42" W 701.10 FEET TO THE WESTERLY MARGIN OF SAID SOUTHCENTER PARKWAY; THENCE ALONG SAID WESTERLY MARGIN S 01008'45" W 10.65 FEET; THENCE CONTINUING ALONG SAID MARGIN S 01005'23" W 1305.71 FEET TO THE INTERSECTION WITH THE SOUTH LINE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE WESTERLY ALONG SAID SOUTH LINE N 87055'53" W 621.98 FEET TO THE SOUTHWEST CORNER OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER, BEING THE POINT OF BEGINNING; THENCE N 00°50'36" E 155.01 FEET; THENCE PARALLEL WITH SAID SOUTH LINE OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER, S 87°55'53" E 622.65 FEET TO A POINT ON SAID WESTERLY MARGIN OF SOUTHCENTER PARKWAY; THENCE ALONG SAID WESTERLY MARGIN S 01005'23" W 155.01 FEET TO A POINT ON SAID SOUTH LINE OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE ALONG SAID SOUTH LINE N 87055'53" W 621.98 FEET TO THE POINT OF BEGINNING; BEING A PORTION OF SURVEY RECORDED UNDER AUDITOR'S FILE NO. 8008209001. (ALSO KNOWN AS LOT 1 OF SHORT PLAT NO. 8045-SS, AS RECORDED UNDER RECORDING NO. 8106040707, RECORDS OF KING COUNTY; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON.) 5208MI056\00725055MOCV, BLB N EXHIBIT C SrM PLAN ACCESS EASE- ENT AREA' PARCEL PARCEL 2623041063 a's 2623049069 a 52089V)1056100725055.DOC.V1 BLB REVISION N0:? INSPECTION RECORD Retain a copy with permit INSPEC N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: C' fii C cx- Type -of IInspection:r 6�Gi fii:1( f Address: f 17 0 � 1Jl-i-A-�-1 -- D to Called: Special Instructions: AA Date Wanted: a.m. ,°- �j 9 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. LIFY Rig Nam Inspector: Date: ED REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be RI`L.I IV paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. CITY OF TUKWIL bi 3W-00s7 SEP 0 3 2015 !PERMIT CENTER N Date: July 02, 2015 Subject: To: City of Tukwila Project: From: Helix Design Group Project #: Copy To: REMARKS: o111114 PFA 14e11X design group List of Revisions D15-0059 Parkway Village Our project # a14-034 RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER The following is a list of the revisions to the original permit documents. The list below includes a more detailed clarification of the revisions from the original permit set to the revised VE permit set, per my discussion with Allen Johanneson on June 29th. The intent is for this revised VE permit set to replace the original permit set in its entirety. Please attach this List of Revisions letter and the attached Comment Response letter to the front of the revised VE permit set to clarify revisions made from the original permit set of drawings. 1. Foundation piles have been changed from 17 micropiles to 7 helical piles. See clouded areas on sheets S2.01 — S2.03. The piles were revised to helical piles because of their less intrusive installation process. The architectural revision to thin brick allowed for a reduced number of piles. 2. Footing details 2 and 3/S3.01 have been changed to an alternate corbel footing design. This detail was redesigned to require less of the existing concrete sidewalk to be removed. 3. The new sidewalk in the courtyard between the buildings stops at the new "popout" on the north side of courtyard (between grids D and E). See 10G/G003 for clarification of the extent of new concrete and details 10C/A101 and 10C/A102 between grid line 11 and 12. 4. The landscaping has been revised at the interior of the property to move back to the original landscape plan. The tree planting details on sheet L001 have been revised per email and discussion with Andrea Cummins and Valerie Lonneman. Additional plantings have been clouded. 5. Areas of the building that were previously designed as standard brick have been revised to thin brick to reduce the structural impact on the building. This change applies to both the north and south ends of the building, seen in elevation on sheet A100 and A103. Revised architectural details are 10B/A500, 5A/A701, 5D/A701, 10A/A701 and 10D/A701. 6. The previous permit set showed a horizontal canopy above the storefront between gridlines 6 and 7 on detail 3C/A100. The horizontal canopies have been revised to awning style canopies. 7. The brick elements at the north and sounds ends of the project (see sheet A100 and A103) previously had a hipped metal roof in the original permit. The metal roofing and over -framed trusses have been eliminated and replaced by parapets and a new roofing membrane to be patched into the existing roof. Site plan 9A/G002 is clouded to show the extent of the new parapet. She A100 and A103 clarify the look of the elevation showing the metal roofing removed and parapets above the brick areas. 8. All elevation datums on the new fagade walls have been reduced 18" in height, with the exception of the main tower at Grid 11 (sheet A101) and the north and south end brick elements (see A100 and A103). HELIX DESIGN GROUP, INC. 1 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I F253.922.6499 I HELIXDESIGNGROUP.NET .P:\Centerplaoe Retail\a14-034 Centerplace Retail CW01 Drawings\13 VE ResubmittaAal4-034-Description of changes 070215.d= .; :' . . 9. The extent of new facade at the north & south walls on both ends of the buildings have been reduced from 50' to 30'. See sheet A100 along grid 1 between grid F and H and sheet A103 along grid 18 between grid F and .H. The existing portion of the building will get new paint to match the EIFS color. 10. The previous permit drawings included more new storefront to replace the existing storefront. New storefront is now only at the main tower element (grid 11, 4C/A101), the east face of the northern brick element (grid 16, 3G/A103) and at the small tower on grid 12 (6G/A101 and 5C/A102). Where the head height of the storefront was to be raised in the original permit set, metal panels will be surface applied to the existing framing to create a look of taller storefront. This occurs between grids 2 and 5 on detail 3C/Al 00, between J and G on detail 6H/A100, between grid 7 and 8 on detail 4C/A101, and between grids E and H on detail 3C/Al 03. Detail 7J/A701 has been added. 11. LED tape light at the cornices of the brick elements (3C, 6C and 6H/A100, 3C, 3G and 6C/A103) has been removed. Please find enclosed (1) copy of the comment response letter, (1) landscape island photo requested by Valerie Lonneman, and (5) copies of the revised drawing sheets. If you require any additional clarification do not hesitate to call. Regards, Helix Design Group ar'17tl Matt Ebersole HELIX DESIGN GROUP, INC. 1 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 1 F.253.922.6499 1 HELIXDESIGNGROURNET P1Centerplace RetaiM14-034 Centerplace Retail CMOt DrawingsM VE ResubmittaNa14034-Description of ohanges_070215.dom MEMO Date: July 02, 2015 Subject: To: City of Tukwila Project: From: Helix Design Group Project # Copy To: REMARKS: Comment Response Letter Parkway Village Our project # a14-034 I have reviewed the emailed comments and offer the following responses: GENERAL NOTE Helix design group RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2436; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. BUILDING 1. Structural revisions were difficult to follow or verify on the plans. Item #11 couldn't see where the micropile changes from 17 to 9 helical piles were located on the structural drawings with new details. Also item #2 footing details 2 refer to 2/S3.1. Sheet S3.1 was not included in the set. Revisions on the structural drawing sheets were not clouded. Revise or provide the necessary sheets and details with all new changes clouded for clarification. All helical pile locations (7 total) have been clouded on the structural foundation plans. See sheets S2.01- S2.03. Helical piles were used because of their less intrusive installation process, and the architectural revision to thin brick allowed for a reduced number of piles. The footing details (item #2) were incorrectly referenced and should refer to 2 and 3/S3.01. All structural revisions to plans and details have now been clouded. If there are any questions about the structural revisions, please contact Ryan Reichman at (206) 898-4564. HELIX DESIGN GROUP, INC. 1 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I F253.922.6499 I HELIXDESIGNGROUP.NET .P:\Centerplace Retail\a 14-034 Centerplace Retail CV\01 Drawinga\13 VE Reaubmittal\a14034-Comment Response_070215.d= 2. Items 5 thru 11 were also confusing or were missing the details showing the actual changes. The grid lines specified for some of the changes also were not there or not consistent with the changes indicated. Please provide more clarification with the notes or details shown on the plans. If things are removed, show dashed lines or some method for clarification in identifying all new changes. The List of Revisions letter has had additional clarifications added per my discussion with Allen Johanneson. The intent is for this revised VE permit set to replace the original permit set in its entirety. The List of Revisions letter and this comment letter should be attached to the revised permit set. 3. Coordinate with the permit center which revision this is. The plans show deltas with the #3; however the permit records only show revision #1. Please clarify. All Architectural and Structural revisions are clouded Revision #3. Landscape Revisions are Revision #2. The revision numbers are our internal revision numbers and can remain per my discussion with Mr. Johanneson. If there are further changes, we will coordinate our revision numbers with the City of Tukwila prior to submitting. PLANNING 1. Proposed lighting in the alley (addition of two sconces that match those on the front of the building) is sufficient as long as the two existing lights in the alley (higher up and further back than the proposed scope of work other than painting) remain in place. Confirm that the two existing lights are to remain. The existing lighting is now shown on elevations 6C and 6G/A101. A note has been added requiring existing lights to remain. 2. Landscaping: a. Please submit an alternate detail to replace the current tree planting in parking lot detail (Sheet L001) and add all proposed landscaping shown on the plans submitted on March 6, 2015 back into the plan. An alternate tree planting detail has been provided per discussions with Andrea Cummings and Valerie Lonneman. See sheet L001. A Photo of the landscape island near the north entrance has also been included at Ms. Lonneman's request. b. Please cloud any proposed landscaping changes. Landscape changes have now been clouded. HELIX DESIGN GROUP, INC. 1 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I F.253.922.6499 I HELIXDESIGNGROURNET R\Centerplaoe Retail\a14-034 Centerplace Retail Ctr\01 Drawings\13 VE Resubmittal\a14-034Comment Response 070215.d= 3. Revise note E06 on sheet A101 to accurately describe the existing wood panels to be repainted and change the elevations to accurately reflect the material (ie. remove the siding lines). Note E06 has been revised to reference plywood siding and the material pattern of horizontal siding has been removed as requested. Regards, Helix Design Group 4V-VK Matt Ebersole HELIX DESIGN GROUP, INC. ( 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I E253.922.6499 I HELIXDESIGNGROUP.NET R\Centerpiace Retail\a14-034 Centerpiece Retail CV\01 Dravnng5\13 VE Ruubmittal\a14-034-Comment Response_070215 docx City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 30, 2015 TERESA FORTINO 6021 12TH ST E TACOMA, WA 98424 RE: Correction Letter # 1 to Revision #1 DEVELOPMENT Permit Application Number D15-0059 CENTER PLACE - FACADE IMPROVEM - 17095 SOUTHCENTER PKWY Dear TERESA FORTINO, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Structural revisions were difficult to follow or verify on the plans. Item #1, I couldn't see where the micropile changes from 17 to 9 helical piles were located on the structural drawings with new details. Also item #2 footing details 2 refer to 2/S3.L Sheet S3.1 was not included in the set. Revisions on the structural drawing sheets were not clouded. Revise or provide the necessary sheets and details with all new changes clouded for clarification. 2. Items 5 thru 11 were also confusing or were missing the details showing the actual changes. The grid lines specified for some of the changes also were not there or not consistent with the changes indicated. Please provide more clarification with the notes or details shown on the plans. If things are removed, show dashed lines or some method for clarification in identifying all new changes. 3. Coordinate with the permit center which revision this is. The plans show deltas with the #3; however the permit records only show revision #L Please clarify. PLANNING DEPARTMENT: Valerie Lonneman at 206-433-7140 if you have questions regarding these comments. 1. Proposed lighting in the alley (addition of two sconces that match those on the front of the building) is sufficient as long as the two existing lights in the alley (higher up and further back than the proposed scope of work other than painting) remain in place. Confirm that the two existing lights are to remain. 2. Landscaping: a. Please submit an alternate detail to replace the current tree planting in parking lot detail (Sheet 1,001) and add all proposed landscaping shown on the plans submitted on March 6, 2015 back into the plan. b. Please cloud any proposed landscaping changes. 3. Revise note E06 on sheet A101 to accurately describe the existing wood panels to be repainted and change the elevations to accurately reflect the material (ie. remove the siding lines). 6300 SnYithrPntvr RnlllPvnrd SuitP #InO • Tul-wiln Wnghinotnn 9R7RR • PhnnP'2n6-437-36i7n • Fnr 706-43/-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0059 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 �y Date: June 15, 2015 Subject: To: City of Tukwila Project: From: Helix Design Group Project #: Copy To: REMARKS: Helix design group Revision to Permit 0- 06191 Parkway Village Our project # a14-034 The following is a list of the revisions to the original permit documents. 1. Foundation piles have been changed from 17 micropiles to 9 helical piles. See structural drawings. 2. Footing details 2 and 3/S3.1 have been changed to an alternate corbel design. See structural drawings. 3. The new sidewalk in the courtyard between the buildings stops at the "popout" at Plato's closet. See G003 and A101/A102. 4. The landscaping has been revised at the interior of the property to remove trees and landscaping previously being planted in areas we are not touching as part of the fagade work. See L001 and L002. 5. All masonry has been revised to be thin brick. See A100 and A103. 6. Two canopies between gridlines 6 & 7 changed from flat steel canopies to sloped awnings. See A101. 7. The metal roofing and over -framed trusses at the brick elements has been eliminated. See sheets A100 and A103. 8. All wall heights have been reduced 18" with the exception of the main tower at Grid 11 and the north and south end brick elements. See A100-A103. 9. The extent of new facade at the north & south walls on both ends of the buildings has been reduced from 50' to 30' from front east fagade. The existing portion of the building will get new paint. See A100-A103. 10. The new storefront will be at the main tower element (grid 11), the east face of the northern brick element (between grid 16 and 17) and at higher elevations in new walls (grid 12). Where the head height of the storefront was to be previously raised, metal panels will be surface applied to the existing framing to create a look of taller storefront. See A100-A103. 11. LED tape light at the cornice of buildings A and B has been removed. The main tower at grid 11 will still have the cornice lighting. See A100-A103. RECEIVED REVIS101TIM0, 0�CITY OFYUKWILA JUN 15 2015 JS"8'W% / PERMIYCEPITER HELIX DESIGN GROUP, INC. 1 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I F.253.922.6499 I HELIXDESIGNGROUP.NET .PACenterplace Retail\a14-034 Centerplace Retail Ctr\01 Drawings\12 VE ResubmittaAa14-034-Description of changes.cloa Please find enclosed (1) copy of the List of Revisions letter, (5) copies of the revised renderings, (5) copies of the structural calculations and (5) complete sets of the drawing sheets. If you require any additional clarification do not hesitate to call. Regards, Helix Design Group 4VV Matt Ebersole HELIX DESIGN GROUP, INC. 1 6021 12TH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I f.253.922.6499 I HELIXDESIGNGROURNET PACenterplace Retail\al4-034 Cerderplace Retail Ctr\01 Drawirgs\12 VE ResubmittaNal4-034-Description of changes.d= RKEGv�(D Date: To: From: Copy To: Helix design group April 9, 2015 Subject: Response Letter - Permit App. # D15-0059 Bill Rambo - City of Tukwila Project: Center Place - Fagade Improvement Helix Design Group Project #: Our project # a14-034 We have reviewed your fore -mentioned plan review comments and offer the following responses. Answers correspond to the attached comment letter. BUILDING DEPARTMENT 1) A wet stamped, wet signed soils report is included with this resubmittal. 2) Sheet S1.01 has been modified and sheet S1.03 has been added. Sheet G001 has also been included to show the addition of sheet S1.03. PLANNING DEPARTMENT 1) Wall sconces have been added to the north and south elevations as requested. See attached sheets A100 and A103. Please find enclosed (1) copy of the original comment letter, (1) copy of our response letter, (1) copy of the soils report and (5) copies of all drawing sheets. If you require any additional clarification do not hesitate to call. CORRECTIOM Regards, LTRi.�L� Helix Design Group RECEIVED CITY OF TUKWILA Matt Ebersole I 9a. C)o S? .12 APR 10 2015 ERMIT CENTER HELIX DESIGN GROUP, INC. ( 6021 1 NH ST E SUITE 201, TACOMA, WA 98424 1 P.253.922.9037 I F253.922.6499 I HELIXDESIGNGROUP.NET .R\Centerplace Retail\a14-034 Centerplace Retail Ctr\01 Drawings\11 Permit ResubmitteN14-034_Plan Review Response-040915.d= City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 20, 2015 TERESA FORTINO 6021 12TH ST E TACOMA, WA 98424 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0059 CENTER PLACE - FACADE IMPROVEM - 17095 SOUTHCENTER PKWY Dear TERESA FORTINO, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current wet signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current wet signed stamp -seal. (BUILDING REVIEW NOTES) 1. Please provide the current soils report for this project. 2. The special inspections indicated in the "Quality Assurance" notes page 51.01, shall need some clarification. Within the section only two special inspections for Steel fabrication and epoxy grout with onsite observation are indicated. However it is assumed the other section may also apply. For clarity list all necessary special inspections required under Quality Assurance sections with some type of matrix table or listing, to also include Concrete, Micropiles, non -shrink grout, masonry and any other related special inspections as required. Table shall specify those inspections as continuous or periodic type inspections. PLANNING DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. • Sheet A101 - Lighting. No lighting is shown on the walls of the "alley". Add wall sconces to both the north and south elevations. Lighting fixtures should match the sconces shown on the front of the buildings. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0059 DATE: 09/03/15 PROJECT NAME: CENTER PLACE - FACADE IMPROVEMENT SITE ADDRESS: 17095 SOUTHCENTER PKWY Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: Building Division a Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 09/08/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/06/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 MOO 08000 liwalk PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0059 DATE: 07/07/15 1 PROJECT NAME: CENTER PLACE SITE ADDRESS: 17095 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 X Revision # 1 after Permit Issued DEPARTMENTS: �� Ai -)- Y- Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approvallreview required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: /,-H /PC 7-1 Lf(.s Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator ❑ DATE: 07/07/15 Structural Review Required ❑ DATE: DUE DATE: 08/04/15 Approved with Conditions Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0059 DATE: 06/15/15 PROJECT NAME: CENTER PLACE - FACADE IMPROVEMENT I SITE ADDRESS: 17095 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: A5�-- Cow V� 6—*16- Building Division It �� ,elA- JO-1,3- PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: AcA VIA �-A-fs- Fire Prevention a Structural ❑ \,)I- cow 1Z C-)-9-[S- Planning Division 11 Permit Coordinator IN DATE: 06/18/15 Structural Review Required ❑ DATE: DUE DATE: 07/16/15 Approved ❑ Approved with Conditions ❑ Corrections Required � Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: �! ✓" J Departments issued corrections: Bldg Fire ❑ Ping11�— PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0059 DATE: 04/10/15 PROJECT NAME: CENTER PLACE - FACADE IMPROVEMENT SITE ADDRESS: 17095 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: 4 u(, o} .-K Building Division 19 Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: UM A W +*Lt-lf Fire Prevention ❑ Planning Division IN Structural ❑ Permit Coordinator IN DATE: 04/14/15 Structural Review Required ❑ DATE: DUE DATE: 05/12/15 Approved with Conditions Z Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERW COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0059 DATE: 03/06/15 PROJECT NAME: CENTER PLACE - FACADE IMPROVEMENT SITE ADDRESS: 17095 SOUTHCENTER PKWY X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter #, DEPARTMENTS: # cow z Building Division � A'c Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Revision # after Permit Issued Fire Prevention Structural ❑ LM Cov✓ 3 - ►�-15 Planning Division Permit Coordinator 8 DATE: 03/10/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/07/15 Approved ❑ Approved with Conditions ❑ Corrections Required d (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only `�— _ ` CORRECTION LETTER MAILED:y�1� J Departments issued corrections: Bldg4t— Fire ❑ Ping;%�— PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: CpAL C SITE ADDRESS: — R EVII IO PERMIT NO: ORIGINAL ISSUE DATE: REVISION f DATE RECEIVED STAFF ISSUED DATE STAFF NO. _ INITIALS INITIALS Summ ry of Revision: w ,� 240 -P Received by: 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) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please mint) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: httn://www.TukwilaWA.Pov Revision submittals must be submitted inperson at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 " - Plan Check/Permit Number: D'�- ❑ Response to Incomplete Letter # ❑ Response to CorrectiorlLetter # ®— Revision # ;�, after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name:_ Project Address: Contact Person: Summary of Revision: 12 Phone Number: 37 RECEIVFt) CITY OF TUKWILA SFP03-206 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date o revisi c Received at the City of Tukwila Permit Center by: �— Entered in Permits Plus on C:\Users\matte\AppDatalLoca➢ Ecrosoft\Windows\Temporary Intemet Files\Content.Outlook\LX5ARG99\Revision Submittal Form.doc Revised: May 2011 City of Tukwfla Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the permit Center. Revisions will not be accepted through the mail, fax, etc. Bute: �/� 11 Plan Check/Permit Number-. ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # J_ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name Project Andre Contact Perso &)kr Vs:/ I �,I �/ i / I III Pion6- 1 Smmniy of Revision:��'r Lol a ��� �� tin I C+firms lJ /lam JUL 022015 Community Development Sheet Number(s): "Cloud" or highlight all areas of revision includin=dston,,,,, Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on ' ` 1 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: L� / A j AN Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # Revision # —L after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: JUYWa rUV JJ Y 10 Phone Number: Summary of Revision: 4�cc aflz�0,tic�l IC,�'-f7t�r Sheet Number(s): "Cloud" or highlight all areas of revision including date C Received at the City of Tukwila Permit (Center by: _ �--Entered in Permits Plus on I H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 OF�lilt" I 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: hi o://wtvw.ci.ttrkivila.rtva.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Pertttit Center. Revisions will not be accepted through the mail, fax, etc. Date: I f Plan Check/Permit Number: D 15-0059 ❑ Response to Incomplete Letter # M Response to Correction Letter # 1 ❑ Revision # after Permit is Issued (NW Off TkJ,,WR1A ❑ Revision requested by a City Building Inspector or Plans Examiner APR I O 201T PERMITCENTER Project Name: Center Place — Facade Improvement Project Address: 17095 Southcenter Pkwy Contact Person "rrrCA* 6r'h ha Phone Number: O� 31 DQ - V 79 Sheet Number(s): g!� I • D I � * 1.0 -?7 1 G-1001 t A 100 t "A A 103 "Cloud" or highlight all areas of revision including dat evision c Received at the City of Tukwila Permit Center by: ��—L 'Entered in TRAKiT on Lk-10 t' 5- \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: DONOVAN BROTHERS INC Page 1 of 2 Horne Inicio en Espanol Contact Safety Washington State Department of Labor & industries DONOVAN BROTHERS INC Owner or tradesperson DONOVAN, DARRELL ANDREW Principals DONOVAN, DARRELL ANDREW, PRESIDENT DONOVAN, EFFIE LAURA, VICE PRESIDENT DONOVAN, DEBRA L, SECRETARY DONOVAN, KEVIN MARK, TREASURER Doing business as DONOVAN BROTHERS INC WA UBI No. 601 114 768 License Search L&I A-Z Index Help TAp Secure I. &I Claims & Insurance Workplace Rights Trades & Licensing PO BOX 818 AUBURN, WA98071-0818 253-939-7777 KING County Business type Corporation Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. DONOVB109405 Effective — expiration 09/25/1991— 03/06/2017 Bond ................. THE HANOVER INS CO $12,000.00 Bond account no. 1961748 Received by L&I Effective date 11/16/2010 11/16/2010 Expiration date Until Canceled Bond history Insurance National Fire Ins of Hartford $1,000,000.00 Policy no. 5095094574 Received by L&I Effective date 02/13/2015 02/16/2016 Expiration date 02/16/2016 Insurance history Savings ..............._ .. (in lieu of bond) $6,000.00 https:Hsecure.Ini.wa.gov/verify/Detaii.aspx?UBI=601114768&LIC=DONOVB109405&SAW= 5/12/2015 2 K 5 rol 7 8 4 < ' U w� V .I J 1 m LU N � U as 9 to U QL w o -0 0. O a <Q � n oL 10 O a U A I B I C I D I E I F I G I H SECTION LEGEND DESCRIPTION SYMBOL AND TEXT ASSEMBLY TYPES W = wall type R = roof type WI 5 = soffit type F = floor type ELEVATION surface type designation EL. 0'-0' T.O.F. = top of floor T.O.B. T.O.B. = top of bearing (E) = existing GENERAL NOTES NOTE I. REFER TO BUILDING ASSEMBLY LEGEND FOR ASSEMBLY TYPES. 2. ABBREVIATIONS: (D) - DEMOLITION (R) - RELOCATE (E) - EXISTING TO REMAIN (5) - SALVAGE 3. . REFER TO SHEET C4020 FOR STANDARD ABBREVIATIONS LIST. 4. ALL EXPOSED STEEL TO BE ARCHITECTURALLY EXP05ED STRUCTURAL STEEL (AESS). 