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Permit D10-146 - PACIFIC COURT - COMMUNITY BUILDING
PACIFIC COURT COMMUNITY BUILDING 4028 S 146 ST D1O-146 City o*I'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 0040000250 Address: 4028 S 146 ST TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D10 -146 Issue Date: 10/04/2010 Permit Expires On: 04/02/2011 Tenant: Name: PACIFIC COURT COMMUNITY BUILDING Address: 4028 S 146 ST , TUKWILA WA Owner: Name: HOUSING AUTH Address: 600 ANDOVER PARK W , TUKWILA WA 98188 Phone: Contact Person: Name: DICK CURRIE Address: 600 ANDOVER PK W , TUKWILA WA 98188 Phone: 206 574 -1219 Contractor: Name: THE GRINNELL GROUP INC Address: 9505 NE 84 CT , VANCOUVER WA 98662 Phone: 503 - 956 -8265 Contractor License No: GRINNGI926BW Expiration Date: 01/16/2012 DESCRIPTION OF WORK: CONSTRUCTION OF 1454 SF COMMUNITY BUILDING. PROJECT ON VALLEY VIEW SEWER AND WATER DISTRICT #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE DRIVEWAY MODIFICATIONS, STORM DRAINAGE, EROSION CONTROL AND STREET USE. Value of Construction: $170,583.28 Fees Collected: $4,623.62 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 8 * *continued on next page ** doc: IBC -7/07 D10 -146 Printed: 10 -04 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http. / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the perform - of ork. fr- Signature: Print Name: i Date: /V "Aa doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http. / /www.ci.tukwila.wa.us PERMIT CONDITIONS Parcel No.: 0040000250 Permit Number: D10-146 Address: 4028 S 146 ST TUKW Status: ISSUED Suite No: Applied Date: 06/08/2010 Tenant: PACIFIC COURT COMMUNITY BUILDING Issue Date: 10/04/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: Installation of high- strength bolts shall be periodically inspected m accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 11: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 12: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 13: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone : 206-431-3670 Fax: 206 - 431 -3665 Web site: http: //www. ci. tukwi la. wa. us 15: All wood to remain in placed concrete shall be treated wood. 16: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 17: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 18: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 19: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 20: 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). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 22: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 23: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 24: 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. 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 26: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 27: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 28: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 29: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 30: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 31: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 32: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 33: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 34: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 35: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IF'C 1011.1) 36: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 min) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 37: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 38: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 39: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) The path of egress shall require emergency lighting until exit discharge is accomplished. 40: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 41: Local U.L. central station supervision is required. (City Ordinance #2051) 42: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 • 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: htqx//www.ci.tukwila.wa.us 43: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 44: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 5.5.2.1) 45: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 46: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 47: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 48: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2051)(Need keyboxes for both building access and entry gate access.) 49: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206 - 575 -4407 for ordering information. 50: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 51: 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 #2047) 52: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 53: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 54: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 55: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 56: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 57: ** *PLANNING CONDITIONS * ** 58: Sections of chain link fence topped with barbed wire, which extend from the front property line to the wrought iron fence, shall be removed. 59: Provide written information on the type of temporary irrigation to be used to water the plants (i.e., installation of temporary drip irrigation, contract with landscape company for hand watering, etc.). The temporary irrigation system doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us shall remain in place for three years in order to provide enough time for landscape establishment. 60: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 61: Minimum 48 hours in advance the applicant shall call Tukwila Public Works Department at 206 433 -0179 to schedule a Pre - Construction meeting with Public Works Project Inspector Mr. Dave Stuckle. Applicant shall follow all the conditions of the April 8, 2010 GeoDesign Inc. Report of Geotechnical Engineering Services. 62: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 63: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 64: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 65: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 66: Any material spilled onto any street shall be cleaned up immediately. 67: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 68: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV 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. 69: 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. 70: 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. 71: Driveway shall comply with City commercial standards. Driveway width shall be a 25' minimum and 35' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 10'. 72: Applicant shall obtain a sanitary sewer permit from Valley View Sewer Distrct at (206)242 -3236. 73: A Public Works Construction Type C permit shall be obtained WD #125 for a new water tap off the water main in the street and installation of a new Water Meter. 74: The new water service shall be inspected by Public Works, since Water District #125 inspection terminates at the new WM. 75: Prior to final PW permit the applicant shall submit a full size site plan Record Drawing on Mylar and an electronic AutoCad version on CD. 76: The patio area shown on previous plan sets has been removed from the project. Please be sure that this change is carried through on all sets of plans that will be used by the contractor, including Sheet L2.1 (Pedestrian Paving Layout Grid), which is referenced on Sheet L1.0 but was not included in the set of plans submitted with the building permit. doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 • wqs City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us • * *continued on next page ** doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 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: hap://www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the perform work. Signature: Print Name: I Date: /!e) °° /ice'+' doc: Cond -10/06 D10 -146 Printed: 10 -04 -2010 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hltp://wwwci.tulavilawa.us Building Permit No. Mechanical Permit No. Plo_ Vitt? Pluriibing /Gas permit No. Public Works Permit No, Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address King Co Assessor's Tax No.: Ob+O DbO Z 0 IL Tenant Name: Suite Number: Property Owners Naame:Xi/4 G Colli 14GALIT -frY Mailing Address: 64:1::›Aa-442g 2_ a420- Id1 T4K- 41 4,4:4 Floor: New Tenant: ❑ Yes E:I..No State le5.0 Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: GIeL Ci,-r•`i Mailing Address: Av.40 7./2— tc,! E -Mail Address: P le.A4G a %66A • O19-G Day Telephone: 20 . 574 (2(q T4-1 g4.4 u a, L4A FSI ge City State Zip Fax Number: 20 CP 31 `l / $I"' GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: T Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: City Day Telephone: Fax Number: Expiration Date: State Zip ARCHITECT OF RECORD - All plans .must 'be wet stamped by Arch. Company Name: TDf-I k-0-1 l 1/./ E Mailing Address: � / � fi �� . � 14 4 irioeF Contact Person: Ll2 H4 / (14 t City State Zip Day Telephone: 204 62 T d 16et, PiTho E -Mail Address: Fax. Number: 'to (, Cv Z2 t76,6, ENGINEER OF RECORD - All plans must be wet stamped by Engineer of ecorel Company Name: / 1- 2-425,5 Mailing Address: ? O% 61-9,-- A . l 2ltr:.) �� 7% o City State Zip Contact Person: IPA Day Telephone: L. 2 0767 E -Mail Address: Inc 1 LGAo�f� . Com Fax Number: 2a(, 42. ' qco O H:\Applications\Forms- Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 1 of 6 BUILDING PERMIT INF:04ION - .206 =431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): /kI4 c 0Me/N L4-4- iTr i5C.M.42h. f Will there be new rack storage? ❑ Yes ®.. No If yes, a separate permit and plan submittal will be required. Provide All Buildiig Areas.in Square Footage:Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft):+OZrev Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm [a None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x I1 " 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. 1Applications\Forms- Applications On Line12009 Applications 1-2009 - Permit Applicetion.doc Revised: 1-2009 bh Page 2 of 6 • Existing - lnterior•Remodel , • . • Additi'on;to Existing •' ' Structure •. ; • '• "•New . , '' f 'Type;of , Construction per•. ,; IOC:. ' • Type of . •' • Occupancy, per IBC• ' ' 1St Floor 0 o O j 454 C V -15 2 "d Floor 3rd Floor Floors thru Basement . Accessory Structure* .- `: Attached Gaiage• ' • ••'' Detadhed Garage ."Attached Carport Detadhed 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):+OZrev Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm [a None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x I1 " 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. 1Applications\Forms- Applications On Line12009 Applications 1-2009 - Permit Applicetion.doc Revised: 1-2009 bh Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): '7 �aKwlE�iZ e-oNa0cria .{, 12-g- Ax r Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila Pc... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ... Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): a ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way ❑ Non Right -of -way ❑ ❑ ...Total Cut ❑ ...Total Fill 2'S f 1O cubic yards cubic yards 5.. Geotechnical Report .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage M....Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization g...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water ❑ ...Permanent Water Meter Size... 71 WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size 11 WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms- Applications On Line\2009 Applications \1.2009 - Permit Application.doc Revised' 1 -2009 bh Page 3 of 6 r- MECHANICAL PERMIT INFWMATION 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Mechanical work (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Commercial: New .... ❑ Replacement .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas .... Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall /Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM Incinerator — Comm/Ind H:\Applications\Forms- Applications On Line \2009 Applicationsll -2009 - Permit Application.doc Revised: 1 -2009 bh Page 4 of 6 r • • PERMIT APPLICATION NOTES — Applicable to all permits in :this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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. ORCLIG2T: Print Name: 0. Mailing Address: Date: CA kl/ Day Telephone: 266 57t `2`q City State Date Application Accepted: 1 � l � Q Date Application Expires: 11AV ( h Staff Initials: A�^�, H:\Applicattons\Forms- Applications On Line\2009 Applications \I-2009 - Permit Application.doc Revised: 1.2009 bh Page 6 of 6 • PLUMBING AND GAS PIPIN*RIVIIT INFORMATION'--06.431, PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contractor's bid price): $ Scope of Work (please ovide detailed information): Building Use (per Int'l Building '.e): Occupancy (per Int'l Building Code) Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and /or gas aing outlets being alled and the quantity below: Fixture T 4 e: • Fixture T 4 e :'.; • Fixture T 4 e: • Fixture T ' e: • Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or ', water cooler (per head) / Food -waste grinder, commercial Floor Drain Shower, single head trap Lavatory / ' Wash fountain Receptor, indirect waste Sinks Urinals %` Water Closet Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heater . l4 or vent / Industrial waste treatment interceptor, including trap .d vent, except for kitchen ty e grease interceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen ( >750 gallon capacity) Repair ; ` alteration of water //ping and /or water tre.` ent equipment Rep: it or alteration of drain: e or vent piping ;. Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 " '`:ckflow protective ;''device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow p stective device other than a ` s spheric -type vacuum breake ' over 2 inch (51 mm) di. ' eter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow :` protections (1 -5) i Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H.Upplications\Forms- Applications On- Line12009 Applicationsl1-2009 Permit Application.doc Revised: 1 -2009 bh Page 5 of 6 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 0040000250 Permit Number: D10-146 Address: 4028 S 146 ST TUKW Status: APPROVED Suite No: Applied Date: 06/08/2010 Applicant: PACIFIC COURT COMMUNITY BUILDING Issue Date: Receipt No.: R10 -01968 Initials: WER User ID: 1655 Payment Amount: $3,286.15 Payment Date: 10/04/2010 11:18 AM Balance: $0.00 Payee: KING COUNTY HOUSING AUTHORITY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 212384 3,286.15 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.100 000.342.400 000.345.830 640.237.114 Total: $3,286.15 2,057.65 250.00 487.00 487.00 4.50 doc: Receipt -06 Printed: 10 -04 -2010 C City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tulcwila.wa.us RECEIPT Parcel No.: 0040000250 Permit Number: D10 -146 Address: 4028 S 146 ST TUKW Status: PENDING Suite No: Applied Date: 06/08/2010 Applicant: PACIFIC COURT COMMUNITY BUILDING Issue Date: Receipt No.: R10 -01006 Initials: User ID: Payee: JEM 1165 Payment Amount: $1,337.47 Payment Date: 06/08/2010 03:02 PM Balance: $2,062.15 KING COUNTY HOUSING AUTHORITY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 209810 1,337.47 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 1,337.47 Total: $1,337.47 PAYMENT RFCFIVED doc: Receiot -06 Printed: 06 -08 -2010 INSPECTION NO. INSPECTION RECORD Retain a copy withpermit D /o -ry6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ect: Erne. i ref r31r/c Type of nspectio gad. Address: LIN g SN65 -E Date Called: o7 /'/if , Special Instructions: _ • Date Wanted: l CliMa/i1 a.m. p.m,, Requester`, S Phone No: Approved .per applicable codes. ElCorrections required - prior to approval. COMMENTS: Box-it-Row 1NS4t(PJ ca. d !`P t . Ffirbk ko r w4— e 'Inspector: 'Date: i r' El REINSPECTION FEE REQUIRED. Prior to nezttirspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. -:- r' INSPECTION RECORD Retain a copy with permit INS'ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION DI9-140 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prole A t . / _ TYpei —, k.)ehc. \ . l !Q .4„64 Addre0 + /- . _ Date Called: Special Instructions: • Date Wanted: z1 (( a.m. p.m. Requester: Ph _ Fa2— al 501 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: f`-& C.T? Insbector: Daty ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .. �.xn 416.".1....wPhle • •4 - len :17 ee. 7re• e je'-' a :trerf•Y -r. 0,7- 7: INSPECTIO 0. INSPECTION RECORD Retain:4 c.•ppy.with permit PERMIT NO. 0o. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: , rioN 6 .r:" , L (.6 0 12---7.-- Type of Inspection:_ S e c `. A-4. (....0 46,, Address: -4 0 7,- la ( 46 Sr Date Special Instructions: .6 AI .s- Date • ---;,:a Wanted-7 -27-t( pm. Requester: Phone No: 7 S3- (Y2--9501 IDApproved per applicable codes. Corrections required prior to.apProval. COMMENTS: t 4, . ' „J4 ,.c, (T. .6 AI .s- _. A-Ls 0 11 bf ov a ,A-tt.ske.9,--. I A__d pro J -6A. 2,a ar-- c..e.; .11 . • _S fie _”. A- L-0 ^c-re _ -.. .. • . . ,011 . . . ,. , . 04A Inspectcfr ifkb,i Date1„--2 - - REINSPECTION FEE REQUIRED. Prior th next inspection. fee must 0,0 • paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectian. • • " • INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 { (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro'ect: — rA U k c- (Au 1 l Type of Inspection: lCo - C. 6 c+- 'T`,"'IG Address 1,3 14 / tf, Sf 10 Datg�Calle jo, , ss keAr Special Instructions: Date Wanted.: — . ( ( a.m. r Requester: Phone 2_ S . %OZ- -75661 Approved per applicable codes. Corrections required prior to approval. COMMENTS: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . _...... INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 C. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection:, G \ KZ- /\ L 6,J , ( Address: - `4 to e2� s� Date Called: Special Instructions: ..„%,-,.. ` ., -. !- Date Wanted: 3 . a.m. P.m. Requester: Inspecto A 4 Phone N? 3 , /1 87...9 5 O I Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspecto A 4 / Dater_ , t ?J, ([ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be __ems _. iwnn f�___aL ___•__ nl_J r..]a_ inn A_11 •_ __L _J..1_ __: .. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188„ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 cw-4f, p ct: r4 c. `rL 69J Typ of Inspection: + Ak r 6,e A �- 6 / C Address: ( ,,..----- Date Called: Special Instructions: Date Wanted: ( > � g f a.m. 1 .j t p.m. Requester: PhZ S C... 7.5_0 el Corrections required prior to approval. COMMENTS: 03-1 rtficki t /_o rb e) --e o`s cr Insp cto r: Date: ( if n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. /C ( INSPECTION RECORD 2� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 d� bto- t L1 6i, Prckct: 1ike.i C t e--.- C Al Z y Type of Inspection: tom A. L.L. Be ATt. Address: 1Li(v - Date Called: !..10--P Special Instructions: Date Wanted: 11 i 1 ! +t P.m. Requester: Phone No: • Approved per applicable codes. Corrections required prior to approval: COMMENTS: • r- edC Inspegl:or: Date f sic REINSPECTION FEE REQUIRED. Prior4o next inspectiot , fee must be paid at 6300 Southcenter Blvd. :'S` Tte 1Q0. Call to schedule reinsp@ction. •:1 . . r•Rtn t[•e3 ar. Y' -om. ..-^. - e.,14� rt_e .Ai.. ,-. @ - ...'G„ -.a"` r. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. D —1 -45 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ..:.:y- — Type of Ins section: ' � *-.- 1"' .e.. -rte.. 4'LV Address: IOU + . � �4 0 Cr Date Called: �,.•�^"�. Special Instructions: Date Wanted�1//' 0'1J p.m. Requester: • Phone No: 36 m -- -77 2- - 623 2 2,- a Approved per applicable codes. Corrections required prior to approval. 4 P COMMENTS: AP-6 16-1 IInsp tor: e Date REINSPECTION FEE REQUIRED: Prior to next inspection, fee must le paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 5 qtr xr. et :s r s■-srs 'Aka. • Yet..4..11 • r.• •.anror a.: c INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr ' ct: / �/!!" y�o� TA Gte [ter Cow' u Typ of Ins ction: �, ,n f ' 7 .e" 1 -��"` 9 - Address: ate Called: Ow Er (4 ` t Special Instructions: Date Wanted: . 0 ,�•�"a: p.m. Requester: Phone ko --17 On JApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspecyd'r: Date: REINSPECTION, FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro t: Type of Inspection: Address: 7 s. 14 Date Called: Special Instructions: Date Wanted: Z '� r �''"�a. ry p.m. Requester: Phone I CO n `-17 2_ —G.32.2_ Approved per applicable codes: LJCorrections required prior to approval. COMMENTS: Inspe� for " Date1 • ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee. must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • moaryar•i!la-. ■• t.r; �gQi V + tib'C'!a,! mo. L' rx...p•pn+Cf wew. r- .+w -- • 7 w.. - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION es 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 G: 010 -14 , Pr ect: r° Type o Inspection: Address: 15 Date Called: Special Instructions: /V Date Wanted: '2,,--' •-4 J 1 a.n p.m. Requester: • Phone No: 314 CO' r7 2.403 2-2. I,/IApproved per applicable codes. Corrections required prior to approval. COMMENTS: oup or-er c REINSI ION',fEE REQUIRED. Prior to next inspection, fee must be . paid af6300 Sodtthcenter Blvd.. Suite 100. Cal to schedule reinspection. f INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: neiteie eh/Air Type of Inspection: - a // sHE•49 it/6/ hf Address: Date Called: Special Inst uctions: ' Date Wanted: / ,..aa.m. P. Requester: Phone No: aApproved per applicable codes. . Corrections required prior to approval. COMMENTS: Arld,A/ o l)( i JLL dC - ( e.A - ik-- -, e A e.. ,,7 . . _ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suitt 100. Call to schedule reinspection. Y • 6 1INSPECTION'NO. CITY OF TUKWILA BUILDING D 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit GM 049 -Ave PERMIT NO. (VISION (206) 431 -3670 Project: 76),04 /F-IC' el l //f 1 Type Of Inspection: CC✓ 4/ / cTe ' ''f" 1 e Address: all/O. 1 .5 /V si— Date Called: . . Special Instructions: _ . Date Wanted:, /•-- 2 ©-- // p.m. Requester: Phone No: -3 G(' - 7 72 -4 SZ.a. ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: `r-rk rr a lAM 1 . ;.C. e S L j7 - ) A L t ..,.k uJIM n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 SouTcenter Blvd.. Suite 100. Call to schedule reinspection. mai= .r ��a-� mss'-. PP -„ r r. "kV r.-- - INSPECTION NO INSPECTION RECORD Retain a copy with permit PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr ct: iele eP ( (AM/ Type o Insp do 1 eel. he.9 J1 , , ►2- Address: Date Called: Special Instructions: i' Date Wanted: /-- /',7' — // c=:LS: p.m. Requester: Phone No: 2 AO— 772 -63 .2. Approved per applicable codes. Corrections required prior to approval. 1 P 39 COMMENTS: 4Mort/' (o4 le\teie r Thocr- e, M r Cam!( 6A Lw 4., t a 1 Insp 41\60\....\A rate: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .r r'..y • - • • • .+ • ..c 9 al INSPECTION RECORD Retain a copy with permit INSPECTION M. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I9.-- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 bi J-14/6 Prect: i` Type of Inspection: _ A e t}� 1 Ai Att. Sk Address:. IOW 5. 11(0 sl_ Date Called: Spec' Instructions: - Date Wanted: ,-- `p m� f �� f / Requester: Phone Nov ri 2 43 22_ ElApproved per applicable codes. '- El Corrections required prior to approval. It; COMMENTS: rtsrrt iy-10 J n� - ZP A-tkA r 14.,11 'k pretrcrA .4 t4 p l ,+ -- A'. ate pL, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r 111A •r.vi' %re. 't-ije ti.;- -91e LF'ee "4'`- •'q.12+4e p' •.H 'L'.'�F •R�'.•• . ' ..... . 1 INSPE9TION NO. INSPECTION RECORD f� Retain a copy with ermit��� 14k7 py p PERMIT NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA•98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P6 1 P C Cd (2-1 T(_.�l?�.c .tion Lc) rke,„ s pc( 2 6 -: . ":11:"S.n&calS", � �A'i • G o '� f Sr Date Called: �! Special instructions: . / Date Wanted: / m. Requester: Pico yo: v f(V(,�, -, l L-(p Approved per applicable codes. • El Corrections required prior to approval. 3p COMMENTS: fc- 1)Ui'1 2rSo 0 pc': A Lc) rke,„ s pc( 2 6 -: . ":11:"S.n&calS", 4 (.0,--5}-73-ilva. \ i/ktth--;ef- 31=tr- J 1 (, Insp Date: "71 paid ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 12 &CbY112':71kO1N e1. .L"T`Riw&'il'r- ••0W}ksL`mACY .7TAgir"i:°ZrS+�'�4R1 -tr.,ag7ci A • t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER J. Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr 'ect:' r✓ J�— —`- Type o Inspection: 0 t A. 6, Address- ` 16 22-X - s - lam (0 —Sr Date Called: Special Instructions: !• 045( 3 4 t o 1 �:Phone Date Wanted: -- / a,ny, ' r�� ~rt✓ ;-� p.m. Reques r: 3 (. o o - ri '? 2 - 403 22.„ Approved per applicable codes. Corrections required prior to approval. COMMENTS: C.9 - 1 +c -ac k- _I--6 (,J T 0\j VIA &WI 6,:f° • C-D, 'fi, 0, 0 t iit- I .. %—&.),,f-40-44 itOtti / 1 • - S.. ( Date: i `+g b PECTION FEE REQU D. Priorfo next inspection. fee must be at 6300 Southcenter thvd.. Suite 100. Call to schedule reinspection. 7...134411.••"1-!'" A' _:t 7y •u . • r •.:.n.-'1214r•.••••11,'V3s' '_n•• INSPECTION RECORD Retain a copy with permit " II /PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 co-14o Prgjl'c fIJY/ .� �.OJi`t Type o Inspection: 1 C , Address: (em 4o7 �. ( 1 Date Called: Special Instructions: / 3 p\ . �1 4A . d> w , (C' - ~ /�`�' ate Wanted: . �' O a.m. p.m. Requester: Phone No: go I Approved per applicable codes. Corrections required prior to approval: • COMMENTS: al S A r 1_11 P ,5 Att. LA f- 6&i5 A s toz-d? Ar 60P(40` Cr —GA/ • REINSPECTION FEE 'REQUIRED. Prior.to next inspection, fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. s+ ^^'L�Y'�i..'t 'w • . • •..,•• ••t raa rn?..eAlm+pe+ -. 4 /.11(7,2 INSPECTION RECORD Retain a copy with permit INSPECTIO 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 G4/\ 0W -HO TA-C.: ect:r gG ;�" J<< Type of Inspection:�- Fes°-(A)A r. 0 Addr ss: d 22 ' 144 sr Date Called: --^, Special Instructions: 7"'� V jj , t Date Wanted: / --67 �- / I a.m. ., p.m. Requester: Phone N n r7r12. 3 4 au Atiprovel per applicable codes. Corrections required prior to approval.. 1- COMMENTS: A . /64-r 1) so. c• Inspa r: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee musttbe paid at 6300 Southcenter Blvd.. Suite-100. Call to schedule reinspection. INSPECTION RECORD�v, i� Retain a copy with permit INSPECTION NO. PERMIT NO. 4.--- CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 ProjgE : Type of Inspection: Address: -efd2_8 TL 14to -ST Date Called: Special Instructions: Date Wanted: Z G a.m. Requester: Phone -S3 -k2 -1509 ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: ill,lI reeivroe whi-fe,t7 vtyr. /Ai 7 yr i 14-c HAA X411 1-6144 y4A,. , rr /�,,. / y/ Ali/ , v► /Iraq fr irr.4. 6 4,.,x.,4 . nspector: Date: 7.:(0y#4,1,04. # i«'- 7/ R// 1 ri REIIVSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prlj ct: 1 /I c.IA °t C�,,f WS • 9 la( '_ • ' m• ►=. -- ..,.., Type of Inspection: 1 A;fb sc.APf (Ay - Address: d10ZS' s. 1 %_ sr Date Called: Special Instructions: CA) A4 AA C/A ..7y ` /� ,' ( Q ' 1 wai Date Wanted:1 - II- I ( ,— Requester: Phone 2N= 3 _ g let-01174- ElApproved per applicable codes. Corrections required prior to pproval. COMMENTS: WS • 9 la( '_ • ' m• ►=. -- ..,.., we .:1�• t ,140+ 11 L 119 , IAI,, # U - $.( le 6,4 /'7tP 1- ,4 -mowon G v) vy..1 f /00 I LL.lt[Y -f5 h f...ap /i "r? 1 .- levt) gel hl Ilhrr 'Poi t 444d Iwo cif-44,4.4,i ?leit< . y —r— vs.! I ih bon iA »ii *'p' of 114.1A 1 1 A lnni ' 1 i1(Qs+ p +y (tlh.L Inspector: Date: /1Ia /di ❑ REIN1 PECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.: Suite 100. Call to schedule reinspection. • • a Sn INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P ct: , IQ c•�- h c- Cow• Co, i Type of Inspectio �dljq, Address: g S )1406,51/4 Date ailed: 0 Special Instructions: Date Wanted: 11 /iO,)10 Requester: PlAne No: V 3(10 .' 77 D -° (e.3 c= Corrections required prior to approval. COMMENTS: — CBS ( Sep 1 11 ifi g I { pvc_ 40 CV I 2 -f o 12" PUC - 0 40 c 41 Cycterh _ t:;,, II I5 per ci -.•I .1-ctAmoult)5 . Ok 4o 1,44 ; //. Inspector: Date: t(/ / la iv El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .. +4. .ey-.. i .ky...... -•1_ •'. Fr.. .4..Or ;■04x1•. :-•••X. ... -- - .:-.. t 3 INSPEC7TION NUMBER INSPECTION RECORD Retain a copy with permit NO— — PI 4 PERMIT NUMBERS j CITY OF TUKWILA FIRE DEPARTMENT • 444 Anddver Park East, Tukwila, Wa. 98188 206 - 575 -4407 a..