5. STEEL DECKING TO BE GALVANIZED. METAL CAP FLASHING SELF ADHERING FLASHING MEMBRANE 3/4' CDX PLYWOOD 25'-0' N EIFS SYSTEM 2' MIN - RIGID INSULATION EL 18'-O" � TB.8. (E) 5-1/8XI5 GL HEADER SHEET METAL FLASHING CONTINUOUS CLEAT CONTINUOUS 2X ' 3/4' CDX PLYWOOD 2XIO, RIPPED TO FORM SLOPE REQUIRED ' EIFS SYSTEM ' AWNING EL 8'-0" '2 T.O.B. (E) 2x6 STUD (E) WALL STUD (E) STOREFRONT EL. 0'-0" T.O.F. WALL SECTION 1/2' = 1'-0' 12 1 1/4 SCREW WITH RUBBER WASHER DRIP SINGLE PLY ROOFING UP OVER TOP OF WALL 31'-0' 2X NAILER — SHEET METAL CAP FLASHING WITH DRIP ifJ 2X RIM JOIST — 16X4 TS BEAM 2"X4-1/2' STOREFRONT SYSTEM 1/2' PLYWOOD 2X BLOCKING ALUMINUM BREAK SHAPE OVER WEATHER BARRIER 20'-0' 1 V Vn-Inl/ -f J I K SEPARATE PERMIT REQUIRED FOR: mechanical CrElectrical TPO ROOFING Plumbing Gas Piping 91 PLYWOOD DECK, City c€ i ►f—Aviil- SLOPE 1/41:121 2X JOIST, RIPPED TO PROVIDE SLOPE GWB CEILING 41_ ; — ALUMINUM STOREFRONT WITH SUBSILL T5 8X4XI/4 Tl!fSHiNGTON HELIX DESIGN GROUP, INC FILE'f C)rm!,Y 2X BLOCKING Permit No.. Dll�.W I/2" PLYWOOD Plan review uppro,fal is sub;oct to errors and omissions. Approval of construction documents does not authorize the violation of any adopted co�',�%ii of approvad Field Copy and condi►ions is acknow.'edged: By: _4� '�e� Date: < t 0 �, 1i�il -it.: QUiL DINO 0-1V;GIQN T5 8X4XI/4 10'-010— 'nEVISION.�INO,.- II II 7 WALL SECTIONS ALUMINUM DOOR 6' ALUMINUM X THRESHOLD CENTER PLACE 5' CONCRETE SLAB SIDEWALK � ON GRADE RETAIL a e �..//.'"�''��—Q'itli�V6(i'�_.%��V�jr���'�=/c��{�jF(t�__ 8 FACADE e- A, - - - q qe �i,.,,9�E COMPLIANCE q d A a q_ a APPROVED IMPROVEMENT de QQ 4 1 ���� TUKWILA °-. 4. SEP WASHINGTON City of Y ukwil, REVISION DATE 4 BUILDING DIVIE 10�'] l e 4a C !,.q ...,..n.n...n..+s<... na+na+.we`.w....w...w..+•.....a... • a (RECEIVED q CITY OF TUKWILA e q e 47 d SEP 0 3 2015 9 d d dw-.. e 9- e I a ;- PERMIT CENTER G de DATE JOB NO. I I 03.24.15 a 14-034 18" M1cROPILE PERMIT SET is 44taw 0 SECTION THRU TOWER 10 A50 I 1 1/2' - 1'-0' DRAWING NO. ©HELIX DESIGN GROUP, INC.: A114tsreserved, No part of this document may be reproduced in any form or by A B I C I D I E I F I G I H K J A I B I C I D I E I F I G I H I I K Mt--r AI / AP] Cl AC111\I/` 4 3 El 5 0 n N 8 < H w o (, wE U � ¢Q r v w� ii (E) 5-1/E Cn 0.0 a o 9 U� o� a 2 r (E) 0 Q9 � 1�D a LO i 0 in 3/4" CDX PLYWOOD THIN BRICK VENEER OVER MORTAR BED WEATHER RESISTANT BARRIER EXTERIOR GYPSUM SHEATHING 2X6 STUD WALL 3/4" CDX PLYWOOD METAL CAP FLASHING OVER SELF ADHERING FLASHING MEMBRANE METAL GUTTER, FOLLOW EIF5 SLOPE (SIM. TO SMACNA TYPE 'I' GUTTER) EIFS CORNICE, 3" RIGID INSULATION ON 1/2" CDX PLYWOOD 2X4 BRACE, 16, O.0 12 1/4 F-- t�= X, THIN BRICK VENEER OVER MORTAR BED WEATHER RESISTANT BARRIER EXTERIOR GYPSUM SHEATHING 2X6 STUD WALL QIllll HI D ETA I L 1 1/2" - 1'-0" 1 i k (E) 2X6 WALL THIN BRICK DEMO (E) RAFTER AND ROOF SYSTEM BEYOND 2X6 STUD WEATHER RESISTANT BARRIER CEMENT BACKER BOARD EXTERIOR GYPSUM SHEATHING 2X6 STUD WALL GLULAM BEAM PER STRUCTURAL DRAWINGS AIR SPACE ro SHEET METAL CLOSURE PANEL DETAIL D ETA I L a 1 1/211 = 1'-0" 1 1/2" = 1'-0" LU fl LL. e A NEI OVE FL, SIN ;r METAL GUTTER, FOLLOW EIFS SLOPE (SIM. TO 70 5MACNA TYPE 'I' GUTTER) r 0 N EIF5 CORNICE, 3" RIGID INSULATION ON 1/2" CDX PLYWOOD 2X4 BRACE, 16" O,C. af (E) c (E DETAIL. 1 1/2" - 1'-0" PLASTIC GLAZING WHITE SHEET METAL BACK PANEL LED LIGHT FIXTURE AROUND PERIMETER OF WINDOW ALUMINUM WINDOW FRAME 3'- 0" DIA. GLASS PANEL. EXt REMOVABLE STOPS FOR ACCESS TO LIGHT FIXTURE. EIFS FRAME THIN BRICK VENEER LAP METAL FALSHING WITH SELF ADHERING FLASHING MEMBRANE, TYP. METAL THRU WALL FLASHING NEOPRENE CLOSURE AT EACH END METAL ROOF DECKING OVER STRUCTURAL STEEL CANOPY FRAMING IEET METAL GUTTER 12 STANDING SEAM 9 METAL ROOF PRE-ENGINEERED WOOD TRUSS 4" N ' 2X4 BRACE, 16" D.G. 2 N \ METAL GUTTER ' EIFS CORNICE 4" 15, 2X4 BLOCKING EXTERIOR GYPSUM SOFFIT ' /2" EIFS SYSTEM 3 WEATHER BARRIER m 2" o . SHEATHING 4 RECESS FOR LED 4 TAPE LIGHT yy,, Y" 2X6 STUD WALL , I I CONCRETE SIDING PANEL 14 DETAIL 1 1/2" = 1'-0" 5 t EXISTING 2X6 WALL t EXISTING SHEATHING WEATHER BARRIER COUNTERSUNK SCREW WITH WASHER. — -� 24 GA METAL WITH HEMMED CORNERS OVER 6 i 3/4" PLYWOOD METAL THRU UN WALL FLASHING __— (E) STOREFRONT HELIX DESIGN GROUP, INC 0 EXTERIOR DETAILS DETAIL 3' = 1'-0" 4'-0 1/2" 2'-3" P-9 1/2" 5" 12" 4 1/2" CENTER PLACE CONCRETE SIDING PANEL I I REV18ftION'NO... 8 RETAIL FACADE FACE OF EIF5 BEYOND I I I I I IMPROVEMENT SHEET METAL FLASHING " WITH DRIP AT BASE OF I I �tTUKWILA 2 1 I I —- CONCRETE PANEL I WASHINGTON REVISION DATE �'�ll�.�f'a(EC� FCir. I ADDENDUM I 040815 MC IOX8.4 I 7101* I o I CODE COMPLIANCE3 VE REVISIONS 061215 10 I I SOFFIT A,PO�$ED SEP 15 2015 I I I MC 10X8.4 9 L5X3XI/4 I I I I City of Tul(wila I I I BOLTED CONN qILDING DIVISION 1 I TO 5TRUCT POAfi 3X2 T5 PURLINS I I I I BEYOND DATE JOB NO. I I I L 03.24.15 a 14-034 METAL FLASHING CUT TO FOLLOW B- I TS COLUMNS •'' ' RECEIVED PERMIT SET DECK PROFILE AND NEOPRENE CLOSURE I WITHIN WALL CITY OF TUKWILA STRIP TO SEAL OFF GAP CL SEP 0 3 2C 15 050,qPERMIT CENTER 10 A701. D ETA I L 1 1/2" = 1'-0" DRAWING NO. I �./ ©HELIX DESIGN GROUP, INC.: AIl#tsreselved. BC D E F G ( I"I I J I K No part of thh document maybe reproduced In any form orby nnu nwnne unlhn114 nurmkelnn 41 urilinn fmm tldiv nnekm /_mi m 2 3 :l 5 on 7 8 L Q > a LLl E Q, �m zo Cn u o .oM L 9 oLU a ✓ 0. a 0 � m Q� 90 LO 00 L N "n 10 N � u d ;'— a - a! I A I B A ELEVATIONS NOTES NO. NOTE E01 SLIMBRICK VENEER - TYPICAL. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY. E05 EIFS WITH MOSAIC PATTERN. VECTOR FILE PROVIDED BY HELIX DESIGN GROUP. E07 METAL AND GLASS TOWER. EO8 STEEL CANOPY SUPPORT ROD. EIO SLOPED FABRIC AWNING. SEE DETAIL IOJ/A500. E12 GFRC PANELS. E15 ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. MODIFY STOREFRONT AS REQUIRED TO ACCOMODATE CHANGES TO BUILDING CONFIGURATION. E17 IMETAL CAP FLASHING - TYPICAL. EIS 2' EIFS REVEAL - TYPICAL FOR ALL UNLESS NOTED OTHERWISE. SEE DETAIL 3A/A700. EI9 EXISTING RAILING TO REMAIN. E20 TINTED ACRYLIC PORTAL BACKLIT WITH LED TAPE LIGHT (1-6) - TYPICAL. TAPE LIGHT TO WRAP FULL CIRCUMFERENCE OF PORTAL. VINYL LOGO ON PORTAL GLAZING TO BE DETERMINED. SEE DETAIL IOD/A701. E21 LARGE WALL SCONCE LIGHT FIXTURE (0) - TYPICAL. E22 SLIMBRICK VENEER WHEN WALL IS OVER EXISTING ROOF. E24 SMALL WALL SCONCE LIGHT FIXTURE 1(1-4) - TYPICAL. E27 EIFS IN THE SAME PLANE. E28 WRAP COLUMN WITH ALUMINUM FLASHING TO MATCH STOREFRONT. E29 3' THICK EIFS AT WHERE ADJACENT TO GFRC PANELS. E31 DOWNSPOUT - TYPICAL. E32 2' DEEP BRICK REVEAL. E33 SOLDIER COURSE OF BRICK AT BASE. E34 SURFACE APPLIED METAL PANEL. E35 PAINT EXISTING WOOD SIDING. FLOOR PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F04 EXISTING SIDEWALK - TYPICAL. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT AT VACANT SPACES. FINISH GWB TO MATCH EXISTING ADJACENT WALLS AT OCCUPIED TENANT SPACES. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. FOS LIGHT FIXTURE BELOW FLAT CANOPY (LI) - TYPICAL FOR ALL CANOPIES. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 540 AND READY FOR PRIMING AND PAINT. ANY NEW WALLS IN OCCUPIED SPACES SHOULD BE FINISHED/PAINTED TO MATCH ADJACENT. FII IOUTLINE OF ROOF ABOVE - TYPICAL. F13 BENCH (B1). SEE DETAIL IOG/G002. F14 LANDSCAPING. F17 SHALLOW TRENCH DRAIN, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TRENCH DRAIN. F20 BENCH (132). SEE DETAIL IOG/G002. F21 IPENDANT LIGHTS (1-8). An TOP —ePARr TO —�PAI D I E I F I G I H I J I 3 1o" 2 5 � �Q^ � � A501 l�J l / J 7 I EL BI-00 A-1 II® EL �4► ��► mV v� FLOOR PLAN 3/32' = 1'-0' C I NORTH ELEVATION 3/32' = P-O' of FILE COPY FI3 (Permit No, o� F20 I Plan review approval is cubjed to W=er — — - — p ai-Of Cans ruct1oi d _ iat s the violation of any adopted code or odmm. of approved Field Copy and corlditim i I By.. ne made to the scope of 11vork without prior appro al of uhv►la Building Divisi n. NC,TZ: f misiens will require a new p an submittal aid May iru'ude additional plan review fees. C M a#_Tu G a _ _ lb FOR A001PLIANCE 0VED JUL 17 2015 �•�s- 2 City OfTukvAlal tLDING DlvlslON c f�sign group 2 AMERICAN INSTITUTE OF ARCHITECTS HELIX DESIGN GROUP, INC n 5 6 BUILDING'A PARTIAL FLOOR 7 PLAN AND yea. — ..... . �. .. TUK1M LA, kipt WASHINGTON ad: RECEIVED CITY OF TUKWILA REVISION DATE I ADDENDUM I 040815 JUL 0 2 2015 3 VE REVISIONS 061215 PERMIT CENTER ---- 9 DATE JOB NO. 06.15.15 a 14-034 lG YP AN NPERMIT SET D I E I F G I H I J 6' 20' 10 0' 3' 12' NORTH SCALE: 3/32" - 1'-0' K Al 00 DRAWING NO. ©HELIX DESIGN GROUP, INC.: AlIdghtsreserved. No part of this document may be reproduced in any form or by onv means without oermission In writna from Hera Deslan GrouD I A I 94 2 3 0 4 5 n 7 8 .� :a L a wE ua Q, �m t�m o �z ua en u o� o .L as 9 LU o � o a. 0 Q� O a �l Lo L N .M 10 �a CL ow 0.LL C ELEVATION NOTES NO. NOTE E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY. E06 PAINT EXISTING PLYWOOD SIDING. EO8 STEEL CANOPY SUPPORT ROD. E09 COMPOSITE SIDING PANELS. RETURN TO STOREFRONT OR WALL AS NEEDED. EIO SLOPED FABRIC AWNING. SEE DETAIL IOJ/A500. Ell SLOPED FABRIC AWNING. E12 GFRC PANELS. E13 STANDING SEAM METAL ROOFING. E14 EXISTING FENCE. E15 ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. MODIFY STOREFRONT AS REQUIRED TO ACCOMODATE CHANGES TO BUILDING CONFIGURATION. E17 IMETAL CAP FLASHING = TYPICAL. E21 LARGE WALL SCONCE LIGHT FIXTURE (1-3) - TYPICAL. E23 OPEN CHANNEL LETTER WALL SIGN. E24 SMALL WALL SCONCE LIGHT FIXTURE (1-4) - TYPICAL. E25 WALL WASHING LIGHT FIXTURE (1-2) ABOVE HORIZONTAL CANOPY - THIS CANOPY. E30 CONTINUOUS LED STRIP LIGHT (1-5) AT CORNICE ON NORTH, SOUTH, EAST AND WEST SIDES. E31 DOWNSPOUT - TYPICAL. E34 SURFACE APPLIED METAL PANEL E36 EXISTING LIGHT TO REMAIN. FLOOR PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F02 PATCH ASPHALT TO MATCH ADJACENT SURFACE. EXTEND PAINT STRIPING TO MATCH ADJACENT. F04 EXISTING SIDEWALK - TYPICAL. FOS 1EXTENT OF NEW SIDWALK. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT AT VACANT SPACES. FINISH GWB TO MATCH EXISTING ADJACENT WALLS AT OCCUPIED TENANT SPACES. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. FOB LIGHT FIXTURE BELOW FLAT CANOPY (LI) - TYPICAL FOR ALL CANOPIES. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT. ANY NEW WALLS IN OCCUPIED SPACES SHOULD BE FINISHED/PAINTED TO MATCH ADJACENT. FII OUTLINE OF ROOF ABOVE - TYPICAL. F14 LANDSCAPING. F17 SHALLOW TRENCH DRAIN, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TRENCH DRAIN. F27 1EXISTING PATIO TO REMAIN. C „ EL. 8'-0" T 0 B (E; EL* 01-00 T.O.F. D I/'EN I F G H UPLIGHTINGABOVE HORIZONTAL CANOPY EL_ EVATIO N 0" E D C B A A 8 C D E FAI NORTH ELEVATION 3/32" = 1'-0" M i FLOOR P PT-2 1 I F27 1 i C I D I E I F I G I H I J HELIX DESIGN GROUP, INC C! 5 rei BUILDING A 8 PARTIAL FLOOR 7 PLAN AND AND EXTERIOR ELEVATIONS f�ODAPF VVED FOR MPLIANCE 1oG�CENTER PLACE 0317 2015RETAIL 8 o'Tulcv�ihFACADE DIVISIONIMPROVEMENT TMM LA, 1 WASH.I NGTON w4 RCC%IVED REVISION DATE CITY OF TUKWILA I ADDENDUM 1 040815 1 3 VE REVISIONS 061215 1 JUL 0 2 2015 I_ PERMIT CENTER 9 L7 a' 1 DATE JOB NO. 06.15.15 a 14-034 K YP AN N-> PERMIT SET I' 6' 20' 10 Al 01 0' 3' 12' NORTH SCALE: 3/32" - 1'-0" DRAWING NO. I K ©HELIX DESIGN GROUP, INC.: AlhightsreservA No part of this document may be reproduced in any form r by nnv mnnns wilhnut nermkdnn in vAnn in HANX rladnn f rni in � A I g I C I D I E I F I G I H I jI K 2 3 El 5 n 7 8 � L 0 wE u� aQ tL m r rn w� V � 0 •L as 9 U Ko LU a 0 � m 9 rn 4 00 E N C= 10 N � -emu o� �a t- °- OW au 7 ELEVATION NOTES NO. NOTE EOI SLIMBRICK VENEER - TYPICAL. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY. E08 STEEL CANOPY SUPPORT ROD. E09 COMPOSITE SIDING PANELS. RETURN TO STOREFRONT OR WALL AS NEEDED. Ell SLOPED FABRIC AWNING. E12 jGFRC PANELS. E15 ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. MODIFY STOREFRONT AS REQUIRED TO ACCOMODATE CHANGES TO BUILDING CONFIGURATION. E17 METAL CAP FLASHING - TYPICAL. E21 LARGE WALL SCONCE LIGHT FIXTURE (1-3) - TYPICAL. E23 OPEN CHANNEL LETTER WALL SIGN. E25 WALL WASHING LIGHT FIXTURE (1-2) ABOVE HORIZONTAL CANOPY - THIS CANOPY. E29 3" THICK EIFS AT WHERE ADJACENT TO GFRC PANELS. E31 DOWNSPOUT - TYPICAL. E32 2' DEEP BRICK REVEAL. E33 SOLDIER COURSE OF BRICK AT BASE. FLOOR PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F02 PATCH ASPHALT TO MATCH ADJACENT SURFACE. EXTEND PAINT STRIPING TO MATCH ADJACENT. F04 EXISTING SIDEWALK - TYPICAL. F05 EXTENT OF NEW SIDWALK. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS EQUIPMENT AND FINISHES WUICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT AT VACANT SPACES. FINISH GWB TO MATCH EXISTING ADJACENT WALLS AT OCCUPIED TENANT SPACES. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. F08 LIGHT FIXTURE BELOW FLAT CANOPY (LI) - TYPICAL FOR ALL CANOPIES. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER. ASTM C 840 AND READY FOR PRIMING AND PAINT. ANY NEW WALLS IN OCCUPIED SPACES SHOULD BE FINISHED/PAINTED TO MATCH ADJACENT. F11 OUTLINE OF ROOF ABOVE - TYPICAL. F13 BENCH (51). SEE DETAIL IOG/GO02. F14 LANDSCAPING. F17 SHALLOW TRENCH DRAIN, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TRENCH DRAIN. F20 IBENC14 (52). SEE DETAIL IOG/GO02. F27 EXISTING PATIO TO REMAIN. A I B I C 13 14 15 16 II 12 EL. 8r-01 ® T.O.B. (E) E® L0 -0 T.O.F. PO EAST ELEVATION 3/321 - I1-01 II 12 13 14 15 16 I I I I I I I I I I I I I t MaVVED FOR ,900E C MPLIANCS P OVER r !JUL 17 2015 City of TukvAla WILDING DIVISION 0 5 0 BUILDING B 7 PARTIAL FLOOR PLAN AND EAST ELEVATION CENTER PLACE 8 RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON RECEIVED REVISION DATE CITY OF TUKWILA I ADDENDUM I 040815 JUL 0 2 2015 3 VE REV1510N5 061215 PERMIT CENTER 9 DATE JOB NO. 06.15.15 a14-034 K YP 'AN NPERMIT SET P 6r 20' 10 Al 02 77/ 01 31 12' NORTH SCALE: 3/32" = 11-00 DRAWING NO. I K ©HELIX DESIGN GROUP, INC.: Alithtsreserved. No part of this document may be reproduced in any form or by any means without permission to MIN tom Hera Desim Group A I B I C K 3 4 0 5 R 7 8 -2 0 wE �t Q� CL I `v 01 W I� frn u 0 •L a 9 U rz N 10 !Y Q 0. dLn 9 4 00 Q'. E to t � LEVATION NOTES NO. NOTE E01 SLIMBRICK VENEER — TYPICAL. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY. E05 EIFS WITH MOSAIC PATTERN. VECTOR FILE PROVIDED BY HELIX DESIGN GROUP. E08 STEEL CANOPY SUPPORT ROD. Ell SLOPED FABRIC AWNING. EIS ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. MODIFY STOREFRONT AS REQUIRED TO ACCOMODATE CHANGES TO BUILDING CONFIGURATION. E17 METAL CAP FLASHING — TYPICAL. E18 2" EIFS REVEAL — TYPICAL FOR ALL UNLESS NOTED OTHERWISE. SEE DETAIL 3A/A700. E21 LARGE WALL SCONCE LIGHT FIXTURE (1-3) — TYPICAL. E22 SLIMBRICK VENEER WHEN WALL 15 OVER EXISTING ROOF. E25 WALL WASHING LIGHT FIXTURE (1-2) ABOVE HORIZONTAL CANOPY — T1415 CANOPY. E28 WRAP COLUMN WITH ALUMINUM FLASHING TO MATCH STOREFRONT. E31 DOWNSPOUT — TYPICAL. E32 2" DEEP BRICK REVEAL. E33 SOLDIER COURSE OF BRICK AT BASE. E34 SURFACE APPLIED METAL PANEL. E35 PAINT EXISTING WOOD SIDING.. FLOOR PLAN NOTES NO. NOTE F04 EXISTING SIDEWALK — TYPICAL. FOS EXTENT OF NEW SIDWALK. F06 EXISTING TENANT WALLS AT FRONT FACADE — TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED — TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C .840 AND READY FOR PRIMING AND PAINT. ANY NEW WALLS IN OCCUPIED 5PACE5 SHOULD BE FINISHED/PAINTED TO MATCH ADJACENT. FII OUTLINE OF ROOF ABOVE - TYPICAL. F13 BENCH (51). SEE DETAIL 10G/G002. FI7 SHALLOW TRENCH DRAIN, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TRENCH DRAIN. E B F I G I H I J ( K 16 17 18 w-M Ell S r z- _ Ell E04 EL- a p" — al_ " T_.O.B. (E) y .: 1�i'� — =L My ®T.6.13. 0(E) n _ MtNM E28 M7' T.O.F. E34 Q3 SOUTH ELEVATION EAST ELEVATION 3/32" = 1'-0" 3/32" = 1'-0" J N C F E II EL T.( EL ® T �' T n 5 NORTH ELEVATION 3/32" = 1'-0" 6 15 16 17 IS I I wl I I BUILDING B CNI �� PARTIAL FLOOR __JL__JL L _J Fll wI I 7 PLAN AND — — — — — — — — 3'-10" T-4" 0 6 I EXTERIOR ELEVATIONS -N,0 1 a° FI7d °°.'a, ,yam,• I, 11 N I 0• REVISION M4- II �o� MPLIANCE CENTER PLACE 3G ..I I A P OVED Alo3 a: ' RETAIL t o JUL 17 2015 FACADE 41 I� IMPROVEMENT - — - -4 - -i C�it "TrulcwlLA, iMUOING DIVI5t4N WASHINGTON REVISION DATE VE REVISIONS 061215 d3WI RECEIVED 5Nil 00 SIM CITY 0F UKWILA A it t `A F09 W6 SIM SIM 2 W2 WI JUL 0 2 2015 9 a : PERMIT CENT ° �_ R At DATE JOB NO. - - F04 I a� I 06.15.15 a14-034 _ ° t ' 8 _ I-_--_�_--_� NPERMIT SET l I Alo3 I F17 K YP AN 14'-2 4 0 II'-6" 3'-5" 28'—q" 63 -- '— " C�IN 6' 20' 10 A103 FLOOR PLAN 3/32" = 1'-0" NORTH � H 0' 3' 12, 5GALE: 3/32" = 1'-0" DRAWING NO. C D I E I F I O I H I I ©HELIX DESIGN GROUP, INC.: All rights reserved. KNo part of this document may be reproduced in any foam or by �2 A M M i� vi J .7_LVI IllnGl U I.Jllr,ULu _ V v vV Privet Honeysuckle 2—Gal, 18-21"ht PLANTING NOTES SCHEDULE AN INSPECTION BY THE CITY FOR THE PLANTING AREAS PRIOR TO PLANTING TO ENSURE SOILS ARE PROPERLY PREPARED. 1.REMOVE SOD AND PLANTS FROM SITE EXCEPT WHERE SHOWN TO REMAIN. PLANTS IN POTS AT THE BUILDINGS TO REMAIN. STUMPS AND ROOTS 1 /2" OR LARGER TO BE REMOVED. 2. SOIL PREPARATION AT STREET —LOOSEN SUBGRADE BY ROTOTILLING TO A DEPTH OF 8". ADD 3" OF ORGANIC MATTER OF STEERCO OR CEDAR GROVE COMPOST AND ROTOTILL TO A DEPTH OF 8" . ADD 3" OF TOPSOIL OF A 2/3 SANDY SOIL AND 1/3 ORGANIC MATERIAL BY VOLUME TO ALL PLANTING AREAS. - pH TO BE 6.0-6.5. FINISH TOPSOIL GRADE IS TO CROWN AT THE CENTER AND BE 6" ABOVE CURBS OR PAVEMENT. 3. SOIL PREPARATION IN PARKING AREAS— FOR TREES PLANTED IN THE PARKING AREA LOOSEN EXISTING SOIL TO A 2' DEPTH ADD COMPOST 1/3 BY VOLUME. MIX WELL. PLANT, THEN REMOVE EXCESS SOIL. 4. PLANTS— ALL PLANTS SHALL BE WASHINGTON NO.1 GRADE WITH SIZES AS SPECIFIED. PLANTS SHALL BE FREE OF INSECTS AND DISEASE. 5. PLANTING— LAYOUT TREES WHERE SHOWN. PLANT AT GRADE GROWN IN NURSERY. LOOSEN EDGES OF ROOTBALLS AND PRUNE AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. REMOVE AT LEAST 2/3 OF BURLAP. ALL STRAPS OR WIRE BASKETS ARE TO BE REMOVED BEFORE PLANTING. BACKFILL WITH PLANTING SOIL MIXED WITH STARTER FERTILIZER 4-2-2 ® 4 LBS/CY AND 20-10-5 SLOW RELEASE FERTILIZER PACKETS AS RECOMMENDED BY THE MANUFACTURER. 3 PER TREE, 2 PER SHRUBS, 1 PER GALLON SIZE. THE TOP OF THE ROOT FLAIR, WHERE THE ROOTS AND THE TRUNK BEGIN, SHOULD BE ABOUT ONE INCH FROM THE SURROUNDING SOIL. HOLD PLANTS PLUMB AND FIRMLY TAMP THE SOIL AROUND THE —1 a I B vu_wi moul u NncuLu— .J U v. Privet Honeysuckle 2—Gal, 18-21" ht %_/V\/111VL1Y 1 L_I\ 1 /%1\1\II/%1 G/%I%? 1 1114V TRANSFORMER olesign AMERICAN INSTITUTE OF ARCHITECTS HELIX DESIGN GROUP, INC )OUGLAS H. TUMA ANDSCAPE ARCHITECT 2321 SW COVE ROAD ASHON, WA 98070 EL.206.463.3897 PLANT SCHEDULE E ( ' r Y 7 LANDSCAPE PLAN ,-ter. ►. R r R r �. Symbol Quantity Scientific Name Common Name Planting Size (D 10 Acer rubrum 'Armstrong' Armstrong Maple 2"—Cal. 16-18'ht,B&B Berberis 'Gold Ring' Gold Ring Barberry 2—Gal, 18-21" ht Q) 25 Cistus v. Victor Reiter Victor Reiter Rockrose 21"-24" ht., cont Cornus kousa 'Milky Way' Milky Way Kousa Dogwood 2"cal 12-14'ht B&B Q10 Cotoneaster dammen Bearberry Cotoneaster 1—Gal, 12-15"spd 0 8 Cotoneaster parneyi Parney Cotoneaster 18-21" HT. CONTAINER { 147 Lonicera pileata Privet Honeysuckle 2—Gal, 18-21"ht 57 Miscanthus Morning Light Morning Light Grass 2—Gal, 18-21" ht 6 Parrotia persica 'Vanessa' Vanessa Parrotia 27cal 12-14'ht B&B 102 Pennisetum oriental Karley Rose Karley Rose Ornamental Grass 1 gal. 12-16' ht • 3 Pyrus calleryana 'Chanticleer' Chanticleer Pear 27CAL14-16'HT B&B Zelkova serrata 'Green Vase' Green Vase Zelkova 1-1/2-2"cal.14-16'ht, B&B ROOTS— WATER WELL. FINISH ALL PLANTING BEDS WITH 3" OF MEDIUM BARK MULCH. LEAVE A 3" MULCH FREE RING AROUND THE BASE OF PLANT TRUNKS AND WOODY STEMS OF SHRUBS. 6. MAINTENANCE AND CLEAN—UP — KEEP AREAS CLEAN AND SAFE FOR THE PUBLIC. MAINTAIN PLANTS UNTIL ACCEPTANCE OF PROJECT. WATER, WEED AND KEEP PLANTS IN A VIGOROUS GROWING CONDITION. 7. GUARANTEE ALL PLANTS TO LIVE AND BE IN A VIGOROUS GROWING CONDITION FOR ONE YEAR. REPLACE IN KIND AND SIZE ALL PLANTS DEAD OR IN DECLINING GROWING CONDITION. I GR VVED FOR C PL1ANC A P OVED r. JUL 17 2015 City ofTulvila ADING DIVISIO ROOTBALL AT THE DEPTH IT WAS GROWN IN NURSERY OF ROOTBALL SHALL BE FLUSH WITH ;H GRADE BARK MULCH —SEE NOTES 3" FROM TRUNK— REDUCE MULCH TO 0 2" OVER ROOTBALL TING SOIL MIX —ADD 1/3 COMPOST TO EXISTING SOIL— MIX THOROUGHLY )VE TOP 2/3 OF BURLAP A ROOTBALL—REMOVE ALL STRAPS WIRES SOIL BELOW ROOTBALL TO PREVENT SETTLING j RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER SET ROOTBALL AT THE DEPTH PLANT WAS GROWN IN NURSERY TOP OF ROOTBALL SHALL BE FLUSH WITH FINISH GRADE S— BARK MULCH —SEE NOTES KEEP 3" FROM TRUNK— REDUCE MULCH TO 1" TO 2" OVER ROOTBALL PLANTING SOIL MIX —ADD 1/3 COMPOST TO THE EXISTING SOIL— MIX THOROUGHLY REMOVE TOP 2/3 OF BURLAP FROM ROOTBALL—REMOVE ALL STRAPS AND WIRES CENTER PLACE RETAIL TUKWILA, WASHINGTON REVISION DATE 1 06.11.2015 2 07.02,2015 9 DATE JOB NO. 07.02,2015 a14-034 I: M1y: 0l DRAWING NO. © HELIX DESIGN GROUP, INC.: A9 qb mselred. No pad of Mdod=Amoybempo Mhagform orbymymeanaxb*pwrJW n ill r� 0 sl E LONt #5 1 LUNt #4 L3P5.079pm IVt Ip nw nvv 20.49gpm 32.85gpm TRANSFORMER 1" VAVLE 1" VAVLE VAVLE IRRIGATION SCHEDULE SYMBOL & DESCRIPTION PSI RAD GPM RAINBIRD 1800 SERIES 6" POP-UP SHRUBS 3" POP -UPS LAWN 30 15F FULL CIRCLE 15' 3.70 ® 15TQ THREE QUARTERS 2.78 e 15H HALF 1.85 0 15T THIRD 1.23 0 15Q QUARTER .93 a van 15VAN VARIABLE ARC NOZZLE v 1OF FULL CIRCLE 10, 1.57 v 10H HALF .79 0 1OQ QUARTER •39 o van 1 OVAN VARIABLE ARC NOZZLE 8F FULL CIRCLE 8' 1.57 e 8H HALF .79 0 8Q QUARTER .39 o van 8VAN VARIABLE ARC NOZZLE ro 5F FULL CIRCLE 5' 0.41 m 5H HALF 0.2 0 5Q-B BUBBLER QUARTER NOZZLE 0.1 ® RAINBIRD PEB ELECTRIC REMOTE CONTROL PLASTIC VALVE 1" o FEBCO 850Y 1-1/2!' BACKFLOW PREVENTOR IN BOX W/ COVER & AIR COMPRESSOR CONNECTIONS TO WINTERIZE SYSTEM EXISTING © CONTROLLER- EXISTING WEATHERMATIC SMARTLINE EXPANDABLE TO 13 STATIONS SCHEDULE 40 PVC PIPE FOR LATERAL LINES MINIMUM SIZE 3/4' 2" SCHEDULE 40 PVC PIPE FOR MAIN LINES 4�Sleev8SLEEVES SCHEDULE 40 4" PVC FOR LATERAL ® METER FOR IRRIGATION SYSTEM 1-1 /2" SIZE EXISTING ley 2" BRASS GATE VALVE NEW RS RAIN BIRD RAIN SENSOR-RSD BEx INSTALL NEAR CONTROLLER 7 QUICK COUPLER VALVE KEY _AND HOSE ATTACHED LOCKING RUBBER COVER QUICK COUPLING VALVE �GAVANIZED NIPPLE ,/TRIPLE SWING JOINT QUICK COUPLER VALVE - NO SCALE PALL VALVES EACH END / TEST COCKS --F 3' DOUBLE CHECK ASSEMBLY VALVE i MAX. ROTECTIVE VALVE BOX GRADE QUICK COUPLER TO WINTERIZE SYSTEM TO IRRIGATION SYSTEM - NO SCALE SOUTHCENTER PARKWAY VALVE MARKER ;S 160 PVC SLEEVE OR ANGLE VALVE SUMP 1 CUBIC FOOT HEADBODY VIPPLE ELLS SWING JOINT POP-UP HEAD DETAIL - NO SCALE CONTROL WIRES- PROVIDE 24' PROTECTIVE VALVE B❑X SET AT GRADE AUT❑MATIC VALVE WITH UNI❑N EACH END OF GRAVEL BELOW ALL VALVES ( �12' CLEAR L GRAVEL SUMP 12' DEPTH DOUBLE CHECK VALVE ASSEMBLEY - AUTOMATIC VALVE DETAIL NO SCALE - NO SCALE 1. THE DESIGN IS BASED ON 30 LBS STATIC WATER PRESSURE AT THE HEAD. 2. ALL EQUIPMENT IS TO BE INSTALLED PER STATE AND LOCAL CODES. 3. THE CONTRACTOR IS TO PAY FOR ALL FEES AND TO OBTAIN ALL REQUIRED PERMITS. 4. DRAWINGS ARE DIAGRAMMATIC IN NATURE. FIELD ADJUSTMENTS MAY BE REQUIRED. IF ANY DISCREPANCIES ARE ENCOUNTERED BETWEEN ACTUAL ON -SITE CONDITIONS AND THE DRAWINGS, CONTACT THE LANDSCAPE ARCHITECT PRIOR TO ANY WORK OR REVISIONS. 5. INSTALL MANUAL DRAINS AT THE LOW POINTS ON THE MAINLINE, EACH ZONE AND AT THE BACKFLOW PREVENTOR. RECORD ALL LOCATIONS. 6. PROVIDE 18" OF SOIL COVER FOR THE MAIN LINES AND 12" FOR THE LATERAL LINES. 7. PROTECT EXISTING UTILITIES FROM DAMAGE. 8. DO NOT SPLICE WIRES OUTSIDE OF THE VALVE BOXES. USE DR] -SPLICE BRAND CONNECTORS INSIDE OF THE BOXES. 9. CONTRACTOR IS TO PROVIDE AND EXACT "AS -BUILT' PLAN. RECORD INSTALLATION LOCATIONS DAILY. 10. SUPPLY AND INSTALL ALL MATERIALS NEEDED FOR THE DESIGNED IRRIGATION SYSTEM TO BE A COMPLETE OPERATING SYSTEM IN ALL DESIGNATED AREAS. 11. ADJUST SPRAY NOZZLES AND HEADS TO SPRAY WITHIN THE PLANTED AREAS. IRRIGATION METER EXISTING GATE VALVE UNION DOUBLE CHECK BACKFLOW DEVICE EXISTING � B TO SYSTEM Of SCHEDULE 40 PVC �11ui MANUAL DRAIN VALVE 11-BUILDING METER QUICK COUPLER POINT OF CONNECTION VEWEED FOR j C MPLI[ANCE AP OVED JUL 17 2015 City of TukvAla WILDING DIVISION HELIX DESIGN GROUP, INC S E OF NGTO ;'rA TE E - A( HI' T .. .................. S TUMA CERTIFICATE No. 195 DOUGLAS H. TUMA LANDSCAPE ARCHITECT 12321 SW COVE ROAD VASHON, WA 98070 TEL.206.463.3897 IRRIGATION PLAIN RECEIVED CENTER PLACE CITY OF TUKWILA RETAIL JUL 0 2 2015 PERMIT CENTER TUKWILA, WASHINGTON REVISION DATE IRRIGATION SYSTEM NOTES: 1 06.11,2015 THE AUTOMATIC IRRIGATION SYSTEM SHALL BE UPGRADED AS FOLLOWS; 2 07,02,2015 1. RETAIN IRRIGATION METER. REPLACE BACKFLOW DEVICE WITH NEW 1-1 2" FEBCO 850Y. 2. EXPAN EXISTING CONTROLLER AS REQUIRED. 3. REPLACE REMOTE CONTROL VALVES AS SHOWN. 3. REPLACE HEADS, FLEX RISERS ALL PIPING REQUIRED. 4. REPAIR ANY PART OF THE SYSTEM DAMAGED BY CONSTRUCTION DATE JOB NO. 5. IRRIGATON SLEEVES ARE SHOWN AND SHALL BE RETAINED 07.02.2015 a14-034 6. ADD MOISTURE SENSOR TO PREVENT WATERING DURING RAINS 7. SLEEVE LOCATIONS ARE TAKEN FROM ORIGINAL IRRIGATION BID SET DRAWING DATED; 02.08.1982 DRAWING NO. © HELIX DESIGN GROUP, INC.: Mgtmsarved. Nopadef thisdommentmay bereproducedInmryform orbyany mean mbMpwftm MAK1 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2012 EDITION). 2.DESIGN LOADING CRITERIA: RETAIL FLOOR LIVE LOAD (STORES - RETAIL FIRST FLOOR) . . . . . . . . . 100 PSF FLOOR CONCENTRATED LOAD (STORES) . . . . . . . . . . . . . . . 1000 LBS ROOF ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF DEFELCTION CRITERIA LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/360 TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/240 ENVIRONMENTAL LOADS SNOW . . . . . . . . . . . Ce=1.0, Is=1.0, Ct=1. 1, Pg=25 PSF, Pf=20 PSF WIND . . . . . . . GCp i =0. 18, 110 MPH, RISK CATEGORY II, EXPOSURE "B" EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 20 KIPS SITE CLASS=D, Ss=145, Sds=97, S1=54, SD1=54, Cs=O. 167 SDC D, Ie=1.0, R=6.5 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4.PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6.CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. & DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. GLUED LAMINATED MEMBERS REINFORCING STEEL STRUCTURAL STEEL DEISGN BUILD ELEMENTS APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 10. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 11. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED SYSTEM SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS QUALITY ASSURANCE 12. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 EPDXY GROUTED INSTALLATIONS PER MANUFACTURER CONCRETE CONSTRUCTION PER TABLE 1705-3 CAST -IN -PLACE DEEP FOUNDATIONS PER TABLE 1705-8 PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIREING INSPECTION AT ALL TIMES THAT WORK IS PERFORMRED. GEOTECHNICAL 13. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE PASSIVE EARTH PRESSURE (F. S. OF 1.5 INCLUDED) . . . . . . 300 PCF MICROPILE CAPACITY (COMPRESSION/TENSION) . . . . . . . . . . . . . 50 kips SOILS REPORT REFERENCE: GeoEngineers Report Number 21700-001-00, 12/23/14 14. MICROPILING INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED DURING PLACEMENT. MAXIMUM AUGERCAST PILE ECCENTRICITY SHALL BE 3" LATERALLY. PILE LENGTH INDICATED ON DRAWINGS IS ESTIMATED. ACTUAL LENGTH SHALL BE DETERMINED IN FIELD BY SOILS ENGINEER. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILES. RENOVATION 15. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. 16. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION STRENGTH TEST MAX MAX AIR F' C AGE AGG W/C CONT. ( PSI) ( DAYS) (INCH) RATIO SLABS ON GRADE 3000 28 1 .45 5 FOOTINGS 4000 28 1 .50 -- AUGERCAST PILING 4000 28 (10 SACK MIX 940 LBS CEMENT) MIX DESIGN NOTES: A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B.W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C.CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2. 2.8. B. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2. 2. 1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4.2. 2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE EEMODERATE EXPOSUREJ. VERTICAL EXTERIOR SURFACES REQUIRE EE'MODERATE EXPOSURE(i. TOLERANCE IS +/- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO ACI 301 SEC 4.2. 2.2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLOR I DE CONTENT SHALL CONFORM TO AC I 301 SEC 4.2. 2.6 AND TABLE 4.2. 2.6 FOR BOTHER REINFORCED CONCRETE CONSTRUCTION. 18. A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, f y = 60,000 PSI. 20. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-11. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-11, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 21. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3„ FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . 1-1/2" SLABS AND WALLS (INT. FACE). . . .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 22. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE. SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 23. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). ANCHORAGE 24. EXPANSION BOLTS INTO CONCRETE SHALL BE FE?..STRONG-BOLT 2� WEDGE ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-1771, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 25. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2508. MINIMUM BASE MATERIAL TEMPERATURE IS 50 DEGREES, F. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. MASONRY 26. MASONRY VENEER, 5" MAXIMUM THICKNESS, SHALL BE ANCHORED TO MASONRY BACKING WALLS PER SECTION 1405.6 OF THE INTERNATIONAL BUILDING CODE WITH 7/8" x 22 GAUGE CORRUGATED CORROSION RESISTANT SHEET METAL OR NO. 9 GAGE WIRE ANCHORS MINIMUM. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 32" O.C. HORIZONTALLY AND 18" O.C. VERTICALLY. ATTACHMENTS SHALL BE WITH CORROSION RESISTANT FASTENERS AND CONNECT TO FRAMING MEMBERS OR CONCRETE OR MASONRY BACKING. TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A NO. 9 GAGE REINFORCEMENT WIRE. JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. STEEL 27. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A.AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B.APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS. 1. AS NOTED IN THE CONTRACT DOCUMENTS. 2. BY THE DELETION OF PARAGRAPH 4.4. 1. 3.REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 28. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy A.WIDE FLANGE SHAPES A992 50 KSI B.OTHER SHAPES, PLATES, AND RODS A36 36 KSI C.OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS A53 (E OR S, GR. B) 35 KSI E. STRUCTURAL TUBING A500 (GR. B) OR ASTM A1085 (SQUARE OR RECTANGULAR) 46 KSI 42 KSI F.CONNECTION BOLTS A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 29. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 30. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 31. SHOP PRIME ALL STEEL EXCEPT: A. STEEL ENCASED IN CONCRETE. B. SURFACES TO BE WELDED. C. CONTACT, SURFACES AT HIGH -STRENGTH BOLTS. D.MEMBERS TO BE GALVANIZED. E.MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. F.SURFACES TO RECEIVE SPRAYED FIREPROOFING. G.SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 32. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 33. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 34. ALL WELDING SHALL BE IN CONFORMANCE WITH A. 1. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.0. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 35. METAL FLOOR AND ROOF DECKING SHALL CONFORM TO SECTION 2210.1 OF THE INTERNATIONAL BUILDING CODE. PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC-ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE TEMPORARY SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. WOOD 36. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W. C. L. B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR NO. 2 AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS: (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS: (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS-FIR-LARCH OR HEM -FIR NO. 2 37. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN A. I.T.C. OR APA-EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A. I.T.C. OR APA-EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 38. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE -CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1" BY THE TRUSS PLATE CORRE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: LTfl TOP CHORD LIVE LOAD 25 PSF TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 5 PSF TOTAL LOAD 40 PSF WIND UPLIFT (TOP CHORD) 5 PSF BOTTOM CHORD LIVE LOAD 10 PSF REVISIU11 INO I (BOTTOM CHORD LIVE LOAD DOES NOT ACT a -- CONCURRENTLY WITH THE ROOF LIVE LOAD) WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 39. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. RECE;VED CITY OF TUKWILA FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. JUL 0 2 2015 WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. PERMIT CENTER PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. I EV -VVED FCR (ICE C MPLIAN( REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. OV® 40. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED JUL 17 2015 WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. City offulwilo 41. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE IWILDIN0 DIVISIC CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B. - SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com Iffiemmm DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: L� Addendum #01 Apr. 09, 2015 VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA MONEM ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions offloffim SHEET TITLE: General Structural Notes NEEM SCALE: 3/4�� = 1'-o" U.N.O. DATE: 06/12/15 � PROJECT N0: a 1879-2014-04 LL 42. WOOD TREATED FOR FIRE RESISTANCE SHALL MEET THE REQUIREMENTS OF ASTM E 84 OR UL 723 AND HAVE A LISTED FLAME SPREAD INDEX OF 25 OR LESS. FIRE RETARDANT TREATED LUMBER AND WOOD STRUCTURAL PANELS SHALL BE LABELED IN ACCORDANCE WITH IBC 2303.2.4. WOOD TREATED FOR FIRE PROTECTION FOR USE IN INTERIOR ABOVE GROUND CONSTRUCTION AND CONTINUOUSLY PROTECTED FROM WEATHER AND OTHER SOURCES OF MOISTURE SHALL BE TREATED TO AWPA UCFA. WOOD TREATED FOR FIRE PROTECTION FOR USE IN EXTERIOR ABOVE GROUND CONSTRUCTION AND SUBJECT TO WETTING OR OTHER SOURCES OF MOISTURE SHALL BE TREATED TO AWPA UCFB. 43. FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE CORROSION RESISTNACE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE NOTED. WOOD TREATMENT CONDITION PROTECTION HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED CONTAINS AMMONIA CARRIERINTERIOR DRY G185 OR A185 HOT DIPPED OR CONTINUOUS HOT—GALVAIZED PER ASTM A653 CONTAINS AMMONIA CARRIERINTERIOR WET TYPE 304 OR 316 STAINLESS CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS AZCA ANY TYPE 304 OR 316 STAINLESS INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%. WOOD MOISTURE CONTENT IN OTHER CONDITONS (INTERIOR WET, EXTERIOR WET, AND EXTERIOR DRY) IS EXPETCTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS RECOMMENDATIONS FOR PROTECTION OF METAL. 44. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG —TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2013. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC—ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS" SERIES JOIST HANGERS. ALL DOUBLE —JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE—HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS CONNECTED. 45. WOOD FASTENERS A.NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6d 2" 0. 113" 8d 2-1/2" 0. 131" 10d 3" 0. 148" 12d 3-1 /4" 0. 148" 16d BOX 3-1/2" 0. 135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS — PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2005 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 46, NOTCHES AND HOLES IN WOOD FRAMING: A.NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE—FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE —SIXTH THE DPETH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE—THIRD THE DEPTH OF THE JOIST. B.IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. C.NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 47. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AF&PA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.9.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B.WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID —HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" 0. C. AND LAP MINIMUM 4' —0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" 0. C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON —CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON —CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT—UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" ON —CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X 1-1/4" TYPE S OR W SCREWS @ 8" ON —CENTER. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON —CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN —SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON —CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C.FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON —CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON —CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON —CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON —CENTER UNLESS OTHERWISE NOTED. RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER FOR ,IANCE JUL 17 2015 city of Tuwla BUILDING DIVISION SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: zh Addendum #01 Apr. 09, 2015 VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions omm SHEET TITLE: General Structural Notes SCALE: 3/4" = 1�-O° U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: A SHEETS: Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705.2 and as noted herein CAST -IN -PLACE DEEP FOUNDATION ELEMENTS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE X IBC 1704.9 AND ACCURATE RECORDS FOR EACH ELEMENT j VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (if applicable), LENGTHS, EMBEDMENT INTO BEDROCK (if applicable) AND X ADEQUATE END -BEARING STRATA CAPACITY. RECORD CONCRETE OR GROUT VOLUMES SEE CONCRETE CONSTRUCTION INSPECTION REQUIREMENTS FOR CONCRETE ELEMENTS WOOD FRAMING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES NAILING, BOLTING, AND ANCHORAGE OF COMPONENTS THAT ARE PART OF DRAG STRUTS, BRACES, AND HOLDOWNS THAT X IBC 1707.3 ARE PART OF THE SEISMIC RESISTING SYSTEM CONCRETE VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED STD. * IBC REFERENCE INSPECTION OF REINFORCING STEEL INCLUDING X ACI 318: 3.5, 7.1-7.7 1913.4 PRESTRESSING TENDONS, AND PLACEMENT INSPECTION OF ANCHORS INSTALLED IN HARDENED ACI 318: CONCRETE X 3.8.6, 8.1.3, 21.2.8 1912.1 VERIFYING USE OF REQUIRED DESIGN MIX X ACI 318: Ch. 4, 5.2-5.4 1904.2.2, 1913.2, 1913.3 I AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE ASTM C 172 SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND X ASTM C 31 1913.10 AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE ACI 3118:8: 5.6, 5.8 FOR SI: 1" = 25.4 mm * WHERE APPLICABLE, SEE ALSO IBC SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE NOTES VERIFICATION AND INSPECTION TASK 1. MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, NUTS, AND WASHERS: STEEL CONTINUOUS I PERIODIC I REFERENCED STD. * IBC REFERENCE a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM AISC 360, SECTION A3.3 STANDARDS SPECIFIED IN THE APPROVED X AND APPLICABLE ASTM CONSTRUCTION DOCUMENTS I MATERIAL STANDARDS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG -TIGHT JOINTS X AISC 360, SECTION M2.5 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD FORMED STEEL DECK: a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360 X AISC 360, SECTION M5.5 b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO APPLICABLE ASTM CONFORM TO ASTM STANDARDS SPECIFIED IN THE X MATERIAL STANDARDS APPROVED CONSTRUCTION DOCUMENTS c. MANUFACTURER'S CERTIFIED TEST REPORTS X 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: 1704.3.3 a. IDENTIFICATION MARKINGS TO CONFORM TO AWS AISC 360, SECTION A3.5 SPECIFICATIONS IN THE APPROVED CONSTRUCTION X AND APPLICABLE AWS DOCUMENTS A5 DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE i REQUIRED X 5. INSPECTION OF WELDING: a. STRUCTURAL STEEL AND COLD -FORMED STEEL DECK 5) SINGLE PASS FILLET WELDS < 5/16" X 6) FLOOR AND ROOF DECK WELDS X AWS D1.3 FOR SI: 1" = 25.4 mm * WHERE APPLICABLE, SEE ALSO IBC SECTION 1701.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE • TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEN ON A DAILY BASIS WHENEVER WORK • GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: STRUCTURAL ENGINEER. > ACKNOWLEDGEMENT OF AWARENESS OF REQUIREMENTS OF QUALITY ASSURANCE PLAN • STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1709. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: > ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL > PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES > PROCEEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTORS ORGANIZATION AND THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION > REVIEW OF TESTING AND INSPECTION REPORTS > IDENTIFICATION OF PERSONS EXERCISING SUCH CONTROL AND THEIR POSITIONS IN THE ORGANIZATION > REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. FOZE WED FOR MPLIANCE OVBD JUL 17 2015 " . city of TukvAla BUILDING DIVISION CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER n ii 7 Cr a r U R co SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: Addendum #01 Apr. 09, 2015 VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions SHEET TITLE: Special Inspection Requirements IMEMM SCALE: 3/4" = 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: Plan Notes 1. DO NOT SCALE DRAWINGS. REFER ARCHTIECTURAL DRAWINGS FOR ALL DIMENSIONS. EXISTING CONDITIONS SHOWN ON PLAN SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. 2. SLAB ON GRADE ELEVATONS VARY PER THE ARCHITECTURAL DRAWINGS. SLABS ON GRADE SHALL BE 5" MINIMUM THICKNESS. REINFORCE WITH #4's AT 12"bc EACH WAY, CENTERED IN SLAB. PROVIDE VAPOR BARRIER PER ARCHITECTURAL DRAWINGS BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE DRAINING GRANULAR FILL PER SOILS REPORT. 3. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend (E) FRAMING (E) CONC. WALL I Wi CONCRETE WALL 0 (E) 10" CONC. STEM WALL TO MATCH HORIZ. 4C14/S3. (E) PILE CAP 01 REINF. EMBED INTO 3.01 4C 3/53.01 (E) CONC. 4" W/ EPDXY GROUT (typ 3 T'��',�HE�LICAL ANCHOR 11:2111 J/zi (E) GLB 63/4x191/2 e (E) GLB 63/4x24 Lly�"_ -NO' REvISION 101 Key Plan Building A Foundation Plan Scale: 1/8" = 1'-0" RE WED FOR - CODE C%IMPLIANCE APP OVED JUL 17 2015 City of TukvA[a BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER I 2_1 cr S! Cr SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com MINEM DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: zh Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA Offim"M ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 IMMMM ISSUE: Revisions SHEET TITLE: Building A Foundation Plan MOM SCALE: 1/8 1-o " U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: I 01 4/S3.01 Col, ./S3.01 DM3r— IC PER 12/S4.04 (typ. @ Stl. col.) m s r � � JUL 17 2015 0� City of Tukwila BUILDING DIVISION Plan Notes Legend Building A Foundation Plan 1. DO NOT SCALE DRAWINGS. REFER ARCHTIECTURAL DRAWINGS FOR ALL (E) FRAMING Scale: 1/8" DIMENSIONS. EXISTING CONDITIONS SHOWN ON PLAN SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. (E) CONC. WALL 2. SLAB ON GRADE ELEVATONS VARY PER THE ARCHITECTURAL DRAWINGS. SLABS ON GRADE SHALL BE 5" MINIMUM THICKNESS. REINFORCE WITH #4's AT 12"oc EACH WAY, CENTERED IN SLAB. PROVIDE VAPOR BARRIER PER --- CONCRETE WALL ARCHITECTURAL DRAWINGS BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE DRAINING GRANULAR FILL PER SOILS REPORT. COLUMN ABOVE 3. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. A, RE EIVED 59 HELICAL ANCHOR (Putt = 15.7" capacity) CITY OF TUKWILA JUL 0 2 2015 Key Plan PERMIT CENTER ra y3z �Wk�f �y's.,.. c"r. a SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: Z� Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions INNNOM SHEET TITLE: Building A Foundation Plan MOMMMM SCALE: 1/8" _ 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: 5&8 Plan Ni 1. DO NOT � DIMENSIC VERIFIED 2. SLAB ON SLABS Ole #4's AT 1 BARRIER SPACES. 3. REFER GE 12 13 14 15 16 17 18 0 0 0 O O I I � i I i 1 i i I I 1 I i 1 Key Plan, ! i _o i -o JUL 17 2015 RECE.VED CITY OF TUKWILA City oiTulwila JUL 0 2 2015 (LDING DIVISION I PERMIT CENTER Buiding B Foundation Plan Scale: 1/8" = 1'-0" Q N Q SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: AAddendum #01 Apr. 09, 2015 VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253)922-9037 FX (253)922-6499 rommm ISSUE: Revisions EMEM SHEET TITLE: Building B Foudation Plan SCALE: U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: Plan Notes 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER Y" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D ® 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend SPAN DIRECTION < SPAN EXTENTS CMU WALLS BELOW ------------ ; ----------- STRUCTURAL WALLS ABOVE i I I 3 t t i I I I � 4 it I i i i I 3 3 4 { t I I I i f nG I I I I �J I o s�o c1 S HUCQ TO STUDS I m vQS S§ MC1Ox8 4 MC1Ox8.4 .. GLB 6' /4x18' HDR. GLB` 6 /4x18 HDR: SW3 I I I I SW3 I I I I SW3 { 10/S4.01 I 10/S4.01 { MC10x8.4 I I I I I I MC10x8.4 MC10x8.4 MC1Ox8.4 3/4" 0 TIE MC1 Ox8.4 3/4" 0 TIE ROD, (typ.) HSS3x2x3/16 L5x3xl/4 (LLV) HSS3x2x3/16 ROD, (typ.) IC 3/S4.01 4C 7/S4.01 typ. 4C 3/S4.01 4C 7/S4.01 C U HSS10x60/4 B/S4.04 6 MC10x8.4 A 4k Building A Canopy Framing Plan Scale: 1/8" — 1'-0" EVIEWED FOR XCpMpl.IANCE APPROVED JUL 17 2015 City of TukvAla fLo1NG DIVISION RECE-'VED CITY of TUKWILA JUL 0 2 2015 PERMIT CENTER W r, SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR VERSIONS REVISIONS: Addendum #01 Apr. 09, 2015 A� VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA MENEM ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 '= Revisions SHEET TITLE: Building A Canopy Framing Plan MORMONS SCALE: 1/8" _ 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: _L5x3xl/4 (LLV) t v V II III MC1 Ox8.4 3 4"M TIE i I 3/4"m TIE MC1Ox8.4 3 M M / HSS3 2 �s � MC10 8 4 1 ROD, (typ.) HSS3x2x3/16 4/S4.01 6/S4.01 I � I ROD, (Ityp.) l 3 xx/ N x. N HSS3x2x3/16 5/S4.01 2/S4.01 SW3 L5x3x�j4 _(LLV) Sl MC1 Ox8.4 _._ .__ MC1Ox8.4.__ _ MC1Ox8.4� 11 /S4.03 I Plan Notes Legend Building A Canopy Framing Plan 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION Scale: 1/8" = 1'-0" 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER %" CDX PLYWOOD, FACE SPAN DIRECTION GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. SPAN EXTENTS 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE CMU WALLS BELOW SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. ------------- STRUCTURAL WALLS ABOVE 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. Key Plan 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Y { REWED FOR CODE CMPIIANCE AhP OVER JUL 17 2015 City ofTuk*ila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 2 2015 MIT CENTER S a R SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: AAddendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 EMMEM ISSUE: Revisions SHEET TITLE: Building A Canopy Framing Plan SCALE: 1/8" = 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: r� 0 C 18 s 6x8 HDR. 5 5� . 5 MC1 Ox8.4 HSS10x5x�/4 W HUC68 - _ ._ .. _.. �_. .. : .�,_ _ _ ; _ ., _ ,,... _ - MC10x8.4. .... _ __ ...... _ EA. END I w. I L5x3xt/4(LLV L5x3xt/4(LLV) I L5x3xt/4(LLV) l L5x3x1/4 LLV) I 15x3x14� L I L5x3x14 LLV ► _ j ( I /( ) /( S4.01 9/S4.01 I I 3 8 I / MC1 Ox8.4 I MC10x8.4 MC1 Ox8.4 MC10x8.4 i MC1Ox8.4 MC10x8.4 MC1 Ox8.4 ' C1Ox8.4 MC10x8.4 MC10x8.4 5/S4.01 4C 2/S4.01 3/4" 0 TIE 3 /4' 0 TIE HSS3x2x /16 4/S4.01 HSS3x2x3/16 2/S4.01 _ 3 HSS3x2x3/16 ROD, (typ.) ROD, (tYP) 11 S4.01 /4 TIE 6/S4.01 4CI / ' 5/S4.01 L5x3xt/4(LLV) ROD, (typ•) 1 (E) COL. I' I HSS3x20/16_ - _._ L5x3xt/4(LLV) Plan Notes Legend l 2/S4.01 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION dr SPAN DIRECTION °� o0 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER W'CDX PLYWOOD, FACE o 0 GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND , l: OVER SHEARWALLS, 12' O.C. FIELD. �> SPAN EXTENTS HSS3x2x3/16 1 L5x3x /4(LLV) 3. ALL HEADERS SHALL BE 2 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE O CMU WALLS BELOW I SUBSTITUTED WITH 08 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. ------------ 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. ----------- STRUCTURAL WALLS ABOVE MC10x8.4 11 /S4.01 i 5. SW INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL - 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 11 /S4.01 L5x3xt/4(LLV) I 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. ��}��) / ! {a D FOR(/.�-,{M�. i 00 co 00 l ! V�Ws M {Y.IYM 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. o o (APPOVEQ 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. L5x3xt/4(LLV) �+� JUL 17 2015 2/S4.01 h\ h\ v 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 11 /S4.01 1 ) HSS3x2x3/16 L5x3x/4(LLV) i h v L5x3xt/4(LLV typ• 11 /S4.01 Q5� OQG� �O�O City Of TukvAla MC10x8.4 iLoM VISION � f MC10x8.4 SW3 t C MC10x8.4 MC10x8*4 MC1 Ox8.4 _ MC1 Ox8.4 z, _ , /MC1 Ox8.4 a Key Plan ROD, t HSS3x2x3/16 I 2/S4.01 3 i (�) RECEIVED 5/S4.01 E CITY OF TUKWILA i , I JUL 0 2 2015 i PERMIT CENTER n ti n SWENSON SAY FAGft A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR OMMMM REVISIONS: zh Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions EMMMM SHEET TITLE: Building B Canopy Framing Plan SCALE: 1/8" _ 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: u Plan Notes 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D ® 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. 3. ALL HEADERS SHALL BE (2) 2X8 S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE SUBSTITUTED WITH 08 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. ; 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. g d 1 v X w Legend SPAN DIRECTION < SPAN EXTENTS CMU WALLS BELOW ------------ STRUCTURAL WALLS ABOVE IN M (E) GLB 5�/8x24 I ( I (E) GLB 51/8x24 ` I I I > > I I' I > > o (E) GLB 5 /8x19 /2 (E) GLB 5 /8x19 /2 o- 3 1 � i i i O O O O O O O O O O O O O:� O O,'; -O -O. -O t j ! i i (E) GLB 51/8x221/2 M GLB 51/8x251/2 M 2x12 JOIST'S RIP TO SLOPE PER ARCH. X4CI3.... --8 S4.04 ` (E) WALLS SHALL BE 2x6 /S4.04 i ® 12"oc (or LSL 1 1/2X51/2 1 @ contr. option) } - - -4 i NEW STUD WALLS® TOWER SHALL BE LSL 11/201/4 STUDS ® 16"oc Key Plan REVIEWED FOR :'. 0DE C MPLIANCE APPROVED JUL 17 2015 City of Tukwila LMIRLDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER n r z N C F� SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: Addendum #01 Apr. 09, 2015 VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Revisions SHEET TITLE: Building A Roof Plan WEEM SCALE: 1/8" = 1'-o" U.N.O. DATE: 06/12/15 PROJECT • 04 SHEET NO: S2o2l NO: OF SHEETS: O -0 0 1 Plan Notes Legend Building A Roof Plan 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION SPAN DIRECTION Scale: 1/8" = 1'-0" 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER %" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. > SPAN EXTENTSREVISION'NOO.' .. 1 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE CMU WALLS BELOW SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. ------------ ; 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. ----------- STRUCTURAL WALLS ABOVE 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE.SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST SINUNGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Key Plan RED/ EVVEED FOR CODE C %IMPLIANCE APoD JUL 17 2015 City oTuk0a fLDING DIVISION gyp; .... _,.....-u � A e ¢ 4 x re RECEIVED CITY OF TUKWILA JUL 0 2 20Z PERMIT CENTER f SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: zh Addendum #01 Apr. 09, 2015 Zi� VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Revisions. SHEET TITLE: Building A Roof Plan SCALE: 1/8" = 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 11/54.02 O "D O GLB 51/8x221/2I GLB 51/8x221/2 GLB 51/8x221/2 IN O O O 7D • O O O O w 12/S4.03 (E) ._GLB 51/8x221/2 8/S4.02 NEW STUD WALLS NOT ATTACHED DIRECTLY TO (E) WALLS SHALL BE 26 ® 12"oc (or LSL11/2x5l/2 i contractor option) GLB 51/8x18 GLB 51/8x221/2 l ,0 0 O O O O O O i` O O o o O o �(E) GLB 51/8x18 (E) GLB 51/8x221/2 8/S4.02 M .—. Plan Notes Legend X 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION 3 CD m, X SPAN DIRECTION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER %" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D ® 6" O.C. EDGES AND <> SPAN EXTENTS OVER SHEARWALLS' 12" O.C. FIELD. NEW STUD WALLS 10/S4.02 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE CMU WALLS BELOW ®TOWER SHALL BE LSL 1 /2x7 /4 STUDS SIM. SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. ------------ ® 16 oc I - ------------ 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE.STRUCTURAL WALLS ABOVE 11 S4.02 / N; 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 7/S4.02 Cc:f 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. ! Z N X _ ; 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. C-D LLJ !� N C� (2)CS16 O o 6x8 GLB 51/8 GLB 51/8 ATTACH HDR. ! 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. I HU EA. END TO COL. 5/S4.02 PER 6/S4.04 �� ..".......................... . (tYP') i I (E) GLB 51/8 21 a SW3 GLB 63/4x12 HDR. 7/S4.02 '�- 10/S4.02 SIM. Key Plan t I i w - -O GLB 51/8x15 `. 