—,..., Proje.: --, "lc( .Ct (-- GOA- A Vrk-C Type of Inspectio : Addr ss: qv a 3 Suite #: S / 1/ 6 tk Contact Person: 6 t* o Ad Special Instructions: • Phone No.: as3- gva-- 7S°' pproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Y Fire Alarm: Y Hood & Duct: /\ Monitor: Pre -Fire: /1j Permits: Occupancy Type: /. Sri ALL CO 0-- 1n.A1 ry 10 elf ; lA1uue -,C , Li a- S p 1' , C"- E-S- bcx0 Ye 1w� -4-ted -�'64 c,k,1,e, 3 • EIL 4-', •.)%AL N- . • Needs Shift Inspection: �j Sprinklers: Y Fire Alarm: Y Hood & Duct: /\ Monitor: Pre -Fire: /1j Permits: Occupancy Type: Inspector: fr D Date: '7/70// H Hrs.: a $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila. Wa. 98188 206 - 575 -4407 Project: Sprinklers: Type of Inspection: Fire Alarm: Address: Da .• Suite #: it/62-(2.. Contact Person: b i L Pre -Fire: Special Instructions: Permits: . Phone No.: ao6 - ,S---)q - Fa i 1 (It.) Dk--t% L pproved per applicable codes. Corrections required prior to approval. COMMENTS: ,Needs Shift Inspection: • Sprinklers: •. Fire Alarm: Hood & Duct: • . Monitor: Pre -Fire: Permits: . Occupancy Type: Inspector: a-- Date: 7 ice-/ 1 1 Hrs.: L r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 - •- -.:a:" • .. .. ..... •pc - - -a- -•rr ,- • -•_r•- - • �C_ .:�.r.. "i7....! .R"C"T.: .7 -- - INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D /0-/V4 10- P- 06/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 1 Pr ect: 4 4 (L (00 rt A 01 Type of I 's ection: . 31-- ► t/ -e_. c ,v 0-1_ Address: q0;..0 ' Suite #: s /14 Conta Person: Special Instructions: Phone No.: f.. Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ivN Date: eld 3i r Hrs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: 1 Company Name: Address: City: 1 State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -10247 Cyl. Code 1821 Pour Date 7/12/2011 Report No. CRO71211RH1 Weather Jurisdiction CITY OF TUKWILA Permit No. D10 -146 Project PACIFIC COURT COMMUNITY BUILDING Engineer Location 4028 S. 146TH. ST Architect Client KCHA Contractor Grinnell CEIVED AUG 2 4 20111 Field Data Concrete X Other Supplier MILES CYLINDER REPORT Plant No. 201 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 10:36 M021 253020 3.75 69 62 Placement Area Location Trash enclosure footing Remarks Placed by truck chute. 3 yard Toad. Please reference field report 10247DFR071211 RH Inspector Randy Hansen VvrYIWILAvi7 ■ Reported)i3WeliattgaT Design Actual Weights Weights Mix No. 04c4af 04c4af Cem.lbs. 470 475 F. Ash lbs. 94 93 C. agg. lbs. 1 1860 1840 C. agg. lbs. 2 C. agg. lbs. 3 - Sand lbs. 1220 1280 Water lbs. 254 215 Air Ent. (oz) 7.5 8.3 Other (oz) Other(oz) - Other (oz) Other (oz) Water Added on Job (gals.) 0 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Recd. 7/13/2011 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 1821 -1 7/19/2011 7 4.01 12.63 - 40300 3,190 1 MT 3 1821 -2 8/9/2011 - 28 4.01 12.63 60620 4,800 1 MT 2 1821 -3 8/9/2011 28 4.01 12.63 59990 4,750 1 MT 2 1821 -4 8/9/2011 - 28 4.01 12.63 61000 4,830 1 MT 2 1821 -5 H 1 Remarks Results Reviewed By, Codes for Break Types: Date Reviewed 49— (• l/ Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Forth 03101 Revision 3 Effective Date 5/12/04 The information provided on the report is prepared for the occlusive use of the client This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10247 Cyl. Code 1848 Pour Date 7/18/2011 Report No. MG071811RH' Weather Partly Cloudy Jurisdiction City of Tukwilla Project PACIFIC COURT COMMUNITY BUILDING Engineer Location 4028 S. 146TH. ST Architect Client KCHA Contractor Grinnell Permit No. RECEIVE[) AUG 2 4 20111 Field Data MORTAR/GROUT REPORT Supplier - Plant No. - Site Mix X Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 9:16 - - - 7 69 58 Grout Box Used x Number of units used to form specimens Placement Area Location TRASH ENCLOSURE WALLS 6 FOOT LIFT Remarks PLACED BY 5 GALLON BUCKET AND CONSOLIDATED BY H/F VIBRATION. MUTUAL MATERIALS DESIGN MIX COARSE GROUT 80 LBS BAGS. Inspector R. HANSEN or!inp "nT Reported Batch Data Design Actual Weights Weights Mix No. B M Cem.Ibs. A F. Ash lbs. G X C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water lbs. Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Recd. 7/20/2011 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (Ibs) (psi) Set # By Type 1848 -1 7/25/2011 7 3.37 3.38 7 6.250 11.05 47975 4,340 1 MT N/A 1848 -2 8/15/2011 28 3. 3.29 29 6.250 11.02 60600 5,500 1 MT N/A 1848 -3 8/15/2011 28 3.33 3.31 6.250 11.02 58960 5,350 1 MT N/A 1848 -4 8/15/2011 28 3.29 3.34 6.250 10.98 59400 5,410 1 MT N/A Remarks Results Reviewed lyeZ Date Reviewed 8 --'5-; (d Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results X Conforming Non - Conforming 4: Shear 5: Columnar (Split) Form 04103 Revision 0 Effective Date 12/02/02 The information provided on the report is prepared for the eoclushre use of the client. This report may not be reproduced in any format without the written permosbn of the client and Krazan 8 Associates. °mss aZafl &AssOCIARE, iVFO GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION AUG 12201I DEVELOP DATE: 7/18/2011 CONTRACTOR: Grinnell PROJECT #: 066 -10247 PERMIT NO: D10 -146 PROJECT: Pacific Court Community Building INSPECTOR: Randy Hansen LOCATION: 4028 S. 146th Street JURISDICTION: City of Tukwila FIELD REPORT NO.: 10247DFR071811 RH KRAZAN PROJECT MANAGER: .J M WEATHER: Partly /Mostly Sunny TEMP: 56° - 60° Structural Masonry Inspection On site as requested by the general contractor for structural masonry inspection of the Trash Enclosure walls. Upon arrival at the jobsite, met with the contractor and reviewed the City Stamped approved set of plans for the trash enclosure walls. Checked the reinforcing steel per detail 20/S4.0 of the approved plans. The reinforcing steel was found to be in place per plans, # 5 vertical at 48" on Center with (2) # 5 horizontal at 4' on center for the bond beams and at bottom course of the 8" CMU wall. The clearances were also ok per plan. Cast a grout sample on hand mixed Mutual Materials Design Mix Coarse Grout Mix in the 80 lbs. bags. See Krazan Masonry grout Report # 10247MG071811 RH1 for test data and additional information. Equipment/Asset Number(s): To the best of my knowledge, the above WAS 0 / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician: , 'atdq'ac eci Offices Serving the Western United States Form 1501 r.1 Effective Date: 5 -25 -05 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. ' Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -10247 Cyl. Code 1821 Pour Date 7/12/2011 Weather Jurisdiction CITY OF TUKWILA Permit _ 10 -146 Engineer Architect 1�hrlt& 12 2011 1 Contractor Grinnell feu Report No. CR071211RH1 Project PACIFIC COURT COMMUNITY BUILDING Location 4028 S. 146TH. ST Client KCHA COMMUNITY Field Data Concrete X Other Supplier MILES CYLINDER REPORT Plant No. 201 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 10:36 M021 253020 3.75 69 62 Placement Area Location Trash enclosure footing Remarks Placed by truck chute. 3 yard Toad. Please reference field report 10247DFR071211 RH Inspector Randy Hansen Reported Batch Data Design Actual Weights Weights Mix No. 04c4af 04c4af Cem.lbs. 470 475 F. Ash lbs. 94 93 C. agg. lbs. 1 1860 1840 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1220 1280 Water lbs. 254 215 Air Ent. (oz) 7.5 8.3 Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 0 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Recd. 7/13/2011 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 1821 -1 7/19/2011 - 7 4.01 12.63 - 40300 3,190 1 MT 3 1821 -2 8/9/2011 28 1 1821 -3 8/9/2011 - 28 1 1821 -4 8/9/2011 - 28 1 1821 -5 H 1 Remarks Results Reviewed By Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C -39 +/- 8% Date Reviewed 7^ t! Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming 3: Cone & Shear 4: Shear 5: Columnar (Split) Form 03101 Revision 3 Effective Date 5/12104 The information provided on this report a prepared for the exclusive use of the Diem. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10247 Cyl. Code 1848 Pour Date 7/18/2 Weather Partly Cloudy Jurisdiction City of Tukwilla Ufa -~,f `1Vermit No. Project PACIFIC COURT COMMUNITY BUILDING Engineer 1qt 2011 Location 4028 S. 146TH. ST Architect �k L @et'JtYi Client KCHA Contractor q gen Report No. MG071811 RH' Field Data MORTAR/GROUT REPORT Supplier Plant No. - Site Mix X Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 9:16 7 69 58 Grout Box Used x Number of units used to form specimens Placement Area Location TRASH ENCLOSURE WALLS 6 FOOT LIFT Remarks PLACED BY 5 GALLON BUCKET AND CONSOLIDATED BY H/F VIBRATION. MUTUAL MATERIALS DESIGN MIX COARSE GROUT 80 LBS BAGS. Inspector R. HANSEN Reported Batch Data Design Actual Weights Weights Mix No. B M Cem.lbs. A F. Ash lbs. G X C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water lbs. Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Recd. 7/20/2011 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1848 -1 7/25/2011 7 3.38 3.37 7 6.250 - 11.05 47975 4,340 1 MT N/A 1848 -2 8/15/2011 28 1 1848 -3 8/15/2011 28 1 1848 -4 8/15/2011 28 1 Remarks Results Reviewed BYjG;2 s c ,,a..4%) Date Reviewed 7 —Z5-- // Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming 4: Shear 5: Columnar (Split) Form 04103 Revision 0 Effective Date 12/02!02 The information provided on this report is prepared for the exclusive use of the client This report may not be reproduced in any format without the written permission of the Ghent and Krazan & Associates. IKI'aZ2Ir1 $ASSOCIATES I E V rJ EPORT NO.: GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 2 -1 -11 PROJECT #: 066-10247 FEB 0.7 2011 COMMUNtlY DEVELOPMENT CONTRACTOR: Timberland PROJECT: Pacific Court Community Building LOCATION: 4028 S 146th Street KRAZAN PROJECT MANAGER: Jay Martin 10247DFR020111 -gn PERMIT NO: D10 -0146 INSPECTOR: George R. Nail! 111 JURISDICTION: City of Tukwila WEATHER: Sunny TEMP: 40 F Reinforcing Steel ( Masonry ) Arrived on site as requested by the contractor to perform masonry reinforcing steel inspection in conformance to The project plans and specs. 1) Met with the contractor to verify inspection and review the plans and specs. 2) Performed visual inspection of trash enclosure CMU wall reinforcing steel from foundation to top of wall. Inspection revealed resteel to be complete per plans and specs at this time. Proprietary Anchor 1) Performed visual inspection of epoxy anchorage of shear wall 4 hold down anchors for HDU5 at the interior Shear wall line. Verified anchor size and embedment to be 5/8" diameter and embedment to be a minimum of 10 ". Holes were cleaned using brush and compressed air. Anchors were epoxied using Simpson SET -XP Epoxy per manufacturers recommendations and ES report. 2) Final approval By the Engineer of Record is required as these anchors were call to be cast in place. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ®/ WAS NOT ® performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician geaxge :R. Nadi 555 -SG Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. wa- 11Kr azaZ & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 1 - - t.t PROJECT #: 6.6 t'7 :�r-t7 PROJECT: Fi c. G454.• 2.71 LOCATION: Hoag _5 1 yh'h-i- KRAZAN PROJECT MANAGER: FIELD REPORT NO: 13 0 4 8 3 RECEIVED FEB 0 3 20111 COMMUNITY CONTRALEYWPIM 5N• e-t- 6.nokAp JURISDICTION: 611-%1 PERMIT #: 4310 - ) 46 INSPECTOR: Malay C�csoAA WEATHER: WbeR -S TEMP: 5-c° I N3 P GGTE6 i S — A t t- •( P ANsa o a A N� r4 p1 -5 F q.,.,te »gym j ?L.r3. A-'7- 7 t ) ° w Lo-9-0‘4.4.4 4.0‘-r-E-1-1 /J"% 7.&I_.\ A-i•+•50 w -�s'9- i.•� L•� F-t c-E _ �$ z4 i O" M V'Li•S s ra5.7 - 14-LL-EtO q.ee6-x201-1 r ^tom S.VZ `5 ,4--r y 7 , o . C r--IN ti" - t " es)-F f'LA-re_ Itv_E-4LAS _ /- +--© fs£ Epexy- V3JZR- TEA L fz>Gt -*z- W- kAs'E dJ •fd , 4 5 5 4 ST E O 1 p ) L A D E 2' 45)c, i -6 p/.» 7-1}2E E. t 'i N o 00A9 2 E PO'fLT ` SA-A^ E Ls1-rH 4O.N .EM P`/ Z -t.& 2 Fo-r - s i C- .0 A-7 Fetrz PA-S1 1 Nfo Li34 ••-0OW v-E_4 Fy q d P+/ t �S 175.1- ;10s-- co _sPEc-r,4Ltsir zeFE aZ "to -re sT5 Equipment/Asset Number(s): To the best of my knowledge, the abov WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician: This report indicates our inspectors observation and testing results based on the site condition and contractor's activities. This information is su.fect to rev r to final submitta . By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report i .prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Cam. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No 066 -10247 Weather PARTLY CLOUDY Cyl. Code 2467 Pour Date 12/15/2010 Report No. 31977 Jurisdiction CITY OF TUKWILA Permit No. D 110-146 Project PACIFIC COURT COMMUNITY BUILDING Location 4028 S. 146TH. ST Client KCHA Engineer 0 Architect 0 Contractor THE GRINNELL GROUP INC. Field Data Concrete X Supplier MILES Time Truck# 1:10 88 Other Ticket # 246191 CYLINDER REPORT Plant No. 201 Site Mix Mix Air Slump Temp. Temp. °A° Air (in.) (F) (F) 4.75 55 41 Unit Wt. (Pcf) Placement Area Location PERIMETER FOOTINGS ONLY. cxTr.n JAN 18 2011 PERMiTCEPiiIE3 Remarks PLACED VIA PUMP, CONSOLIDATED WITH H/F VIBRATION. 21 YARDS TOTAL. SAMPLED AT 10 YD. LOAD. PLEASE REFER TO FIELD REPORT NO. 130683. Inspector RORY BOSMA Reported Batch Data Design Weights Mix No. 04C4AF Cem. lbs. 4700 F. Ash lbs. 940 C. agg. Ibs. 1 18600 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 12997 Water lbs. 1289 Air Ent. (oz) 75 Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Actual Weights 04C4AF 470 985 18560 13000 1293 75 0 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data CyI. Test Code Date 2467 -1 12/22/2010 2467 -2 1/12/2011 2467 -3 1/12/2011 2467 -4 1/12/2011 2467 -5 2467 -6 2467 -7 2467 -7 Remarks Results Reviewed By Field Cure Age 7 28 28 28 H Design Strength 3,000 @ 28 days Date Specimens Rec'd. 12/16/2010 Max. Comp. Dim. Area C.F. Load Str. (psi) 4.01 12.63 51225 4,060 Tested Break Set# By Type 1 DH 1 1 1 1 1 Date Reviewed /2 — 22 —'Z Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Form 03101 Revision 3 Effective Date 5/12/04 The'sdonnatbn provided an this report Is prepared for the exclusive use of the dent This report may not be reproduced in any format without the written permission of the Word and Krazan 6 Associates. PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report 0 0 c c c c 5 b 0 U g a 0 v '0" c, PASS? (X =NO) .75 100.0 100.0 - 100.0 I I .625 I I I I I I\ I I\ I I 80.0 - 100.0 .375 90.5 I #4 I I I I I 34.0 I - - - - C S.T.C. 9- 03.9(3) #16 19.1 #20 15.4 I I 11.1 I I I I I I I\ I I \I I I\ f I 7.9 I I 7.3 I 1 I I I 1 1 1 0.0 - 10.0 I I l 1 I I I I 1 I I 1 1 I I \I I l AI \ \ I I VI I I 1 1 I 1 I 1 I 1 1 1 1 1 1 1 1 1 I I I I I I I I I I Ii I I I �� I\ I I 1 I I 1 I I I I I 1 1 I I 1 I I I I I I I I I 11 I I I I I I I• I 11 I\ \ I \ \\ 1 I 1 I 1 1 1 1 I 1 I I I I I I I I 1 I I 1 11 I 11 I 11 VI k I V \ \ 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I 1 I I I 11 I 11 I 1 I \ • \ \ 1 \ I\ I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I 11 I I I • \\ \ I \ I ". 1 I '1 1 1 1 1 1 1 I I I I I I I I I I I I I 11 I I I 11 I I I 1 N \\ I I 1 • I I ,s I I � 1` 1 I I '■I� I I l�I � 1 I I I 1 -1 I I I I I I 1 I I I I I I 11 I 1 I 11 1 I 1 1 1 inn in 1 01 0.01 0.001 GRAIN SIZE - mm. % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 42.9 28.2 17.8 5.5 5.6 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X =NO) .75 100.0 100.0 - 100.0 .625 100.0 .5 98.4 80.0 - 100.0 .375 90.5 #4 57.1 46.0 - 66.0 #8 34.0 #10 28.9 #16 19.1 #20 15.4 #40 11.1 8.0 - 24.0 #60 9.1 #80 7.9 #100 7.3 #200 5.6 0.0 - 10.0 C.S.T C. 9- 03.9(3) Source of Sample: Import Sample Number: 10L393 -°11*(razan Tested By: M.Crowell Material Description 5/8" C.S.T.C. 9- 03.9(3). Source: Icon Pit #464. Sampled at OnSite Stockpile by D.Carey. Atterberg Limits PL= NP LL= NV P1= Coefficients D90= 9.4117 D85= 8.3767 D50= 3.9569 D30= 2.0761 D10= 0.3202 Cu= 15.82 Classification USCS= SW -SM AASHTO= A -1 -a D60= 5.0658 D15= 0.8152 Cc= 2.66 Remarks Sand Equivalent (D- 2419): 80 (40 = min.). Sample Date: 12/20/2010. Sample ID: 10L393. Date: 12/20/2010 Client: King Co. Housing Authority Project: Pacific Court Community Building Project No: 066 -10247 Checked By: D.Hollingshead Figure • PROCTOR TEST REPORT 143 138 ,� 3 133 a cii c N v Z 0 128 123 118 1 .4 °0. 33. p 11 110.4 %. 130.8 pc 4 6 8 10 12 14 16 Water content, % Rock Corrected —o— - Uncorrected + Test specification: ASTM D 1557 -07 Method B Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Elev/ Depth Classification Nat. Moist. Sp.G. LL PI % > 318 in. % < No.200 USCS AASHTO SW -SM A -1 -a 4.2 NV 9.5 5.6 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 133.8 pcf Optimum moisture = 10.4 % 130.8 pcf 10.4 % 5/8" C.S.T.C. 9- 03.9(3). Source: Icon Pit #464. Sampled at OnSite Stockpile by D.Carey. Project No. 066 -10247 Client: King Co. Housing Authority Project: Pacific Court Community Building o Source of Sample: Import Sample Number: 10L393 Remarks: Sample Date: 12/20/2010. Sample ID: 10L393. Figure 41(FA-1 KraZan. Tested By: M.Crowell Checked By: D.Hollingshead '� azan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: / PROJECT #:.c74.4/60,.19- PROJECT: %iGrG.. /. =L -ur% LC/`4yeeu /%! <C/ LOCATION: ion 5 /7 a- 5/ KRAZAN PROJECT MANAGER: ,l'- FIELD REPORT NO: 13 2 8 51 RECEIVED DEC' 0 9 2010' COMMUNITY CONTRACTOR: ��geu 2.-„. DEVELOPMENT JURISDICTION: l? �f "' " "- PERMIT #: �`�'� 2 INSPECTOR: WEATHER: `-rte 7> - TEMP: <..i (2:e/ 5 ?-Z * 57 5177 G, /C�. ,/44/. ��lii / 4) C/ /2 ii/ 57 ree % • a' S' —l-�P "1� 44''475 j �-1'" 2 /7 /fr/4e-4S "c-e,' `� A o c y ''/70c70;%--- IGG7�y t2 Gvu Equipment/Asset Number(s): To the best of my knowledge, the abov / WAS NOT performed in accordance with the approved plans, s•ecifications, and regulatory requirements. Superintendent/Representative: Technician, This report indicates our inspector's observation and testing results based on the site condition and contractors activities. This Info ' ation Is subject to review p or to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced In any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/22/2009 DAILY FIELD REPORT 2009.doc Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -10247 Cyl. Code Weather PARTLY SUNNY Jurisdiction Protect PACIFIC COURT COMMUNITY Location 4028 S. 146TH. ST Client KCHA 2399 Pour Date 11/18/2010 Report No. CR111910 -JB CITY OF TUKWILA Permit No. BUILDING Engineer 0 Architect 0 RECEIVED 9 Contractor TIMBERLAAND DEC o8101 Field Data CYLINDER REPORT Concrete X Other Supplier MILES Plant No. 201 Slump Time Truck# Ticket # % Air (in.) 10:55 M069 245624 5.5 4.25 Mix Temp. (F) 56 Site Mix Air Temp. (F) 40 Unit Wt. (pcf) Placement Area Location TRASH ENCLOSURE FOOTING. Remarks 1 SET OF 5 4X8 CYLINDERS CAST. PLEASE REFER TO FIELD REPORT NO. 10247DFR111910 -JB. Inspector JOE BISTRYSKI Laboratory Data Cyl. Test Code Date 2399 -1 11/26/2010 2399 -2 12/17/2010 2399 -3 12/17/2010 2399 -4 12/17/2010 2399 -5 2399 -6 2399 -7 2399 -7 Remarks Results Reviewed By Field Cure Design Strength Age Dim. 7 4.01 28 28 28 H Codes for Break Types: at= Reported Batch Data Design Weights Mix No. 04C4AF Cem. lbs. 470 F. Ash lbs. 94 C. agg. lbs. 1 1860 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water lbs. Air Ent. (oz) Other(oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 1220 254 7.5 Actual Weights 04C4AF 469.5 94 1856 1217 208 7.5 0 Field Test Methods X ASTM C143 X ASTM C1064 X ASTM C31 X OTHER ASTM C138 ASTM C173 ASTM C172 ASTM C231 3,000 @ 28 days Date Specimens Recd. 11/20/2010 Area C.F. 12.63 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C -39 +/- 8% Max. Comp. Load Str. (psi) 50250 3,980 Tested Break Set# By Type 1 DH 2 1 1 1 1 Date Reviewed ll 24,-46 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming 3: Cone & Shear 4: Shear 5: Columnar (Split) Form 03101 Revision 3 Effective Date 5/12/04 The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan & Associates, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: + PROJECT #: •t ,a);24/ PROJECT: A -, �i C t ✓T �d LOCATION: ft; j' $ KRAZAN PROJECT MANAGER: /zed Inc. FIELD REPORT NO: 129996 RECEIVED DEC 0 9 2010' CONTRACTOR: ;e9MWrik. -v 7u( JURISDICTION: 04 T)- cif /77&r i /s / %., r PERMIT #: •— lam! INSPECTOR: "/"1-,6f-.5 WEATHER: e,I,A.Qvcx. -y-1— TEMP: v ' C7 /4.-s',T r (' J 5776 Xe62u -g- 5✓&J 6( / 'Z 6 7 i., TCY Ns-IL /ex-L-4.- c ;7 7 s' iz • i Z % -- ��/ ,e /Vr- — Ci% ��G�liS - �S/ c 5 - Ze7• e'// /i -e5 - A,Le45 , ceI /A ) • ,6 i ,ci2 i //tom Z /2e.,7 f fY C.r 74_5'; ✓✓ c . A �r /.:� • j%c % I __ +. 4,-/- // � t7i ice- S27/7--- £ ei7 Ri'7T- "c✓cr l4cdi-/L L j 5',,-// / A ' /G,v CO E..t f/ S -, ,0.- A SA, a b'4 `/ lS� S -ilif 4L.--5 j i.rW fAr--- 14-11/ / /� f, o ,th7 . , % .i. w s Lvct -S ,s S- ice- Z- � -% &-,c-�r` ,5 7-e) � /%c c4, l/eA-4. 5 /57-77- /-Z ?'- Equipment/Asset Number(s): ,t/(I,-1 Y- To the best of my knowledge, the abort-WAS-/-WAS-NOT performed in accordance with the appro Sus intendent / presenta ive: Techni ons, and regulatory requirements. This report indicates our spector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan 8 Assoc. Bothell (425) 485 -5519 DAILY FIELD REPORT 2009.doc Offices Serving the Western United States Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/22/2009 vr.4 a%an & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 10- CIO /e) PROJECT #: U C - PROJECT: Pc e c. PA. Q ✓ T /544., )C%/ LOCATION. 90/L2 3 S J'/ S KRAZAN PROJECT MANAGER: ) 49 - COMPACTION REP REE68 Z Q % OECD 0 9 2010 U ITY CONTRACTOR: &r/ ,� �� f : 7I 7 . PERMIT NO•%J 0 ' - / C' INSPECTOR: i e- s __. JURISDICTION: 0-1 77,— e'F % XL✓a l /CA. WEATHER: Gir,°yGc TEMP: QG `y ❑ WASHINGTON DENSOMETER ❑ SANDCONE NUCLEAR TEST ❑ OTHER LOCATION MAP N` T STAte N—Paved Areas (circle one): Sub ❑ Building Pad (s) ❑ Other / Asphalt ❑ Trenches (circle one): Sewer / Water / Storm Drain / Utly Curve Unified Soils Classification Max Dry Density Opt Moisture 0 vu -Ci.4s. Test Elevation / Location(Comments) Curve Mode & Depth Density Moist % Percent Compaction Required / S /I / 3D. ef. f'S D r % -x, r- •a.z.i /tv-e,.. —. t / /,/ ,. 6 g Qr' 3 isb- tO ; e2j rte-a _ trA /3i7. 4 `-1 •a 5 FSt- -L, ,r f=pc.,•.. t- 3 / 3 / 5-= c- c- p S t, P 7 F --i r ri C.N 0 c/ \� `\ / V 4y /34/..2 .. yc ^, / Map Location: ❑ Attached Curve Test Method: Daily Avg. Std Z.S.-3(i- Daily , Count Densities Avg. Std �r- Count moisture Gauge# ?? W To the best of my knowledge, the above WAS / WAS NOT performed in accordance with the approved pla)r s, sp gc i This testing does not preclude the possibility that the soil or hot -mix asphalt may be loosened by future construction activities or rainfall events. The compaction tests were performed at the approximate locations and elevations shown and indicate relative compaction at those locations. Horizontal and vertical limits of the compacted area were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the contractor's responsibility to conform to the approved project plans and specifications. Superint t /Represent• ive: 1501 Compaction Report.doc Technician: Serving the Western United States nd regulatory requirements. Revision 1 Effective Date:11/3 /06 _. - -- ...1...._A � . . . . . . . F .... e, ...:.1.......A. .....4.......,...ee . n....f o . rl:.n, an,i V,..... R. 6 acne-4..0 DECIDUOUS TREE PLANTING; L2.O, DET 1 (TYP) NIFEROUIS TREE PLANTING; 2.0, DET 112 (TYP) � I 4 I - - - - -1 SHRUB PLANTING; L2.0, DET 4 (TYP) CONCRETE PAVING; SEE CIVIL (TYP) .NCH SEATING; t SPECS UNDCOVER DET 5 • I` rrors and omissivns of ccistniction documents does not authe !te Y: ;cr :;' any adopted code or ordinance. Receipt roved Fin Copy and conditions is acknowledged: ISA n.. Daze: 7- /L/_i/ Cit.( Of Tukvvifa BUL_L;,..NG DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 d 2011 RETAIN AND PROTECT EXISTING LANDSCAPING TO REMAIN (TYP) E AND CE EX. WITH TREES APPROVED JUL' 13 2011 't l4`t S. 146TH ST. City of Tukwila PUBLIC Woks BLDG ON W bli 125 WATER Sahli ce COOpw N4-i ION I.d ITH WA-T N08 _ 1 sit STIZI CT 3r I P.5 IS ea' b is REMOVE AND REPLACE EX. 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NOT FOR CONSTRUCTION CO Ea FOR ���P�L1ANC �® r' 8 ZLfJ of Tukwila NG DIVISinh, Paving Layout G d 1 Vokse Design Studio ma ;. =rem BID SET: MY 12, 2010 DY19M31IRE PEDESTRIAN PAVING GRID SCALE: PLAT DATE GAD POE: PROD. MO DRAFIE(t AA t2 ZMO PCj0ANDiIWG. KIK I01C L2.1 corf r10.AGII IG COURT G01 f1 !IUNITY1 y BUILDING, ,w I.L. GROSS STRUCTURAL, ENGINEERS Tukwila, Yashington Structural Pesign Calculations for Permit umit.ta REVIEWED FOR CODE COMPLIANCE APQrtnur Skr' 8 CM City of Tukwila• BUILDING DIVI,S!rw June 1, 2010 207 First Avenue South - Suite 250 Seattle, Washington 98104 RECEIVED CITY OF TUK VILA JUN 0 8 2010 PERMIT CENTER tki(, Ph. (206) 623 -0769 • Fax (206) 623 -9081 I.L. GROSS STRUCTURAL ENGINEERS PACIFIC COURT COMMUNITY SUILPING Tukwila, YVashington Structural resign Calculations for Permit Submittal June '1, 201 0 207 First Avenue South - Suite 250 Seattle, Washington 98104 Ph. (206) 623 -0769 • Fax (206) 623 -9081 Design Criteria PACIFIC COURT COMMUNITY BUILDING 2006 Intemational Building Code ACI 318-05 Building Code Requirements for Structural Concrete ASCE 7- 05 Minimum Design Loads for Buildings and Other Structures Seismic analysis IE = 1.0 Seismic Use Group = 1 S8. 146.2 S1= 50.3 R = 6.5 % 4028 S. 146th ST TUKWILA, WA 98168 LAT: 47.472956 deg LONG: - 122.28360 deg Wind analysis Basic wind speed - 3 sec. gust (psf) = 85 Wind Importance Factor, Iw = 1.0 Building Category = 11 Wind Exposure = B Kzt= 1 Seismic Design Category = D Soils analysis Sps = 0.975 SDI = 0.436 Basic SFRS: CDX SW, Conc SW Design base shear, Cs: 0.15 Analysis Procedure Used: Equiv. Lateral Force Soil bearing pressure = 2500 psf Site Class = C Live Loads Roof 25 psf Storage areas 125 psf Roof Deck 100 psf Common Areas 100 psf Residential 40 psf Stairs / Corridors 100 psf Dead Loads Roof Interior walls Metal Roofing 4 psf 5/8" GWB 2.8 psf 1/2" CDX ply sheathing 1.5 psf 1/2" CDX ply sheathing 1.5 psf R -38 Batt or R -39 rigid insulation 4 psf 2x6 studs @ 16" oc 1.7 psf Roof TJIs @ 24" oc 2.5 psf Batt Insulation 1.2 psf (2) 5/8, GWB ceiling 5.6 psf 5/8" GWB 2.8 psf Mech / Elec 0.75 psf Mech. / Elec. 0.5 psf Misc. 1.1 psf Misc 1 psf 19.5 psf 12 psf Exterior walls Cementitious panel siding 3.5 psf 5/8" GWB 2.8 psf 1/2" CDX ply sheathing 1.5 psf 2x6 studs @ 16" o.c. 1.7 psf R -19 Batt insulation 2.5 psf 5/8" GWB 2.8 psf Mech. / Elec. 1.2 psf Misc 1.5 psf 17.5 psf IBC Seismic - PAC COURT DES CRT as of 6/6/2010 10:54 PM rim Wind Design PACIFIC COURT COMMUNITY BUILDING Method 1 - Simplified Procedure ASCE7 Basic Wind Speed V = 85 mph Importance Factor, Exposut B Velocity Pressure qs = X 1 ps30 L= a= 0= Summary 1 = 1.0 X= 1.00 (ASCE7 Figure 6 -1) (ASCE7 Table 6 -1) (ASCE7 Figure 6 -2) (ASCE7 Eq 6 -1) 16.5 ft mean roof height 36 ft least horizontal dimension 3.6 ft 0.10L or 0.4h, whichever is smaller but not less than 0.04L or 3ft 20.0 roof angle AClustmertt Factor for Bufldin Neictht and Expo mow.' rA09 rrrnnl n' Load Case Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H Eoh Goh ps30 1 15.9 -4.2 10.6 -2.3 -13.8 -9.8 -9.8 -7.3 -19.3 -15.1 1:1 , .. 2 1.'; 1 i 5.0 -3.9 4.3 -2.8 ps 1 15.9 -4.2 10.6 -2.3 -13.8 -9.8 -9.8 -7.3 -19.3 -15.1 ps 2 5.0 -3.9 4.3 -2.8 AClustmertt Factor for Bufldin Neictht and Expo mow.' rA09 rrrnnl n' Epp VeurC $ -1- C D 'ts l''s ' 21 '.y, 20 t,. 1`.. 25 1 .... t It t- 30 'AD ; t.t. 30 -) :. ,.? .1 1'7 1:1 , .. 