9/S4.0'2 O REVIbION .01 RECEIVED e, CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER FAF9 rr,�, SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: zh Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions SHEET TITLE: Building B Roof Plan SCALE: 1/8" _ 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 (E) CONC. Tr" %1#AI I #4's @ 12"c AROUND PENIMLILK Pier Reinforcement Plan #4 x 2'—^" nouf I (A 1 S2"— EMBED W/ EP( SLAB 0 PER PL HAIRPIN @ 12"oc RIZ. EMBED INTO CONC. 4" W/ )XY GROUT I,I,U-ROPILE, WHERE OCCURS PER PLAN NG I WALL w7 NEW EXTERN WALL PER PI 2x P.T. SILL 5/8" o A.B.'s (embed 7") XTERIOR WALL TOP (1)EA. OF A.B. )GE DIST. LR. FRAMING ® PERIMETER DRBEL CONC. WALL CAP E OCCURS 0 NEW EXTERI( WALL PER PI 2x P.T. SILL 5/8" o A.B.'s (embed 7") XTERIOR WALL TOP (1)EA. OF A.B. )GE DIST. LR. FRAMING ® PERIMETER DRBEL 0" CONC. WALL ONC. PILE CAP NEW EXTERI( WALL PER PI 2x P.T. SILL 5/8" 0 A.B.'s (embed 7") PAVEMENT B' (2)#4 CONT. PAVEMENT BY 01 N U #5's ® 12"oc EA. WAY BOT. a9x. 1 � d II II II �� II 7 I I I I I I I I 1 I 1 io I i� �t5 � �OS�' ii II II 11 ti VVED F09 (30DE C . PLIANCE AP OVEO JUL 17 2015 City Of iuiia MOLDING DIVISION XTERIOR WALL 'LR. FRAMING AIRPINS @ 18"oc D INTO (E) CONC. / EPDXY GROUT 0" CONC. STEM WALL 2'-0" "" '— 12"0c DE PtP NEW EXTERIOR WALLS PER PLAN 2x P.T. SILL R W/ 5/8" 0 A.B. ® 48"oc (embed 7") as e JUL 2015 HELICAL HOR a PIMMAN CENTER Q Q 3 t12° SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com MENEM DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 MOMMEM ISSUE: Revisions SHEET TITLE: Concrete Details SCALE: 3/4" _ �'-o" U.N.O. DATE: 06/12/15 PROJECT NO: 1879-2014-04 3/4"0 1 PER PI #21/2 ( EA. EN TIE—R( E 1/4" STL. COL. PER PLAN FOR CALLOUTS IN COMMON REFER 8/54.01 5 PROVIDE 2x NAILER W/ 5/8"0 W.T.S. @ 32"0c STL. BEAM PER PLAN CONN. PER 4/S4.01 CHANNEL PER PLAN STL. DECKT"'^ nrn PLAN W/ EA. FLUTE L 2x2x3/16 STL. ANGLE PER PLAN CHANNEL PER PLAN STL. DECKING PER PLAN W/ #8 SCREW EA. FLUTE ® EA. SUPPORT L 2x2x3/1 s SHEARWALL PER PLAN ci T mini r STL. DECKING PER PLAN W/ #8 SCREW EA. FLUTE ® EA. SUPPORT L 2x2x3/16 /E 1/4x6"xCHANNEL DEPTH V 8'—O"oc W/ (4) 3/4"0 BOLTS ® Yoc (2) EA. SIDE OF E 3/16 3/16 CHANNEL � \ 3/16 2-12 \ CHANNEL � \ 3/16 V 2-12 � \ � BEAM PER PLAN CHANNEL � \ 3/16 �2-12 PERPLANHSS PER PLAN � PER PLAN PER PLAN HSS PER PLAN STL. COL. PER PLAN CONN. PER 12/S4.01 Elevation HSS PER PLAN �7 'OST PER PLAN Q5 CLIP EA. SIDE OF POST TOP & BOT. )R CALLOUTS IN COMMON REFER 4/S4.01 6 WT7x13 KERF E W/ (5)3/4"0 THRU—BOLTS 3"oc BEAM PER PLAN CHANNEL PER PLAN CHANNEL PER PLAN 10 3/4" 0 TIE PER PLM #21/2 CLE EA. END TIE —ROD KERF E 1/ m 1/," m / /n%3i,/11 T PER PLAN CLIP EA. E OF POST & BOT. FLANGE OF CHANNELS NOT SHOWN FOR CLARITY CHANNEL PER PLAN TACK WELD NUT TO E FOR INSTALLATION E 3/8"x6" W/ BENT KERF P (4)3/4"0 BOLTS 3/16 3/8" x W/ (2)3/4"0 BOLTS @ 3"oc 3/16 3/16 KERF E 3/8" STL. COL. PER PLAN 3/16 2 1/411 W/ (2)3/4"0 BI TOP FLANGE NOT SHOWN FOR CLARIT E1/411 x 311 CHANNEL PE HSS STRONGBACK PER PLAN 3/16 typ. 3" Max. 11" 2 Ir !0..., �; wale 3/16 STL. BEAM PER PLAN E 1/4"x2"xCHANNEL DEPTH @ 8'-0"oc CHANNEL PER PLAN ANGLE PER PLAN POST PER PLAN DEPTH @ 8'-0"oc REVIEWED FOR ODE C IMPLI ONCE AP OVED JUL 17 2015 City ofTukWIa IbUfLDING DIVISION CHANNEL PER PLAN SHEAR TAB �L1/4"x6"�W/ (2)3/4"r�"hs%:`� c pk&c CITY OF TUKWILA JUL 0 2 2015 PERMIT CENTER Li [3 I rAd 9 rr SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com ussam DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: Z& Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Revisions SHEET TITLE: Structural Framing Details SCALE: 3/4" _ 1'-o" U.N.O. DATE: 06/12/15 PROJECT N0: 1879-2014-04 2x BLKG. B TRUSSES CORNICE - PER ARCH. SHEARWALL PER PLAN PARAPET WAL SHEATHE & N 2x8 BLKG. ® 24" NEW EXTERIOR % 2x8 JOIST @ 16" CS16 ® EA. JOIS EQUAL NUMBER C NAILS ABOVE AN JOIST BELOW BEAM PER PLAN L.AU LLUVLI\ TV/ `V/JrU SCREWS ® 16"0c A35 CLIP ® 24"oc H1 EA. TRUSS Tnn m nrn nLAN IMING VG TES PREMANUF. �Ilrrrr PER PLAN 8d ® 6" oc 2x BLKG. B TRUSSES SHEARWALL PER PLAN (E) SF (E) JC _ _ _ BEAM PER r Lniv 2x8 BLKG. ® 24' NEW EXTERIOR H M-0 IT192tiffial , HANGER PER GEC 2x8 JOIST ® 16" 2x8 LEDGER W/ 9 SCREWS ® 16"oc A35 CLIP @ 24"oc H1 EA. TRUSS --AM 0 'ARAPET WALL PER )LAN, SHEATHE & BAIL PER SW1 IOLDDOWN PER PLAN ;E) ROOF FRAMING I in r A In, A n ly _ Sim.) �"oc -RING I PARAPET WALLTOM - PER PLAN BEYOND I ECCOQ CAP 6x10 BLOCK HSS COL. PE 2x8 BLKG. ® 24"oc NEW EXTERIOR WALL NOTE: LSL STUDS M BE USED IN LIEU 0 r� d b � Kl CS16 x 8'-0" STRAP (E) ROOF FRAMING (E) PURLIN (E) EXTERIOR WALL 1In rA An$$ PREMANUF. Tn PER PLAN 8d @ 6"oc 2x BLKG. E TRUSSES NEW EXTER WALL BEAM (2)#8 SCREWS TO TOP 2 OF PARAPE WALL NEW PARAPET WAL PER ARCH. 2x4 FLAT STUD W, (2)#8 SCREWS @ 1 2x BLKG. BTWN. JOIST W/ LTP5 ® 48"oc A35 CLIP ® 24"oc H1 EA. TRUSS HGA10 (E) BEAM (,E) JOIST FRAMING ;E) BEAM ;E) EXT. WALL H1 TO EA. JOIST ® EA. END (typ.) 8d ® 6"oc 2x RIM W/ LTP5 ® 48"oc NEW EXTERIOR WALL ,t SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com emmmmm 1101111111111 DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: zh Addendum #01 Apr. 09, 2015 VE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Revisions nommm SHEET TITLE: Structural Framing Details SCALE: 3/4" _ �'-o" U.N.O. DATE: 06/12/15 PROJECT N0: 1879-2014-04 Shearwall Schedule 00©0® Panel Edge Top Plate Connection Base Plate Connection 2x OR LSL 16d NAILING Mark Sheathing Nailing if TJI if 2x or LSLD at Wood at Concrete PER SCHEDULE SW1 15/32" CDX PLYWOOD 8d @ 6"oc 16d @ Coc A35 @ 24"oc 10 16d @ Coc 5/8" 0 A.B. @ 48"oc 16d NAILING — 2x NAILER SW2 15/32" CDX PLYWOOD 8d ® 4"oc 16d ® 4"oc A35 ® 16"oc 10 16d ® 4"oc 5/8"0 A.B. ® 32"oc PER SCHEDULE SW3 ® 15/32" CDX PLYWOOD 8d ® 3"oc (2)rows 16d @ 6"oc A35 ® 12"oc 10 16d @ 3" oc 11 5/8' 0 A.B. ® 16"oc TYP. DOUBLE TOP PLATE 4 „ „ t „ „ 10 1 » 1 5 '�oc SW4 15 32 CDX PLYWOOD 8d ®2 oc (2)rows 16d ®4 2 oc A35 (� 9 oc (2)rows 16d ®4 2 oc 8 � A.B. (� 12 Detail A SW5 5 15/32 CDX PLYWD. EA. SIDE 8d @ 3 oc EA. SIDE n/a A35 @ Coc (2)rows 16d @ 3 oc 12 5/8 0 A.B. @ 16„ oc SW6 O 15/32" CDX PLYWD. EA. SIDE 8d ® 2"oc EA. SIDE n/a HGA10 ® 8"oc (2)rows 16d ® 2"oc 12 5/8" 0 A.B. @ 12"oc CS16 x 8'-0" EDGE NAILING EDGEOOD 0 BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d @ 12"o.c. A35 (at exterior walls only) 11 ' CAP t /4 (E) JOIST &SHEATHING OVER EA. STUD i Q 8d NAILS SHALL BE 0.131"0 x 21/2" (common) — 16d NAILS SHALL BE 0.135" 0 x 31/2" (box) OMIT ®HEADERS < 6 —0 �e 30 EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. ALL BOLTS SHALL HAVE 6 16d ( ) 41cV N ;I 16d NAILING 3 x 3 x /4 MIN. PLATE WASHERS. PLATE WASHERS SHALL EXTEND TO WITHIN /2 OF THE EDGE OF THE BOTTOM PLATE ON THE SIDES WITH SHEATHING. t () PER SCHEDULE SEE DETAIL C. Detail B 0 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF SW3 AND SW4. TYP. STUDS BEAM OR HEADER SEE DETAIL B. WHERE 3x STUDS ARE USED FOR SW4, STAGGER NAILS AT ADJOINING PANEL EDGES. PER PLAN �� I I PLAN VIEW AT ABUTTING PANEL I I (E) BEAM EDGES OF SW3 & SW4 5Q 3x STUDS ARE REQUIRED AT ABUTTING PANEL EDGES AND PANEL JOINTS SHALL BE OFFSET EACH SIDE OF WALL. 2x8 BLOCK EAS. SIDE STAGGER NAILS AT ADJOINING PANEL EDGES. 3x STUD, MIN., REQUIRED AT END OF SHEARWALL. PROVIDE (2) BEARING I I OF HSS BOLTED TO © TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SINGLE —SIDED SHEARWALLS. ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. STUDS U.O.N. I I STL. STRONGBACK W/ I I (2)5/8"0 THRU—BOLTS I I SEE PLANS AND HOLDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. I I OO ALL EXTERIOR WALLS SHALL BE SW1, UNLESS NOTED OTHERWISE. STL. STRONGBACK PER PLAN II I ® 7/16" O.S.B. MAY BE SUBSITUTED FOR 15/32" CDX. E WALL » 1/2 max. to QO LTP4's MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. I I edge of washer ti @A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. I I 3 11 STAGGER NAILS IN ROW W/ 1/2" MIN. OFFSET. t/2", Shearwall Schedule Sheathed One & Two Sides 2 Typical Header Support Bearing Studs 4 -B�e#atf-E- 1� MINIMUM OFFSET BETWEEN ROWS AND MINIMUM RIM OR JOIST 3t 2" WIDE. - / � ) Yp p w/2 P 9 (8)16d ® 4"oc STAGGERED (2) 16d ® EA. STUD (E) JOIST & SHEATHING SHEARWALL PER PLAN AT EACH SIDE OF SPLICE ELSEWHERE TOP CHORD SPLICE 3 3 2 2 BOTTOM CHORD (E) BEAM 1 1 1 SPLICE 2 SHEARWALL PER PLAN 2 IF SHEARWALL OR7 16d ®12"oc AT CAP E 1/4"x12" x TOP E I I OTHER WALLS WIDTH W/ (2) #3 SCREWS 3/16 INTO TOP INTERSECTING WALL I ( see left if shearwall I I I 6'-0" min. BETWEEN SPLICES I I I I STL. STRONGBACK PER PLAN �--SPLICE TO OCCUR AT Q1 PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE OF VERT. STUD TYP. Q2 BASE PLATE NAILING PER SHEARWALL SCHEDULE Q3 16d ® 8"oc Typical Shearwall Intersections Typical Top Plate Splice 7 REVISION. . a. 3/16 2-12 - --__ (2) 3/4" 0 M.B.'s (E) GIRDER BEAM CHANNEL CHANNEL TO (E) BEAM PER PLAN PER PLAN PER PLAN dos L2x2x3/16 LEDGER PSL STRONGBACK PER PLAN ANGLE PER PLAN (HSS col. at sim.) RECEIVED CITY OF TUKWILA JUL 0 2 2015 V�EED FOR PERMIT CENTER O's3. . C MPL ANCE APOVED JUL 17 2015 FOR CALLOUTS IN COMMON City of i'ukrila REFER 8/S4.02 (L131NG DIVISION 9 10 11 12 ;NM 4� Sofa SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR EMOMM REVISIONS: zh Addendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions SHEET TITLE: Structural Framing Details SCALE: 3/4" = 1'-o" U.N.O. DATE: 06/12/15 i PROJECT N0: 1879-2014-04 SHEET NO: NO: OF SHEETS: U X � E rr H2.5 CLIP ® 48 ocCOL 00 a✓ s �, 4 —p LLJ I H1 FRAMING CLIP TO EA. JOIST 2x BLKG. BTWN. STUDS 26 PONY WALL 2x LEDGER W/ (3) 16d SHEATH & NAIL PER SW1 BEAM PER PLAN CURB PER ARCH. SLOPE PER ARCH. 3 /ts TO EA. STUD 2x CRIPPLE WALL JOIST PER PLAN HGA10 FRAMING 3/ts SHEATH & NAIL rr 2x BLKG. @ 48 oc CLIP TO (E) BEAM 2x NAILER ri rr ri rr PER SW1 W/ 5/8" 0 W.T.S. LLy ® 24"oc CHANNEL HSS BEAM PER PLAN HSS BEAM PER PLAN PER PLAN R� rr ri (E) ROOF FRAMING (E) ROOF FRAMING JB HGR. E 1/4x6x0'-10" W/ (2) 3/4" 0 M.B.'s rr n rr n rin JOIST PER PLAN RIP TO SLOPE @ 7"oc PER ARCH. 3/16 ANGLE PER PLAN 1 3 4 CAP E 1/4 I I 3/16 I I I KERF E 1/4" I I I I 1 i ----------- 3/16 ------------------------- I -----------I I 3/16 I I I I I I I I I I I 14" 2° WOOD BEAM PER PLAN I I 3/16 3/16 I1 3/16 II II1 4 II II 1I /16 HSS COL. PER PLAN II ----------- ------------------------ - III I I BEARING E 1/2x5x0>-6" II----------- ------------------------- % --------- — I I I I 3/16 I I I I I I I I I I I I I I I I I 1 3/16 I 1 I HSS BEAM PER PLAN 1 I 1 I I I I I I I I j I j HSS COL PER PLAN I I I I I I I End Post Intermediate Corner Post 5 6 3 RE'V"ISION -N.0 Q. 1-- 11" COL. WID + 3 1 /2° 2 1/2rr 1/4 1/2„ 1/4 1/4 1/201 -- �N —---------—------ —— — --- — — ---- r--r — — — — — ---- 5/8" 0 THREADED RODS SHEARWALL PER PLAN J + 11/2" 11 12 3" 12 RODS ® 32"oc 3/16 o COL. WIDTH + 1" J --- - HSS COL. PER PLAN � ¢ W I I I I COLUMN PER PLAN � Comer Wall End Wall .d cn I I I I RECEIVED _ v' I I CITY OF TUKWILA i o C I 1 y .. I VVED FOR JUL p 2 2015 END STUD C MPLIANCE t a dll'r ° ' .. . a ' rr,. g- . (2)3/4 0 EXPANSION BOLTS p OVED PERMIT CENTER z Plan • Q o • " • .4 (EMBED 43/4") JUL 17 2015 L 0 �e �y ����j �g CIV of Tu ila WO -DING DIVISION 4 9 10 1 Z 5 _ Baseplate HSS Column SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com OEM= DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: AAddendum #01 Apr. 09, 2015 AVE Revisions July 02, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Revisions SHEET TITLE: Steel Details ' SCALE: ' 3/4" _ 1'-o" U.N.O. DATE: 06/12/15 PROJECT NO: ' 1879-2014-04 SHEET NO: NO: OF SHEETS: a' QG v wLi V I ¢a J a� w tr Zo w r u o m � r, o p- U� wtn oZ a a -� 9 CNf) v of oCD N� d-! (� U W �a � 0. O 0.U_ C�ENTE�R ILL FACADE 1EML1 E4 MiIE4 Nffi:1kT1 17095 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON 98188 PERMIT SET STRUCTURAL ENGINEER SWENSON SAY FAGET c132 BROADWAY TACOMA, WA g8402 CONTACT: RYAN REICHNAN PHONE: (253) 284-g470 AREA: MAP CIVIL ENGINEER LANDSCAPE ARCHITECT BARGHAUSEN CONSULTING ENGINEERS, INC. DOUGLAS TUNA LANDSCAPE 18215 72ND AVENUE SOUTH 12321 SW COVE ROAD KENT, WA gB032 VASHON, WA gB070 CONTACT: DAN BALMELLI CONTACT: DOUGLAS TUNA PHONE: (425) 251-6222 PHONE: (206) 463-38g7 1 1 P 1 1\VdI�V 1 LVVr"% 1 owl's \NNOOIRTH N.T.5. SYMBOLS GRID LINE DESIGNATION T1U0L_:t0Uj C.O.S. - center of structure F.O.S. = face of structure (E) = existing (PVC6-.006-65i. ( C.O.S. O 1 IN 0i 00 Ii U A 3A INTERIOR ELEVATION ELEVATION NUMBER 10A A601 > 5A SHEET NUMBER 7A EXTERIOR ELEVATION ELEVATION NUMBER 6B SHEET NUMBER 300 BUILDING SECTION SECTION NUMBER IOB SHEET NUMBER 400 WALL SECTION SECTION LETTER 108 SHEET NUMBER 500 DETAIL DETAIL NUMBER 38 SHEET NUMBER 700 REVISION REVISION MATC14LINE NORTH ARROW VICINITY1,....WA P ( P J1%I1%hI'% VI I\VI�I� -11 NORTH N.T.S. G,ENERAL.NOTES I. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING CODES AND ORDINANCES. WHERE MORE THAN ONE CODE OR ORDINANCE CONFLICT WITH EACH OTHER, THE MORE RESTRICTIVE CODE SHALL GOVERN. 2. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT IMMEDIATELY OF ANY UNCERTAINTIES OR DISCREPANCIES WITH DRAWINGS. 3. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL UTILITIES AT THE SITE, PROTECT THEM FROM DAMAGE AND REPORT ANY DISCREPANCIES WITH DRAWINGS. 4. THE CONTRACTOR SHALL INSURE THE HEALTH AND SAFETY OF THE PUBLIC AND ALL WHO ENTER THE BUILDING DURING CONSTRUCTION. 5. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE WORK OF SUBCONTRACTORS AND ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. 6. DRAWINGS SHALL NOT BE SCALED. NOTIFY THE ARCHITECT IMMEDIATELY OF ANY CONFLICTS. 7. ALL CONSTRUCTION SHALL MEET OR EXCEED LOCAL INDUSTRY STANDARDS. DETAILS ARE PROVIDED TO INDICATE MINIMUM QUALITY AND TO GIVE STANDARDS OF CONSTRUCTION. IF A CONDITION IS NOT SPECIFICALLY DETAILED, SUBMIT A SUGGESTED DETAIL FOR GUIDANCE AND APPROVAL. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, PERMITTING AND CONSTRUCTION OF MECHANICAL AND ELECTRICAL WORK AS REQUIRED TO ACCOMMODATE CONSTRUCTION AND SHALL PROVIDE ALL NECESSARY SHAFTS, OPENINGS, BASES AND STRUCTURAL SUPPORT FOR DUCTS, PIPES, CONDUITS AND EQUIPMENT. q. DIMENSIONS ON PLANS ARE TO FACE OF STUD, CENTER OF COLUMN, CENTER OF MULLION, FACE OF CONCRETE, FACE OF MASONRY, FACE OF FRAME OR FACE OF ROUGH OPENING, UNLESS OTHERWISE NOTED. 10. LABORATORY TESTING AND INSPECTION REQUIRED FOR ALL EARTHWORK COMPACTION, SITE WELDING, HIGH STRENGTH BOLTING AND ALL STRUCTURAL CONCRETE. OWNER TO HIRE AN INDEPENDENT TESTING LAB FOR ALL CODE REQUIRED TESTING. 11. REPAIR / REPLACE EXISTING WALL FLOOR AND CEILING FINISHESTO TO MATCH EXISTING ADJACENT FINISHES WHEN DAMAGED DURING COURSE OF CONSTRUCTION. 12. DEMOLISH ALL EXISTING BUILDING COMPONENTS NECESSARY TO CONSTRUCT WORK CAP ALL EXISTING UTILITIES (PLUMBING, ELECTRICAL AND MECHANICAL) BEHIND WALLS FLOORS, ETC. 13. ALL BUILDING HEIGHTS ARE BASED ON EXISTING DRAWINGS - FIELD VERIFY. DESCRIPTION OF WORK THE PROJECT WILL INCLUDE A FACADE IMPROVEMENT TO THE TWO EXISTING BUILDINGS ON SITE, NEW PEDESTRIAN SCALE LANDSCAPING AND IMPROVED VEHICULAR AND PEDESTRIAN CIRCULATION. THE PARKING LOT DRIVE AISLE AT THE SOUTHEAST END OF THE SITE WILL BE EXTENDED THROUGH THE EXISTING LANDSCAPE ISLAND TO THE ADJACENT PROPERTY. PLANNING APPROVED RED U10 `END Off; No changes 'can be Made- to these !T �r��l,a,;ioal plans Without approval from the [JCiectrical Planning Division of OCD Plumbing � . • Gas Piping Apprcv2 City of w<wila Date: f FILE COPY Permit No. 9 [5- "r� Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordint nce. Raceipt of approved Field Copy and conditions is cltnowledgod: B Y� Date: City of TuLtrdila BUILDING DIVISION! ®�ycOMPI'1 q)REVISIONS �V No changes shall be made to the scope of t-vork without prior approval of APR 2 3 2015 Tu!wt ,ila Building Division, NO T T: rievisicn3 will require a nmu plan submittal and may include additional flan review fes. c- O w G ONISI®� rim ZONING INFORMATION GOVERNING CODE CITY OF TUKWILA MUNICIPAL CODE PARCEL NUMBER 2623049069, 9070, 9071 ZONING CHAPTER ## TUC -CC LAND USE CHAPTER ## PERMIT USES B - BUSINESS X - XXXX PARKING REQUIREMENTS TNC 18.56.040 STANDARD STALL 8.5' x 19' (MINIMUM SIZE) COMPACT STALL 8' x 16' (MINIMUM SIZE) CODEl:l N FIO R M A-T 10 N GOVERNING CODE 2012 INTERNATIONAL BUILDING CODE (IBC) WA5HINGTON STATE AMENDMENT5 2012 INTERNATIONAL EXISTING BUILDING CODE (IEBC) WASHINGTON STATE AMENDMENTS 2012 WASHINGTON STATE ENERGY CODE (WSEC) 2012 UNIFORM PLUMBING CODE (UPC) OCCUPANCY CLASSIFICATION IBC CHAPTER 3 M MERCANTILE CONSTRUCTION TYPE IBC TABLE 503 VB (NON -FIRE RATED) (COMBUSTIBLE CONSTRUCTION) MAXIMUM ALLOWABLE BUILDING HEIGHT IBC TABLE 503 40 FEET (BASE HEIGHT = 40 FEET) (FIRE SPRINKLER SYSTEM INCREASE = 20 FEET) AUTOMATIC FIRE SPRINKLER SYSTEM IBC CHAPTER q EXISTING FIRE ALARM AND DETECTION SYSTEM IBC CHAPTER q EXISTING BUILDING ELEMENTS FIRE -RESISTANCE RATING IBC TABLE 601 STRUCTURALTRAME 0 HR BEARING WALLS EXTERIOR 0 HR INTERIOR 0 HR NON -BEARING WALLS -EXTERIOR TABLE 602 INTERIOR 0 HR FLOOR CONSTRUCTION 0 HR ROOF CONSTRUCTION 0 HR BUILDING ENVELOPE WHERE EXISTING WALLS ARE TO REMAIN AND THE EXTERIOR SHEATHING 15 NOT REMOVED, THE FACADE UPGRADE DOES NOT REQUIRE COMPLIANCE WITH 2O12 WASHINGTON STATE ENERGY CODE PER C101.4.3 EXCEPTION 4. ALL EXISTING FACADE SHEATHING TO REMAIN AS TO NOT EXPOSE WALL CAVITY. WHERE NEW WALLS ARE BEING CONSTRUCTED, COMPLIANCE WITH THE CURRENT ENERGY CODE 15 REQUIRED (R-21 AT WOOD FRAMING). WHERE NEW STOREFRONT IS BEING CONSTRUCTED, COMPLIANCE WITH THE CURRENT ENERGY CODE IS REQUIRED (U=.38 ASSEMBLY MAXIMUM, SHGC = .040 ASSEMBLY MAXIMUM). REFER TO SPECIFICATIONS. VERTICAL FENESTRATION (STOREFRONTS AND STOREFRONT ENTRANCES): THE ASSEMBLY (INCLUDING THE FRAMES) SHALL HAVE NATIONAL FENESTRATION RATING COUNCIL (NFRC) CERTIFICATION IN ACCORDANCE WITH 2O12 WASHINGTON STATE ENERGY CODE REQUIREMENTS. PROJECT INFORMATION SITE AREA ACRES 7.83 ACRES SQUARE FOOTAGE 341,048 50 FT EXISTING BUILDING AREA BUILDING A 27,840 50 FT BUILDING B 16,040 SQ FT TOTAL 431880 50 FT LOT COVERAGE TOTAL BUILDING COVERAGE ON SITE 12.9% (BUILDING AREA / SITE AREA) OFF STREET PARKING PARKING STALLS PROVIDED TOTAL 195 STALLS SHEET INDEX GENERAL DRAWINGS ARCHITECTURAL DRAWINGS G001 COVI=R SHEET AI00 BUILDINC; A PARTIAL FLOOR PLAN AND G002 SITE PLAN/ROOF PLAN EXTERIOR ELEVATIONS G003 ENLARGED PLANS AI01 BUILDING A PARTIAL FLOOR PLAN AND G010 ISOMETRIC VIEWS AND EXTERIOR ELEVATIONS G011 PERSPECTIVES A102 BUILDING B PARTIAL FLOOR PLAN AND G020 COLORS, MATERIALS, ABBREVIATIONS EAST ELEVATION AND ASSEMBLIES A103 BUILDING B PARTIAL FLOOR PLAN AND EXTERIOR ELEVATIONS A200 SCHEDULES CIVIL DRAWINGS A500 WALL SECTIONS A501 WALL SECTIONS Cl DEMOLITION PLAN A700 EXTERIOR DETAILS C2 GRADING AND PAVING PLAN A701 EXTERIOR DETAILS 5134 V REGISTERED ARCHITECT • BTrUCE McKEAN ATE OF WAS14IN HELIX DESIGN GROUP, INC OWNER KTM GROUP, LLC c/o METRO PROPERTY SERVICES 223 TAYLOR AVENUE N., STE 110 SEATTLE, WA 98109 CONTACT: KEVIN MCNULTY PHONE: (206) 686-2891 FAX: (206) 973-5324 ARCHITECT HELIX DESIGN GROUP, INC. 6021 12th STREET EAST SUITE 201 TACOMA, WASHINGTON 98424 CONTACT: MATT EBERSOLE PHONE: (253) 922-9037 FAX: (253) 922-6499 GENERAL CONTRACTOR DONOVAN BROTHERS 1801 W. VALLEY HWY N., SUITE 101, AUBURN, WA 98071 DOUG DONOVAN PHONE: (253) 939-7777 FAX: (253) 939-7974 COVER SHEET LANDSCAPE DRAWINGS 1_001 LANDSCAPE PLAN STRUCTURAL DRAWINGS L002 IRRIGATION PLAN 51.01 GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTE 51. 3 SPECIAL INSPECTION REQUIRE DEMOLITION DRAWINGS 52.01 FOUNDATION PLAN BLDG A SMENTS CENTER PLACE DI00 BUILDING A PARTIAL DEMOLITION PLAN 52.02 FOUNDATION PLAN BLDG A N RETAIL AND EXTERIOR ELEVATIONS 52.03 FOUNDATION PLAN BLDG B DI01 BUILDING A PARTIAL DEMOLITION PLAN 52.11 CANOPY FRAMING PLAN BLDG A 5 FACADE AND EXTERIOR ELEVATIONS 52.12 CANOPY FRAMING PLAN BLDG A N IMPROVEMENT D102 BUILDING B PARTIAL DEMOLITION PLAN 52.13 CANOPY FRAMING PLAN BLDG B AND EAST ELEVATION 52.21 ROOF FRAMING PLAN BLDG A 5 D103 BUILDING B PARTIAL DEMOLITION PLAN 52.22 ROOF FRAMING PLAN BLDG A N TUKWILA, WASHINGTON AND EXTERIOR ELEVATIONS 52.23 ROOF FRAMING PLAN BLDG B 53.01 FOUNDATION DETAILS REVISION DATE 54.01 FRAMING DETAILS 54.02 FRAMING DETAILS RECEIVED I ADDENDUM 1 040B15 54.03 FRAMING DETAIL5CITY OF TUKWILA 54.04 FRAMING DETAILS DIE F E R RE, D&U3 Ml T TAI S PERMIT CENTER ALL DEFERRED SUBMITTALS SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW PRIOR TO SUBMITTING TO BUILDING OFFICIAL. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DOCUMENTS HAVE DATE JOB NO. BEEN APPROVED BY THE BUILDING OFFICIAL. A RECORD DRAWING SET OF THE APPROVED SUBMITTAL SHALL 03.24.15 a14-034 BE SUBMITTED TO ARCHITECT AND PRIOR TO COMMENCEMENT OF. RELATED WORK. PERMIT SET ELECTRICAL DRAWINGS FIRE SPRINKLER DRAWINGS ELECTRICAL DRAWINGS WILL BE DEFERRED TO FIRE SPRINKLER DRAWINGS WILL BE DEFERRED TO CONTRACTOR'S DESIGN -BUILD SUBMITTAL. CONTRACTOR'S DESIGN -BUILD SUBMITTAL. CORRECTION .. is d-ta�7lNy±xin, OOS7 '� � u�iNPk?• x. GOO.1 YELLOW DRAWING NO. ©HELIX DESIGN GROUP, INC.: Agri htsreserved. No port of this document may be reproduced in any form or by EXISTING BUILDING 11 3 6 10 A SITE PLAN LEGEND_ DESCRIPTION SYMBOL AND TEXT PROPERTY LINE 100.00, length (ft) a 0 angle (survey) N q0° 00' 00" W ADJACENT PROPERTY LINE length (ft) 100.00, angle (survey) N cl ° 00' 00" W PROPERTY SETBACK LINE description and ®® setback distance o r o - EASEMENT description and 0 dimension r 0 FINISH GRADE ELEVATION (E) = existing EL. 0.00' WORK POINT building corner, starting building layout reference HP point B C E F PROJECT LIMIT LINE PER CITY OF TUKWILA ORDINANCE 1237 7-- - — - — - - — — - =,L--- TRASH G EMPLOYEE PARKING SERVICE LOADING SERVICE DRIVE 777 Q w N H SERVICE LOADING IN I i I 11 i I I II LANDSCAPING I I BUILDING A 1 I :I ► 1 BUILDING B I BENCHES, TYP. IOC IOC 271840 S.F. 1 1 t: a•' � • p7 1 I A102 D102 16,040 S.F. IOC IOC I j A103 D103 B"L.D1"GaQUTn6IN� �/ I ° �NEN CONCRETE BUILDING OUTLINE '207CANOPY ABOVE, TYP. � ' design group 2 w AMERICAN INSTITUTE OF ARCHITECTS 3 w -v" kASkf1l=Nl i € i SETBACK IOC IOC CONCRETE NEW CONCRETE LANDSCAPING A100 DI00 I I WALK/PATIO r. - r,&mnPY &RnVF TYP 1 SITE PLAN LEGEND DESCRIPTION SYMBOL AND TEXT LANDSCAPE / WETLAND BUFFER LINE (E)=existing BUILDING OUTLINE description, t.o.f. elevation BUILDING T.O.F. = 100.0' NEW CONCRETE SITE PLAN LEGEND_ DESCRIPTION SYMBOL AND TEXT PARKING STALL AND LANDSCAPE PLANTER row count, compact stall indicator (C), wheel stops O where indicated, concrete curb C C R=2'4 ACCESSIBLE PARKING STALLS row count, accessible stall _T\ indicator (HC), concrete curb, curb cut, PC o parking signs 2% O o max slope al� o directions 0 26'-0" SITE PLAN LEGEND DESCRIPTION SYMBOL AND TEXT LIGHT POLE ALP (E) = existing FIRE HYDRANT (E) = existing F.H. MONUMENT ENTRY SIGN description, shape, material ENTRY SIGN CENTERLINE OF ROAD description STREET NAME EDGE OF ROAD description EDGE OF PAVEMENT BOLLARD fixed 6" diameter steel B bollard, concrete apron removable 6" diameter C steel bollard, concrete B(r) apron (E) = existing GENERAL NOTES NOTE I. ABBREVIATIONS: (D) - DEMOLITION (R) - RELOCATE (E) - EXISTING TO REMAIN (S) -SALVAGE REFER TO SHEET G020 FOR STANDARD ABBREVIATIONS LIST. 2. PROVIDE PAVEMENT MARKINGS (PAINTED LINES AND GRAPHICS) AT ALL PARKING STALLS AND ADA ACCESS AISLES AS SHOWN ON SITE PLAN. 3. PAINT CONCRETE CURBS AT FIRE LANES AND NO PARKING AREAS AS SHOWN ON SITE PLAN. 4. CONNECT ROOF DRAINS TO STORM SYSTEM. INSTALL CLEANOUTS AT EACH ROOF DRAIN CONNECTION. 5. PARKING COUNT: PARKING STALLS PROVIDED: 195 PARKING STALLS REQUIRED: 176 u A e C D E F G H I i p FOR �00013E compi-J ANC APR 2 3 JOS 8U11�C�t4G . 5 7 0 • 9 RECEIVED CITY OF TUKWILA MAR. 0 ,6 2015 PERMIT CENTER 10 HELIX DESIGN GROUP, INC SITE PLAN CENTER PLACE RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON REVISION DATE DATE JOB NO. 03.06.15 a 14-034 PERMIT SET G002 DRAWING NO. HELIX DESIGN GROUP, INC,: All rights reserved. KNo part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group � A I g I C I D I E I F I G I H I I K 1 II 12 2 3 41 0 7 8 Q L V..f Q, I'P wv Lo U o � m U �i •o �L 6 0. 9 U � N "J o fL i a 0 N - � a �N L o� 10 L� ro C] _ w� i.-a �n OLU a-U- PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F03 41 THICK CONCRETE. SLOPE I/8°/FT MIN AWAY FROM BUILDING (OR MATCH EXISTING). F05 EXTENT OF NEW SIDWALK. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FROM PRIMING AND PAINT. F16 SCORE CONCRETE IN COURTYARD TO PROVIDE GRID PATTERN. A I g I C I D I E I F - - ---(K) U OR — OMPUANCE qc 0 "j t2ROV F—® LU AQR `Z 3 2015 01 Tl,�,6'��1►1 bA Sim .' . �; 5 P 7 ENLARGED PLANS CENTER PLACE 8 RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON REVISION DATE 9 e ° = RECEIVED ° a a_ n 03.06.15 a l 4-034 a- n° - - - ,°4• - °n A - - CITY OF TUKWILA PERMIT SET _ i I MAR. 0 '6 2015 PERMIT CENTER DETAIL 1/4" = 11-011 10 G003 0 NORTH DRAWING NO. ©HELIX DESIGN GROUP, INC.: All rights reserved. G I H I I K No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group �> QL: LU �a wE U t aQ -� C_ rVm Lu 'IT f- m zo LU U � 6 I � V 0 I �o � L O •N U � O3 6 a. O li Q o N Lo N L N � m U C] z LU t- a HCL O� J _ CL LL. 2 '1 0 it 0 7 E'1 E 10 0 C I D I E F I G I H ISOMETRIC VIEW -SOUTHWEST E cdesi0 n 0 roLip 2 AMERICAN INSTITUTE OF ARCHITECTS 5134 1 REGISTERED �.LARCHITECT 3 OF WASHI HELIX DESIGN GROUP, INC 0 5 0 DRAWING NO. HELIX DESIGN GROUP, INC,; All rights reserved. J I K No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group Q L to w vQ Q , J �I LU v- +- cn wo U a a � u m Oi �o �L a n- w 4 0 i a. 0 n co vE Lo 'n L. N � Ln .. � U to LU f— Q n O� rL U- q I g I C I D I E I F I G I H I J 2 3 0 0 VIEW FROM NORTHEAST on 7 E'3 66 ' m clesigri groLjp 2 AMERICAN INSTITUTE OF ARCHITECTS 3 0 5 on 5134 1 REGISTERED CE McKEAN TE OF WASHINGTON HELIX DESIGN GROUP, INC 7 PERSPECTIVES CENTER PLACE 8 RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON REVISION DATE 9 RECEIVED CITY OF TUKWILA MAR, 0, 6 2015 10 VIEW FROM SOUTHEAST PERMIT CENTER 10 7 A I B I C I D I E I F I G I H I i I DATE JOB NO. 03.06.15 a 14-034 PERMIT SET G01 1 DRAWING NO. HELIX DESIGN GROUP, INC.: All rights reserved. KNo part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group I A I B I C I D I E I F I G I H I i I 2 �m I 611 091 7 a• BUILDING ASSEMBLY LEGEND 0 z'1 ON H W N LU z� N QC = W I--� x Z W W z L1 N cn W LU ~ —� N O� OL Q � O U 0 10 ASSEMBLY ASSEMBLY ASSEMBLY ASSEMBLY ASSEMBLY MATERIALS FINISH PER SCHEDULE EXTERIOR INSULATION FINISH SYSTEM (ADHERED) ' WEATHER RESISTIVE BARRIER [11 [3] 11 SHEATHING [21 EXISTING WOOD STUD FRAMING EXISTING GYPSUM WALL BOARD # INTEGRAL DRAINAGE CAVITY SYSTEM. 2" THICK INSULATION (SINGLE LAYER) # VAPOR PERMEABLE AIR BARRIER. PROVIDED AND INSTALLED BY (EIFS) MANUFACTURER. MATERIALS FINISH PER SCHEDULE EXTERIOR INSULATION FINISH SYSTEM (ADHERED) $ WEATHER RESISTIVE BARRIER [I] [3] *' SHEATHING [2] 2x6 WOOD STUD FRAMING AT 16" O.C. AIRSPACE SHEATHING [2] EXISTING WOOD STUD FRAMING EXISTING GYPSUM WALL BOARD INTEGRAL DRAINAGE CAVITY SYSTEM. 2" THICK INSULATION (SINGLE LAYER) VAPOR PERMEABLE AIR BARRIER. PROVIDED AND INSTALLED BY (EIFS) MANUFACTURER. MATERIALS FINISH PER SCHEDULE COMPOSITE SIDING PLANK SYSTEM ' SUPPORT BATTENING (I" MINIMUM) WEATHER RESISTIVE BARRIER [I] [31 #$ SHEATHING [21 2x6 WOOD STUD FRAMING AT 16" O.C. AIRSPACE SHEATHING [2] EXISTING WOOD STUD FRAMING EXISTING GYPSUM WALLBOARD " DRAINAGE CAVITY SYSTEM #' VAPOR PERMEABLE AIR BARRIER. PROVIDED AND INSTALLED BY (EIFS) MANUFACTURER. MATERIALS FINISH PER SCHEDULE COMPOSITE SIDING PLANK SYSTEM SUPPORT BATTENING (I" MINIMUM) WEATHER RESISTIVE BARRIER [I] [3] SHEATHING [21 WOOD STUD FRAMING THERMAL BATT INSULATION GYPSUM WALLBOARD $ DRAINAGE CAVITY SYSTEM # VAPOR PERMEABLE AIR BARRIER. PROVIDED AND INSTALLED BY (EIFS) MANUFACTURER. MATERIALS FINISH PER SCHEDULE CEMENTITIOUS PANEL SYSTEM SUPPORT BATTENING WEATHER RESISTIVE BARRIER [I] [3]# SHEATHING [21 EXISTING WOOD STUD FRAMING EXISTING GYPSUM WALL BOARD DRAINAGE CAVITY SYSTEM. "# VAPOR PERMEABLE AIR BARRIER BUILDING ASSEMBLY LEGEND G ASSEMBLY MATERIALS I FINISH PER SCHEDULE tY z BRICK VENEER MASONRY / AIR SPACE (2" MINIMUM) VENEER ANCHORS # WEATHER RESISTIVE BARRIER [1] [3]1# SHEATHING [2] 26 WOOD STUD FRAMING W I I AIRSPACE SHEATHING [21 W I ' I EXISTING WOOD STUD FRAMING j I EXISTING GWB U_ FASTENED TO SUB -FRAMING VAPOR PERMEABLE AIR BARRIER. J Ica J Q w7 ASSEMBLY MATERIALS FINISH PER SCHEDULE W.