50 1.'; 1 i Q�.' CP (4.214) 4- @ 3 *. (2.3 ps() 4- c, Goo t 15rc1r' 1i 04,1.4) • PACIFIC COURT COMMUNITY BUILDING Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.472956 Longitude = - 122.2836 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.462 (Ss, Site Class B) 1.0 0.503 (S1, Site Class B) Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class C- Fa = 1.0 ,Fv = 1.3 Period Sa (sec) (g) 0.2 1.462 (SMs, Site Class C) 1.0 0.653 (SM1, Site Class C) Design Spectral Response Accelerations SDs and SDI SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class C- Fa = 1.0 ,Fv = 1.3 Period Sa (sec) (g) 0.2 0.975 (SDs, Site Class C) 1.0 0.436 (SDI, Site Class C) UPC i3u17C0 WTc9 H I &H RooF- : 25' x = 1150 ch WT - 161,13 SPX 1150 = 22, 414 L-ow IQ-Do ; 4$ x I I �- 20 x 3.S' -r 4' r 4.5 _ (0,11, 4 WT= lq,S �� x f-X1-01C1of wAw� NOPT! -t I 25� x 20,5' + 11tu 151 x WeST - I3'r+- +- P.5'(42') 4t' x17.514 - 4-b'x 11 x 'Y- N/67 blfz WAlrl,c, - 15, 2�Z = l b k Y- -F/W D!Iz WA(.1267 I.L. GROSS SIRUCIURAL ENGINEERS � ISMIL &oV 4J N 1 iz.00F- S. (o — L-v r'-O01 3.2- co, t,"- G- i SHEET TITLE 'AGIF1Cr COV T CP' j C9i,v PROJECT l SCALE DESIGNED ELY CLIENT CHECKED DATE SHEET 207 First Avenue South - Suite 250 Seattle, Washington 98104 Ph. (206) 623 -0769 Fax (206) 623 -9081 5elsmic Design PACIFIC COURT COMMUNITY BUILDING Internation Building Code Section 1614 & 1615 Maximum Considered Earthquake Spectral Response Acceleration Parameters Ss = 1.462 51 = 0.503 Site Class C MCE Fa = 1.0 (Table 9.4.1.2.4a) SM5 = Fa Ss Fv = 1.3 (Table 9.4.1.2.4t) SM, = Fv 51 Section 1616 Design Spectral Response Acceleration Parameters 5% damped design 5D5 = 2/3 5ms 5D5 = 0.975 501 = 2/3 Sm1 So, = 0.436 Approximate Fundamental Period Where: T = Ct(hn) °ls 5M5 = 1.46 5M1= 0.654 Ct = 0.02 Hn= 17 T= 0.167 (Eq 9.4.1.2.4-1) (Eq 9.4.1.2.4-2) (IBC 1915.1.3) (IBC Eq 16 -40) (IBC Eq 16 -41) (ASCE7 9.5.5.3) General Resonse Spectrum (IBC 1615.1.4) To = Ts = 0.2' S01/5D5 = 501/SD5 = 0.09 0.45 1.2 0 • 0.8 m o 0.6 n c 0.4 [n• th 0.2 m oc 0 fA Design Response Spectrum 0.2 0.4 0.8 0.8 Period T 12 Importance Factor Seismic Use Group Seismic Design Category 1= 1 Ss = 0.975 (ASCE -7 Table 9.1.3) D Table 1616.3 (1) (ASCE -7 Table 9.4.2.1a) D Table 1616.3 (2) IBC Building Classification: Regular Building (ASCE -7 9.5.2.3) IBC Seismic - PAC COURT SEISMIC 6/6/201010:53 PM Seismic Design Equivalent Lateral Force Procedure Requirements to use the Equivalent Lateral Force Procedure: Regular Building T < 3.5 Ts okay Building Type Building Bearing Wall System, Light framed walls sheathed with wood structural panels. R = 65 R= 6.5 Seismic Base Shear Cs = Wo = 2.5 Cd = 4 (ASCE7 Table 9.5.2.2) V = Cs W (ASCE7 Eq 95.5.2 -1) Soy Cs = 0.15 (ASCE7 Eq 9.5.5.2.1 -1) R/I but need not be greater than, Cs = 501 Cs = 0.4 (ASCE7 Eq 95.5.2.1 -2) T(R/I) Therefore: Redudancy Factor E = p Eh + Ev where p = P= Therefore: E = 9.6 kips V = 0.15 W Total W = 49 kips V = 7.4 kips 1.3 1.3 SEISMIC DISTRIBUTION level W h Wh Wh (kips) (ft) (kip -ft) E Wh HI ROOF 22.4 17 381 052 LOW ROOF 26.6 13 346 0.48 E 49 E 727 (ASCE7 ECl 9.5.2.4.2 -1) Ab R max 1450 0.33 STRENGTH / IUD ALLOW. STRESS DESIGN story shear E story shear E (k ps) (fps) (HPs) (kips) 5.0 - -- 3.6 4.5 9.6 32 6.5 IBC Seismic - PAC COURT SEISMIC 6/6/201010:53 PM eki 12.1' 11' 1�4�►F I:.N� by WitU. 4 a CONT1NVOU To W & ,uW o $ G u = 1 •q q: 3, `" 1 A4 `- 303# Jo 6 «' N� I.L. GROSS S7RUC'IURAL ENGINEERS pleirRADVTI N SHEET TITLE SCALE ' &G GO V FT comm 3LD& PROJECT DESIGNED EY CLIENT CHECKEI) DATE SHEET 207 First Avenue South - Suite 250 Seattle, Washington 98104 Fh. (206) 623 -0769 Fax (206) 623 -9081 AVS DIRECTION Shear wall analysis Dlaphragm analysis Holdowns 8, End studs Mats O1 D TA LF et well segments TOTAL WALL LF RF I FL (per lea l) TA V (pill (par zone) V (kip) V (pk1 story none left 3/4" COX right 314' COX SW r I V (p6) V(klps) V(pd) w1 10d Commons V(Pt1) w/ 10d Commons 9 Interior T [tip) .6 WALL wt .6 FL-R wt RES UPLIFT• HD *One STUDS • of 6X6 611108 mn• 16 A I 21.0 I 21.0 '1 150 1 .!: 171 1.8 86 'x W6 0.236 171 1,8 - - 120 6/6/12 UB 0,3 0.3 1.5 no hd req'd (2) 244 (2) 2x8 B RDOF B I 21,0 1 11,0 I 32.0 171 1.8 I 164 W6 0.455 171 1.8 55 6/6/12 U8 - - 05 02 0.8 no hd req'd (2)204 (2) 2x6 LO A 21.0 21.0 I 17,0 1 189 ' 2,0 94 W6 0.30 2,2 1.3 1.7 no hd req'd (2) 2x4 (2) 2x6 A ROOF D ' 15.0 90 36.0 1 189 3,4 378 l W4 1.18 SLAB ON GRADE 6,9 0,6 10 2687 (3) 2x4 (2) 2x6 8 , C ';, 15.0 i, 37.0 12.0 189 28 I 77 1 W6 0.24 0.2 0.6 1.3 no hd req'd (2) 2x4 (2) 2x6 SEISMIC GOVERNS STORY STORY SHEAR HI ROOF 3,8 LO ROOF 32 6,8 DIAPHR 3.6 3.2 1.181 INCL 1.6 INCR HTki 9' Height SHEAR WALL SCHEDULE (partcapaoty (plf) PLYWOOD DIAPHRAGMS 10d 8d END STUDS (kips) END STUDS (kips) DEAD LOADS (pet) 3 W6 12' CDX 260 X d Commons nailed Q, c/r COX 1a• cox (2) 2x4 4.8 (2) 206 10.3 Roof 19.5 9 W4 1/7 CDX 380 B/PE/F cap (p'0 cep (plq (3) 2x4 7.1 (3) 2x6 15.5 Floor 15 W3 12" CDX 490 6/6/12 UB 215 180 (4) 2x4 9.5 (4) 206 206 EM wolf 17.5 W2 12" CDX 640 6/6/12 320 270 (3) 3X4 11.9 (3) 3X6 25.8 Int wall 11.5 2W4 [2] 12" CDX ES 760 4/6/12 425 360 (4) 3X4 15.9 (4) 3X6 34.4 SEISMIC GOVERNS Length 2W3 [2] 12" CDX ES 980 2.5/4/12 640 530 (5) 3X4 19.9 (5) 306 430 H/L RATIO MAX: 2 21 2W2 [2] 12" CDX ES 1280 2/3/12 730 600 INCL 1.6 INCR INCL 1.6INCR 36 'NOTE: When mull. wail segments in a zone, in depth analysis From NDS -01 Table 116 • INCLUDES REDUCED CAP FOR H/L RATIO shown on the attached spreadsheet PACIFIC COURT COMM BLDG CDX S W es 016/71201012:19 AM rim 10 h I • 4 FLE ss O SF O x M i 5,s PIE uI Ai) —a " 3 E ! cre 3 3 3 3 PP SEISMIC GOVERNS N a J K u 0 gR m N o n R N • INCLUDES REDUCED CAP FOR H/L RATIO PACIFIC COURT COMM BLDG CDX SW as o76/7/2010 1 SNOW DRIFT CALCULATIONS PACIFIC COURT COMMIJNITY BUILDING based on Section 1644 - Appendix Chapter 16 Drift loads for lower roofs hr = 3 ft hr = difference in height btwn upper and lower roof Pg= 20 psf Pg = Pg = basic ground snow Toad (psf) Wb= 21 ft Wb = horiz. dim.of upper roof normal to line of 0 = 16.60 psf change in roof level 50<W12<500 (ft) hb= 1.2 ft hb = height of balanced snow Toad on roof Consider drift? yes 0 = density of snow hd= 1.3 ft hd = height of drift Wd= 5.1 ft Wd = width of drift (ft) Pm= 41.1 psf Pm = maximum intensity of the snow load at the high point of the drift (psf) Drift loads for roof projections Includes mechanical equipment penthouses. & parapets hr= aft Pg= 20 psf W12= 15 ft D= 16.6 psf hb= 1.2 ft Consider drift? yes hd= 05 ft Wd= 2.0 ft Pm= 28.13 psf Pg = basic ground snow load (psf) Wb = max. distance fr. the projection to the edges <50 of the roof or 50 foet, whichever's less Wd = width of drift (ft) Pm = maximum intensity of the snow load at the high point of the drift (psf) hd = same as formula above', 2 where: hd = [0.43' (Wb) ^3 * ( ►'g +10) ^4 ] -1.5 Wd = 4hd or 4 ( hr -hb) which ever is smallest Pm = D(hd +hb) no greater than D *hr 6 LL a 0 ® k - C-- = =3 1 A' N '� pF FIzAMINlf PL- K1.5 ps c L L 25 rs.c J4-T4 ) JC,TS r�1 L TAB 12.5' ID' TA 15, 1 rI4- tl L 50 P1� z D L 50 ric PI F {�- 0 3� -. L ? P1f t 2.5 b 241 P I.F ' (2_)2.)(b L X12,5 1) L IA, 10' 1. -rtk : Ian' ES h TAB 11.5' I.L. GROSS STRUCTURAL ENGINEERS f2.Do - PRAM IPt& -1 SHEET TITLE t (6°1' 2X12012 -10cl TJ 1 �2 1 24-toc i 2x12@2 -`d PACIFIC cou RT C N/11-'/ 13'Lpp PROJECT I t-1 L SCALE DESIGNED BY CLIENT CHECKEI) DATE SHEET 207 First Avenue South - Suite 250 Seattle, Washington 98104 Ph. (206) 623 -0769 Fax (206) 623 -9081 Seattle, Washington 98104 F'h. (206) 623 -0769 Fax (206) 623 -9081 COV T Timber Beam & Joist Description ROOF FRAMING Timber Member Information Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status )STS A 2x12 1.500 11.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn Repetitive JSTS B 2x12 1.500 11.250 0.00 Douglas Fir - Larch, No.1 1,000.0 180.0 1,700.0 1.150 Sawn Repetitive JSrS C 2x12 1.500 11.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn Repetitive R1 Page 1 R2 R3 R4 2- 2x8 3- 2x1'2 3.000 4.504) 7.250 11.250 0.00 0.01) Douglas Fir - Douglas Fir Larch, No.2 Larch, No.2 900.0 900.1) 180.0 180.1) 1,600.0 1,600.1) 1.150 1.151) Sawn Sawn No Nri 3 -2x8 4.500 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No 3 -2x12 4.500 11.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No Center Span Data Span ft 21.00 15.00 11.00 6.00 10.001 6.00 9.00 Dead Load #/ft 19.50 39.00 39.00 244.00 244.00 403.50 403.50 Live Load #/ft 25.00 59.00 50.00 312.50 313.00 450.00 450.00 Cantilever Span Span ft 2.50 2.50 2.50 Uniform Dead Load #/ft 19.50 39.00 39.00 Uniform Live Load #/ft 25.00 50.00 50.00 Results Ratio = 0.7720 0.7730 0.4097 0.9206 0.7731 0.8689 0.9596 Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Allowable in -k ft in -k psi psi fv : Actual psi Fv : Allowable psi Reactions 29.07 10.42 -1.67 918.8 1,190.3 Bending OK 38.5 207.0 Shear OK 32.35 7.44 -3.34 1,022.3 1,322.5 Bending OK 59.1 207.0 Shear OK 15.43 5.37 -3.34 487.7 1,190.3 Bending OK 38.4 207.0 Shear OK 30.05 3.00 0.00 1,143.4 1,242.0 Bending OK 92.1 207.0 Shear OK 83.55 5.00 0.00 880.2 1,138.5 Bending OK 67.3 207.0 Shear OK 46.09 3.00 0.00 1,169.1 1,345.5 Bending OK 94.2 207.0 Shear OK 103.70 4.50 0.00 1,092.5 1,138.5 Bending OK 90.1 207.0 Shear OK @ Left End DL Ibs LL Ibs Max. DL +LL Ibs @ Right End DL LL Max. DL +LL Ibs Ibs Ibs 201.85 262.50 464.35 256.40 328.72 585.12 284.37 442.50 726.87 398.12 577.92 976.04 203.42 275.00 478.42 323.08 414.20 737.28 732.00 937.50 1,669.50 732.00 937.50 1,669.50 1,220.00 1,565.00 2,785.00 1,220.00 1,565.00 2,785.00 1,210.50 1,350.00 2,560.50 1,210.50 1,350.00 2,560.50 1,815.75 2,025.00 3,840.75 1,815.75 2,025.00 3,840.75 Deflections Center DL Defl L/Defl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in UDefl Ratio in Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK -0.289 870.6 -0.384 656.0 -0.674 10.500 374.1 0.108 0.138 0.246 244.3 -0.137 1,313.4 -0.222 810.4 -0.359 7.500 501.2 0.068 0.106 0.174 344.4 -0.040 3,338.5 -0.058 2,282.2 -0.097 5.456 1,355.7 0.025 0.032 0.056 1,062.9 -0.047 1,542.6 -0.060 1,204.4 -0.106 3.000 676.3 -0.064 1,867.4 -0.082 1,455.7 -0.147 5.000 818.0 -0.051 1,399.2 -0.057 1,254.6 -0.109 3.000 661.5 -0.070 1,549.0 -0.078 1,388.9 -0.147 4.500 732.3 P, -iptL CPU PP. . Description ROOF FRAMING 2 Timber Member Information Timber Beam & Joist Page 1 Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status R6 2 -2x8 3.000 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No R7 2 -2x8 3.000 7.250 0.00 Douglas Rr - Larch, No.1 1,000.0 180.0 1,700.0 1.150 Sawn Repetitive RS 2 -2x8 3.000 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn Repetitive R8 2 -2x8 3.000 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No 3-2x'3 4.500 7.251) 0.01) Douglas Rr Larch, No.l. 900.0 180.11 1,600.0 1.150 Sawn Nir R10 R11 2 -2x8 3.000 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No 3-2x8 4.500 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No Center Span Data Span ft 5.00 3.00 3.00 6.00 10.00 4.00 5.00 Dead Load #/ft 131.60 156.00 433.00 179.00 179.00 179.00 403.50 Live Load #/ft 168.80 200.00 488.00 50.00 50.00 50.00 450.00 Results m->na Ratio = 0.3451 0.1152 ri.- ......11. scv+,ar•7, .n+sesvrs�,,. 0.3312 0.3788 0.6476 0.1684 0.6034 .. Mmax @ Center in -k -,i, .,.,a. 11.26 4.81 �,... -,.. . 12.43 „... .. .rncanim. .. 12.37 34.35 ... :.cmr. _ - �roxcasc��e.- -�-nn� z•.,. 5.50 32.01 @ X = ft 2.50 1.50 1.50 3.00 5.00 2.00 2.50 fb : Actual psi 428.6 182.9 473.1 470.5 871.3 209.1 811.9 Fb : Allowable psi 1,242.0 1,587.0 1,428.3 1,242.0 1,345.5 1,242.0 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 39.4 22.1 57.2 37.9 46.3 22.2 74.6 Fv : Allowable psi 207.0 207.0 207.0 207.0 207.0 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions • @ Left End - DL Zr lbs 329.00 -n 234.00 649.50 537.00 895.00 VT�358.00 m1,008.75� LL lbs 422.00 300.00 732.00 150.00 250.00 100.00 1,125.00 Max. DL +LL Ibs 751.00 534.00 1,381.50 687.00 1,145.00 458.00 2,133.75 @ Right End DL lbs 329.00 234.00 649.50 537.00 895.00 358.00 1,008.75 LL lbs 422.00 300.00 732.00 150.00 250.00 100.00 1,125.00 Max. DL +LL lbs 751.00 534.00 1,381.50 687.00 1,145.00 458.00 2,133.75 Deflections OK Deflection OK Deflection Deflection OK Deflection OK Deflection OK Deflection OK ���Ratio xOK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl in Location ft UDefl Ratio in in -0.012 4,942.2 -0.016 3,853.0 -0.028 2.500 2,165.1 -0.002 20,508.1 -0.002 15,996.3 -0.004 1.500 8,986.7 -0.005 6,954.0 -0.006 6,170.2 -0.011 1.500 3,269.3 -0.034 2,102.7 -0.010 7,527.7 -0.044 3.000 1,643.6 -0.176 681.3 -0.049 2,439.0 -0.225 5.000 532.5 -0.007 7,096.6 -0.002 25,405.9 -0.009 2.000 5,547.1 -0.025 2,417.8 -0.028 2,168.0 -0.052 2.500 1,143.0 2900 r =2* MIN w/ (70it 5 CoNT '. LOA P oN ?(T WAM i s T L np L e� 12-1 q ► tP — + -7/1 - .,115 , i-F SAE) ©N t WA-W L 19.5 Sao k2 R -1 Q� iq2- 5ti2 + o Uflo plc SHEET TITLE PROJECT I.L. GROSS S IRUCIURAL ENGINEERS CLIENT SCALE: DESIGNED BY CHECKED DATE SHEET 207 First Avenue South - Suite 250 Seattle, Washington 98104 Ph. (206) 623 -0769 Fax (206) 623 -9081 Description General Footing Analysis & Design TYP STRIP FOOTING General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psf 1.000 3 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Page 1 Min Steel % Reber Center To Edge Distance 2.000 ft 1.000 ft 12.00 in 0.00 in 0.00 in 0.000 in 0.0014 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Tenn Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary ,.. 1.816 k 2.025 k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ fop & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ ';.op & bot) k k k 2.00ft x 1.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x 0.00in x 0.Oin highs Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL +LL DL +LL +ST 2,065.5 2,065.5 psf 2,500.0 2,500.0 psf 0.000 in 0.000 in 0.000 in 0.000 in No Overtuming No Overturning 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Footing Design OK Actu: Allowable 1.496 k -ft per ft 0.259 in2 per ft Vu 8.370 15.943 Vn * Phi 93.113 psi 186.226 psi Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom ACI C -1 15.94 psi 8.37 psi 8.37 psi 0.00 psi 0.00 psi Moments ACI C-1 Mu @ Left 1.50 k -ft Mu @ Right 1.50 k -ft Mu @ Top 0.37 k -ft Mu @ Bottom 0.37 k -ft ACI C -2 ACI C -3 14.32 psi 4.35 psi 7.52 psi 2.28 psi 7.52 psi 2.28 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi ACI C -2 ACI C -3 1.34 k -ft 0.41 k -ft 1.34 k -ft 0.41 k -ft 0.34 k -ft 0.10 k -ft 0.34 k -ft 0.10 k -ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 23.0 psi 23.0 psi 5.8 psi 5.8 psi As Req'd 0.26 in2 0.26 in2 0.26 in2 0.26 in2 per ft per ft per ft per ft Description General Footing Analysis & Design TYP STRIP FOOTING Page 2 Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C -1 ACI Eq. C-2 ACI Eq. C -3 Left 2,065.50 2,065.50 3,195.45 2,891.70 947.70 Right 2,065.50 2,065.50 3,195.45 2,891.70 947.70 Top 2,065.50 2,065.50 3,195.45 2,891.70 947.70 Bottom 2,065.50 psf 2,065.50 psf 3,195.45 psf 2,891.70 psf 947.70 psf ACI Factors (per ACI 318 -02, applied intemally to entered Toads) ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST • : 1.400 ACI C -2 Group Factor 1.700 ACI C -3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C-2 & C -3 0.750 Add"! "1.'1" Factor for Seismic 1.400 0.900 Add "I "0.!)" Factor for Seismic 0.900 1.300 GEO DESIGN( REPORT OF GEOTECHNICAL ENGINEERING SERVICES Pacific Court Apartments 4028 South 146t Street Tukwila, Washington For King County Housing Authority April 8, 2010 GeoDeslgn Protect: KCHA-21-01 Engineers 1 Geologists I Environmental Consultants GEO DESIGN? April 8, 2010 • King County Housing Authority Capital Construction Department 625 Andover Park West, Suite 107 Seattle, WA 98188 Attention: Mr. Dick Currie Report of Geotechnical Engineering Services Pacific Court Apartments 4028 South 146" Street Tukwila, Washington GeoDesign Project: KCHA -21 -01 GeoDesign, Inc. is pleased to submit this report of geotechnical engineering services for the proposed community center building at the KCHA Pacific Court Apartments In Tukwila, Washington. This report has been prepared in accordance with discussions and our scope and fee estimate outlined in our proposal dated March 15, 2010. We appreciate the opportunity to be of service to you. Please contact us if you have questions regarding this report. Sincerely, GeoDesign, Inc 441P Kevin J. P.E. Senior Associate. Fnnineer KILICV:kt Attachments Four copies submitted Document ID: KCHA- 21 -01 -040810yeor.doc ® 2010 GeoDeslgn, Inc All rights reserved 107001WIman Avenue North - SWYe71n 1 S.anl. au aa111 . rr 7nf.11111 00M r.a RRanaom • TABLE OF CONTENTS PAGE NO, 1.0 INTRODUCTION 2.0 PURPOSE AND SCOPE OF WORK 3.0 SITE CONDITIONS 3.1 General 3.2 Surface Conditions 3.3 Subsurface Conditions 3.4 Groundwater 3.5 Seismicity 4.0 LABORATORY 1 ES I ING 5.0 DESIGN RECOMMENDATIONS 5.1 General 5.2 Seismic Design Criteria 5.3 Foundation Support - Shallow Spread Footings 5.4 Concrete Slab on Grade 5.5 Infiltration 6.0 SITE DEVELOPMENT 6.1 Site Preparation 6.2 Excavation 6.3 Fill Materials 6.4 Geosynthetics 6.5 Drainage Considerations 6.6 Wet Weather Considerations 7.0 OBSERVATION OF CONSTRUCTION 8.0 LIMITATIONS REFERENCES FIGURES Vicinity Map Site Plan APPENDIX Field Explorations Laboratory Testing Exploration Key Soil Classification System Boring Logs Grain Size Test Results Summary of Laboratory Data ACRONYMS GEO DESIGN': 1 1 2 2 2 2 3 3 4 4 4 5 5 6 7 7 7 9 10 12 12 13 14 14 16 Figure 1 Figure 2 A -1 Al Table A -1 Table A -2 FiguresA -1 -A -2 Figure A -3 Figure A-4 KCHA-21-01: 040810 1.0 INTRODUCTION This report presents the results of GeoDesign's geotechnical Investigation for the proposed community center building at the KCHA Pacific Court Apartments In Tukwila, Washington. The site Is located at 4028 South 146" Street in Tukwila, as shown on Figure 1. We understand that a new one -story community center is planned in the southeast corner of the existing parking lot. The proposed building will be one -story, wood -frame construction and approximately 1,500 square feet in size. A new driveway will be included In the construction and will be located on the west side of the new building to provide access to South 146° Street. Our proposal was submitted to KCHA on March 15, 2010 and subsequently approved by contract number AL50800165 and Task Order Number 22, dated March 16, 2010. 2.0 PURPOSE AND SCOPE OF WORK The purpose of this study was to gather and review available subsurface information, conduct field explorations to evaluate subsurface conditions at the site, and provide geotechnical conclusions and engineering recommendations for the proposed improvements. Our scope of work Included conducting a site reconnaissance, drilling and sampling two exploratory borings, performing laboratory testing, and completing engineering analyses to develop the geotechnical conclusions and recommendations presented in this report. Specifically, we performed the following: • Collected and reviewed readily available geotechnical and geologic data for the protect area. • Coordinated and managed the field Investigation, induding public and private utility locates and scheduling of contractors and GeoDesign staff. • Completed two borings to depths of approximately 11.5 and 13 feet BGS to evaluate the subsurface conditions at the site. • Completed laboratory analyses on selected disturbed soil samples obtained from the explorations to determine certain index properties of the on -site soils. • Determined appropriate 2006 IBC seismic coefficients for use In design. • Performed engineering analyses and evaluated data derived from the subsurface investigation and laboratory testing program. • Prepared this report summarizing our findings, conclusions, and recommendations related to the following: • Subsurface soil and groundwater conditions Site preparation, grading and drainage, stripping depths, fill materials, and compaction criteria Foundation design recommendations and guidelines for shallow foundation design Liquefaction potential and estimates of settlement, if warranted. GeoDesign's scope of work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. RINDESIGNY. KCHA -21 -01:040810 • • • • • • • • • • • • • • = • 3.0 SITE CONDITIONS 3.1 GENERAL The Pacific Court Apartments property is rectangular in shape and approximately 0.92 acre in size. It extends north from South 146°i Street and is bordered on the east and north by residential properties and on the west by retail businesses. Surficlal conditions were determined from observations during two visits to the site. Subsurface conditions near the location of the proposed community center were evaluated by completing two boring explorations. 3.2 SURFACE CONDITIONS The ground surface surrounding the property slopes gradually to the east. The property has a slight slope to the east with an elevation change across the property of approximately 4 feet. A short retaining wall is present along the west property line to accommodate the higher grades of the adjacent retail properties that have frontage along Tukwila International Boulevard. The property is entirely developed with two apartment buildings: one parallel to the east property boundary and one parallel to the north boundary. The western portion of the property Is an AC -paved parking area. The proposed community center building will be located adjacent to the south end of the existing apartment building on the east side of the site. The existing parking area and driveway will be reconfigured to construct a new driveway around the west side of the new community center building to maintain access to South 146th Street. 3.3 SUBSURFACE CONDITIONS Subsurface conditions were explored within and near the location of the proposed community center building by drilling two borings (B -1 and B -2) to depths of approximately 11.5 and 13 feet BGS. The exploration locations are shown on Figure 2. Descriptions of the field explorations, exploration logs, and laboratory procedures are Included in the Appendix of this report. The site area is currently paved with AC approximately 2 inches thick at the boring locations. Underlying the pavement, subsurface conditions encountered generally consist of undocumented fill overlying recent lacustrine deposits over very dense glacial till. The soils encountered in the exploration are described below. 3.3.1 Undocumented fill Fill composed of silty sand with some gravel was generally encountered to depths of 5.5 to 6.0 feet BGS at the boring locations. The fill is poorly compacted and generally decreases in density with increasing depth, grading from medium dense near the ground surface to loose to medium dense at a depth of approximately 3 feet BGS. Wood debris was encountered within the fill at a depth of 2.5 feet in boring B -1. Moisture contents of the fill as measured on samples obtained from the borings varied form 10 to 20 percent. GEO DESIGNf KCHA -21 -01:040810 3.32 Fine Grain Lacustrine A thin layer of fine grain lacustrine material composed of silt and sandy silt was encountered in both borings beneath the fill. The layer is approximately 2.5 feet thick and varies from soft to medium stiff in consistency. Perched groundwater was encountered within the layer and the material is wet. 333 Glacial 1111 Very dense glacial till composed of silty sand with gravel was encountered beneath the lacustrine deposits. The till was difficult to drill, and both borings were terminated early due to large cobbles or boulders obstructions encountered at depths of approximately 1 1.5 and 13 feet BGS. Moisture contents within the till appeared to decrease with depth. 3.4 GROUNDWATER Perched groundwater was encountered in both borings at depths varying from 5.5 to 6.2 feet BGS. The borings were allowed to remain open for up to approximately one hour after drilling was completed to verify groundwater was encountered and to permit a groundwater level measurement. Perched groundwater levels should be expected to fluctuate in response to seasonal changes, prolonged rainfall, water levels in nearby bodies of water, changes in surface topography, and other factors not observed in this study. 3.5 SEISMICITY The state of Washington is situated at a convergent continental margin and Is susceptible to subduction zone, intraplate, and shallow crustal source earthquakes. We reviewed published geologic maps for the site vicinity (Johnson, et al., 1999; Sherrod, et al., 2004) to evaluate seismic hazards. The site is approximately 8.5 miles south of the SFZ, which is a result of shallow crustal faulting. The SFZ represents a 2- to 4 -mile -wide zone, extending from the Kitsap Peninsula near Bremerton to the Sammamish Plateau. Within the SFZ are several east/west - trending fault splays of the Seattle Fault (Johnson, et al, 1999). The Seattle Fault Is thought to be a reverse fault, with the south side "shoved up." The SFZ is considered an active major fault and is capable of producing earthquakes of Magnitude —7 with associated surface rupture and ground motions, posing a significant hazard to the Puget Sound Region (Sherrod, et al., 2004). Geologic evidence indicates at least three episodes of movement on the fault within the last 10,000 years, with the most recent earthquake (approximately 1,100 years ago) exhibiting surface rupture (Nelson, et al. 2000). Based on our subsurface exploration, literature review, and experience, a summary of the seismic ,¢acts 1 I INo�a a L dIC tl] IUIIUW']. • Amplification: Areas subject to amplification are typically thick deposits of soft soils overlying stiff soil or bedrock. Based on our explorations, the site is generally underlain by a thin layer of loose fill and lacustrine deposits underlain by very dense glacial till. The underlying soils are not capable of significant amplification of ground motions. GEO DESIGN`: 3 KCHA -21 -01:040810 • Liquefaction /Settlement: Based on the results of the site explorations and site research, the soils underlying the site are not prone to liquefaction and the potential for liquefaction is low for the site. • Lateral Spreading: Areas subject to lateral spreading are typically gently sloping or flat sites underlain by liquefiable sediments adjacent to an open face (such as riverbanks or bay fronts). Liquefied soils adjacent to open faces may "flow" in that direction, resulting In lateral displacement and surface cracking. There is no potential for the site to be affected by lateral spreading. • Fault Surface Rupture: We did not find evidence of faults through the site or on maps of the area. We conclude that the potential for surface rupture at the site is low over the life of the structure. 4.0 LABORATORY TESTING Laboratory tests were conducted on specific soil samples selected from the borings to assist in the characterization of certain physical parameters of the soil. Index tests that were performed included the determination of natural water content, fines content analysis, and sieve analysis. All tests were conducted in general accordance with appropriate ASTM standards (ASTM, 2007). A discussion of laboratory test methodology and test results are presented in the Appendix. Test results are also displayed where appropriate on the exploration logs Included In the Appendix. 5.0 DESIGN RECOMMENDATIONS 5.1 GENERAL Based on our review of available information; the development history of the site; and the results of our explorations, laboratory testing, and analyses, it is our opinion that the site is suitable for the proposed community center building and associated hardscape areas. • The Puget Sound area is a seismically active region. We have provided appropriate seismic design recommendations based on the 2006 IBC criteria • Shallow spread footing foundations bearing on an improved subgrade, prepared as recommended in the "Foundation Support - Shallow Spread Footings" section of this report, will provide adequate support for the proposed building. • The building floor slab can be supported on grade, provided the subgrade Is prepared as recommended in the "Concrete Slab on Grade" section of the report. • The near - surface on -site soils consist of silty sand and will be susceptible to deterioration during wet weather. We anticipate that the on -site soil will be usable for 011 during the dry summer months when moisture conditioning can be performed, provided deleterious materials are removed. • The feasibility of stormwater infiltration systems is limited by the perched groundwater encountered at depths between approximately 5 and 6 feet BGS and the very dense glacial till encountered at a depth of approximately 7.5 feet BGS. Shallow systems, such as rain gardens of bioswales, founded In the loose to medium dense fill, may be feasible. We recommend conducting PITs to evaluate the in -situ infiltration characteristics at the location and depth of proposed infiltration systems for the site. ItliCIDE51GNY 4 KCHA- 21 -01: D40810 Our specific recommendations and design and guidelines for development of the site are presented in the following settlons of this report. These should be Incorporated Into the design and implemented during construction of the proposed development. 5.2 SEISMIC DESIGN CRITERIA Moderate to high levels of earthquake shaking should be anticipated during the design life of the building, and it should be designed to resist earthquake loading in accordance with the methodology described in the 2006 IBC. The recommended seismic design parameters, based on the 2006 IBC, are presented in Table 1. Table 1. IBC Seismic Design Parameters Seismic Design Parameter Short Period 1- Second Period Maximum Considered Earthquake Spectral Acceleration S.