�' _ THIN BRICK VENEER MASONRY z THIN BRICK MORTAR � � A= WEATHER RESISTIVE BARRIER [I] [3]1 Q CEMENT BACKER BOARD M. SHEATHING [2] 2x6 WOOD STUD FRAMING LL4 W ' VAPOR PERMEABLE AIR BARRIER. `z > 1= QC CD RI ASSEMBLY MATERIALS STANDING SEAM METAL ROOFING J ROSIN PAPER (SLIP SHEET) UNDERLAYMENT (2 LAYERS) # }�— PLYWOOD DECKING LU W STRUCTURAL FRAMING MEMBERS (TOP CHORD) 3 W < P- >q # ________ __________ 15 LB ASPHALT SATURATED ROOFING FELT. LU LU V' +— : PROVIDE ALL ASSEMBLY COMPONENTS REQUIRED FOR 'A' Z Z CLASS ROOF SYSTEM. U_ ZON QL t/7 (n u_ 0 0 G ASSEMBLY MATERIALS W MATERIAL AND FINISH PER SCHEDULE U Q 5" THICK CAST -IN -PLACE CONCRETE SLAB ON GRADE COMPACTED SUBGRADE fL LU Q" Z W < °' 0 0) Z 7-- UU Ll_ BUILDING ASSEMBLY NOTES I. REFER TO EXTERIOR ELEVATIONS FOR EXTENT OF EXTERIOR WALL ASSEMBLY. FOOTNOTES 2. EXTERIOR FINISHES: REFER TO EXTERIOR FINISH SCHEDULE. [I] WEATHER RESISTIVE BARRIER 3. REFER TO PROJECT MANUAL SECTION 07 27 00, "WEATHER BARRIERS" FOR WALL OPENING [2] EXTERIOR GYPSUM SHEATHING: REFER TO SPECIFICATION SECTION 06 16 43 EXTERIOR GYPSUM MEMBRANE FLASHING REQUIRtMENTS. SHEATHING. [3] INSTALL MEMBRANE FLASHING @ ALL PENETRATIONS THROUGH WEATHER RESISTIVE BARRIER FOR WATERTIGHT INSTALLATION. INSTALL MEMBRANE FLASHING ACCORDING TO MANUFACTURER'S STANDARD INSTALLATION DETAILS. K DIVISION 3 - CONCRETE Symbol Material Manuf acturer COLOR / PATTERN / TYPE CONC-1 CONCRETE - NATURAL GRAY CONC-2 CONCRETE TAKTL BONE / SMOOTH / MICROSEAL CONC-3 CONCRETE TAKTL BONE / REEDS / MICROSEAL CONC-4 CONCRETE TAKTL BONE / ARBOS / MICROSEAL SCHEDULE: CONC-1 EXTERIOR SIDEWALKS/PAVING. DIVISION 4 - MASONRY Symbol Material Manufacturer COLOR / PATTERN / TYPE BRK-2 BRICK MUTUAL MATERIALS VINTAGE / MISSION TEXTURE / SLIMBRICK BRK-I BRICK MUTUAL MATERIALS VINTAGE / MISSION TEXTURE DIVISION 5 - METALS Symbol Material Manufacturer COLOR / PATTERN / TYPE STL-1 EXTERIOR STEEL MEMBERS AND COMPONENTS - HOT DIP GALVANIZED / PAINT (11 SCHEDULE: STL-1 - EXTERIOR STEEL COMPONENTS INCLUDING STRUCTURAL STEEL, BRACKETS, FABRICATIONS, HANDRAILS, BOLLARDS, ETC. FOOTNOTE: [I] REFER TO DIVISION q - PAINTS AND COATINGS FOR FINISH COLORS.. DIVISION (o - WOODS AND PLASTICS Symbol Material Manufacturer COLOR / PATTERN / TYPE CS-1 COMPOSITE SIDING RESYSTA C-42 CAPE COD W/ SEALER / 6" SIDING CS-2 COMPOSITE SIDING RESYSTA C-24 JAVA WITH SEALER / 6" SIDING SCHEDULE: WD-1- FOOTNOTE: [I] EXTERIOR EXPOSED WOOD MEMBERS INCLUDING WOOD FRAMING MEMBERS, COLUMNS, ETC. REFER TO DIVISION q - PAINTS AND COATINGS FOR FINISH COLORS.. DIVISION 7 - THERMAL AND MOISTURE PROTECTION Symbol Material Manufacturer COLOR / PATTERN / TYPE EIFS-I EIFS PAREX MATCH DRYVIT 113 AMARILLO WHITE EIFS-2 EIFS PAREX MATCH DRYVIT 142 SPECTRUM BROWN EIFS-3 EIFS PAREX MATCH STO 20001 ITS WHITE MTL-I CORRUGATED METAL ROOF PANEL AEP-SPAN COOL DARK BRONZE (BOTH SIDES) MTL-2 METAL FLASHINGS GUTTERS DOWNPOUTS ETC. I AEP-SPAN 1COOL DARK BRONZE DIVISION 8 - DOORS AND WINDOWS Symbol Material Manufacturer COLOR / PATTERN / TYPE - ALUMINUM STOREFRONT - DARK BRONZE ANODIZED - DOOR HARDWARE - STAINLESS STEEL BRUSHED FINISH -I GLASS GLAZING I IREFER TO SPECIFICATIONS FOOTNOTE: [I] REFER TO DIVISION q - PAINTS AND COATINGS FOR FINISH COLORS. DIVISION q - FINISHES Symbol Material Manufacturer COLOR / PATTERN / TYPE PT -I PAINT - MATCH AEP-SPAN COOL DARK BRONZE PT-2 PAINT - MATCH DRYVIT 113 AMARILLO WHITE RBOiIE1lVEfJ SCHEDULE: FOOTNOTE: GONiPI PT -I: EXTERIOR STEEL METALS/FABRICATIONS, HANDRAILS, [1] SEE DRAWINGS FOR SPECIFIC LOCATIONS. '®®E APPROVI RAILINGS, ETC. HOLLOW METAL DOORS, FRAMES PT-2: EXISTING SIDING APR 2 3 I STANDARD ABBREVIATIONS LIST I_.C;,°fT�IV 110111", 11 "", design glroLjp 2 AMERICAN INSTITUTE OF ARCHITECTS 5134 1 REGISTERED M R 0 :OR ANCE D COLORS, I15 MATERIALS, ABBREVIATIONS !'Jllr� /ISION AND ASSEMBLIES @ AT DR DOOR NC HOLLOW CORE PFT PORCELAIN FLOOR TILE SS STAINLESS STEEL A.B. ANCHOR BOLT D.S. DOWNSPOUT N.C. HANDICAPPED PLAN PLASTIC LAMINATE STD STANDARD ACT ACOUSTICAL CEILING TILE (E) EXISTING N.D. HAND DRYER PLY PLYWOOD SLD SOLID SURFACE ADA AMERICANS WITH EA EACH HDR HEADER PP POWER POLE STL STEEL DISABILITIES ACT E.F. EXHAUST FAN HDW HARDWARE PS PROJECTION SCREEN STN STAIN ADD'L ADDITIONAL EF EPDXY FLOORING HK HOOK PSF POUNDS PER SQUARE FOOT SV SHEET VINYL ADJ ADJUSTABLE EIFS EXTERIOR INSULATION AND HM HOLLOW METAL PT PAINT TFR TRANSFORMER CENTER PLACE A.F.F. ABOVE FINISH FLOOR FINISH SYSTEM PINS HORIZONTAL METAL SIDING P.T. PRESSURE TREATED THK THICK ALUM ALUMINUM EJ EXPANSION JOINT HOR HORIZONTAL PTD PAPER TOWEL DISPENSER TI TENANT IMPROVEMENT RETAIL ASNB ASSEMBLY EL. ELEVATION HR HOUR PTDWR PAPER TOWEL DISPENSER/ TL TILE 8 BB BACKERBOARD ELECT ELECTRICAL HT HEIGHT WASTE RECEPTACLE T.O. TOP OF FACADE BD BOARD E.P. ELECTRICAL PANEL I.D. INSIDE DIAMETER QT QUARRY TILE T.O.B. TOP OF BEARING BLDG BUILDING EQ EQUAL INT INTERIOR QTY QUANTITY T.O.F. TOP OF FLOOR IMPROVEMENT BLKG BLOCKING EQUIP EQUIPMENT JAN JANITOR R RADIUS T.O.W. TOP OF WALL BN BEAN EXP EXPANSION JST JOIST W REMOVABLE TRTD TREATED BOT BOTTOM EXT EXTERIOR JT JOINT (R) RELOCATED TS TUBE STEEL TUKWILA, B.O.F. BOTTOM OF FOOTING (F) FUTURE LAV LAVITORY R RISER TYP TYPICAL WASHINGTON BRG BEARING F.D. FLOOR DRAIN LBS POUNDS (WEIGHT) RB RUBBER BASE U.N.O. UNLESS NOTED OTHERWISE BRK BRICK FDN FOUNDATION LG LAMINATED GLASS R.D. ROOF DRAIN UNFIN UNFINISHED REVISION DATE BTWN BETWEEN FF FACTORY FINISH LP LIGHT POLE REF REFRIGERATOR VB VAPOR BARRIER B.U. BUILT-UP FIG FIGURE N MORTAR REINF REINFORCED VCT VINYL COMPOSITION TILE CL CENTERLINE FIN FINISH MAS NA50NRY READ REQUIRED VERT VERTICAL C COMPACT F.I.C. FURNISHED AND INSTALLED MAX MAXIMUM RF RUBBER FLOORING VMS VERTICAL METAL SIDING CAB CABINET BY .CONTRACTOR MDF MEDIUM DENSITY R.L. ROOF LEADER VP VENEER PLASTER CBB CEMENTITIOUS BACKER BOARD F.I.O. FURNISHED AND INSTALLED FIBERBOARD RLT RELITE W WIDTH CLK CLINKER TILE BY OWNER MECH MECHANICAL R.O. ROUGH OPENING W/ WITH 9 CLR CLEAR FLR FLOOR NFR MANUFACTURER R.O.W. RIGHT OF WAY WAIN WAINSCOT CER CERAMIC F.O.I.C. FURNISHED BY OWNER NIN MINIMUM RTU ROOF TOP UNIT WB WHITEBOARD RECEI iED CG CORNER GUARD INSTALLED BY MIN. MINUTE S SOUND INC WALL COVERING CITY OFT KWILA CHRL CHAIR RAIL CONTRACTOR MISC MISCELLANEOUS (S) SALVAGE W.C. WATER CLOSET CJ CONTROL JOINT F.O.S. FACE OF STRUCTURE MR MOISTURE RESISTANT SC SOLID CORE WD WOOD CLG CEILING F.E. FIRE EXTINGUISHER M-R MOLD RESISTANT SCH SCHEDULE WG WIRE GLASS MAR. 0 2015 DATE JOB NO. CMU CONCRETE MASONRY UNIT F.N. FIRE HYDRANT MTL METAL SCR SHOWER CURTAIN ROD WH WATER NEATER 03.06.15 a14-034 COL COLUMN FH FULL HEIGHT N/A NOT APPLICABLE S.D. SOAP DISPENSER WIN WINDOW PERMIT ENTER CONC CONCRETE FRMG FRAMING N.I.C. NOT IN CONTRACT SDG SIDING W/O WITHOUT . PERMIT SET CONT CONTINUOUS FT FEET / FOOT NO NUMBER SDT STATIC DISSIPATED TILE WON WALK OFF MAT CONST CONSTRUCTION FTG FOOTING NON NOMINAL SF SQUARE FOOT WRB WATER RESISTANT COORD COORDINATE GALV GALVANIZED N.T.S. NOT TO SCALE SFS STOREFRONT SYSTEM BARRIER C.O.S. CENTER OF STRUCTURE GA GAUGE O.C. ON CENTER SG SAFETY GLASS WRGWB WATER RESISTANT GYPSUM CPT CARPET GC GENERAL CONTRACTOR O.D. OUTSIDE DIAMETER SHT SHEET WALLBOARD CT CV CERAMIC TILE COVER GEN GFRG GENERAL GLASS FIBER REINFORCED O.H. OPNG OVERHEAD OPENING SHTG SIN SHEATHING SIMILAR WT WP WEIGHT WORK POINT 10 G020 D DEPTH GYPSUM OPP OPPOSITE SLR SEALER W.W.F. WELDED WIRE FABRIC (D) DEMOLISH GL GLASS O.R.D. OVERFLOW ROOF DRAIN S.O.G. SLAB ON GRADE Y.D. YARD DRAIN DBL DOUBLE GWB GYPSUM WALLBOARD O.R.L. OVERFLOW ROOF LEADER SJ SEISMIC JOINT DIA DIAMETER GYP GYPSUM O.S. OVERFLOW SCUPPER SPEC SPECIFICATIONS DN DOWN N.B. NOSE BIB PERP PERPENDICULAR SQ SQUARE DRAWING NO. HELIX DESIGN GROUP, INC.; All rights reserved. F I G I H I J ( K No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group w' x [CAM Wirt EXISTING FACADE TO BE DEMOLISHED CV 1AIA1 I/ EX. CLi # 1 RIli;1mm 24.50 IE -- 19.53 (8" S) IE 'W_ 19.63 (8" W) EXISTING BUILDING B F.F.=26.0 16,040 S.F. I- Ee FACADE IMPROVEMENT CITY OF TUKWILA, KING COUNTY, WASHINGTON EX. SSCO #2 IE :: 23.50 (8„ W} If:: ..... 2 3_5 0 (8" S) PROJECT LIMIT LINE PER CITY OF TUKWILA ORDINANCE 1237 EX. SSCG r 1 IE =22.r32 (8":i) r---------------------------- ----- ------ --- r-------------- ------ ------ ------------------ ------ ------ ------ ------ ---- ------------------------------ ---- I I I I I I TRASH I I I ; '• ' I ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4F`l Ejll 51jj tj\j _ �= ._-...._. .......... ....._.._ ......_._. ...__.._. __.__. _._. _._...... _.._.__ _.._.._ .____ __.-.._.. ..__..-. __._... _..-..... ._.._..__ ._-...-. ...-..-....-...._.... ..-..-... EMPLOYEE PARKING �• _... ............. ....... ._ EX. B #2 ti 1 J SERVICE LOADING RI - 24.8u f SERVICE LOADING .EX. CB # 14 EX. CEO #15 f WIVIF ... 24.50 RIM - 24.50 jj IE - 21.33 (8" S) I :: 21.33 (8` i :) I� l� EXISTING BUILDING A F.F.=26.0 27,840 S.F. 5 : Y SAWCUT LINE ----_-.._��-_- r------F------F------1--------------I------1- ----- ft _ EX. CB #3 RIM - 24.73 IE 20.76 (10" Si { . IE = .`20;.76 (u" WN 11 IE = 20.76 (18" N) II I 1 I 1 I I I I 1 3 1 I i I I jjjjff I �1 I I I I I I I (� I I I I I I � ' I :I I I I I - ;wxt F. Fin »».,...:.... >,.......:..., EXISTING CURB TO. BE REMOVED ........ i� 1 I I� 7 r R y r EX. WALK R ,71' 0 V) Q z �c J o- _ z O z W J 0 � > 0 a: F W O w U- c � -� `C w U W p D QQ -I U W 0- < 0 Er �' z w 0 U w 0 W ;= U w J CD 00 z Q oc0>w (� ir <C J ~ 00 cr W c L-j >. co F_ O co V " �,�PpHlLfpp�O it tAI I INV UUKC � TO BE REMOVED ..... EX. F.H. ( -------' ii€ ...... • �. EX. CH 6 I . II . , « RIM 2`�.9'?`" "•�-� i o 0 0 ° Q n EX. (,h Y 1. N N -e EX. PARKING EXISTING STRIPING:<. EX, PARKING ..n::..� ,a ""-•-.... �>:::<>:»:> EX. PARKING ; (n II z a� RIM = 23.54 J LOT DRIVEWAY IE = 16.61 (18 W} - TO BE REMOVED € I o > „ LOT/DRIVEWAY ............. EX, rW•_.„• / ,a .,,_- LOT/DRIVEWAY • i I°W = 19.38 ( N} ° ` II : - 1 f;.61 (i :} { II . _ RIM = 22. �� - .� � EX. POWER VAULT EX. DCVA j If- 19.38 (1r3 ) �.µ.,.: IE 18.92 (18" :,E} IE - 16.61 (S. 1 - 11 n r, n n r, n n\� n r, r, n J-, r, r, r, r,,,,,-- r, i•, i•, r, i•, i•, r, n r, ~ � \ --.,� •'•....... J z j I 1 f I 1 I I ;...• Sr,,. �.... t.., C �... L... �..• L..-: �.... �..• �..a �....• t..• L.,. t.J (,,,. �..r L.J •t... t.,. �. t.,.. t.., �... L,J �.... I ••, t 2: •; I I - I� jJJ f I 1i1 I I I I ✓ I "'.^-... " r-». I ' ? 1 1 • 'O 'O \ I s i I I I I i i i - i _ I `• 3: 1 N y d p 11 I I I I I I l� ,,,,,,. I I I .•,•.4...,.,.. "'""c•- <1 I' � I . C C Y ' I I I I I I I I I i< p1 O I \ I 3 1 I I I I I I L N I 'w I a 1 I. -•'1 I I � I I Y � •� 11 i I I° I I j .r•"' r,,,.r' I I I I ""." � .f � s' I N L L O -.._ - ..._ I I r I _ -... I . EX. CB I G rl e I I I _.... I. I r J i... E�. 1 D'�' rw a . I I 1 - .. - ~ a I-- - EX. WATER METERS N jj 1� RIMS .?:5.41 i I a I I F I .X. MI"I 45 ° 1 i or ??, (\IM ...x Z �.i U LANDSCAPING st '° I :'; ( I LANDSCAPING ,� 1; 4 1 (E 1 (1 B W} _ e �� LANDSCAPING " � z � .. X. _ I d I f I �M 21'.00 , d e >-- IE '6.96 �1 �} Z t I s y EyJ'^.*' i 1 • ............. \..,• I '•- 18,134 1 I•:' to I I f �1 E-�15.7u 1 8't Ya} Y E ,� .e 4. �\ : `d' �\\ ,L� t / J xa M....:.r:..».. O Z ( I f ( _. _ _ I _ d d J I[:. 18.96 l,10 N} . r� ... .-••c•--r--•---.-.- d-.r-•-.---T•-ems-•- - . . f • •r :. o d - -s•' ..r - r -�Sq�•C,5 •- 'S� •• - - - :::: ��^^yy'' - --::.»... ,•: d /,r..... .e ° tt ;dam--•--•---.-.--..--•- d d v ' d • do'J f �.. .° .. '� . ° °' d d •. I 1 1 ,� ° .?v i '° °. ° .. ° ° - d ° d . d ° �i < . a '°� °.o • ° • a •d J ° °.. EX. WALK °• '•° , f ° •e mm J . o d:EX. , .. . «. ., A. a .•O ° a . W Q d ,o Y...'° • •` .yrs �. f ; _ WA °d e a . .d .o' ° p % d•+ d VEX. WALK d„ • ,. • a .. X .. . .. • ° _ ° d d .° '��' , f .°, t,id f' •' o° a - e' ....A '• •o ' d ° . e . LLJ A• _ 7a s OR d ° EX Coi 11 f_9�-------------------=-----------1-_ --_ _ : _Q�---=------------------ 4------------------------°°------------------------=-a--=------ ------ --- -- - I ' d 7 RIM ::::: J3.4C}f >, E ::m 16.7�? {18" NW} EX. t�i�'i \2 4 :.:.::... '' �1A�cE w N t ` z X. SS MH ✓' I c > ,,.. IE -- 17.94 (13 eV} J .2 .. ,J h f ®@ e RIM � 22.l0 RIP�.....� ,��..35' �e � I � EX..CB �f .� �® Ap��' Q O z w N oN0 89 II: = 17,94 18" i:} EX. MH j IE = 19.62 t W} RIM :::: 24,00 .'f 1 RIM � 2€-19 3 201�j z rn co 000 w w IE W 19.62 JSza' , IE 15.64 18" f�d� X {•, Jr. ` 18, IE 18.1018" ', PR 2 N I I w II : = 15.64 (}4„ Si} SOUTH CENTER PARKWAY RIM - 21.02 1 IE = ' 8.10 (12" E} Lo ^ Lr)� ^ z Z IE W -4,05 (11.. E:.) �-�u��Iil�l In Icy Lu ° C3 D����1�� arNi w N 04 I I I 13l JlLpll�1 Y d: c cn !i ........� ........ ........ ........4 _..-! jtj .......�. NOTE: THESE PLANS WERE PREPARED USING THE BEST E AVAILABLE. ASBUILT PLANS AND AERIAL PHOTOS. Z N o NO ACTUAL FIELD SURVEY WAS PROVIDED. THE -00 CONTRACTOR SHALL VERIFY ALL ITEMS IDENTIFIED ON THESE PLANS PRIOR TO CONSTRUCTION II O U (n (.0 12 0 N E 0 0 0 3 c a I dM- N Q1 C N C C N N� N 0 0 0 i a� E ■ 0 10 20 40 + � .w�... MIIIIIIII/� b .IIIIIIII, r k ' k 1 ➢ FACADE IMPROVEMENT CITY OF TUKWILA, KING COUNTY, WASHINGTON :':.X. aSCO �2 I E = 23.50 (0" W) E. =23,50 (8» S) wX SSCO #1 PROJECT LIMIT LINE PER CITY OF TUKWILA ORDINANCE- _ 1237 ,r 3 i E II:.. ?.2,:3.2 (8E:.) ii11 1 t I 3 TRASH It _......-. ___...... .�......._. ....�...._. ___�..... ._..._._ _.�....... ._..._. _____ ..-.... ............ ._____.. ...-... ._..�..... .-..... ..-.... ._.._.... ..-...- _____... ..-....-.-.... _____ ...-... ..-.... -.-... _-'___ ..-..... ......_..... ..-.... .-..... ._..-.... ...____ PA NG EMPLOYEE PARKING I...... - _..... ............. -- ___ _ _ -- _ - - _ ... ....... _ SERVICE LOADING R - 24.810 SERVICE LOADING ( IE ,, 21.68 (8" ! �) • EX. CB 14 EX. CBj 15 EX. CB 3 w...................... ....................... f �/ RIM 24.:a0 RIM - 24.50 EX. CB #1 �,% ? M = 24,73 IE - 21.33 (8" S) 1E 21,33 ( E) - itti 4°6�0 E - 20,76 (10`` S) IE 19.63 (i3" S) IE - 20.76 (8" W) . IE -- '19.63 (8 irk') IE 20.76 (18" N) ? Ijj I EXISTING ` ` Ij 1 I EXISTING � E BUILDING A�;: BUILDING B F.F.=26.0 F.F.=26.0 1 I •': A, E 27,840 S.F. ?� ,' 16,040 S.F. t t E I t i ' • ±. NEW CONCRETE EX. WALK '•� --------------�- --------------------------�---- •.1_.i •. - L '' :,.:'; •: --J --r- -- EX_WALK ��------ ---- I -: ,, ':.:• ...: ��'...,'; ..: - = NEW CURB LINE t 1 E i - I - t S E E i « i i I : i - i €> E �t E t :o� E fs 1 3f Y 1 ( f S:� • • . 7Y1n,1. 1 I i E 0 0 I NEW BUILDING OVERHANG + .: i�.•. •�� SERVICE I o.::. 2.0%^! ,:' • ;:; ::. ' • , . I DRIVE I NEW LANDSCAPE ISLAND C� ': j I EW CONCRETEI MAX. E `` EX. PARKING EXISTING t> •` •`'� �'•"'� I ' I I NEW PAVEMENT r ::.: •• .' : I I NEW LANDSCAPE ISLAND ( LOT/DRIVEWAY PETROLEUM PIPELINE EASEMENT �I'",• :.:;:,.�':..;..:j I ' I SAWCUT LINE �' 'VA-X.I... • t E _._..._,.....,.._.�: E ; I I K~' ' tE E •� I EX. WALK I t EX. WALK I EX. ,7 E jL _j t _, r LANDSCAPING I I I € I II I € f.:r `,.~•'- x�- _ice ----- ------ - , I L--C-------C-------�-� ` , S� �� t 7 iz. tExx..w. . W f ... I I NEW STRIP114G o �.. ........ .q...... .... ....._- .. .... ..- ...... .. .... A' ....... --- W -- - b^a - W o^a - W - I - JV _: _ W ,; ....... t::.... 0 0 j W - t ter : - W _ _ _ - W _ , _ W E _ N} - - W - ; _ - I W - _ _ _ q - I- W _ w _ _ ,; ...4 w _._.. _ ......1: N _ - '--•' Sri} - »>: rV r I t I is tF E I I O---- ---- E E i i ISLAND.>I € Ei LANDSCAPE h __>:w:W::::•;' 11 ✓EMENT o WEXCB I NEW PAVEMENT I II I •, , o NEW LANDSCAPE ISLAND •�� X OH 1 NEW LANDSCAPE ISLAND NEW STRIPING EX. PARKING EX. PARKING RIM _ 2°",•, ,>' ��� EX. PARKING I I RIM = 23.5�I' LOT DRIVEWAY LOT/DRIVEWAY IE - 16.61 � : 8 W) LOT DRIVEWAY IE = 19.38 (16 E) ' o IE EX. POWER VAULT REVISED CROSSWALK o IE - ^18°92 ,'1 ;' SE) IE 16.61 (8 �I�) �• 1 i•, /'� r, .•, /', .-� �, r, r, .•. � i :•, r, .-, .', r, �•, �•, .,.y..• M..^^'r, ' <•, :•, r•, <-, r, r, .•` :•, ? � � `� -•.� �, f ,. `t � I E �..a I C E �... i l.� i C i �,.r i i %.� i �''�� �`' ! I C : [ �.. E �..� •.wX. ""6,... �..r €�,.� i C i C i c i c c C j 1 1 Q 1 I i I_..._ .. ............_ ...... _...... ....._........................4.............._ .._...... _..... ... ......_.-..........-... '_.a.......-.......�................� t A'^�" ....... .........._. .._.._.... ........._.. ._......... .M......... .......... .._..••.•.Y�Y,... •�... ,.w ram- - J .... EX _ CB '12 �-';�' I _.. _ _.. _ _ . _ W1.,-1 r W_Y _ EX. CBS 23°61�..-- � ., EX. M'-� 't��: �•.-•--_� �;... , a •4 ' E WRp�g •�:� 2 � 8 LANDSCAPING t 1 t ,' r _ 3, IE = 18.34 (• 8" W) d t t RIM W OC) LANDSCAPING ,: ,� �. d ,�4`` �� LANDSCAPING '.E ^m 18.96 (12,> W) h t t t E t •- ,J,1 ,.., Imo( IE ..._ 18.34 r3gs> �1 3� . 1 ,F t� IE -' 13,70 ; ;8" `�d) _ �°' -d �• �`• a � 1�.9� {10" N) � .r...-•...ate....« i.. • •.......... .. «... ..«_.• .. •...a _.�....r.. _•-_.�;... ... ... .. a r _-��....:..-�... _«J..s. ..�.�.a:..•:...-•f� • • • • -•.. •-•:..�1�..., �... a._. �..:y:� » E ..... d .. ,•4 :, r �' ''�' ,ag'•r '�•. .'�. .�. d X °rW a n• a ,' „''�� .,a 'o-, + _ �... b.v .e T .b' •',:1 , b b' = W<r 4:E A g ' "' �, .. :� ri EX. WALK a " A o'•n EX. WALK •.d '�' y f jIE'�.:.. .7 '.1" �• d. ": a. �' a _�.; �. �. ��. �Q _..__......__..__._.....__._.._.__..._..__._.M w CX< •.,E3 1 _ _ _ : gym_ ._._ a__._..::.._ .............._._ _._.__._a._...___._.___._...__...._.n....... ,._.. _:_...._-........_.._.._..... EX. SSMH #2 RIM IE � 3.40 RM IE 15.7U (` 8 N�¢ ) I :::: 22.70' . 1 .94 " EX. MH #4 IE ':::: 17.94 t18 EjW, ........� IE - 19.62 (8 i✓f✓ RIM = 2400 IE :::•, 19.62 (8" N) IE -= 15.64 (18" N) IE ::' 15.64 (24" S) SIDEWALK NOTES A. SIDEWALKS VARY FROM 4' TO 7' IN WIDTH. CONTROL JOINTS TO BE PLACED AT SPACING EQUAL TO SIDEWALK WIDTH. B. PROVIDE EXPANSION JOINTS AT 28' TO 30' O.C. MAXIMUM. C. WHEN WALK IS ADJACENT TO THE BUILDING PROVIDE 3/8" X 4" IMPREGNATED FIBERBOARD. PULVERIZED TOPSOIL (TYPICAL LANDSCAPE AREA) SLOPE TO 2" BELOW THE TOP OF SIDEWALK--\ 4" CONCRETE WALK (BROOM FINISH) WITH 6X6 - W1.4XW1.4 W.W.F. SEE SITE PLAN FOR WIDTH 4" COMPACTED CLASS 2 AB (NO VAPOR BARRIER) TYPICAL SECTION IN LAWN AREAS 1" RADIUS ON EDGE SOUTH CENTER PARKWAY TOOLED JOINT 6„ ADJACENT PAVEMENT I I 3" COMPACTED DEPTH 1/2-INCH CLASS H.M.A. PAVEMENT 6" COMPACTED DEPTH CRUSHED SLOPE 1 % MIN. ROCK BASE COURSE d 'Q d ••-^ Cii O AA,O, • O d I. O 0 Oo "O 0 Oo ' /\0 dal . o .0 d. N ° $ ° ° ° °°° ° ° �° ° o I0 0 00 0 0 O TYPICAL SECTION ADJACENT TO DRIVES ON -SITE CONCRETE SIDEWALK 12" SUBGRADE SOIL CEMENT PREPARED PER SOILS REPORT RECOMMENDATIONS. TYPICAL ON -SITE ASPHALT PAVING SECTION ...... . E:::X, I�'2H '. RIM - 22.35 IE - 15.33 (18" S) !,! ! ! EX • CB #18 !'!! RIM 21.02 IE ----4.05 (12" E) 9" 6" MIN n 7n 1n t I -•P.4 " `r co r: Q. ASPHALT RIM - 20.19 IE 18.10 (18" W)f IE:.=18.10(12"E) i I € �1 6 I� t ®S COOP EXTRUDED CONCRETE CURB DETAIL City °� ,,Ulu.®ti�G 0 0.' 'R RECEIVED CITY OF TUKWILA MAR. 0 6 2015 PERMIT CENTER Q z J C � z � jR W :2 > J > <C CC �O Z u- cc °- M W W 0 a- V Q � LL W z W U W U W U�wcno 5 J z c D O w z W � O W cr ~ c C W F m CIO `�\ V N N !L d O O N C U N N •C O ail j Z m .- U U t}• r- c0 C (D j O = 0 U :D Z j o ZN LL1 CL Q z X Q Z LLJ Lv N g z Q K) N CV . O Zrncoa0O wz N Q I I Uj Z Lo s Ln � Ln � 0 Z Ld ONO W N � N >� .- Y U N NI a� .n � NOTE:THESE PLANS WERE PREPARED USING THE BEST a ,� AVAILABLE ASBUILT PLANS AND AERIAL PHOTOS. Z n o NO ACTUAL FIELD SURVEY WAS PROVIDED. THE CONTRACTOR SHALL VERIFY ALL ITEMS IDENTIFIED 4. N ON THESE PLANS PRIOR TO CONSTRUCTION `. J NOT TO SCALE (ALTERNATIVE: 3" ATB W/2" 1/2-INCH CLASS H.M.A. PAVEMENT) NOT TO SCALE NOT TO SCALE �r4 fa ;Y3 s a..a,?,vvr, 3?Y, trntcut,4,a�r .:iih,;?f 1 W a� M ♦J J—LV111V6.1 V I./llVbl w — V v Privet Honeysuckle 2—Gal, 18-21"ht PLANTING NOTES SCHEDULE AN INSPECTION BY THE CITY FOR THE PLANTING AREAS PRIOR TO PLANTING TO ENSURE SOILS ARE PROPERLY PREPARED. 1.REMOVE SOD AND PLANTS FROM SITE EXCEPT WHERE SHOWN TO REMAIN. PLANTS IN POTS AT THE BUILDINGS TO REMAIN. STUMPS AND ROOTS 1 /2" OR LARGER TO BE REMOVED. 2. SOIL PREPARATION AT STREET —LOOSEN SUBGRADE BY ROTOTILLING TO A DEPTH OF 8". ADD 3" OF ORGANIC MATTER OF STEERCO OR CEDAR GROVE COMPOST AND ROTOTILL TO A DEPTH OF 8". ADD 6" OF TOPSOIL OF A 2/3 SANDY SOIL AND 1 /3 ORGANIC MATERIAL BY VOLUME TO ALL PLANTING AREAS. pH TO BE 6.0-6.5. FINISH TOPSOIL GRADE IS TO CROWN AT THE CENTER AND BE 8" ABOVE CURBS OR PAVEMENT. 3. SOIL PREPARATION IN PARKING AREAS— FOR TREES PLANTED IN THE PARKING AREA REMOVE EXISTING SOIL MATERIAL AND ADD CU—STRUCTURAL SOILS AS SHOWN IN DETAIL. A. IF PLANTING AREA IS 250SF OR MORE EXCAVATE TO 3' DEPTH ALLOWING FOR 18" PLANTING SOIL. FILL WITH CU—STRUCTURAL SOILS AS SHOWN. B. IF PLANTING AREA IS LESS THAT 250SF EXCAVATE TO 4' DEPTH ALLOWING FOR 18" PLANTING SOIL. FILL WITH CU—STRUCTURAL SOILS. TREE ON CU—STRUCTURAL SOILS THEN FILL PI ANTIN bb—Lonlcera pneata— )-o uu Privet Honeysuckle 2—Gal, 18-21" ht PLANT SCHEDULE �JJ\J JV \ I I I\I-1 1 1 1\ I / \1 \1 \ YY/ \ 1 Symbol Quantity Scientific Name Common Name Planting Size Q10 Acer rubrum 'Armstrong' Armstrong Maple 2"—Cal. 16-18'ht,B&B 4 Amelanchier 'Autumn Brilliance' Autumn Brilliance Serviceberry 2-1/2" CAL AT 4' 14-16'HT 18 Berberis 'Gold Ring' Gold Ring Barberry 2—Gal, 18-21"ht O3 Camellia sasanqua Appleblossom camellia 4' — 6' hT. min spd 2.5' 35 Cistus v. Victor Reiter Victor Reiter Rockrose 21" —24' ht., cont 2 Cornus kousa 'Milky Way' Milky Way Kousa Dogwood 2"cal 12-14'ht B&B O106 Cotoneaster dammeri Bearberry cotoneaster 1—Gal, 12-15"spd Q8 Cotoneaster parneyi Parney Cotoneaster 18-21" ht, cont {) 149 Lonicera pileata Privet Honeysuckle 2—Gal, 18-21"ht 57 Miscanthus Morning Light Morning Light Grass 2—Gal, 18-21" ht ( :3 6 Parrotia persica 'Vanessa' Vanessa Parrotia 2" cal 12-14'ht B&B 126 Pennisetum oriental Karley Rose Karley Rose Ornamental Grass 1 gal. 12-15" ht O 4 Pyrus calleryana 'Chanticleer' Chanticleer Pear 2"CAL AT 4',BRANCH ®7' b&B { 10 Sarcococca humilis Himalayan sarcococca 15" —18" spd.,cont 2 Zelkova serrata 'Green Vase' Green Vase Zelkova 1-1/2-2"cal.14-16'ht, B&B C. PLACE 1 AREA WITH PREPARED PLANTING SOIL. LEAVE ROOM FOR MULCH. 4. PLANTS— ALL PLANTS SHALL BE WASHINGTON NO.1 GRADE WITH SIZES AS SPECIFIED. PLANTS SHALL BE FREE OF INSECTS AND DISEASE. 5. PLANTING— LAYOUT TREES WHERE SHOWN. PLANT AT GRADE GROWN IN NURSERY. LOOSEN EDGES OF ROOTBALLS AND PRUNE AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. REMOVE AT LEAST 2/3 OF BURLAP. ALL STRAPS OR WIRE BASKETS ARE TO BE REMOVED BEFORE PLANTING. BACKFILL WITH PLANTING SOIL MIXED WITH STARTER FERTILIZER 4-2-2 4 LBS/CY AND 20-10-5 SLOW RELEASE 10 FERTILIZER PACKETS AS RECOMMENDED BY THE MANUFACTURER. 3 PER TREE, 2 PER SHRUBS, 1 PER GALLON SIZE. THE TOP OF THE ROOT FLAIR, WHERE THE ROOTS AND THE TRUNK BEGIN, SHOULD BE ABOUT ONE INCH FROM THE SURROUNDING SOIL. HOLD PLANTS PLUMB AND FIRMLY TAMP THE SOIL AROUND THE A � I ROOTS— WATER WELL. FINISH ALL PLANTING BEDS WITH 3" OF MULCH OF STEERCO OR CEDAR GROVE COMPOST. LEAVE A 3" MULCH FREE RING AROUND THE BASE OF PLANT TRUNKS AND WOODY STEMS OF SHRUBS. 6. MAINTENANCE AND CLEAN—UP — KEEP AREAS CLEAN AND SAFE FOR THE PUBLIC. MAINTAIN PLANTS UNTIL ACCEPTANCE OF PROJECT. WATER, WEED AND KEEP PLANTS IN A VIGOROUS GROWING CONDITION. 7. GUARANTEE ALL PLANTS TO LIVE AND BE IN A VIGOROUS GROWING CONDITION FOR ONE YEAR. REPLACE IN KIND AND SIZE ALL PLANTS DEAD OR IN DECLINING GROWING CONDITION. I 0 FLAN I .5VU(; YL COATED TWISTED STEEL ]ILE AND 1/211 RUBBER HOSE ST WIRE TIGHT EACH 2 X 2 STAKES-MINIMU! -0" INTO GROUND T ROOTBALL AT THE DEPTH ANT WAS GROWN IN NURSERY - MULCH -SEE SPECS :EP 3" FROM TRUNK 4NTING SOIL MIX :MOVE TOP 1/3 OF BURLAP OM ROOTBALL-DO NOT REMO' OM BOTTOM OF BALL -STRUCTURAL SOILS PLANTING AREA TO EQUAL 250 SF WHERE PERMITTED IF CURBS RESTRICT THIS SIZE EXCAVATE TO 4' DEPTH TREE PLANTING IN PARKING LOT DETAIL CU—STRUCTURAL SOILS IS A TWO—PART SYSTEM COMPRISED OF CRUSHED GRANITE GRADED AT 0.75" TO 1.5' WITHOUT FINES MIXED WITH 20% CLAY LOAM OR LOAM WHICH HAS 20% CLAY. ORGANIC MATTER RANGE FROM 2-5%. CALL (800) 832.8788 TO LOCATE A LOCAL SUPPLIER. f■ ltl I rlrCll 1 IMLJ MUU 1 01ALL UIMIVILI LM DECIDUOUS TREE PLANTING DETAIL L—A10I IIVV TRANSFORMER serrata 'Green Vase' ,; °� ice 7 C, yaD � 3 2p15 APR 2 �►�y,°�� c� fit' � ____ -_.__ COATED TWISTED ISTEEi'— AND 1/Z RUBBER HOSE WIRE TIGHT 1; N 2 X 2 STAKES -MINIMUM u� III �II I�� �ti JIIIi All II HELIX DESIGN GROUP, INC FIr.ATF Nn 1Qr. DOUGLAS H. TUMA LANDSCAPE ARCHITECT 12321 SW COVE ROAD VASHON, WA 98070 LANDSCAPE PLAN CENTER PLACE RETAIL CD INTO GROUND ROOTBALL AT THE DEPTH Q TUIcwluo►, T WAS GROWN IN NURSERY ,n WASHINGTON MULCH -SEE SPECS — SAUCER TO HOLD WATER IN SODDED AREAS ING SOIL MIX IVE TOP 1/3 OF BURLAP I ROOTBALL-DO NOT REMOVE I BOTTOM OF BALL ROOTBALL ON A MOUND OF ..11'ACTED TOPSOIL THREE TIMES ROOT BALL DIAMETER EVERGREEN TREE PLANTING DETAIL REVISION DATE GRADE DATE JOB NO. 03.06.2015 a14-034 DRAWING NO. © HELIX DESIGN GROUP, INC.:A1Nhtsresarved. Hopartof this document may be reproduced In any firm or by any means without pemdssion In wddng from Helix Design Group 141 Mr M k.J 1" VAVLE 1" VAVLE I I ^'0 I14V TRANSFORMER IRRIGATION SCHEDULE SYMBOL & DESCRIPTION PSI RAD GPM RAINBIRD 1800 SERIES 6" POP—UP SHRUBS 3" POP —UPS LAWN 30 15F FULL CIRCLE 15' 3.70 ® ® 15TQ THREE QUARTERS 2.78 e 15H HALF 1.85 0 15T THIRD .1.23 0 15Q QUARTER •93 o van 15VAN VARIABLE ARC NOZZLE 1OF FULL CIRCLE 10, 1.57 v 10H HALF •79 0 1OQ QUARTER •39 o van 1 OVAN VARIABLE ARC NOZZLE ® 8F FULL CIRCLE 8' 1.57 e 8H HALF .79 0 8Q QUARTER .39 o van 8VAN VARIABLE ARC NOZZLE m 5F FULL CIRCLE 5' 0.41 ® 5H HALF 0.2 5Q—B BUBBLER QUARTER NOZZLE 0.1 ® RAINBIRD PEB ELECTRIC REMOTE CONTROL PLASTIC VALVE 1" o FEBCO 850Y 1-1 /2" BACKFLOW PREVENTOR IN BOX W/ COVER & © AIR COMPRESSOR CONNECTIONS TO WINTERIZE SYSTEM EXISTING CONTROLLER— EXISTING WEATHERMATIC SMARTLINE EXPANDABLE TO 13 STATIONS SCHEDULE 40 PVC PIPE FOR LATERAL LINES MINIMUM SIZE 3/4' 2" SCHEDULE 40 PVC PIPE FOR MAIN LINES 4!'�SleeveSLEEVES SCHEDULE 40 4' PVC FOR LATERAL ® METER FOR IRRIGATION SYSTEM 1-1/2" SIZE EXISTING ® 2" BRASS GATE VALVE NEW RS RAIN BIRD RAIN SENSOR—RSD BEx INSTALL NEAR CONTROLLER 7 QUICK COUPLER VALVE KEY _AND HOSE ATTACHED LOCKING RUBBER COVER QUICK COUPLING VALVE E�GAVANIZED NIPPLE ,/TRIPLE SWING J❑INT MANUAL — NO SCALE QUICK COUPLER VALVE — NO SCALE ALL VALVES EACH END TEST COCKS ROTECTIVE VALVE BOX GRADE 3' CL�A 12' MAX. DUICK COUPLER TO DOUBLE CHECK ASSEMBLY WINTERIZE SYSTEM VALVE TO IRRIGATION SYSTEM 12' CLEAR SOUTHCENTER PARKWAY VALVE MARKER S 160 PVC SLEEVE OR ANGLE VALVE SUMP 1 CUBIC FOOT PRAY HEADBODY 80 NIPPLE 'X 90 ELLS PLE SWING JOINT POP-UP HEAD DETAIL - CONTROL WIRES— PROVIDE 24' EXPANSI❑N LOOP NO SCALE 'R❑TECTIVE VALVE BOX SET AT GRADE AUTOMATIC VALVE WITH UNION EACH END OF GRAVEL BELOW ALL VALVES Ot MVLL .il.Ml 11 LLrl" DOUBLE CHECK VALVE ASSEMBLEY — AUTOMATIC VALVE DETAIL NO SCALE - NO SCALE 1. THE DESIGN IS BASED ON 30 LBS STATIC WATER PRESSURE AT THE HEAD. 2. ALL EQUIPMENT IS TO BE INSTALLED PER STATE AND LOCAL CODES. 3. THE CONTRACTOR IS TO PAY FOR ALL FEES AND TO OBTAIN ALL REQUIRED PERMITS. 4. DRAWINGS ARE DIAGRAMMATIC IN NATURE. FIELD ADJUSTMENTS MAY BE REQUIRED. IF ANY DISCREPANCIES ARE ENCOUNTERED BETWEEN ACTUAL ON -SITE CONDITIONS AND THE DRAWINGS, CONTACT THE LANDSCAPE ARCHITECT PRIOR TO ANY WORK OR REVISIONS. 5. INSTALL MANUAL DRAINS AT THE LOW POINTS ON THE MAINLINE, EACH ZONE AND AT THE BACKFLOW PREVENTOR. RECORD ALL LOCATIONS. 6. PROVIDE 18" OF SOIL COVER FOR THE MAIN LINES AND 12" FOR THE LATERAL LINES. 7. PROTECT EXISTING UTILITIES FROM DAMAGE. 8. DO NOT SPLICE WIRES OUTSIDE OF THE VALVE BOXES. USE DRI-SPLICE BRAND CONNECTORS INSIDE OF THE BOXES. 9. CONTRACTOR IS TO PROVIDE AND EXACT "AS -BUILT' PLAN. RECORD INSTALLATION LOCATIONS DAILY. 10. SUPPLY AND INSTALL ALL MATERIALS NEEDED FOR THE DESIGNED IRRIGATION SYSTEM TO BE A COMPLETE OPERATING SYSTEM IN ALL DESIGNATED AREAS. 11. ADJUST SPRAY NOZZLES AND HEADS TO SPRAY WITHIN THE PLANTED AREAS. �o A I B I C I D I E I F IELIX DESIGN GROUP, INC STATE OF WASHINGTON TER- PE ARC DOUG TUMA CERT IC A E No. 195 DOUGLAS H. TUMA LANDSCAPE ARCHITECT 12321 SW COVE ROAD VASHON, WA 98070 FOP' IRRIGATION PLAN P; ��r r COOS COM CEO GE APP0 APR 2 � 2015 City Of -famla 1°�d1�IC�G�1 BUILtDIN-G O CENTER PLACE RETAIL TUKWILA, WASHINGTON REVISION DATE IRRIGATION SYSTEM NOTES: THE AUTOMATIC IRRIGATION SYSTEM SHALL BE UPGRADED AS FOLLOWS; 1. RETAIN IRRIGATION METER. REPLACE BACKFLOW DEVICE WITH NEW 1-1 /2" FEBCO 850Y. 2. EXPAND EXISTING CONTROLLER AS REQUIRED. 3. REPLACE REMOTE CONTROL VALVES AS SHOWN. 3. REPLACE HEADS, FLEX RISERS ALL PIPING REQUIRED. 4. REPAIR ANY PART OF THE SYSTEM DAMAGED BY CONSTRUCTION DATE JOB NO. IRRIGATION METER EXISTING 5. IRRIGATION SLEEVES ARE SHOWN AND SHALL BE RETAINED 03.06.2015 a14-034 GATE VALVE 6. ADD MOISTURE SENSOR TO PREVENT WATERING DURING RAINS UNION 7. SLEEVE LOCATIONS ARE TAKEN FROM ORIGINAL IRRIGATION DOUBLE CHECK BACKFLOW DRAWING DATED; 02.08.1982 DEVICE EXISTING BI TO SYSTEM RECEIVED SCHEDULE 40 PVC CITY OF TUKWILA MANUAL DRAIN VALVE BUILDING METER QUICK COUPLER MAR. 0 6 201577 L002 POINT OF CONNECTION PERMIT CENTER NORTH 20 0 20 40 60 DRAWING NO. I l Scale: 1" = 20' © HELIX DESIGN GROUP, INC.; Atdghtsrwrved. Nopartof this document may be reproduced In any form or by any means without permission In wddng from Helix Design Group _l -,- Q L_ f- w w t UQ Q, CL Ce zo w� U a m 'o �n a U rY U-1 7 7�1 O a CL sz 0 L� r__ o o1-1 Ln Ln -.T v v � Ln o� Lo \U M o= w~ �- Q �- °- OLU J _ CL LL_ 2 Q 0 5 rel 0 0 • 0 DEMOLITION LEGEND DESCRIPTION SYMBOL AND TEXT EXISTING DOOR existing door, frame, 4\= and hardware to remain DEMO DOOR AND FRAME demo existing door, frame and hardware �F\\� DEMO WINDOW demolish existing frame and glazing 9 _ DEMO SLAB ON GRADE demolition of existing .n+ / / f / / slab on grade 9 f / / n / / DEMO FLOOR ASSEMBLY demolition of existing floor assembly WALL TYPES DESCRIPTION SYMBOL AND TEXT WALL TYPE I EXISTING WALL TO REMAIN WALL TYPE 2 DEMO WALL 0 GENERAL NOTES NOTE I. THESE PLANS DELINEATE THE BASIC SCOPE OF WORK FOR THE REMOVAL OF EXISTING MATERIALS. THESE PLANS HAVE BEEN DEVELOPED FROM OWNER PROVIDED ASBUILTS AND MAY VARY FROM ACTUAL FIELD CONDITIONS. THE DEMOLITION DRAWINGS AND NOTES ARE PROVIDED WITH THE INTENT TO GENERALLY DESCRIBE AREA AND LIMITS OF WORK. THE CONTRACTOR SHALL BE FAMILIAR WITH THE SITE AND CONDITIONS THEREON. ALL BIDDERS ARE ENCOURAGED TO PERFORM A WALK THROUGH" PRIOR TO BIDDING. G . 2. 0 S WINT COORDINATION F THESE DRAWINGS WITH THE REQUIREMENTS FOR CONTRACT WORK IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. DISCREPANCIES BETWEEN OR WITHIN CONTRACT DOCUMENTS SHALL B REPORTED TO TN ARCHITECT EE E IMMEDIATELY. 3. CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN OR NOTED TO BE SALVAGED AND/OR RE -USED. DAMAGES SHALL BE REPAIRED. OR REPLACED AT NO ADDITIONAL COST TO OWNER. 4. CONTRACTOR SHALL DEMOLISH AND/OR CAP ALL UTILITIES CONNECTED TO EQUIPMENT IDENTIFIED TO BE DEMOLISHED OR SALVAGED SUCH THAT THE UTILITY WILL NOT INTERFERE WITH THE RENOVATION OR ADDITION WORK UNDER THIS CONTRACT. (COORDINATE WITH MECHANICAL/ELECTRICAL DRAWINGS) 5. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURELY STORING ALL ITEMS IDENTIFIED TO BE CAREFULLY REMOVED, SALVAGED AND REINSTALLED. G. CONTRACTOR TO BE RESPONSIBLE FOR CUT AND PATCH AS REQUIRED TO ACCOMMODATE CONSTRUCTION (INCLUDING ALL MECHANICAL AND ELECTRICAL WORK). 7. STABILITY OF THE STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. ALL TEMPORARY SHORING SUPPORT IS PART OF THIS CONTRACT. 8. DEMOLITION WORK TO ACCOMMODATE BUILDING RENOVATIONS AND SYSTEMS HAS BEEN CONCEPTUALLY SHOWN FOR MAJOR WORK ITEMS. CONTROLS PIPING, ELECTRICAL AND OTHER SIMILAR ITEMS WHICH MAY REQUIRE CUTTING AND PATCHING HAVE NOT BEEN SHOWN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE CUTTING AND PATCHING REQUIRED FOR ALL WORK IN THE PROJECT. q. ALLOW FOR AN ADDITIONAL 1,000 SF OF DEMO t REPLACEMENT OF EXISTING CONCRETE PAVING, LOCATIONS TO BE DETERMINED DURING CONSTRUCTION. DEMOLITION NOTES NO. NOTE D01 EXISTING TENANT DEMISING WALLS AT FRONT FACADE SHOWN FOR REFERENCE ONLY. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS TO CONFIRM EXTENT OF WORK. D02 NEATLINE SAW CUT AND DEMOLISH EXISTING CONCRETE SIDEWALK, SUBGRADE ETC. AS REQUIRED TO ACCOMMO)ATE NEW CONSTRUCTION. CONTRACTOR SHALL MAINTAIN INDIVIDUAL TENANT ACCESS THROUGHOUT CONSTRUCTION BY PROVIDING MINIMUM 4'-0' WIDE ADA ACCESSIBLE SIDEWALK AND MINIMUM 8'-0" HIGH COVERED W4LKWAY AT EACH TENANT ENTRANCE (PER IBC CHAPTER 33) WHILE FACADE RENOVATION IS BEING COMPLETED. D04 DEMOLISH PORTION OF EXISTING ALUMINUM STOREFRONT AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. D05 DEMOLISH EXISTING PILASTER, FACADE STRUCTURE ROOF BACK TO FACE OF EXTERIOR WALL AS REQUIRED FOR NEW CONSTRUCTION. DO6 CAREFULLY DEMOLISH EXISTING FACADE, EXISTING SHEATHING TO REMAIN. D07 EXISTING ALUMINUM STOREFRONT SYSTEM, PROTECT DURING CONSTRUCTION, TYPICAL. DOS REMOVE EXISTING TENANT SIGNAGE AND STORE FOR FUTURE REINSTALLATION, TYPICAL. D13 DEMOLISH EXISTING ALUMINUM STOREFRONT DOOR AS REQUIRED TO ACCOMMODATE NEW STOREFRONT GLAZING. ............................ . _ . '- ... I .::::::.!...:: I ....... ....... 1..:.:::::::::1.... {:::::...:.:.:{ f.. ....... . . _. ....................................................................... ................................... .... . .................................. ...............................::................ . I..:..........:........ ....................:........ .........................................—�:.:—::.— i:.—::—..—::.—::.—::.—:::—::.—::...................................... ::.—...—...—::.—:.—::.—::.- I { ! L:. I :::.......:.........................:........:::... _ 1:.:.:::::........ . ......:. ,. ".. , / ..................... , :... / ; ... /. /. ............. ...............,. /:.. /... ............ / "%/.'. :' '.!/� ........................... ...................... .. ��11 // /i. { { / .... .. ....../. .i ..... .. .. /.. ... .: .. , Eli .: .. ... .. I I[ // ... ...:.1.. J .. I I ..... /...1 , �. ... ./.. r . .. / ....... ...//J � II. / � . I/ .. .. // 1: .. .,. I , , r / .,.,. .. .,. ,. / , (/ / // +,. ,/ / ,J„ :;, J , ,: f /,::, / , yl.. I...I f":�::::��:; ..,/.. : : .. ... .,./.... .... .. .rtr ter, ,. ..... .... . ri ., ..... Ir. ./.. ,./. ,.. i.... .... ., ..r: � j �...:i ..... .,. ..,.,,.. r .,r .. ... r. .. /. ./.,.. .. i..r / r m f riJ, .........:. ,y9{pygj / / DEMOLITION SOUTH ELEVATION DEMOLITION NORTH ELEVATION 3/32" = 1'-0" 3/32" = 1'-0" � ��aL1A� co® �G®10Ve® PR 2 3 20i� ow 0 QNIS10�4 RECEIVED CITY OF TUKWILA KEYPLAN N 10 DEMOLITION FLOOR PLAN - BLDG A PARTIAL WWI, low 1' 6' 20' 100 3/32" = P-0" 0' 3' 12' NORTH SCALE: 3/32" = 1'-0" A B I C I D I E I F I G I H ( I K -1 I design group 2 AMERICAN INSTITUTE OF ARCHITECTS 5 0 BUILDING A PARTIAL 7 DEMOLITION PLAN AND EXTERIOR ELEVATIONS CENTER PLACE 8 RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON REVISION DATE PERMIT SET D100 DRAWING NO. © HELIX DESIGN GROUP, INC.: All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group 1 2 K Ed I 5 *i 7 % 01 • 10 0 DEMOLITION LEGEND_ DESCRIPTION SYMBOL AND TEXT EXISTING DOOR existing door, frame, 4\= and hardware to remain DEMO DOOR AND FRAME %� demo existing door, �� frame and hardware DEMO WINDOW demolish existing —F _ _ _ =I— frame and glazing DEMO SLAB ON GRADE demolition of existing slab on grade ><. DEMO FLOOR ASSEMBLY demolition of existing floor assembly WALL TYPES DESCRIPTION SYMBOL AND TEXT WALL TYPE I EXISTING WALL TO REMAIN WALL TYPE 2 DEMO WALL 0 0 GENERAL NOTES NOTE I. THESE PLANS DELINEATE THE BASIC SCOPE OF WORK FOR THE REMOVAL OF EXISTING MATERIALS. THESE PLANS HAVE BEEN DEVELOPED FROM OWNER PROVIDED ASBUILTS AND MAY VARY FROM ACTUAL FIELD CONDITIONS. THE DEMOLITION DRAWINGS AND NOTES ARE PROVIDED WITH THE INTENT TO GENERALLY DESCRIBE AREA AND LIMITS OF WORK. THE CONTRACTOR SHALL BE FAMILIAR WITH THE SITE AND CONDITIONS THEREON. ALL BIDDERS ARE ENCOURAGED TO PERFORM A WALK THROUGH" PRIOR TO BIDDING. 2. COORDINATION OF THESE DRAWINGS WITH THE REQUIREMENTS FOR CONTRACT WORK IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. DISCREPANCIES BETWEEN OR WITHIN CONTRACT DOCUMENTS SHALL BE REPORTED TO THE ARCHITECT IMMEDIATELY. 3. CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN OR NOTED TO BE SALVAGED AND/OR RE -USED. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER. 4. CONTRACTOR SHALL DEMOLISH AND/OR CAP ALL UTILITIES CONNECTED TO EQUIPMENT IDENTIFIED TO BE DEMOLISHED OR SALVAGED SUCH THAT THE UTILITY WILL NOT INTERFERE WITH THE RENOVATION OR ADDITION WORK UNDER THIS CONTRACT. (COORDINATE WITH MECHANICAL/ELECTRICAL DRAWINGS) 5. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURELY STORING ALL ITEMS IDENTIFIED TO BE CAREFULLY REMOVED, SALVAGED AND REINSTALLED. 6. CONTRACTOR TO BE RESPONSIBLE FOR CUT AND PATCH AS REQUIRED TO ACCOMMODATE CONSTRUCTION (INCLUDING ALL MECHANICAL AND ELECTRICAL WORK). 7. STABILITY OF THE STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. ALL TEMPORARY SNORING SUPPORT IS PART OF THIS CONTRACT. 8. DEMOLITION WORK TO ACCOMMODATE BUILDING RENOVATIONS AND SYSTEMS HAS BEEN CONCEPTUALLY SHOWN FOR MAJOR WORK ITEMS. CONTROLS PIPING,ELECTRICAL AND OTHER SIMILAR ITEMS WHICH MAY REQUIRE CUTTING AND PATCHING HAVE NOT BEEN SHOWN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE CUTTING AND PATCHING REQUIRED FOR ALL WORK IN THE PROJECT. 9. ALLOW FOR AN ADDITIONAL 1,000 SF OF DEMO $ REPLACEMENT OF EXISTING CONCRETE PAVING. LOCATIONS TO BE DETERMINED DURING CONSTRUCTION. DEMOLITION NOTES NO. NOTE DOI EXISTING TENANT DEMISING WALLS AT FRONT FACADE SHOWN FOR REFERENCE ONLY. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS TO CONFIRM EXTENT OF WORK. D02 NEATLINE SAW CUT AND DEMOLISH EXISTING CONCRETE SIDEWALK, SUBGRADE, ETC. AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. CONTRACTOR SHALL MAINTAIN INDIVIDUAL TENANT ACCESS THROUGHOUT CONSTRUCTION BY PROVIDING MINIMUM 4'-01 WIDE ADA ACCESSIBLE SIDEWALK AND MINIMUM 8'-0" HIGH COVERED W4LKWAY AT EACH TENANT ENTRANCE (PER IBC CHAPTER 33) WHILE FACADE RENOVATION IS BEING COMPLETED. D04 DEMOLISH PORTION OF EXISTING ALUMINUM STOREFRONT AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. D05 DEMOLISH EXISTING PILASTER, FACADE STRUCTURE ROOF BACK TO FACIE OF EXTERIOR WALL AS REQUIRED FOR NEW CONSTRUCTION. D06 CAREFULLY DEMOLISH EXISTING FACADE, EXISTING SHEATHING TO REMAIN. D07 EXISTING ALUMINUM STOREFRONT SYSTEM PROTECT DURING CONSTROCTION, TYPICAL. DOS REMOVE EXISTING TENANT SIGNAGE AND STORE FOR FUTURE REINSTALLATION, TYPICAL. D14 DEMOLISH EXISTING ENTRY TOWER AND ASSOCIATED FRAMING TO FACE OF EXTERIOR WALL AS REQUIRED FOR NEW CONSTRUCTION. D15 DEMOLISH EXTERIOR WALL AS REQUIRED TO ACCOMODATE NEW CONSTRUCTION. D17 DEMOLISH EXISTING WINDOW AS REQUIRED TO ACCOMODATE NEW CONSTRUCTION. D18 EXISTING LANDSCAPE AREA TO REMAIN. 101 Le DEMOLITION EAST ELEVATION 3/32" = P-O" E D C F= L I I I I I I I I I I D 14 -- D06 -.... I ....... iI ................ I ...................... ........ J. IlJ I . I I: ...... ._................................................ . / ;,.. i / / ....... // � /,,,. yam.; : /:,..:. iii/i:: ! ;,: i. 05 ::.;:..r:.:. I�% .:::,, :� J f ��.............................. ., ,:.:; ................. .. D04 D07 DEMOLITION NORTH COURT ELEVATION 3/32" = P-0" D07 D06 D15 D17 \L—215 DEMOLITION SOUTH COURT ELEVATION 3/32" = 1'-0" TI I 10 11 12 2 5 BUILDING A PARTIAL 7 DEMOLITION PLAN AND EXTERIOR ELEVATIONS ���=e ®1� c �,PR 23 2�15 COOP CENTER PLACE 8 RETAIL City C IDN`SkC�l FACADE ��14L C)1t� IMPROVEMENT TUKWILA, WASHINGTON REVISION DATE RECEIVED CITY OF TUKWILA MAR• 0 6 2015 PERMIT CENTER 9 DATE JOB NO. 03.06.15 a 14-034 N-> PERMIT SET KEYPLAN I' 6' 20' 10 D 10 1 0' 3' 12' NORTH SCALE: 3/32" = 1'-0" DRAWING NO. I ©HELIX DESIGN GROUP, INC.: All rights reserved. KNo part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group ¢L w W a wE U t ¢ ¢ n wd zo w� U � ri L a aLU v� 0 6 a 0 K N Q- co Q) E L.n L � N in tY1 � o� OLU J_ CLw 2 IV El 5 C•l 7 0 • 6 10 0 DEMOLITION LEGEND DESCRIPTION SYMBOL AND TEXT EXISTING DOOR existing door, frame, and hardware to remain DEMO DOOR AND FRAME demo existing door, ��\� frame and hardware DEMO WINDOW demolish existing =E Frame and glazing DEMO SLAB ON GRADE demolition of existing slab on grade DEMO FLOOR ASSEMBLY demolition of existing floor assembly WALL TYPES DESCRIPTION SYMBOL AND TEXT WALL TYPE I EXISTING WALL TO REMAIN WALL TYPE 2 DEMO WALL 0 GENERAL NOTES NOTE I. THESE PLANS DELINEATE THE BASIC SCOPE OF WORK FOR THE REMOVAL OF EXISTING MATERIALS. THESE PLANS HAVE BEEN DEVELOPED FROM OWNER PROVIDED ASBUILTS AND MAY VARY FROM ACTUAL FIELD CONDITIONS. THE DEMOLITION DRAWINGS AND NOTES ARE PROVIDED WITH THE INTENT TO GENERALLY DESCRIBE AREA AND LIMITS OF WORK. THE CONTRACTOR SHALL BE FAMILIAR WITH THE SITE AND CONDITIONS THEREON. ALL BIDDERS ARE ENCOURAGED TO PERFORM A WALK THROUGH" PRIOR TO BIDDING. 2. COORDINATION OF THESE DRAWINGS WITH THE REQUIREMENTS FOR CONTRACT WORK IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. DISCREPANCIES BETWEEN OR WITHIN CONTRACT DOCUMENTS SHALL BE REPORTED TO THE ARCHITECT IMMEDIATELY. 3. CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN OR NOTED TO BE SALVAGED AND/OR RE -USED. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER. 4. CONTRACTOR SHALL DEMOLISH AND/OR CAP ALL UTILITIES CONNECTED TO EQUIPMENT IDENTIFIED TO BE DEMOLISHED OR SALVAGED SUCH THAT THE UTILITY WILL NOT INTERFERE WITH THE RENOVATION OR ADDITION WORK UNDER THIS CONTRACT. (COORDINATE WITH MECHANICAL/ELECTRICAL DRAWINGS) 5. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURELY STORING ALL ITEMS IDENTIFIED TO BE CAREFULLY REMOVED, SALVAGED AND REINSTALLED. 6. CONTRACTOR TO BE RESPONSIBLE FOR CUT AND PATCH AS REQUIRED TO ACCOMMODATE CONSTRUCTION (INCLUDING ALL MECHANICAL AND ELECTRICAL WORK). 7. STABILITY OF THE STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. ALL TEMPORARY SHORING SUPPORT IS PART OF THIS CONTRACT. 8. DEMOLITION WORK TO ACCOMMODATE BUILDING RENOVATIONS AND SYSTEMS HAS BEEN CONCEPTUALLY SHOWN FOR MAJOR WORK ITEMS. CONTROLS, PIPING, ELECTRICAL AND OTHER SIMILAR ITEMS WHICH MAY REQUIRE CUTTING AND PATCHING HAVE NOT BEEN SHOWN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE CUTTING AND PATCHING REQUIRED FOR ALL WORK IN THE PROJECT. 9. ALLOW FOR AN ADDITIONAL 1,000 SF OF DEMO t REPLACEMENT OF EXISTING CONCRETE PAVING. LOCATIONS TO BE DETERMINED DURING CONSTRUCTION. DEMOLITION NOTES NO. NOTE DOI EXISTING TENANT DEMISING WALLS AT FRONT FACADE SHOWN FOR REFERENCE ONLY. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS TO CONFIRM EXTENT OF WORK. D02 NEATLINE SAW CUT AND DEMOLISH EXISTING CONCRETE SIDEWALK, SUBGRADE, ETC. AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. CONTRACTOR SHALL MAINTAIN INDIVIDUAL TENANT ACCESS THROUGHOUT CONSTRUCTION BY PROVIDING MINIMUM 4'-0" WIDE ADA ACCESSIBLE SIDEWALK AND MINIMUM 8'-01 HIGH COVERED WALKWAY AT EACH TENANT ENTRANCE (PER IBC CHAPTER 33) WHILE FACADE RENOVATION IS BEING COMPLETED. D04 D04 DEMOLISH PORTION OF EXISTING ALUMINUM STOREFRONT AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. D05 DEMOLISH EXISTING PILASTER, FACADE STRUCTURE 4 ROOF BACK TO FACT OF EXTERIOR WALL AS REQUIRED FOR NEW CONSTRUCTION. D06 CAREFULLY DEMOLISH EXISTING FACADE, EXISTING SHEATHING TO REMAIN. D07 EXISTING ALUMINUM STOREFRONT SYSTEM, PROTECT DURING CONSTRUCTION, TYPICAL. DOS REMOVE EXISTING TENANT SIGNAGE AND STORE FOR FUTURE REINSTALLATION, TYPICAL. D13 DEMOLISH EXISTING ALUMINUM STOREFRONT DOOR AS REQUIRED TO ACCOMMODATE NEW STOREFRONT GLAZING. D14 DEMOLISH EXISTING ENTRY TOWER AND ASSOCIATED FRAMING TO FACE OF EXTERIOR WALL AS REQUIRED FOR NEW CONSTRUCTION. D15 DEMOLISH EXTERIOR WALL AS REQUIRED TO ACCOMODATE NEW CONSTRUCTION. DIG DEMOLISH EXISTING DOOR AND FRAME AS REQUIRED TO ACCOMODATE NEW CONSTRUCTION. D17 DEMOLISH EXISTING WINDOW AS REQUIRED TO ACCOMODATE NEW CONSTRUCTION. DIS EXISTING LANDSCAPE AREA TO REMAIN. A I B C I D 11 12 I I D14 I �O DEMOLITION EAST ELEVATION 3/32" = P-0" E F L H 13 14 15 I6 . I_::J::::::::::::::::::L::.._::— — — II 12 13 IA 15 16 DEMOLITION FLOOR PLAN 3/32" = P-0" C I D J E I F I G I H I J IN 6 3 5 0 KEYPLAN Q 2S' 32' 10 0' 4' 16' NORTH SCALE:: 1/1(o" = P-0" I K t,_ 5134 REGISTERED ATE OF WAS14INGTON HELIX DESIGN GROUP, INC D102 DRAWING NO. ©HELIX DESIGN GROUP, INC,: All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Hera Design Group a� E w Et U Q aT yam- m zo w� U � rn cn of 'o � L O CL i--- N U tY W cl- 6 Q O r-+ N (L � 0 N � � a � E Lo L N `n L� m Q� LU �Q p- Ow J J n LL_ A K G1 5 ri 7 0 • 0 10 U DEMOLITION LEGEND DESCRIPTION SYMBOL AND TEXT EXISTING DOOR existing door, frame, and hardware to =rll�= remain DEMO DOOR AND FRAME door, demo existing ��% frame and hardware DEMO WINDOW demolish existing =E frame and glazing DEMO SLAB ON GRADE demolition of existing slab on grade DEMO FLOOR ASSEMBLY demolition of existing -] floor assembly WALL TYPES DESCRIPTION SYMBOL AND TEXT WALL TYPE I EXISTING WALL TO REMAIN WALL TYPE 2 DEMO WALL GENERAL NOTES NOTE I. THESE PLANS DELINEATE THE BASIC SCOPE OF WORK FOR THE REMOVAL OF EXISTING MATERIALS. THESE PLANS HAVE BEEN DEVELOPED FROM OWNER PROVIDED ASBUILTS AND MAY VARY FROM ACTUAL FIELD CONDITIONS. THE DEMOLITION DRAWINGS AND NOTES ARE PROVIDED WITH THE INTENT TO GENERALLY DESCRIBE AREA AND LIMITS OF WORK. THE CONTRACTOR SHALL BE FAMILIAR WITH THE SITE AND CONDITIONS THEREON. ALL BIDDERS ARE ENCOURAGED TO PERFORM A WALK THROUGH" PRIOR TO BIDDING. 2. COORDINATION OF THESE DRAWINGS WITH THE REQUIREMENTS FOR CONTRACT WORK IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. DISCREPANCIES BETWEEN OR WITHIN CONTRACT DOCUMENTS SHALL TO THE ARCHITECT BE REPORTED E E IMMEDIATELY. 3. CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN OR NOTED TO BE SALVAGED AND/OR RE -USED. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER. 4. CONTRACTOR SHALL DEMOLISH AND/OR CAP ALL UTILITIES CONNECTED TO EQUIPMENT IDENTIFIED TO BE DEMOLISHED OR SALVAGED SUCH THAT THE UTILITY WILL NOT INTERFERE WITH THE RENOVATION OR ADDITION WORK UNDER THIS CONTRACT. (COORDINATE WITH MECHANICAL/ELECTRICAL DRAWINGS) 5. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURELY STORING ALL ITEMS IDENTIFIED TO BE CAREFULLY REMOVED, SALVAGED AND REINSTALLED. G. CONTRACTOR TO BE RESPONSIBLE FOR CUT AND PATCH AS REQUIRED TO ACCOMMODATE CONSTRUCTION (INCLUDING ALL MECHANICAL AND ELECTRICAL WORK). 7. STABILITY OF THE STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. ALL TEMPORARY SNORING SUPPORT IS PART OF THIS CONTRACT. 8. DEMOLITION WORK TO ACCOMMODATE BUILDING RENOVATIONS AND SYSTEMS HAS BEEN CONCEPTUALLY SHOWN FOR MAJOR WORK ITEMS. CONTROLS, PIPING, ELECTRICAL AND OTHER SIMILAR ITEMS WHICH MAY REQUIRE CUTTING AND PATCHING HAVE NOT BEEN SHOWN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE CUTTING AND PATCHING REQUIRED FOR ALL WORK IN THE PROJECT. 9. ALLOW FOR AN ADDITIONAL 1,000 SF OF DEMO $ REPLACEMENT OF EXISTING CONCRETE PAVING. LOCATIONS TO BE DETERMINED DURING CONSTRUCTION. DEMOLITION NOTES NO. NOTE DOI EXISTING TENANT DEMISING WALLS AT FRONT FACADE SHOWN FOR REFERENCE ONLY. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS TO CONFIRM EXTENT OF WORK. D02 NEATLINE SAW CUT AND DEMOLISH EXISTING CONCRETE SIDEWALK, SUBGRADE ETC. AS REQUIRED TO ACCOMMOBATE NEW CONSTRUCTION. CONTRACTOR SHALL MAINTAIN INDIVIDUAL TENANT ACCESS THROUGHOUT CONSTRUCTION BY PROVIDING MINIMUM 4'-0l WIDE ADA ACCESSIBLE SIDEWALK AND MINIMUM 8'-01 HIGH COVERED W%LKWAY AT EACH TENANT ENTRANCE (PER IBC CHAPTER 33) WHILE FACADE RENOVATION IS BEING COMPLETED. D04 D04 DEMOLISH PORTION OF EXISTING ALUMINUM STOREFRONT AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. D05 DEMOLISH EXISTING PILASTER, FACADE STRUCTURE ROOF BACK TO FACE OF EXTERIOR WALL AS REQUIRED FOR NEW CONSTRUCTION. D06 CAREFULLY DEMOLISH EXISTING FACADE, EXISTING SHEATHING TO REMAIN. D07 EXISTING ALUMINUM STOREFRONT SYSTEM PROTECT DURING CONSTRGCTION, TYPICAL. D08 REMOVE EXISTING TENANT SIGNAGE AND STORE FOR FUTURE REINSTALLATION, TYPICAL. D19 REMOVE STRIPING AT EXISTING STALLS FOR NEW PARKING LAYOUT. N E II J I6 17 IS O O O O i .� DEMOLITION EAST ELEVATION 50'-0" �— D04 D06 D04 DEMOLITION SOUTH ELEVATION 11�r 3/32" = P-O` DEMOLITION NORTH ELEVATION 3/32" = P-O" 15 16 17 18 DEMOLITION FLOOR PLAN 3/32" = 1'-0" C I D I E ( F I G I H I design group 20 AMERICAN INSTITUTE OF ARCHITECTS 5134 RE GIS TE RED 3 GE McKEAtV STATE OF WAS10 HELIX DESIGN GROUP, INC 12 5 Nei 02' 8' 32' 10 D103 - fi�j7C I 1 0' 4' 16' NORTH SCALE: 1/16" = P-0" DRAWING NO. I © HELIX DESIGN GROUP, INC.: All rights reserved. KNo part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group V 3 E 5 0 7 0 • 0 10 7 A I B I C ELEVATIONS NOTES NO. NOTE E01 BRICK VENEER - TYPICAL. E02 PRE -CAST CONCRETE BASE. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY. E05 EIFS WITH MOSAIC PATTERN. VECTORE FILE PROVIDED BY HELIX DESIGN GROUP. E06 PAINT EXISTING WOOD SIDING. E07 METAL AND GLASS TOWER. E08 STEEL CANOPY SUPPORT ROD. E12 G FRG PANELS. Ei9 STANDING SEAM METAL ROOFING. E15 ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. MODIFY STOREFRONT AS REQUIRED TO ACCOMODATE CHANGES TO BUILDING CONFIGURATION. E17 METAL CAP FLASHING - TYPICAL. E18 2' EIFS REVEAL - TYPICAL FOR ALL UNLESS NOTED OTHERWISE. SEE DETAIL 3A/A700. EI9 EXISTING RAILING TO REMAIN. E20 TINTED ACRYLIC PORTAL BACKLIT WITH LED TAPE LIGHT (1-6) - TYPICAL. TAPE LIGHT TO WRAP FULL CIRCUMFERENCE OF PORTAL. VINYL LOGO ON PORTAL GLAZING TO BE DETERMINED. SEE DETAIL IOD/A701. E21 LARGE WALL SCONCE LIGHT FIXTURE (1-3) - TYPICAL. E22 SLIMBRICK VENEER WHEN WALL IS OVER EXISTING ROOF. PROVIDE ADDITIONAL FRAMING/PLYWOOD AS REQUIRED FOR THIN BRICK. E24 SMALL WALL SCONCE LIGHT FIXTURE (1-4) - TYPICAL. E26 CONTINUOUS LED STRIP LIGHT (1-5) AT CORNICE ON NORTH, EAST AND SOUTH SIDES. WRAP STRIP LIGHT 10' AROUND NORTHWEST AND SOUTHWEST CORNERS. E27 EIFS IN THE SAME PLANE. E28 WRAP COLUMN WITH ALUMINUM FLASHING TO MATCH STOREFRONT. E29 3" THICK EIFS AT WHERE ADJACENT TO GFRC PANELS. E31 DOWNSPOUT - TYPICAL. FLOOR PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F04 EXISTING SIDEWALK - TYPICAL. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT AT VACANT SPACES. FINISH GWB TO MATCH EXISTING ADJACENT WALLS AT OCCUPIED TENANT SPACES. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. FOB LIGHT FIXTURE BELOW FLAT CANOPY (LI) - TYPICAL FOR ALL CANOPIES. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT. ANY NEW WALLS IN OCCUPIED SPACES SHOULD BE FINISHED/PAINTED TO MATCH ADJACENT. FII OUTLINE OF ROOF ABOVE - TYPICAL. FI3 BENCH (BI). SEE DETAIL IOG/GO02. F14 LANDSCAPING. FI7 SHALLOW TRENCH DRAIN, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TRENCH DRAIN. F18 METAL SOFFIT SIMILAR TO IOB/A500. F20 BENCH (B2). SEE DETAIL IOG/G002. F21 PENDANT LIGHTS (1-8). I E I F IG I H � J IN li+V.J •1 .•,.0 1 r ' F— L . .• is `• fl Z ct—f — — �? t F `•t 'fV 8 -0 L. IOD.' l . h n5 r < r .o. r A70r; t ear M• i• 4F;' - .. .c v. ., , .: 4.r . . .. .•.. .... is ,., r.... t .:.... ,♦ :. r , k n.:. i r,v E16 E02 E31 E19 BRK-I EI5 E20 E03 EI6 E31 Eib EIFS-2 EI6 E28 CONC-4 E21 EAST ELEVATION. 3/32" = P-O' A 8 C D E F C 14 J J �I C F E 39'-6" t i i t I EI3 X11 E26 3I1-ofl T.0 EL 8'-O" EL T.O.F. SOUTH EL 3/32" = 1'-0" EVATI O N BRK-I EL —OM T.O. PARAPET (E) _ Ff al_O' (� T.O.B. (E) Eo2 ® ELo'-o® T.O.F. -- --4 — — CONC-4 -- J ti Q12 ki/—NMT1 1 1-1 1—\/ ATIr1wI 3/32" = 1'-011 6' 1 21-01 — ,D FISc+c®��`� � CIE v)? ®v� ppR 2 3 2p15 C:jw 0 vo s,01j4 \31 ®6 EiI 5 R BUILDING A PARTIAL FLOOR 7 PLAN AND EXTERIOR ELEVATIONS CENTER PLACE 8 RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON 1~Y~v v ~~ REVISION DATE CITY OF TUKWILA 2 CITY COMMENT 040915 APR 1,0 2015 PERMIT CENTER 9 DATE JOB NO. 03.24.15 a14-034 KEYPLAN NPERMIT SET 20' 10 FLOOR PLAN 3/32" = 1'-0' 0' 3' 12' 40--'l NORTH SCALE: 3/32" = 1'-0" C I D I E I F G I H J I K All 00 YELLOW DRAWING NO. ©HELIX DESIGN GROUP, INC.: Allrlghhremed. No part of M document may bo reproduced In any torn or by 1 .....t ...n..ne will,.♦„1 ...,...,teeL... 1 •... i11— &-- U.•R,, n...1— n.... •.. I A I B I D I E F G H I 421-111 s_ Lu w I U Q J IL fw- m Iz o v6 v�m Oi 'o �t n a U fY Lu ,) O y .a a C� a 0 N N L0 L o� N L6<: � U m LU IL 1— Q oW CLLL 2 N M it P 7 E:3 0 10 ELEVATION NOTES NO. NOTE E02 CAST IN PLACE CONCRETE BASE. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E0.4 HORIZONTAL STEEL CANOPY FRAMING WITH METAL PANEL INFILL. E05 EIFS WITH MOSAIC PATTERN. E08 STEEL CANOPY SUPPORT ROD. E09 COMPOSITE SIDING PANELS. RETURN TO STOREFRONT OR WALL AS NEEDED. EIO SLOPED METAL AWNING. Ell SLOPED FABRIC AWNING WITH METAL FRAME. E12 CONCRETE SIDING PANELS: E13 METAL ROOFING. E14 EXISTING FENCE. E15 ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. E17 METAL CAP FLASHING - TYPICAL. E18 2" EIFS REVEAL - TYPICAL FOR ALL UNLESS NOTED OTHERWISE. SEE DETAIL 3A/A700. E21 WALL SCONCE LIGHT FIXTURE - TYPICAL. E23 OPEN CHANNEL LETTER WALL SIGN - UNDER SEPARATE PERMIT. FLOOR PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F02 PATCH ASPHALT TO MATCH ADJACENT SURFACE. F03 4' THICK CONCRETE. SLOPE I/8"/FT MIN AWAY FROM BUILDING (OR MATCH EXISTING). F04 1EXISTING SIDEWALK - TYPICAL. F05 EXTENT OF NEW SIDWALK. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 8.40 AND READY FROM PRIMING AND PAINT. PROVIDED EVENLY SPACED VERTICAL CONTROL JOINTS AT A MINIMUM OF 30'-0" O.C. HORIZONTALLY. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. FOB LIGHT FIXTURE BELOW FLAT CANOPY. F09 2 6 INFILL WALL WHERE EXISTING x E E E ING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FROM PRIMING AND PAINT. FIO CONCRETE SIDEWALK. SLOPE I/8'/FT MIN AWAY FROM BUILDING (OR MATCH EXISTING). FII OUTLINE OF ROOF ABOVE - TYPICAL. F12 JfXISTING LANDSCAPING. F13 IBENCH - TYPICAL. 7 A I B Y n EL. 21'-0" _ T.O. PARAPET (E) ® EL. 8'-0" T.O.B. (E) n EL. 0'-0" Y Y J 12 r EtJ d3 �` '� �Pyf11 Y <J { ry 5134 1 REGISTERED STATE 4F WASNINGTON HELIX DESIGN GROUP, INC g --r -- -- -- --�--- -- - r- -- -- -- -- --- ..............- BUILDING A .::::::::::........................................... . F12 I PARTIAL FLOOR WI i ��®� 7 PLAN AND AND ®'� EXTERIOR ELEVATIONS F03 �pR 2 I I 1 WI DI G pNIS10 3UJI ° Foq IOG CENTER PLACE F13 '' Goo3 RETAIL 8 FACADE IMPROVE W1 SIN MENT D -- -- — -- — -- — -- — -- -- -- — -- _L— -� :ion- —I_ 11 Fo7 F06 2 W2 I -� I WASH NGTON ® I a _ i F 1 I IOEI I 6A REVISION DATE vk� 3 A 0 WI FOq WI I` WI A700 I WI F09 WI m. :. ,� I I RECEIVED SIM SIN Sim SIM � � ° � �.� q CITY OF TUKWILA 1 IN co I 1 : CV - O .4 ... I it �ti ; i xx I FII n �i I _..II ............ II ' •I . . ........ .... L_ L_-JL__J L__JL JL_ J E 6c - - - IIIIIPERMIT CENTER 9 n a J II II I `9 —' m �9 �9 F05 — 1 .9n ':- � - •- _ I` _ � ! _ I, •", i A700 = _ _ ---- ---- ---- ---- ---- -- - _ ;1 Sim =_-� � --------- - - - - -- -J FII F04 L «' --- JL------- JL - - - - -- J _�_- -__-0-4- °.r'-• ,FII •I? FII p�41•." a; I •-° G ` DATE JOB NO. FII SIM - FII m • - FIO ..................................................................................... . L — — I F02 03 06 15 a 14-034 ,_ , ,� _ N� PERMIT SET 344 381. 