- 1.527 9 5, = 0.528 g Site Class C Site Coefficient F...1.0 F. - 1.3 Adjusted Spectral Acceleration S� - 1.527 g . S•, = 0.686 9 Design Spectral Response Acceleration Parameters S, = 1.018 g So = 0.458 g 5.3 FOUNDATION SUPPORT - SHALLOW SPREAD FOOTINGS 53.1 General Conventional shallow spread footings will provide adequate support for the anticipated building loads, provided the subgrade is improved as recommended. Loose to medium dense fill and soft to medium stiff silt was generally encountered to depths of approximately 7.5 feet BGS in borings B -1 and B-2. Accordingly, we recommend improving foundation subgrades through over - excavation and replacement with structural fill in order to provide adequate foundation support. We recommend over- excavating to a minimum depth of 2 feet below the base of the foundation element and backfilling the excavations with a minimum of 12 inches of stabilization material followed by structural fill. Deeper over- excavation may be required If soft or loose soils extend beyond this depth. The overlying structural fill should be separated from the stabilization material by a geotextile stabilization fabric. The over - excavation should extend 6 inches laterally beyond the edges of the foundations for each foot excavated below the footing base grade. Stabilization material should be compacted into the native subgrade until a dense, unyielding condition Is achieved. The geotextile stabilization fabric should be placed over the surface of the compacted stabilization material and covered with structural fill. Structural fill beneath foundations should be placed In lifts with a maximum uncompacted thickness of 12 Inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. The stabilization material and structural fill are described in the "FIll Materials" section of this report. The geotextile stabilization fabric is described in the "Geosynthetla" section of this report. RECIDESIGNY. 5 KCHA-21 -01:040810 5.32 Dimensions and Capacities Continuous and isolated spread footings should be at least 18 and 24 inches wide, respectively. The bottom of exterior footings should be at least 18 inches below the adjacent exterior grade for frost heave protection. and interior footings should be at least 12 Inches below the top of the slab. Foundations supported on the properly prepared subgrade may be designed for an allowable bearing pressure of 2,500 psf. This is a net bearing pressure; the weight of the footing and overlying backfill can be ignored In calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus long -term live Toads and may be increased by 50 percent for short-term loads, such as those resulting from wind or seismic forces. 53.3 Resistance to Sliding Wind, earthquakes, and unbalanced earth loads will subject the proposed structure to lateral forces. Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction on the base of the footings. An allowable passive resistance may be calculated as a triangular equivalent fluid pressure distribution, using an equivalent fluid density of 300 pcf, provided the footings are surrounded with properly placed and compacted structural fill and the footing is above the groundwater table. Adjacent floor slabs, pavements, or the upper 12 -inch depth of adjacent unpaved areas should not be considered when calculating passive resistance. For footings in contact with structural backflll, a coefficient of friction equal to 0.35 may be used. A safety factor of 2 has been applied to the recommended sliding friction and passive pressure. 5.3.4 Settlement It is our understanding that site grading does not include the placement of significant fills within the proposed building area. Based on our analysis, total post- construction static (consolidation - induced) settlements for conventional and semi -rigid foundation systems should be less than 1 inch, with differential settlements less than % inch between newly constructed footings. 5.4 CONCRETE SLAB ON GRADE Satisfactory subgrade support for floor slabs at the existing site grade will require proper preparation of the exposed subgrade, placement of a geotextile stabilization fabric, and backfilling with a minimum of 12 inches of floor slab base rock. The subgrade exposed after excavation should be prepared as recommended in the "Subgrade Preparation` section of this report. Floor slab base rock should meet the requirements defined In the "Fill Materials" section of this report. Fill below floor slabs should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. Where concrete slabs are designed as beams on an elastic foundation, the properly prepared subgrade should be assumed to have a modulus of subgrade reaction of 150 pci. G EO DESIGN 6 KCHA -21 -01: 040810 A vapor barrier product (such as Vapor Block BB -10 or VB-15) should be placed directly over the floor slab base rock. Edges of the vapor barrier, between adjoining pieces, should be properly sealed. Alternatively or as an additional measure, we recommend Incorporating a waterproofing admixture into the concrete mix design for the floor slab and any below -grade walls. We recommend that exterior slabs, such as those for walkways, be structurally independent from the structure foundations. This will allow minor movement of the slabs to occur as a result of vehicular loading, tree root growth, seasonal soil shifting, and other factors, while reducing the potential for slab cracking around the perimeter. Interior slabs may be tied to the structures foundation system. 5.5 INFILTRATION As discussed in the "Subsurface Conditions" section of this report, the site is underlain by silty sand fill underlain by lacustrine silt, sandy silt, and very dense glacial till. Perched groundwater was encountered at depths between approximately 5 and 6 feet BGS. A separation of at least 3 feet should be maintained between the bottom of potential infiltration systems and the groundwater level. In order to meet this criteria. stormwater infiltration systems are generally limited to shallow systems, such as permeable pavement, rain gardens, or bioswales, founded in the loose to medium dense fill. We recommend that PITS be completed at locations of proposed infiltration systems to evaluate the in situ infiltration characteristics of the soil below the system. A PIT consists of excavating a test pit at the location of the proposed infiltration system and then filling the pit with water and monitoring the flow into and out of the test pit until steady state Infiltration conditions are established. Correction factors are then applied to the measured infiltration rate to account for the degree of long -term maintenance and Influent/pre - treatment control, as well as the potential for long -tens clogging due to siltation and bio-buildup and the depth to groundwater. Deeper systems that extend below the perched water and through the glacial till, such as reinjection wells may be feasible; however, deeper subsurface exploration and hydraulic conductivity testing will be required to evaluate the feasibility and to provide design recommendations. 6.0 SITE DEVELOPMENT 6.1 SITE PREPARATION The surface of the proposed building area is currently AC. Site preparation will generally include removal of the asphalt and subgrade preparation to prepare the site for grading or fill placement __ arc°.T to embus the r_- .n.l. __n,1 5_!f___ nh___ __ .a. tic.. ..ill :.....::�.".. �......."..1 of vegetation and undesirable material, subgrade preparation, and limited site grading. Recommendations for these activities are discussed below. G EO DESIGN 7 KC4A -21 -01: 040810 • - • 6.1.1 Stripping Stripping should include removal of existing pavement. Based on our explorations, the thickness of the AC pavement was generally approximately 2 inches. Asphalt can either be removed by excavation or be processed In place by grinding and stockpiled on site for use as fill beneath paved areas. 6.1 .2 Subgrade Preparation Site grading should be completed to achieve the required elevations. Based on the results of our explorations, we anticpate that undocumented fill composed of silty sand will be exposed at subgrade elevations over most of the site. Over- excavation and replacement will be required for foundation elements as described In the 'Foundation Support - Shallow Spread Footings" section of this report. We recommend proofrolling exposed finished subgrades with a fully loaded dump truck or similar-size, rubber -tire construction equipment to identify areas of excessive yielding. The proofrolling should be observed by a member of our geotechnical staff who will evaluate the subgrade. If areas of excessive yielding are identified, the material should be excavated and replaced with structural fill or stabilization material. Areas that appear to be too wet and soft to support proofrolling equipment should be evaluated by probing with a foundation probe rather than proofrolling. Exposed subgrade will consist of silty sand, which Is moisture sensitive and will deteriorate under construction traffic loading during wet weather. If earthwork construction Is expected to extend into the wet season, we recommend stabilizing the improved areas by either over- excavating the area or constructing a 1 2-Inch-thick gravel pad or stabilizing with cement - amended soil overlain by 4 inches of crushed rock. 6.1 .3 Subgrade Evaluation Exposed subgrades should be observed by a representative from GeoDeslgn to evaluate conditions are as anticipated and will provide the required support. Where pavement or hardscaped areas will be constructed, the exposed subgrade should be evaluated by proofrolling. Beneath foundations and during wet weather, subgrade evaluation should be performed by probing with a foundation probe. 6.1.4 Site Grading We expect very little site grading will be required for the site. Fill necessary to raise site grades In improved areas should consist of structural fill as described in the "Fill Materials" section of this report. The use of on -site excavation spoils as structural fill will be dependent on the material composition and weather conditions. Fill required to backfiil over - excavations beneath foundation elements and floor slabs should consist of imported stabilization material as described in the "Fill Materials" section of this report and compacted as recommended in the "Compaction Requirements' section of this report. RIEDFSIGN'? 8 KCHA -21 -0I: 040810 Fill in unimproved areas, with slopes less than 3H:1 V, may consist of common fill or on -site excavation spoils, provided deleterious material (such as man -made material and large, woody debris) is removed. 6.1.5 Compaction Requirements We anticipate fill material will be required for site grading, backfilling over - excavations, pavement support, installation of utilities, and drainage. Observation of the placement and compaction of the fill should be performed by GeoDesign to verify it meets the required compaction and will be capable of providing the structural support for the proposed Infrastructure and buildings. Soil compaction should be verified by means of in -place density tests completed by a GeoDesign representative. Tests should be completed during fill placement to identify potential soft subgrade issues that may develop, to observe the adequacy of soil compaction efforts, and to observe that the entire compacted fill thickness is capable of supporting the recommended allowable foundation loads. A suffldent number of in -place density tests should be performed to verify the required relative compaction is being achieved. The recommended compaction requirements are provided below. 6.1.5.1 Improved Areas Fill placed in structural areas, such as building areas, hardscaped areas, or beneath other structures or utilities requiring structural support, should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. It should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not Tess than 95 percent of the maximum dry density, as determined by ASTM D 1557. Stabilization material used to fill the lower portion of over - excavations in improved areas should be placed in 1 2-inch-thick lifts and compacted to a dense, unyielding condition, as determined by repeated blows from an excavation bucket or vibratory plate compactor mounted on a track or rubber -tire excavator. 6.1.5.2 Common Areas Fill placed in common areas, such as landscape areas where structural support Is not required, should be compacted to a minimum of 90 percent of the maximum dry density, as determined by ASTM D 1557. Common fill should also be placed in lifts with a maximum uncompacted thickness of 12 inches_ 6.2 EXCAVAT iON 62.1 Shallow Excavation The soils at the site can be excavated with conventional earthwork equipment. Excavations should stand vertical to a depth of approximately 4 feet, provided groundwater seepage is not observed in the trench walls. Open excavation techniques may be used for excavations with depths greater than 4 feet, provided the walls of the excavation are cut at appropriate cut slopes determined by the contractor. Sloughing conditions will likely occur If groundwater is encountered. Excavation walls should be flattened or braced for stability and a dewatering system installed If seepage is encountered. RITIDESIGN3 9 KCHA-21 -01:040810 • • = • • • Approved temporary shoring is recommended where sloping is not possible. If a conventional shield Is used, the contractor should limit the length of open trench. If shoring is used, we recommend that the type and design of the shoring system be the responsibility of the contractor, who Is in the best position to choose a system that fits the overall plan of operation and the subsurface conditions. All excavations should be made in accordance with applicable OSHA, local, and state regulations. 622 Excavation Dewatering Significant amounts of perched water were encountered at depths between approximately 5 and 6 feet BGS at both boring locations. Dewatering may be required to maintain dry working conditions if excavations extend below a depth of 6 feet BGS. We recommend the contractor be responsible for selecting the appropriate temporary dewatering systems. Dewatering systems should be capable of adapting to variable flows. If groundwater is present in the base of excavations, we recommend over - excavating an additional 6 to 12 Inches and placing stabilization material in the base. Specifications for stabilization material are provided In the Till Materials" section of this report. 6.3 FILL MATERIALS We anticipate fill material will be required for site grading, backfllling over- excavations, pavement support, Installation of utilities, and drainage. Observation and laboratory testing of the proposed fill materials should be completed by GeoDesign to verify that fill materials are in conformance with our recommendations. The recommended fill materials are discussed below. 6.3.1 On -Site Soils On -slte materials encountered to depths of approximately 7.5 feet BGS consist of silty sand and sandy silt. The near- surface soils are sensitive to changes In moisture content and will deteriorate when exposed to wet weather. We recommend against prospective bidders assuming that all of the on -site excavation spoils can be used as structural fill. We anticipate that some of the excavation spoils can be used as structural fill, provided construction Is completed during the dry season, moisture conditioning is performed, and deleterious material (such as organics) are removed. It will be prudent to provide a 12- to 18- Inch -thick cap of imported structural fill over areas where on -site soils are used as fill to protect them against deterioration during wet weather. The use of on -site soils as fill should be subject to review and approval by GeoDesign. The on -site materials free of man -made materials and /or debris may be used in non - structural areas, such as planter areas or unimproved areas. Laboratory testing indicates the moisture content of soils within approximately 2.5 feet BGS, ranges between 12 and 21 percent. Based on our experience with similar soils, the optimum moisture content is approximately 9 to 14 percent. Accordingly, moisture conditioning efforts of the on -site soils will be required In order to achieve proper compaction. RIEDESIGNM KCHA-21-01: 040810 632 Off-Site Recycled Fill Materials Off -site generated recycled material should not be used on site without approval from the geotechnical engineer and acceptance by KCHA. The use of recyded material will be subject to performance criteria, gradation requirements, and hazardous material testing in conformance with WSS 9 -03.21(1) - General Requirements. Recycled material Is not recommended for use beneath building foundations or floor slabs. Provided performance, gradation, and hazardous material testing results are acceptable, recycled material consisting of recyded concrete may be suitable for use beneath hardscape areas outside of the building footprint. 6.3.3 Structural Fill Structural fill placed for general site grading in improved areas should consist of clean, free - draining, granular soils (sand and gravel) that are free from organic matter or other deleterious and man -made materials, with a maximum particle size of approximately 3 inches and a maximum fines content of 5 percent by dry weight. The use of granular, free - draining material will increase the workability of the material during the wet season and the likelihood that the material can be placed and adequately compacted. Imported granular material used for structural fill should be naturally occurring pit- or quarry-run rock, crushed rock, or crushed gravel and sand and should meet the specifications provided in WSS 9- 03.14(1) - Gravel Borrow, with the exception that the percentage passing the U.S. Standard No. 200 Sieve does not exceed 5 percent by dry weight. 6.3.4 Common Fill Fill placed In areas of the site where structural support is not required (such as planters, landscaped areas, and detention ponds) is defined as "common fill." Common fill may contain a higher concentration of fines and organic matter than structural fill but should be free of man -made materials. Imported common fill should meet the spedfications provided In WSS 9- 03.14(3) - Common Borrow. On -site materials used for common fill should have an organic matter content less than 20 percent. 63.5 Hardscape and Pavement Base Course Imported granular material used as aggregate base for pavements and beneath hardscape areas should consist of 154-inch-minus material meeting the specifications provided In WSS 9 -03.9(3) - Crushed Surfacing, with the exception that the aggregate should have less than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve and at least two mechanically fractured faces. 6.3.6 Trench Backfill Trench backfill for utility trenches should consist of and be compacted in accordance with the specifications for ctnufgral fill In imnrr,ed areas and fnrr rc o'' ; -6!! ir! Trenches within the right - of-way should be bedded and backfllled with 5/8- inch -minus crushed rock meeting the specifications provided in WSS 9 -03.9(3) - Crushed Surfadng. Trench bedding material should also consist of 5/8- inch -minus screened crushed rock meeting the specifications provided In WSS 9- 03.9(3) - Crushed Surfacing. GEO DESIGN KOLA -21 -01: 040810 6.3.7 Stabilization Material Stabilization material to backfill excavations beneath foundations or soft subgrade areas should consist of quarry spells and should meet the specifications provided in WSS 9 -13.6 - Quarry Spalis. 63.8 Drain Rock Drain rock used in infiltration systems, subsurface drains, or against retaining walls should consist of granular material with a maximum particle size of 1 inch and should meet the specifications provided in WSS 9 -03.12(4) - Gravel Backfill for Drains. The material should be free of roots, organic matter, and other unsuitable materials; have less than 2 percent by dry weight passing the US. Standard No. 200 Sieve (washed analysis); and have at least two mechanically fractured faces. 6.3.9 Floor Slab Base Rock Imported granular material placed beneath building floor slabs should be clean, crushed rock or crushed gravel and sand that is fairly well- graded between coarse and fine. The granular materials should contain no deleterious materials, have a maximum particle size of 1K inches and Tess than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve, have at least two mechanically fractured faces, and meet the specifications provided in WSS- 9-03.9(3) - Crushed Surfacing. 6.4 GEOSYNT7-1ETIC5 We have recommended the use of geotextiles for stabilizing the base of over- excavations and as a separator between subsurface drainage materials and native materials or fill. The geotextiles should be installed in conformance with the specifications provided in WSS 2 -12 - Construction Geosynthetic - 6.4.1 Stabilization Geotextile We recommend using a woven geotextile stabilization material at the base of over- excavations beneath foundations and floor slab areas. If construction extends into the west season, stabilization fabric should also be placed in paved areas between the exposed subgrade and granular fill or base course. The geotextile should conform to the spedfications for woven soil stabilization material provided in WSS 9- 33.2(1) - Geotextile Properties, Table 3 Geotextile for Separation or Soil Stabilization. 6A2 Separation and Drainage Geotextile We recommend using a non -woven geotextile drainage material around subsurface drains to separate drain rock from adjacent materials. The geotextile should conform to the spedfications for non -woven separation material provided in WSS 9- 33.2(1) - Geotextile Properties, Table 3 Geotextile for Separation or Soil Stabilization. 6.5 DRAINAGE CONSIDERATIONS 6.5.1 Construction Drainage Grading during construction should be completed to manage surface water away from construction areas. The soils encountered on site are high In silt, which will be difficult to remove from stormwater using passive systems, such as sediment traps and ponds. DESIGN. 2 KCHA -21 -01: 040810 6.5.2 Site Drainage We recommend that all roof drains be connected to a tightline leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to buildings be sloped away from the buildings to facilitate drainage away from the buildings. 6.6 WET WEATHER CONSIDERATIONS This section describes additional recommendations with potential budget and schedule impacts that may affect the owner and site contractor if earthwork occurs during the wet season. These recommendations are based on the site conditions and our experience on previous construction projects completed in the area. • The near - surface soil encountered in the explorations is typically silty sand and sandy silt. The fines content of the material is high, and the soil will be susceptible to deterioration during wet weather. If construction Is completed or extends into the wet season, we recommend stabilizing the areas of the site where construction traffic is anticipated using either a gravel working pad or cement- treated soil overlain with a 4 -inch layer of crushed rock. Additional Best Management Practices will be necessary in cement - treated areas and to monitor /manage the pH levels In stormwater discharge. • Site soils will not be suitable for use as structural fill during wet weather, and Imported fill will be required. Imported fill will need to consist of non - moisture sensitive materials composed of sand and gravel or crushed rock materials. • Earthwork should be accomplished in small sections to minimize exposure to wet weather. • Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. • The size of construction equipment and access to the area should be limited to prevent soil disturbance. • The ground surface In the construction area should be sloped and sealed with a smooth -drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent puddles from forming. • The building pad should be surfaced with a minimum 12- inch -thick gravel pad consisting of stabilization material as described in the "Fill Materials" section of this report. This layer will help protect the pad from deterioration under construction traffic during wet weather. The protected area should also extend outwards from the building pad a sufficient distance to provide stabilized access for construction equipment around the perimeter of the building. • Installation of sumps within excavations may be necessary to remove accumulated stormwater. The sumps should be located outside of the footing footprint and Installed to a depth sufficient to lower the water to below the excavated subgrade elevation. • Construction of stabilized access roads using non - moisture sensitive materials and geotextile fabric to provide separation from underlying soil should be expected. • Increased handling, excavation, and disposal of wet, disturbed surface materials should be expected. • Protection of exposed soil subgrades and stockpiles will be required. MDESIGNII 3 KCHA -21 -01: 040810 • • • • • • Heavy rainfall can occur during winter months and can compromise earthwork schedules In this region. • In general, snowfall and extended freezing temperatures occur infrequently during the winter. However, when present, frozen ground should not be proofrolled or compacted and fill should not be placed over frozen ground. 7.0 OBSERVATION OF CONSTRUCTION Recommendations provided in this report assume that GeoDesign, Inc. will be retained to provide geotechnical consultation and observation services during construction. Satisfactory earthwork and foundation performance depends to a large degree on the quality of construction and site experience. As the geotechnical engineer of record, GeoDesign is most familiar with the site soils and the geotechnical recommendations. We have provided the subgrade preparation recommendations and the allowable bearing pressure that can be supported by either the native soils or by compacted structural fill placed over them. We are therefore In the best position to identify If revisions to any of the geotechnical recommendations are warranted based on conditions observed during construction. Subsurface conditions observed during construction should be compared with those encountered during the subsurface explorations. Recognition of changed conditions often requires experience; therefore, GeoDesign personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated and to verify that the work is completed in accordance with the geotechnical recommendations, the construction drawings and spedfications. 8.0 LIMITATIONS We have prepared this report for use by King County Housing Authority and its consultants in design of thls protect. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as warranty of the subsurface conditions and are not applicable to other nearby building sites. Exploration observations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re- evaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. If design changes are made, we request that we be retained to review our conclusions and recommendations and to provide a written modification or verification. GEO DESIGNY 14 KCHA -21 -01: 040810 The scope of our services does not Include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed In accordance with generally accepted practices in this area at the time the report was prepared. No warranty, expressed or implied, should be understood. ••• We appreciate the opportunity to be of continued service to you. Please call If you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc Kevin J. Lamb, P.E. Senior Associate Engineer gd- G EO uriders, P.E. ngineer DESIGN`: 5 KCHA -21 -01: 040810 • • • REFERENCES American Society for Testing and Materials, 2007. Annual Book of ASTM Standards, Vol. 4.08, Soil and Rock (1): D420- D4914, Philadelphia ASTM. International Building Code, 2006. Johnson, S.Y., S.V. Dadisman, J.R. Childs, and W.D. Stanley, 1999, Active Tectonics of the Seattle Fault and Central Puget Sound, Washington: Implications for earthquake hazards,: GSA Bulletin, v. 1 1 1, no. 7, p. 1042 -1053. Nelson, A.R., S.Y. Johnson, S.K. Pezzopane, R.E. Wells, H.M. Kelsey, B.L Sherrod, R.D. Koehler, R.C. Buckman, W.T. Laprade,J.W. Cox, and C.F. Narwolds, 2000. Postglacial and Late Holocene earthquakes on the Toe Jam Strand of the Seattle Fault, Bainbridge Island, Washington