132 40 175 34 I 2 301 2 I :33 Iq6 38�, 124 115 KEYPLAN 2'-0T"2 '_0" ' Tf-4' 0" �� 2'-8" i F — — — — — — — — — — — — I -10 I -3 _ F A101 I FLOOR PL N 3/32" = P-o" C I D A101 DRAWING NO. HELIX DESIGN GROUP, INC.: All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helot Design Group I A I e I C I D I E I F I G I H I i I K I I ra 119h 3 0 on 8 ' Q � a w� u t Qa w v� zo wr U o v -N m� Oi �o 9 V � o� 6 a. 0 It q E LO L o� 10 o= w~ �a O J ELEVATION NOTES NO. NOTE E01 BRICK VENEER - TYPICAL. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY FRAMING WITH METAL PANEL INFILL. E08 STEEL CANOPY SUPPORT ROD. E09 COMPOSITE SIDING PANELS. RETURN TO STOREFRONT OR WALL AS NEEDED. Ell SLOPED FABRIC AWNING WITH METAL FRAME. E12 CONCRETE SIDING PANELS. E15 ALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. E17 METAL CAP FLASHING - TYPICAL. E21 WALL SCONCE LIGHT FIXTURE - TYPICAL. FLOOR PLAN NOTES NO. NOTE E23 OPEN CHANNEL LETTER WALL SIGN - UNDER SEPARATE PERMIT. F01 EXISTING PARKING - TYPICAL. F02 PATCH ASPHALT TO MATCH ADJACENT SURFACE. F03 4" THICK CONCRETE. SLOPE 1/8"/FT MIN AWAY FROM BUILDING (OR MATCH EXISTING). F04 EXISTING SIDEWALK - TYPICAL. F05 EXTENT OF NEW SIDWALK. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS EQUIPMENT AND FINISHES WUICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FROM PRIMING AND PAINT. PROVIDED EVENLY SPACED VERTICAL CONTROL JOINTS AT A MINIMUM OF 301-0" O.C. HORIZONTALLY. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. F08 LIGHT FIXTURE BELOW FLAT CANOPY. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FROM PRIMING AND PAINT. FIO CONCRETE SIDEWALK. SLOPE I/8"/FT MIN AWAY FROM BUILDING (OR MATCH EXISTING). FII OUTLINE OF ROOF ABOVE - TYPICAL. F12 EXISTING LANDSCAPING. F13 BENCH - TYPICAL. F14 NEW LANDSCAPING. A I B E®—L. ��-0�� — T.O.F. EAST ELE 3/32" = P-0" n12 VATI O N 13 14 iwrTi-��.nr� i. 16 12 II2 13 14 15 16 FLOOR PLAN 3/32" = P-0" C D I E ( F I G I H I J 0 5 0 BUILDING B 7 PARTIAL FLOOR PLAN AND EAST DATE JOB NO. u I1 03.06.15 a 14-034 N-> PERMIT SET KEYPLAN 11 6' _ 20' 10 Al 02 01 31 12' NORTH SCALE: 3/32" = 1'-011 DRAWING NO. K © HELIX DESIGN GROUP, INC.: All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group � A I B I C I o Q 2 3 El 6 R 7 8 Q w +' ac o LU u � a ;[ J am I tr LU U o o in .o o Q- 9 s U CL� in a o_ ¢o N N N M o of Lo in 1_ o� 64 10 U �a �a O J fL U- ELEVATION NOTES NO. NOTE E01 BRICK VENEER - TYPICAL. E02 PRE -CAST CONCRETE BASE. E03 EIFS. RETURN TO STOREFRONT OR WALL AS NEEDED. E04 HORIZONTAL STEEL CANOPY. E05 EIFS WITH MOSAIC PATTERN. VECTORE FILE PROVIDED BY HELIX DESIGN GROUP. O6 PAINT EXISTING G WOOD SIDING. EO5 STEEL CANOPY SUPPORT ROD. Ell SLOPED FABRIC AWNING. E13 STANDING SEAM METAL ROOFING. E15 JALUMINUM STOREFRONT SYSTEM. E16 EXISTING ALUMINUM STOREFRONT SYSTEM. MODIFY STOREFRONT AS REQUIRED TO ACCOMODATE CHANGES TO BUILDING CONFIGURATION. E17 METAL CAP FLASHING - TYPICAL. EIB 2" EIFS REVEAL - TYPICAL FOR ALL UNLESS NOTED OTHERWISE. SEE DETAIL 3A/A700. E21 LARGE WALL SCONCE LIGHT FIXTURE (1-3) - TYPICAL. E22 SLIMBRICK VENEER WHEN WALL IS OVER EXISTING ROOF. PROVIDE ADDITIONAL FRAMING/PLYWOOD AS REQUIRED FOR THIN BRICK. E25 WALL WASHING LIGHT FIXTURE (1-2) ABOVE HORIZONTAL CANOPY - THIS CANOPY. E26 WRAP COLUMN WITH ALUMINUM FLASHING TO MATCH STOREFRONT. E30 CONTINUOUS LED STRIP LIGHT (1-5) AT CORNICE ON NORTH, SOUTH, EAST AND WEST SIDES. E31 1DOWNSPOUT - TYPICAL. FLOOR PLAN NOTES NO. NOTE F01 EXISTING PARKING - TYPICAL. F02 PATCH ASPHALT TO MATCH ADJACENT SURFACE. EXTEND PAINT STRIPING TO MATCH ADJACENT. F04 EXISTING SIDEWALK - TYPICAL. F05 1EXTENT OF NEW SIOWALK. F06 EXISTING TENANT WALLS AT FRONT FACADE - TYPICAL. FULL EXTENT OF WALL NOT SHOWN. F07 CONTRACTOR SHALL PROVIDE PROTECTION OF MATERIALS, EQUIPMENT AND FINISHES WHICH ARE TO REMAIN AT THE INTERIOR OF TENANT SPACES. NEW GWB WALLS SHALL BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 840 AND READY FOR PRIMING AND PAINT AT VACANT SPACES. FINISH GWB TO MATCH EXISTING ADJACENT WALLS AT OCCUPIED TENANT SPACES. DAMAGES SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO OWNER/TENANT. FOB LIGHT FIXTURE BELOW FLAT CANOPY (LI) - TYPICAL FOR ALL CANOPIES. F09 2x6 INFILL WALL WHERE EXISTING STOREFRONT REMOVED - TYPICAL. NEW GWB WALLS SHALL . BE TAPED/FILLED/SANDED TO LEVEL 4 FINISH PER ASTM C 540 AND READY FOR PRIMING AND PAINT. ANY NEW WALLS IN OCCUPIED SPACES SHOULD BE FINISHED/PAINTED TO MATCH ADJACENT. FIO CONCRETE SIDEWALK. SLOPE I/B"/FT MIN AWAY FROM BUILDING. FII OUTLINE OF ROOF ABOVE - TYPICAL. F13 BENCH (BI). SEE DETAIL IOG/G002. F14 LANDSCAPING. FI5 CURB RAMP. F17 SHALLOW TRENCH DRAIN, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TRENCH DRAIN. F23 H/C PARKING SIGN AT NEW H/C STALLS. F24 PROVIDE TIGHTLINE UNDER SIDEWALK, DAYLIGHT AT EDGE OF SIDEWALK. CONNECT DOWNSPOUT TO TIGHTLINE. ® EL. 21'-0'— T.O. PARADE � EL8'-0" T•O.B. (E)— EL — T.O.F. SOUTH EL 3/32' - 1'-0" NO 3/32' EVATI O N E J � EL T.( F I G I H I J I K 110 17 18 aal_c" EL. 211-00 T.O. PARAPET (E)r EIFS-3 +V ' a/ . F �y.•,� �l. .�t'.. and \.:�•4 t',. � tY• :.:' :1 ..l'.--. '_'t-.:1'.: 8:� �W "•1'` EIFS—I I')`ri� , 1P � t S '3� :L i r �' .i � �r". ,CT rlw �'7: ., 1�` 'u., B•. j`'.I.M•: !^,:'. .i. ••t�'. �• IFS E �^S J�• — 1 .I F — 3 ••r s. . E IFS— - - 4 •5 �t �1: T T �� I� f •��.i. EL. B'-0" EIFS-2 ;,,:,. S. �o E 3 I L I" t •4 1_ "77 - i' — — � —E�L—. 0_ �0 _ `Y. 6EIF-5-3 E21 E02 E16 EIFS-2 EI5 E15 UPLIGHTING ABOVE HORIZONAL CANOPY EAST ELEVATION 3/32" - 1'-0' F E D C 8 I R RTH ELEVATION 6 FLOOR PLAN 3/32' = P-0" C I ylj6c--� A103 5134 1 REGISTERED BUILDING B PARTIAL FLOOR ce 7 PLAN AND GO V G® � EXTERIOR APR tp 23 2015 ELEVATIONS ®�cW��� CIS CENTER PLACE 8 RETAIL FACADE Is* 00" IMPROVEMENT TUKIMLA, RECEIVED WASHINGTON CITY OF TUKWILA REVISION DATE APR Z��S 2 CITY COMMENT 040915 PERMIT CENTER N� KEYPt_AN Q I' 6' 20' 10 0' 3' 12' NORTH SCALE:: 3/32" = 1'-0" K PERMIT SET Al 03 YELLOW DRAWING NO. 7 A I B I G J ©HELIX DESIGN GROUP, INC.: Allrighlsremed. No part of this document may be reproduced in any form or by nnv mannt wilhnt if narmitdnn In wdlrnn Bnm Barre nadnn r`. In 2 3 El ', 21 I A I B I C I D I E I F I G I H I i I K ELEVATION LEGEND DESCRIPTION SYMBOL AND TEXT WINDOW window type designation, WI refer to window schedule STOREFRONT SYSTEM storefront type designation, refer to window schedule SFI LOUVER louver type designation, refer to louver schedule LI ASSEMBLY TYPES W = wall type R = roof type WI S = soffit type F = floor type ELEVATION surface type designation EL. 0'-0" T.O.F. = top of floor T.O.F. T.O.B. = top of bearing (E) = existing EXTERIOR FINISH SCHEDULE ARCHITECTURAL CONCRETE SIDEWALK CLEAR SEALER CORRUGATED METAL ROOF PANELS FACTORY FINISH METAL DECKING PANELS PAINT METAL FABRICATIONS PAINT METAL RAILING PAINT EXISTING METAL COMPONENTS PAINT EXTERIOR INSULATION FINISH SYSTEM (EIFS) SYNTHETIC PLASTER FINISH HORIZONTAL CEMENT PANELS FACTORY FINISH SINGLE -PLY MEMBRANE ROOFING FACTORY FINISH METAL FLASHING AND TRIM FACTORY FINISH METAL GUTTERS AND DOWNSPOUTS FACTORY FINISH ALUMINUM STOREFRONT AND DOORS (NEW) FACTORY FINISH ALUMINUM STOREFRONT AND DOORS (EXISTING) PAINT ALUMINUM FLASHING AND TRIM (NEW) FACTORY FINISH ALUMINUM FLASHING AND TRIM (EXISTING) PAINT EXTERIOR WALL MOUNT LIGHT FIXTURES FACTORY FINISH EXTERIOR DIMENSIONAL LUMBER AND TRIM STAIN COMPOSITE SIDING FACTORY FINISH BRICK FACTORY FINISH CONCRETE SIDING PANELS FACTORY FINISH I. REFER TO EXTERIOR COLORS AND MATERIALS SCHEDULE FOR COLORS AND FINISHES. 2. PAINT ALL EXISTING BUILDING WALLS, DOORS, FRAMES FLASHINGS, ETC. AT BUILDINGS A, B, C AND G (ALL EXISTING EXTERIOR SURFACES). DOOR SCHEDULE NO DOOR RATING HARDWARE GROUP FRAME NOTES WIDTH HEIGHT TYPE MATERIAL FINISH GLAZING MATERIAL FINISH TYPE GLAZING FP-01 101 12'-3" 7'-10" DI ALUM F.F. SAFETY - - - - - [1], AUTOMATIC SLIDING DOOR 102 6'-0" 7'-10" DI ALUM F.F. SAFETY - HW-1 - - - - [I] (2] 105 6'-0" 7'-0" DI ALUM F.F. SAFETY - 1414-1 - - - - [I] [2] 106 3'-0" 7'-0" DI ALUM F.F. SAFETY - HW-I - - - - [I] 106 3'-0" 7'-0" DI ALUM F.F. SAFETY - HW-I - - - - [I] III 6'-0" 7'-0" DI ALUM F.F. SAFETY - 1414-1 - - - - [I] [2] 112 6'-0" 7'-0" DI ALUM F.F. SAFETY - 14W-1 - - - - [1) [2] 113 3'-0" 7'-0" DI ALUM F.F. SAFETY - NW-1 - - - - [I] 114 3'-0" 7'-0" DI ALUM F.F. SAFETY - HW-I - - - - [I] 115 3'-0" 7'-0" DI ALUM F.F. SAFETY - HW-I - - - - [I] 117A 6'-0" 7'-10" DI ALUM F.F. SAFETY - HW-I - - - - [1) [2] 117B 6'-0" 7'-0" DI ALUM F.F. SAFETY - HW-I - - - - [1] [2] 115 6'-0" 7'-0" DI ALUM F.F. SAFETY - HW-I 1 [1] [2] SCHEDULE NOTES HARDWARE NOTES GENERAL NOTES [I] STOREFRONT FRAMING SYSTEM HWI - LOCKING FUNCTION WITH CLOSER. I. REFER TO PROJECT MANUAL, SECTION 08 71 001 "DOOR HARDWARE" FOR HARDWARE GROUPS. STAINLESS STEEL PUSH PULL SETS. [2] PAIR 3'-0" 2. REFER TO COLORS AND MATERIALS SCHEDULE FOR COLORS AND FINISHES. HW2 - LOCKING HARDWARE WITH CLOSER 3. REFER TO PROJECT MANUAL, SECTION 08 81 00, "GLAZING" FOR GLAZING TYPES. INSULATING GLASS UNITS SHALL BE LABELED AND NFRC CERTIFIED. 4. REFER TO SHEET G020 FOR STANDARD ABBREVIATIONS LIST. 5. "PAINT" (PT) IS A GENERIC TERM USED IN DOCUMENTS. REFER TO PROJECT MANUAL, SECTION 0q ql 00, "PAINTING" FOR SPECIFIC TYPE OF APPLIED FINISH. THE TERM "PAINT" REFERS TO PAINTS, STAINS, SEALERS AND OTHER APPLIED COATINGS 6. REFER TO PROJECT MANUAL, SECTION 07 25 00, "WEATHER BARRIER" FOR WALL OPENING FLASHING REQUIREMENTS. SCHEDULE 4" 4�411 v / LU n SG w z U � N O TYPE DI DOOR TYPES 114" = 1'-0" C_/_i ir=ni a r= u c u U TYPE FI FRAME TYPES 114" = 1'-0" 0 19 0 7 7 SCHEDULES ppR 23 2�1`a CENTER PLACE 8 ���� 01 ���4�a1a 8 RETAIL ,� ID FACADE FACADE Q6�+ IMPROVEMENT L� IVLU U TUKWILA, J WASHINGTON ri — wv REVISION DATE y- m zo w00 Er U � r a � u m � C/ Oi �o a� 9 9 V rY LU 7�, O a C DATE JOB NO. 0 03.06.15 a 14-034 RECEIVED PERMIT SET n._ n CITY OF TUKWILA o� MAR. 0 6 2015 L� LON PERMIT CENTER L 10 A200 o� "� 10 my Ca = f•- Q IL JLU DRAWING NO. © HELIX DESIGN GROUP, INC.: All rights reserved. A B I C I D I E I F I G I H I ,� ( K No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group I A I e I C I D I E I F I G I H I i I K I 2 3 4 5 rel 7 8 aL: � a LU E V Q1 Q _3 IL I LU v f- m zo u..f V � a I � vn ff) u �o I a p- W a O� a ,z 0 n a LO .� E LL o� CN 10 L� o= w� f-4 �-O- Ow --IJ LL LL- SECTION LEGEND DESCRIPTION SYMBOL AND TEXT ASSEMBLY TYPES W = wall type R = roof type WI S = soffit type F = floor type ELEVATION surface type designation EL. 0'-0" T.O.F. = top of floor T.O.B. T.O.B. = top of bearing (E) = existing GENERAL NOTES NOTE I. REFER TO BUILDING ASSEMBLY LEGEND FOR ASSEMBLY TYPES. 2. ABBREVIATIONS: (D) - DEMOLITION (R) - RELOCATE (E) - EXISTING TO REMAIN (S) - SALVAGE 3. REFER TO SHEET G020 FOR STANDARD ABBREVIATIONS LIST. 4. ALL EXPOSED STEEL TO BE ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS). 5. STEEL DECKING TO BE GALVANIZED. EXISTING FLOOR FRAMING ►i�WALL SECT101 WOOD ST FRAMING I STRUCTUI EXISTING SYSTEM OVER :ANOPY FRAMING ZAWINGS ECT SCREET EXISTING FLOOR Fl WA 1/211 = I' T LL SECTION -011 ""�Y A ' OPING (I/ Z PLF VER ROOFING OVER PLYWOOD US CLEAT AT FRONT ►SED STAINLESS STENERS WITH WASHERS AT ROOF TRIM - ;S EXTEND ROOFING MEMBRANE OVER PARAPET WALL EXISTING ROOF SYSTEM 2x(o WOOD FRAMING - 2x4 WOOD FRAMING - STOREFRONT EXISTING FLOOR FRAMING METAL COPING (1/2" PLF SLOPE) OVER ROOFING MEMBRANE OVER PLYWOOD SHEATHING CONTINUOUS CLEAT AT FRONT AND EXPOSED STAINLESS STEEL FASTENERS WITH NEOPRENE WASHERS AT ROOF SIDE EXISTING FRAMING WOOD STUD FRAMING PER STRUCTURAL DRAWINGS NEOPRENE CLOSURE 6" AT EACH END METAL ROOF DECKING OVER STRUCTURAL STEEL CANOPY FRAMING �I TOP OF STRUCTURAL HT MEMBER ro (N 71 I � u METAL FLASHING SHEET METAL GUTTER CANOPY LIGHT FIXTURE FLUSH WITH BOTTOM OF 'T', WHERE APPLICABLE LL SECTION oil EXISTING CONCRETE SIDEWALK EXTEND ROOFING MEMBRANE OVER PARAPET WALL EXISTING ROOF SYSTEM 2x(o WOOD FRAMING - 2x4 WOOD FRAMING - STOREFRONT EXISTING FLOOR FRAMING T rin* VP- -- HELIX DESIGN GROUP, INC METAL COPING (1/211 PLF 4 SLOPE) OVER ROOFING MEMBRANE OVER PLYWOOD SHEATHING CONTINUOUS CLEAT AT FRONT AND EXPOSED STAINLESS STEEL FASTENERS WITH NEOPRENE WASHERS AT ROOF SIDE 5 EXISTING FRAMING D WOOD STUD FRAMING PER STRUCTURAL DRAWINGS METAL FLASHING FABRIC AWNING OVER ALUMINUM/STEEL FRAME on 7 WALL SECTIONS 21-011 FOR 10A� APR 23 201y CENTER PLACE RETAIL ®l�8 FACADE 'UjOj ,CIMPROVEMENT TUKWILA, WASHINGTON REVISION DATE EXISTING CONCRETE SIDEWALK 9 ........................... ................... ................... ................... _.................. — DATE JOB NO. RECEIVED 03.06.15 a14-034 CITY OF TUKWILA MAR 0 6 2015 PERMIT CENTER WALL SECTION 10 1/2" = 1'-011 q I B I C I D I E I F I G I H I J I K PERMIT SET DRAWING NO. HELIX DESIGN GROUP, INC.; All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group I A I B I C I D I E 3 DETAIL 6" = 1'-0" 0 5 0 EXISTING WALL AND FINISH ALUMINUM STOREFRONT SYSTEM SEALANT AND BACKER ROD EIFS NEW WOOD STUD WALL DETAIL (PLAN 6" = 1'-0" EXISTING '-'"' ' ""� ALUMINUM SYSTEM SEALANT BACKER F NEW W WALL COMP( DETAIL DETAIL. 3" = 11-0" 311 = 11-011 7" - TYPICAL 7 ,ACKLIT IT 8 J > Q L i'- LU w� U i Q r � m m — LUm o `z U � a r i �9 r m� — o •o 0 �L 9 :tl_ U� LU O� a ll� i 0 ZQ o� U) v� LID " - L CN 10 L U DETAIL o= w �- CL 1/2" = 1'-011 Ow _r J [L LL -I A I g F I G SUBSTRATE PAREX USA WEATNERSEAL SPRAY AND ROLL-ON PAREX 121 ADHESIVE EXPANDED POLYSTYRENE INSULATION BOARD PAREX USA REINFORCING MESH EMBEDDED IN PAREX 121 BASECOAT PAREX 121 BASECOAT o 0 o ' 0 0 0 PAREX AQUASOL (2 COATS) 0 o PAREX TUSCAN (2 COATS) PAREX USA MESH BACKWRAP PAREX 121 ADHESIVE PAREX USA DRAINEDGE @ DRAINAGE TERMINATIONS PAREX USA REINFORCING MESH BACKWRAP PAREX USA SHEATHING JOINT EXPANDED POLYSTYRENE TAPE EMBEDDED IN PAREX INSULATION BOARD USA WEATNERSEAL SPRAY it ROLL-ON D ETAI L 3" = 11-011 FASTENER AND NEOPRENE WASH METAL CAP FLASHING ENI SPLICES PER SMACNA FIC 3.2 NO. 2 - SEALANT AT END SPLICES EXTEND ROOFING MEMBRANE OVER PARAPET WALL ROOF D ETAI L 11/2" = P-0" METAL COPING (1/2" PLF SLOPE) OVER ROOFING MEMBRANE ON PRESSURE TREATED BLOCKING CONTINUOUS CLEAT AT FRONT AND EXPOSED STAINLESS STEEL FASTENERS WITH NEOPRENE WASHERS AT ROOF SIDE COMPOSITE SIDING PANEL OVER SUPPORT BATTENING OVER WEATHER RESISTIVE BARRIER OVER 5/8" GYPSUM SHEATHING 2XG WD. STUD FRAMING TERMINATE EIFS FINISH COAT HERE MEMBRANE FLASHING - WEATHER RESISTIVE BARRIER OVERLAPPING MEMBRANE FLASHING EIFS (BRICK AT SIMILAR) SEE ELEVATIONS FOR WAI TYPES -TYPICAL SEE 3C/A700 FOR DETAIL AT OUTSIDE CORNER DETAIL (PLAN 6" = 1'-0" CANOPY SUPPORT ROD AND CLEVIS METAL PANEL CUT SLIT IN METAL PANEL TO ALLOW FIN TO PASS THROUGH. SEAL AROUND PERIMETER WITH BUTYL TAPE. SLOPED STEEL 'T' 2x2 ANGLE FLUSH WITH TOP OF 'T' METAL GUTTER BEYOND 'L' LEDGER ANGLE ATTACHED TO CONCRETE WALL CONTINUOUS METAL PANEL SLIT AT SUPPORT ROD FIN I METAL PANELS TO RUN CONTINUOUS OVER 'T' CONTINUOUS METAL PANEL OVER "T" DETAIL 1 1/2" = P-0" ( 3 CI 5 rel 7 EXTERIOR DETAILS CENTER PLACE 8 RETAIL FACADE IMPROVEMENT TUKWILA, WASHINGTON SLOPED STEEL 'T' REVISION DATE 2x2 ANGLE FLUSH WITH TOP OF 'T' 9 METAL GUTTER BEYOND DATE JOB NO. RECEIVED 03.06.15 a14-034 'L' LEDGER ANGLE ILA ATTACHED TO CITY OF TUKWPERMIT SET CONCRETE WALL MAR. 0 6 2015 PERMIT CENTER 10 A700 C I D I E I F I G H J I K DRAWING NO. HELIX DESIGN GROUP, INC.: All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group General .Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2012 EDITION). 2.DESIGN LOADING CRITERIA: RETAIL FLOOR LIVE LOAD (STORES - RETAIL FIRST FLOOR) . . . . . . . . . 100 PSF FLOOR CONCENTRATED LOAD (STORES) . . . . . . . . . . . . . . . 1000 LBS ROOF ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF DEFELCTION CRITERIA LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/360 TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/240 ENVIRONMENTAL LOADS SNOW . . . . . . . . . . . Ce=1.0, Is=1.0, Ct=1. 1, Pg=25 PSF, Pf=20 PSF WIND . . . . . . . GCpi=0.18, 110 MPH, RISK CATEGORY II, EXPOSURE "B" EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 20 KIPS SITE CLASS=D, Ss=145, Sds=97, S1=54, SD1=54, Cs=O. 167 SDC D, Ie=1.0, R=6.5 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4.PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6.CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. & DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND.APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. GLUED LAMINATED MEMBERS REINFORCING STEEL STRUCTURAL STEEL DEISGN BUILD ELEMENTS APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 10. SHOP DRAWING REVIEW. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 11. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED SYSTEM SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. QUALITY ASSURANCE 12. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 6► 1 CC=AST-IN-PLACE =FOUNDAT PER TABLE 1705-3 NSPER TABLE 1705-8 PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIREING INSPECTION AT ALL TIMES THAT WORK IS PERFORMRED. GEOTECHNICAL 13. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE PASSIVE EARTH PRESSURE (F. S. OF 1.5 INCLUDED) . . . . . . 300 PCF MICROPILE CAPACITY (COMPRESSION/TENSION) . . . . . . . . . . . . . 50 kips SOILS REPORT REFERENCE: GeoEngineers Report Number 21700-001-00, 12/23/14 14. MICROPILING INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED DURING PLACEMENT. MAXIMUM AUGERCAST PILE ECCENTRICITY SHALL BE 3" LATERALLY. PILE LENGTH INDICATED ON DRAWINGS IS ESTIMATED. ACTUAL LENGTH SHALL BE DETERMINED IN FIELD BY SOILS ENGINEER. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILES. RENOVATION 15. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. 16. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION STRENGTH TEST MAX MAX AIR F' C AGE AGG W/C CONT. ( PSI) ( DAYS) ( I NCH) RATIO SLABS ON GRADE 3000 28 1 .45 5 FOOTINGS 4000 28 1 .50 -- AUGERCAST PILING 4000 28 (10 SACK MIX 940 LBS CEMENT) MIX DESIGN NOTES: A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B.W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C.CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2. 2.8. B. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2. 1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4.2. 2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE fEMODERATE EXPOSUREJ. VERTICAL EXTERIOR SURFACES REQUIRE IEMODERATE EXPOSUREJ. TOLERANCE IS +/- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO ACI 301. SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLORIDE CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.6 AND TABLE 4.2.2.6 FOR IEOTHER REINFORCED CONCRETE CONSTRUCTIONJ. 18. A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, f y = 60,000 PSI. 20. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE KITH ACI 315-99 AND 318-11. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2' -OE MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-11, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 21. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) . . 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . . . . . . 1-1/2" SLABS AND WALLS (INT. FACE). . . .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 22. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FCR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 23. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). ANCHORAGE 24. EXPANSION BOLTS INTO CONCRETE SHALL BE RSTRONG-BOLT 2j WEDGE ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-1771, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE. MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 25. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2508. MINIMUM BASE MATERIAL TEMPERATURE IS 50 DEGREES, F. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. MASONRY 26. MASONRY VENEER, 5" MAXIMUM THICKNESS, SHALL BE ANCHORED TO MASONRY BACKING WALLS PER SECTION 1405.6 OF THE INTERNATIONAL BUILDING CODE WITH 7/8" x 22 GAUGE CORRUGATED CORROSION RESISTANT SHEET METAL OR NO. 9 GAGE WIRE ANCHORS MINIMUM. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 32" O.C. HORIZONTALLY AND 18" O.C. VERTICALLY. ATTACHMENTS SHALL BE WITH CORROSION RESISTANT FASTENERS AND CONNECT TO FRAMING MEMBERS OR CONCRETE OR MASONRY BACKING. TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A NO. 9 GAGE REINFORCEMENT WIRE. JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. STEEL 27. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A.AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B.APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS. 1. AS NOTED IN THE CONTRACT DOCUMENTS. 2. BY THE DELETION OF PARAGRAPH 4.4. 1. 3. REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 28. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy A. WIDE FLANGE SHAPES A992 50 KSI B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI C. OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS A53 ( E OR S, GR. B) 35 KSI E. STRUCTURAL TUBING A500 (GR. B) OR ASTM A1085 (SQUARE OR RECTANGULAR) 46 KSI 42 KSI F.CONNECTION BOLTS A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 29. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 30. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 31. SHOP PRIME ALL STEEL EXCEPT: 0 A. STEEL ENCASED IN CONCRETE. B. SURFACES TO BE WELDED. C.CONTACT SURFACES AT HIGH -STRENGTH BOLTS. D.MEMBERS TO BE GALVANIZED. E.MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. F.SURFACES TO RECEIVE SPRAYED FIREPROOFING. G.SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 32. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 33. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 34. ALL WELDING SHALL BE IN CONFORMANCE WITH A. I. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.0. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED.. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 35. METAL FLOOR AND ROOF DECKING SHALL CONFORM TO SECTION 2210.1 OF THE INTERNATIONAL BUILDING CODE. PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC-ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE TEMPORARY SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. WOOD 36. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W. C. L. B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR NO. 2 AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS: (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS: (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS-FIR-LARCH OR HEM -FIR NO. 2 37. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN A. I.T.C. OR APA-EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A. I.T.C. OR APA-EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 38. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE -CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD 25 PSF LOD P FOFt TOP CHORD DEAD LOAD 10 PSF P 1ANCE BOTTOM CHORD DEAD LOAD 5 PSF ED TOTAL LOAD 40 PSF 2015WIND UPLIFT (TOP CHORD) 5 PSF BOTTOM CHORD LIVE LOAD 10 PSF ukNp3iIa BOTTOM CHORD LIVE LOAD DOES NOT ACT DIV CONCURRENTLY WITH THE ROOF LIVE LOAD) WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 39. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. RECEIVED CITY OF TUKWILA FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. APR 10 2015 WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. PERMIT CENTER PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 40. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 41. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA.UC4B. rZ,1� t SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: 1 BLDG. DEPT. RESPONSE Apr. 09, 2015 MENEM PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA NOMINEE ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit Set NOMINEE SHEET TITLE: General Structural Notes MEMORIES SCALE: 3/4" = 1'-0" U.N.O. DATE: April 09, 2015 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 42. WOOD TREATED FOR FIRE RESISTANCE SHALL MEET THE REQUIREMENTS OF ASTM E 84 OR UL 723 AND HAVE A LISTED FLAME SPREAD INDEX OF 25 OR LESS. FIRE RETARDANT TREATED LUMBER AND WOOD STRUCTURAL PANELS SHALL BE LABELED IN ACCORDANCE WITH IBC 2303.2.4. WOOD TREATED FOR FIRE PROTECTION FOR USE IN INTERIOR ABOVE GROUND CONSTRUCTION AND CONTINUOUSLY PROTECTED FROM WEATHER AND OTHER SOURCES OF MOISTURE SHALL BE TREATED TO AWPA UCFA. WOOD TREATED FOR FIRE PROTECTION FOR USE IN EXTERIOR ABOVE GROUND CONSTRUCTION AND SUBJECT TO WETTING OR OTHER SOURCES OF MOISTURE SHALL BE TREATED TO AWPA UCFB. 43. FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE CORROSION RESISTNACE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE NOTED. WOOD TREATMENT CONDITION PROTECTION HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED CONTAINS AMMONIA CARRIERINTERIOR DRY G185 OR A185 HOT DIPPED OR CONTINUOUS HOT—GALVAIZED PER ASTM A653 CONTAINS AMMONIA CARRIERINTERIOR WET TYPE 304 OR 316 STAINLESS CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS AZCA ANY TYPE 304 OR 316 STAINLESS INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%. WOOD MOISTURE CONTENT IN OTHER CONDITONS (INTERIOR WET, EXTERIOR WET, AND EXTERIOR DRY) IS EXPETCTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS RECOMMENDATIONS FOR PROTECTION OF METAL. 44. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG —TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2013. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC—ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS" SERIES JOIST HANGERS. ALL DOUBLE —JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE—HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS CONNECTED. 45. WOOD FASTENERS A.NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6d 2" 0. 113" 8d 2-1/2" 0. 131" 10d 3" 0. 148" 12d 3-1/4" 0. 148" 16d BOX 3-1/2" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS — PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2005 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 46. NOTCHES AND HOLES IN WOOD FRAMING: A.NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE—FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE —SIXTH THE DPETH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE—THIRD THE DEPTH OF THE JOIST. B.IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. C.NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. 47. WOOD FRAMING NOTES —THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AF&PA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.9.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID —HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" 0. C. AND LAP M I N I MUM 4' —0" AT JO I NTS AND PROV I DE E I GHT 16d NA I LS @ 4" 0. C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON —CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON -CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT—UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" ON —CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X 1-1/4" TYPE S OR W SCREWS @ 8" ON —CENTER. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON —CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN —SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON —CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON —CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON —CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON —CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON —CENTER UNLESS OTHERWISE NOTED. CCOCOMP '0 pPR 2 3 201�3 �; - IL110i13 Glfiy RECEIVED CITY OF TUKWILA MAR. 0 6 2015 PERMIT CENTER SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA MENEM ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Permit MOMMEM SHEET TITLE: General Structural Notes Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705.2 and as noted herein CAST -IN -PLACE DEEP FOUNDATION ELEMENTS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT X IBC 1704.9 VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (if applicable), LENGTHS, EMBEDMENT INTO BEDROCK (if applicable) AND X ADEQUATE END —BEARING STRATA CAPACITY. RECORD CONCRETE OR GROUT VOLUMES SEE CONCRETE CONSTRUCTION INSPECTION REQUIREMENTS FOR CONCRETE ELEMENTS WOOD FRAMING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES NAILING, BOLTING, AND ANCHORAGE OF COMPONENTS THAT ARE PART OF DRAG STRUTS, BRACES, AND HOLDOWNS THAT X IBC 1707.3 ARE PART OF THE SEISMIC RESISTING SYSTEM CONCRETE VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED STD. * IBC REFERENCE INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT X ACI 318: 3.5, 7.1-7.7 1913.4 INSPECTION OF ANCHORS INSTALLED IN HARDENED ACI 318: CONCRETE X 3.8.6, 8.1.3, 21.2.8 19121 VERIFYING USE OF REQUIRED DESIGN MIX X ACI 318: Ch. 4, 5.2-5.4 1904.2.2, 1913.2, 1913.3 AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND ASTM C 172 AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE X ASTM C 31 1913.10 OF THE CONCRETE ACI 318: 5.6, 5.8 FOR SI: 1» = 25.4 mm WHERE APPLICABLE, SEE ALSO IBC SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE NOTES • TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1709. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: > PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES > REVIEW OF TESTING AND INSPECTION REPORTS > REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. STEEL VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED STD. * IBC REFERENCE 1. MATERIAL VERIFICATION OF HIGH —STRENGTH BOLTS, NUTS, AND WASHERS: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM AISC 360, SECTION A3.3 STANDARDS SPECIFIED IN THE APPROVED X AND APPLICABLE ASTM CONSTRUCTION DOCUMENTS MATERIAL STANDARDS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG —TIGHT JOINTS 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD FORMED STEEL DECK: X I AISC 360, SECTION M2.5 1704.3.3 a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360 X AISC 360, SECTION M5.5 b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE X APPLICABLE ASTM APPROVED CONSTRUCTION DOCUMENTS MATERIAL STANDARDS c. MANUFACTURER'S CERTIFIED TEST REPORTS X 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS AISC 360, SECTION A3.5 SPECIFICATIONS IN THE APPROVED CONSTRUCTION X AND APPLICABLE AWS DOCUMENTS A5 DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 5. INSPECTION OF WELDING: a. STRUCTURAL STEEL AND COLD —FORMED STEEL DECK 5) SINGLE PASS FILLET WELDS < 5/16" X 6) FLOOR AND ROOF DECK WELDS X AWS D1.3 FOR SI: 1" = 25.4 mm WHERE APPLICABLE, SEE ALSO IBC SECTION 1701.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE • GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: > ACKNOWLEDGEMENT OF AWARENESS OF REQUIREMENTS OF QUALITY ASSURANCE PLAN > ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL > PROCEEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTORS ORGANIZATION AND THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION > IDENTIFICATION OF PERSONS EXERCISING SUCH CONTROL AND THEIR POSITIONS IN THE ORGANIZATION ® FOR Gomp'Lj .►'ice � ppR 2 3 �.015 City 01 `1u���'t4� '11O i � �. RECEiVEo CITY OF TUKWILA APR 1 0.2015 PERMIT CENTER SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: 1 BLDG. DEPT. RESPONSE Apr. 09, 2015 PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit Set SHEET TITLE: Special Inspection Requirements SCALE: 3/411 _ �'-o" U.N.O. DATE: April 09, 2015 PROJECT NO: 1879-2014-04 SHEET NO: f {�e NO: OF SHEETS: Plan Notes 1. DO NOT SCALE DRAWINGS. REFER ARCHTIECTURAL DRAWINGS FOR ALL DIMENSIONS. EXISTING CONDITIONS SHOWN ON PLAN SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. 2.SLAB ON GRADE ELEVATONS VARY PER THE ARCHITECTURAL DRAWINGS. SLABS ON GRADE SHALL BE 5" MINIMUM THICKNESS. REINFORCE WITH #4's AT 12"oc EACH WAY, CENTERED IN SLAB. PROVIDE VAPOR BARRIER PER ARCHITECTURAL DRAWINGS BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE DRAINING GRANULAR FILL PER SOILS REPORT. 3. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend (E) FRAMING (E) CONC. WALL -„_-' CONCRETE WALL COLUMN ABOVE :. MICROPILE (E) 10" C01 STEM WALL 0 T-- - --- - 0 I i plan) l; I .01 SOP EN caw 01�;� k Nm Boa. Cl RECEIVED CITY OF TUKWILA Building A Foundation Plan Scale: 1 /8" = 1'-0" MAR 0.6 2015 PERMIT CENTER rz SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit zoom SHEET TITLE: Building A Foundation Plan SCALE: DATE: 1/8" =1'-o" U.N.O. March 06, 2015 PROJECT NO: 1879-2014-04 SHEET NO: )1 UnJL- IL PER 12/S4.04 (typ. @ stl. col.) Plan Notes Legend Building A Foundation Plan 1. DO NOT SCALE DRAWINGS. REFER ARCHTIECTURAL DRAWINGS FOR ALL (E) FRAMING Scale: 1/8" = 1'-0" DIMENSIONS. EXISTING CONDITIONS SHOWN ON PLAN SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. (E) CONC. WALL 2. SLAB ON GRADE ELEVATONS VARY PER THE ARCHITECTURAL DRAWINGS. SLABS ON GRADE SHALL BE 5" MINIMUM THICKNESS. REINFORCE WITH #4's AT 12"oc EACH WAY, CENTERED IN SLAB. PROVIDE VAPOR BARRIER PER CONCRETE WALL ARCHITECTURAL DRAWINGS BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE DRAINING GRANULAR FILL PER SOILS REPORT. COLUMN ABOVE 3. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. MICROPILE RPR 2 3 2015 City of - tjjl vN 3 �,UiL.i�9�IO RECEIVED CITY OF TUKWILA MAR. 0 6 2015 Key Plan PERMIT CENTER SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit SHEET TITLE: Building A Foundation Plan ZAEET .• 2 O'� 12 13 14 15 16 17 18 Plan 1. DO NI DIMU VERIF 2. SLAB SLAB #4's � BARR] SPACI 3. REFEF Key Plan JED FOR PLIFANCE 0VED 3 2015 f Tuk-Wila ItYP• kJ) PICS.) I i RECEIVED I CITY OFTUKWILA 1 MAR. 0:6 2015 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com i 42141,( y- )IV VMMMMM DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: SIMMONS PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: . Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 MENEM ISSUE: SHEET TITLE: SCALE: DATE: Permit Building B Foudation Plan 1/8" = 1'-o" U.N.O. March 06, 2015 PROJECT NO: 1879-2014-04 SHEET NO: NO: OF SHEETS: Plan Notes 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER %2" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D ® 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT p B� CONTRACTORS OPTION, (2) 2X8'S MAY BE SUBSTITUTED WITH 08 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SWt UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. ©� 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. (kl- - - - --- (�Y- - - - - - Legend � X SPAN DIRECTION > SPAN EXTENTS CMU WALLS BELOW ------------ ; ----------- STRUCTURAL WALLS ABOVE 1 AIL 3 5 6 7 10(S4.01 ACj1Ox8.4 13/4"0 TIE - I ROD, (typ.) 7/S4.01 -j SW3 �i 10/S4.01 MC1Ox8.4 3/4"0iTIE ROD, I(typ.) Key Plan Building A Canopy Framing Plan Scale: 1/8" = 1'-0" ............ D F O� 1p, COOS COMPLIA CE APR 2 3 nA5 Cif! or'Tuii\jjsjo�,i 31L [JIMG RECEIVED CITY OF a v e PERMIT CENTER 4' n r f i 1 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 SEEM ISSUE: Permit SHEET TITLE: Building A Canopy Framing Plan SCALE: 1/8" _ 1'-o" U.N.O. 10 11 4 01 Plan Notes Legend Building A Canopy Framing Plan 1 M NET SCAT F r)RAWTNrS RFFFR ARCNTTFCTIIRAI IIRAWTNGS FnR Ali nTMFNSTnN Scale: 1/8" = 1'-0" 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER %" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SWI UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. SPAN DIRECTION `--> SPAN EXTENTS I CMU WALLS BELOW ' STRUCTURAL WALLS ABOVE - -- ij V-Ott COCA ®�C� "PR0V APR 2 3 2015 city o§ -f u j AA aAln41, sjc)-., RECEIVED CITY OF TUKWILA V p rrZ SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: Mono PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Permit INNOMM SHEET TITLE: Building A Canopy Framing Plan SCALE: DATE: 1/8" = 1'-o" U.N.O. March 06, 2015 PROJECT NO: 1879-2014-04 MAR. 0 6 2015 PERMIT CENTER a; s itk `<rk mpe i' f� f 1i1i a t I I } 6; I L5x3x1/4(LLV I ; wr_1:5x3x1/4 LLV) t 8/S4.01 I ; MC Ox8.4 I MC10x8.4 I. { (I C1Ox8.4 I 5/S4 Ol 3 2/S4.01 -.-w.__. ....._..,. _.........................__.-�. _. HSS3x2x /16 /4"0 TIE ROD;... (typ ) f MC10x8 4 F� - L5x3x14 LLV I L5x3x14 LLV .,- 8/S4.01 _ I / ( ) / ( ) .�a MC10x8.4 I I I MC1Ox8.4 MC1Ox8.4 ROD, (typ.I 3/4"0 TIE HSS3x2x3/1s 2/S4.01 4C I ) 5/S4.01 I t Plan Notes Legend 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION SPAN DIRECTION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER %" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 81) @ 6 O.C. EDGES AND SPAN EXTENTS OVER SHEARWALLS, 12" O.C. FIELD. 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE CMU WALLS BELOW SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. ------------ 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. ----------- STRUCTURAL WALLS ABOVE 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Key Plan -J, D FOR L 6�4CE APP 11 /S4.01 1 L5x3x /4(LLV) t A 00 0o 0 0 = J =E Alk \\'k 2/S4.01 e+ I HSS3x2x3/16M X i 1 I O I ................. ... ......... .. ._._.......... ....... ...._.... ....._ _............ . - ___ _._._ -�..- MC14x8 4 _�fC1Ox8:4,�.� I SW3 L x3x1/4(V) L5ir 1/4(LLVj SW3 I L5x3x /4(LLV x3x1/4(LLV) I I MC1Ox8.4 MC1Ox8.4 MC1Ox8.4 I MC1Ox8.4 MC10x8.4 O 3/4"0 TIE HSS3x2x3/1s 2/ S4.01 I , HSS3x2x3/16 I ROD, (typ.) I 1 11/S4.01 1,C 5/S4.01 I RECEIVED CITY OF TUKWILA l MAR 0 �6 2015 s¢ PERMIT CENTER Buiding B Canopy Framing Plan a Scale: 1 /8" = 1'-0" 0 0 C/ 1.500/4() I L5x3x1/4(LLV `1 ; I MC1Ox8.4 I I I MC1Ox8.4 � ` MC10x8.4 N,=- " MC1Ox8.43/40 TIE _ROD, (typ) HSS3x2x3/1s 2/S4.01 _._ ,_ ._ M! 11/S4.01I _ 5/S4.01zt i._ Lq f M i 4 2/S4.01, ;I ....... ..___ _ ....... v_... _.__ .._ 1 HSS3x2x3/16 X IX I MC1Ox8.4 ,= ? f Ii SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com EMMM DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 HIMEMM ISSUE: Permit SHEET TITLE: Building B Canopy Framing Plan SCALE: 1/8" = 1'-o" U.N.O. DATE: March 06, 2015 PROJECT NO: 1879-2014-04 (T) 2 Plan Notes 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER I I %" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL I I SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS, 12" O.C. FIELD. A 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE SUBSTITUTED WITH 4X8 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. i I 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED I' F OTHERWISE. 3 �* f 5. SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED I I OTHERWISE. 1 I s i 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL 'I I PLATES. I 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. d x O Legend SPAN DIRECTION SPAN EXTENTS CMU WALLS BELOW STRUCTURAL WALLS ABOVE ----------- X W lX d- 0 0 I I (E) GLB 51/8x24 I I O O I 1 (E) GLB 51/8x24 I O I O (E) GLB 51/8x221/2 1 f O O -n -o I I (E) GLB 51/8x221/2 I O O O O I I O I I 0 I I O I I O ( f I I 0 -10 (E) GLB 51/8x24 O (E) GLB 51/8x24 O (E) GLB 51/8x24 O (E) GLB 51/8x251/2 O (E) GLB 51/8x251/2 O 0 O O -D O 0 0 O O d- X PROVIDE d X BEARING WALL OVER (E) - ! I GIRDER TO € SUPPORT NEW 3/S4.p2 TRUSSED ROOF (E) GLB 51/8x221/2 I (E) GLB 51/8x251/2 1 O O -D 0 0 O "D O -n (E) GLB 51/8x191/2 0 (E) GLB 51/8x191/2 O (E) GLB 51/8x191/2 0 0 O -0 O O O 6X8 6 _ (E) GLB 51/8x19�/?__.__._ ij X GLB 51/8x101/2 10/S4.02 6/S4,04Cn r ! HSS6x5xl/4 LOW I ? ...� _....._...._. .., HSS8x4x1/4 HIGH a I HSS6x5x1/4 LOW ^1 f({(( �...� .. ...,....wro."._-8/S4:04 4CI 3/S4.04 0 GLB 51/8x191/2 0 GLB 51/8A 91/2 O GLB 51/8A 91/2 LFtEVIVDOBANCE15n�ilI�9II06� Key Plan a Building A Roof Plan Scale: 1 /8" = 1'-0" RECEIVED CITY OF TUKWILA MAR. 0 6 2015 PERMIT CENTER t0 i rl :.A:.G.a SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 liffiffimm ISSUE: Permit SHEET TITLE: Building A Roof Plan SCALE: 1/8" _ 1'-o" U.N.O. DATE: March 06, 2015 PROJECT NO: 1879-2014-04 --MANUF. JSSES @ 24"oc P•) Plan Notes legend Building A Roof Plan 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION. Scale: 1 /8" = 1'-0" SPAN DIRECTION 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER W'CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D ® 6" O.C. EDGES AND E� SPAN EXTENTS OVER SHEARWALLS, 12" O.C. FIELD. 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE 71 CMU WALLS BELOW SUBSTITUTED WITH 08 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. r------------'+ 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. ----------- STRUCTURAL WALLS ABOVE 5. "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETAIL 5/S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. 8. PROVIDE (2) A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Key Plan RED- -) FOR CODE CO PUANCE , PP ,Ovr APR 2 3 V15 City] of ul na EOIL ®11`a'O'D1i91�1O�' RECEIVED CITY OF TUKWIL.A MAR. 0 6 2015 r rt SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: ]AD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA INIMMM ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 EMOMM ISSUE: SHEET TITLE: SCALE: DATE: Permit Building A Roof Plan U.N.O. March 06, 2015 PROJECT NO: 1879-2014-04 SHEET NO: PERMIT CENTER NO: OF SHEETS: d- X d- w �t- X W O (E) GLB 51/8x221/2 O (E) GLB 51/sx221/2 O O O O 'O 13 "OD £ 0 O (E) GLB 51/8x18 O -D (E) GLB 51/8x18 O (E) GLB 51/8x18 O O O O 14 O O O 0 (E) GLB 51/$x221/2I (E_) GLB 51/8x221/2 `(E) GLB 5 �t- X w O O -0 15 16 17 18 t 0 0 -o i I � � E O O O O j f 0 -o (E) GLB 51/8x24 O (E) GLB 51/8x221/2 O 3 I I t t I I 3 t GLB 5t/sx22t/2 (_ t '! E GLB 5 sx22 2 E GLB 5 sx18 t t f E GLB 5 sx18 . O. .; ......_. .._ �; E GLB 5/sx22, y ._ . tt 3 `y_ t I 4C. --Rj 8/S4.0 : GLB 51/8x15 I F' 8/S4.02 ... GLB 5�/sx10t/2 ._.__..._.r: ° 8/S4.02 w 1 /S4.02 I I 12/S4.02 j 10/54.02 6x8 6x8 0 4/S4.03 X 3 E GIRDER TRUSS N I �I o r. I co (E) GLB 51/8x21 Plan Notes Legend X 6/s4.02 1. DO NOT SCALE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ALL DIMENSION SPAN DIRECTION PRE-MANUF. N 2. TYPICAL ROOF FRAMING CONSISTS OF ROOF FRAMING PER ARCHITECTURAL DRAWINGS OVER '/:" CDX PLYWOOD, FACE k TRUSSES ® o GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6 O.C. EDGES AND , i#Cl- SPAN EXTENTS �... i 24ocOVER SHEARWALLS, 12" O.C. FIELD. yp, 7/S4.02 3. ALL HEADERS SHALL BE (2) 2X8'S UNLESS NOTED OTHERWISE. AT CONTRACTORS OPTION, (2) 2X8'S MAY BE CMU WALLS BELOW I i w^ SUBSTITUTED WITH 08 OR 6X6. REFER TO 3/S6.01 FOR HEADER FRAMING. '`' v' ----------- ; 4. PROVIDE (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE. ----------- STRUCTURAL WALLS ABOVE i 1 ,.. V) : � (E) GLB 5t/sx21 5 "SW" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN REFER SHEARWALL SCHEDULE ON DETAIL 0 o ; W �t- O O X W (E) GLB 51/8x191/2 0 -o O 0 (E) GLB 51/8x191/2 0 (E) GLB 51/8x191/2 �r- X w REV ►- L AFOR i�CE GO l ®E COMP PROVED APR 2 3 2015 =, 8/S4.02 City ofi T &wiln l UiLD"ING D1i/iS ICa4 „ i I 5 S6.01. ALL EXTERIOR WALLS SHALL BE SW1 UNLESS NOTED OTHERWISE. 4/S4.03 �� 6. REFER 15/S6.01 FOR NAILING AT SHEARWALL INTERSECTIONS. �I I 7-1 7. DOUBLE TOP PLATE SPLICE TO BE FRAMED PER 2/S6.01. i � 'C �I w � 8. PROVIDE 2 A35 FRAMING CLIPS AT PSL POST STRONGBACKS TO TOP AND BOTTOM WALL PLATES. _! ;''-' m O GIRDER TRUSS 9. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 40 �j I �... (E) GLB._5t/8,x21 M t. tz_ HSS14x6x 16-HDR. t SW3 50 SW3 GLB 5 /8x1'5 I _... '4'17/S4.02CI , 4/S4.03 I i I F { Key Plan 1 O i O 0 (E) GLB 51/8x191/2 o� SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit SHEET TITLE: Building B Roof Plan SCALE: 1/8" = 1'-o" U.N.O. DATE: March 06, 2015 PROJECT NO: 1879-2014-04 (E) CONC. rr" ""' ' #4's ® 12"( AROUND PEKimr-ILK Pier Reinforcement Plan #4 x 2'—n" nn"Cl (A ' Q"— EMBED W/ EP( SLAB 0 PER PL Ln HAIRPIN @ 12"oc RIZ. EMBED INTO CONC. 4" W/ )XY GROUT I.I�.:ROPILE, WHERE OCCURS PER PLAN NG A WALL 0 NEW EXTERII WALL PER PI 2x P.T. SILL 5/8"o A.B.'s (embed 7") NEW EXTERII WALL PER PI BRICK VENEI PER ARCH. #9, FULL LEI OF MICROPI XTERIOR WALL LR. FRAMING TRIOR WALL SILL E W/ .B.'s @ 48"oc 7") LR. FRAMING 0" CONC. WALL )ILE AN 0 NEW EXTERII WALL PER PI 2x P.T. SILL 5/8"0 A.B.'s (embed 7") 7"0 PLI FUL XTERIOR WALL ONC. STEM WALL ONC. PILE CAP 0 STEM WALL CAP FOR CALLOUTS IN COMMON REFER 6/S3.1 E NEW EXTERI( WALL PER Pl. 2x P.T. SILL 5/8"0 A. B.'s (embed 7") PAVEMENT B' (2)#4 CONT. PAVEMENT BY O1 N d 11 II 11 II Xl� X/K' in n v #5's ® 12"oc EA. WAY BOT. XTERIOR WALL LR. FRAMING AIRPINS @ 18"oc D INTO (E) CONC. / EPDXY GROUT 0" CONC. STEM WALL 2,—o- rr� 12"oc oil .E PER PLAN FULL LENGTH NEW EXTERIOR WALLS PER PLAN 2x P.T. SILL R W/ 5/8"0 A.B. ® 48"oc (embed 7") of d GRADE BEAM PER PLAN, BEYOND RECEIVED 7"0 MICROPILE PER PLAN CITY OF TU K W I LO/ #9 VERT. FULL LENGTH OF PILE MAR 0 6 2015 PERMIT CENTER 12 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsWaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit SHEET TITLE: Concrete Details SCALE: 3/4" _ �'-o" U.N.O. DATE: March 06, 2015 SHEARWALL PER PLAN BRICK VENE PER ARCH. STEEL LENT] PER PLAN 3/4"0 1 PER PI #21/2 EA. EN TIE —RI E 1/4" STL. COL. PER PLAN BENT KERF 2 3/8" x W/ (4)3/4"0 BOLTS C �►:1,►,�1�1:�1�:W STL. BEAM PER PLAN FOR CALLOUTS IN COMMON REFER 8/S4.01 5 STL. DECKTK"' nrn PLAN W/ EA. FLUTE L 2x2x3/16 CHANNEL PER PLAN STL. COL. PER PLAN BENT KERF 2 3/8" x W/ (4)3/4"0 BOLTS C STL. ANGLE PER PLAN CHANNEL PER PLAN HSS PER PLAN LOST PER PLAN %35 CLIP EA. TIDE OF POST FOP & BOT. )R CALLOUTS IN COMMON REFER 4/S4.01 6 WT7x13 KERF E W/ (5)3/4"0 THRU—BOLTS ® 3"oc BEAM PER PLAN CHANNEL PER PLAN CHANNEL PER PLAN STL. DECk PLAN W/ EA. FLUTE L 2x2x3/16 CHANNEL PER PLAN 3/4"0 TIE PER PLAP #21/2 CLE EA. END TIE —ROD KERF BEAM PER PLAN STEEL LENTIL PER PLAN CHANNEL PER PLAN Kl PER PLAN CLIP EA. OF POST k BOT. rum uALLOUTS IN COMMON REFER 3/S4.01 7 FLANGE OF CHANNELS NOT SHOWN FOR CLARITY CHANNEL PER PLAN --------------------------------------------- ------------- - � 3/8"x6" W/ BENT KERF ERF E (4)3/4"0 BOLTS 3/16 3/8" x 3 W/ KERF P 3/8" (2)3/4"0 BOLTS C�3oc PV 3/16 3/16 STL. COL. PER PLAN STL. DECKING PER PLAN W/ #8 SCREW EA. FLUTE ® EA. SUPPORT L 2x2x3/16 —� CHANNEL PER PLAN E 1/4" X PO CHANNEL PI 3/16 3/16 V E 1/4x6"xCHANNEL DEPTH- 8'-0"oc W/ (4) 3/4"0 BOLTS @ 3"oc (2) EA. SIDE OF E E 1/4" W/ (2)3/4"0 B 3/16 HSS PER PLAN 3/16 STL. BEAM PER PLAN E 1/4"x2"xCHANNEL DEPTH @ 8"oc CHANNEL PER PLAN ANGLE PER PLAN POST PER PLAN L GOP GO rd-fo� O Gib)} � �Ny;� .J I RECEIVED CITY OF TUKWILA MAR. 0 6 2015 LL PERMIT CENTER 12 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA MENEM ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 MENEM ISSUE: Permit SHEET TITLE: Structural Framing Details SCALE: 3/a" _ 1'-o" U.N.O. DATE: March 06, 2015 PROJECT N0: 1879-2014-04 PREMANUF. TRUSSES PREMANUF. TRUSSES PER PLAN PANEL EDGE NAILING PER PLAN OF SW BELOW y 2x BLKG. TO RECEIVE 8d @ 6"oc PANEL EDGE NAILNG 8d @ 6"oc SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2x4 STUDS ® 24"oc 2124 Third Avenue - Suite 100 - Seattle, WA 98121 8d ®6"oc A35 CLIP @24"oc PREMANUF. TRUSSES W/ (2)16d TOE NAILS " A35 CLIP ® 24 oc ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com 2x BLKG. BTWN. °. PER PLAN EA. END 2x BLKG. BTWN. TRUSSES TRUSSES A35 PER SW SCHED. N R� fC A35 CLIP ® 24"oc�'w 2x BLKG. BTWN. TRUSSES PERAPW�ANL H1 EA. TRUSS NEW EXTERIOR H1 EA. TRUSS x 1 �� WALL �? l�,7 421I CJI SHEARWALL PER PLAN �J� Al. SHEARWALL H1 EA. TRUSS PER PLAN L 3x3xl/4 W/ DRAWN: JAD _ (4)#8 SCREWS DESIGN: (E) SHEATHING - - RHR CHECKED: (E) BEAM BEAM PER PLAN RHR APPROVED: RHR (E) GLB PER PLAN (E) JOIST (E) 4x14 BEAM -- 1 3 4 — REVISIONS: PREMANUF. TRUSSES PREMANUF. TRUSSES PREMANUF. TRUSSES PER PLAN PER PLAN PER PLAN 8d @ 6"oc 8d @ 6"oc 8d @ 6"oc A35 CLIP ® 24"oc A35 CLIP ® 24"oc A35 CLIP ® 24"oc " H2.5A ®48 oc 2x BLKG. BTWN. 2x BLKG. BTWN. 2z BLKG. BTWN. TRUSSES TRUSSES TRUSSES (E) DECKING NEW EXTERIOR WALL NEW EXTERIOR HW 6"oc 1 EA. TRUSS NEW EXTERIOR H1 EA. TRUSS H1 EA. TRUSS BLKG. STUDS WALL WALL W/ 8d � oc BRICK VENEER NEW EXTERIOR (E) JOIST PER ARCH. WALL PER PLAN MC10x22 SISTERED TO (E) 414 BEAM W/ (E) WALL (2)5/8"0 THRU—BOLTS (E) JOISTS &SHEATHING @ 12"oc 4" PER 1'-0" 3 BEAM PER PLAN /16 STL. BEAM PER PLAN ---�'" LA W/ 5/8"0 W.T.S. @ 48"ocE�'EED FOi� CODS C APPav ovw PROJECT TITLE: _- L 443/8 LINTEL APR 2 3 201� Center Place Retail 4" PER 1'-0" Facade Improvement 5 6 ] C'MI ®, i utc�s i1 G i31L/1 10 a1 Tukwila WA �;UIlf76� , H1 TO EA. JOIST H2.5A @ 48"oc H2.5A @ 48"oc @ EA. END (typ.) CS16 x 3'-0" ® 48"oc CS16 x 3'-0" ® 48"oc BLKG. BTWN. " JOIST W/ LTP5 8d ®6 oc 48"oc (E)JOISTS & SHEATHING (E)JOISTS & SHEATHING ARCHITECT: JO 2x RIM W/ LTP5 Helix Design Group, Inc. H2.5A @ 48"oc L ® 48"oc 6021 12th Street East, Suite 201 Tacoma, WA 98424 CS16 x 3'-0" @ 48"0c PH (253) 922-9037 FX (253) 922-6499 (E)JOISTS & SHEATHING LTS12 ® 48"oc (E) BEAM " (E) BEAM RECEIVED 2x8 BLKG. @ 24"oc 2x8 BLKG. 24 oc j IssuE: CITY OF TUKWILA _.._.._.. _.._.. _.._.. MAR.06 2015 Permit NEW EXTERIOR WALL NEW EXTERIOR WALL I PERMIT CENTER SHEET TITLE: (E) WALL (E) WALL 2x8 BLKG. @ 24"oc (E) BEAM CS16 x 3'-0" @ 48"oc Structural Framing j Details2x8 JOIST @ 16"oc HANGER PER GEN. NOTES BEAM PER PLAN RSP4 TOP & BOT. X� � EA. JOIST NEW EXTERIOR WALL NEW EXTERIOR WALL � SCALE: NOTE: LSL STUDS MAY (E) WALL Cn 3/4" _ �'-o" U.N.O. HANGER PER GEN. NOTES BE USED IN LIEU OF 2x6 ° : DATE: March 06, 2015 CS16 @ EA. JOIST W/ � EQUAL NUMBER OF ' PROJECT NO: 1879-2014-04 NAILS ABOVE AND IN 2x8 JOIST ®16"oc JOIST BELOW L_ _��—��—�� � SHEET N0: 2x8 LEDGER W/ (3)#8 FOR CALLOUTS SCREWS @ 16"oc IN COMMON BEAM PER PLAN REFER 11 /S4.02 2x8 LEDGER W/ (3)#8 S *02 SCREWS ® 16"oc 9 10 11Ile 12 NO: OF SHEETS: , Shearwall Schedule 00000 Panel Edge Top Plate Connection Base Plate Connection 2x OR LSL NAILING Mark Sheathing g Nailing if TJI if 2x or LSL@ at Wood at Concrete PER SCHEDULE LF @PE SW1 15/32" CDX PLYWOOD 8d @ 6"oc 16d @ 6"oc A35 @ 24"oc 16d @ 6"oc 5/8"0 A.B. ® 48"oc NAILING 2x NAILER @16d SW2 15/32" CDX PLYWOOD 8d @ 4"oc 16d ® 4"oc A35 ® 16"oc 16d @ 4"oc 5/8"0 A.B. ® 32"oc PER SCHEDULE 10 SW3 ® 15/32" CDX PLYWOOD 8d @ 3"oc (2)rows 16d ® 6"oc A35 @ 12"oc 16d ® 3"oc �D 5/8"0 A.B. @ 16"oc TYP. DOUBLE TOP " " CAP /4 x12 x TOP R I I I I 3 I I /16 CS16 x 3'-0" SW4 ® 15/32" CDX PLYWOOD 8d ® 2"oc (2)rows 16d @ 41/2"oc A35 @ 9"oc @(2)rows 16d ® 41/2"oc0 5/8"0 A.B. ® 12"oc PLATE WIDTH W/ (2) #3 SCREWS (E) JOIST & SHEATHING Detail A SW5 5 15/32" CDX PLYWD. EA. SIDE 8d @ 3"oc EA. SIDE n/a A35 ® 6"oc (2)rows 16d ® 3"oc 0 5/8"0 A.B. ® 16"oc INTO TOP F I I I SW6 � 15/32" CDX PLYWD. EA. SIDE 8d @ 2"oc EA. SIDE n/a HGA10 @8"oc (2)rows 16d ®2"oc � 5/8"0 A.B. @ 12"oc �tN N ° I —..—.._.._..—.._..— .—..—.. PLYWOOD EDGE NAILING EDGE 0 BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d ® 12"o.c. A35 (at exterior walls only) " ; + OVER EA. STUD i @8d NAILS SHALL BE 0.131"0 x 21/2" (common) — 16d NAILS SHALL BE 0.135"0 x 31/2" (box) OMIT ® HEADERS < 6 —0 " •11V 0 EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. ALL BOLTS SHALL HAVE (6)16d I I (E) BEAM 16d NAILING 3" x 3" x 1/4" MIN. PLATE WASHERS. PLATE WASHERS SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. 2x8 BLOCK BOLTED I PER SCHEDULE SEE DETAIL C. TO STL. STRONGBACK I W/ (2)5/8"0 THRU—BOLTS I I Detail B 4 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W BASE PLATE NAILING ARE REQUIRED G LEGS 0 3 / Q D AT ABUTTING- PANE EDGES F SW AND SW4. TYP. STUDS BEAM OR HEADER SEE DETAIL B. WHERE 3x STUDS ARE USED FOR SW4, STAGGER NAILS AT ADJOINING PANEL EDGES. PER PLAN PLAN VIEW AT ABUTTING PANEL STL. STRONGBACK I I EDGES OF SW3 &SW4 0 3x STUDS ARE REQUIRED AT ABUTTING PANEL EDGES AND PANEL JOINTS SHALL BE OFFSET EACH SIDE.OF WALL. PER PLAN I I STAGGER NAILS AT ADJOINING PANEL EDGES. 3x STUD, MIN., REQUIRED AT END OF SHEARWALL. PROVIDE (2) BEARING I I (E) WALL 0 TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SINGLE —SIDED SHEARWALLS. ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. STUDS U.O.N. I I SEE PLANS AND HOLDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS, 0 ALL EXTERIOR WALLS SHALL BE SW1, UNLESS NOTED OTHERWISE. 0 7/16" O.S.B. MAY BE SUBSITUTED FOR 15/32" CDX. 1/2" max. to ; 0 LTP4's MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. edge of °i @washer A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. >> STAGGER NAILS IN ROW W/ 1/2" MIN. OFFSET. 1/2", Shearwall Schedule Sheathed One & Two Sides 2 Typical Header Support Bearing A -B�ta1f-E 0 MINIMUM OFFSET BETWEEN ROWS AND MINIMUM RIM OR JOIST 31/2" WIDE. - � ) Yp pp w/2 g Studs �F (8)16d @ 4"oc STAGGERED (2) 16d ® EA. STUD (E) JOIST & SHEATHING SHEARWALL PER PLAN AT EACH SIDE OF SPLICE ELSEWHERE TOP CHORD SPLICE 3 3 2 2 BOTTOM CHORD (E) BEAM SPLICE 2 SHEARWALL PER PLAN 2 IF SHEARWALL OR 16d ® 12 oc AT CAP E 1/4"A 2" x TOP E I I OTHER WALLS WIDTH W/ (2) #3 SCREWS I I 3/16 INTO TOP EI INTERSECTING WALL I (see left if shearwall) ocz LI I j 6'-0" min. BETWEEN SPLICES I I I 'I STL. STRONGBACK PER PLAN o--SPLICE TO OCCUR AT � �l PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE OF VERT. STUD TYP. �2 BASE PLATE NAILING PER SHEARWALL SCHEDULE �3 16d ® 8"oc Typical Shearwall Intersections Yp 6 Typical YP To Plate Splice p P M eD 'Ll C_ oNIS RECEIVED CITY OF TUKWILA MAR 0-6 2015 PERMIT CENTER 0 0 9 10 11 12 W I Ada rrz, SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR ENNOM REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253) 922-6499 ISSUE: Permit SHEET TITLE: Structural Framing Details ! SCALE: 3/4" = 1'-o" U.N.O. DATE: March 06, 2015 3/t6 BEAM PER PLAN 32" 12 �`� �—GLAZING PER ARCH. BEAM PER PLAN + ;�, # + HSS BEAM PER PLAN _ RT ♦ + (col. ® Sim.) p 11 GLAZING PER ARCH. — L5x3x1/4xO'-6" EA. SIDE �—NNN f11 M JOIST PER PLAN OF 4x W/ (2)EA?"LEG 12" 3" 3" THRU R 1/4" EA. SIDE OF W/ (4) HGR. PER GEN. NOTES BEAM PER PLAN BEAM /4 0 THRU BOLTS 2x LEDGER W/ 5/8"0 W. T. S. ® 24"oc 1 2 3 CAP E 1/4 3/16 I I I I I I I I KERF 2 1/4" -------- 1 1 I I I I I 1 1 3/16 --- — -----------I I I I I I I I 3/16 I I I I I 14" WOOD BEAM PER PLAN I I I I I I I I I I I I 3/16 Ae 77 ---1 — I �`' I I 1 1 3/16 I 1I 11 I I 3/16 I I I 3/16 I I I 4 1 1 HSS COL. PER PLAN I I 3/16 I I BEARING E 1/2x5xO'-6" I I ----------- I j I ----------- I I ------- ------------------------- --- ------------------------- — I I I -- I I I I 3/16 I I I I I I I I I I I I I I I I 3/16 I I HSS BEAM PER PLAN I I I I I I I I I I I I HSS COL PER PLAN I I I I I End Post Intermediate Corner Post 5 6 Off. CELlls.COL. WID Lj + 3 1/2" 1/2" R 1/2" 1 1/4 /4 ": UEI--- = C5. - 11/2 + 11/2" o COL. WIDTH + 1" J COLUMN PER PLAN Corner Wall � m Ijl cn O 1 i I RECEIVED CITY OF TUKWILA ° •A (2)3/4"0 EXPANSION BOLTS V '° Q (EMBED 43/4") MAR. 0.6 2015 00 PERMIT CENTER 10, Basep late - HSS Column 12 r rL6'� SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph:206.443.6212 fax:206.443.4870 www.swensonsayfaget.com EMMEM DRAWN: JAD DESIGN: RHR CHECKED: RHR APPROVED: RHR REVISIONS: PROJECT TITLE: Center Place Retail Facade Improvement Tukwila, WA ARCHITECT: Helix Design Group, Inc. 6021 12th Street East, Suite 201 Tacoma, WA 98424 PH (253) 922-9037 FX (253)922-6499 ISSUE: Permit SHEET TITLE: Steel Details ! SCALE: 3/4" = 1'-o" U.N.O. DATE: March 06, 2015 PROJECT NO: 1 A7a-7f11 A-oA SHEET NO: S4e04 NO: OF SHEETS: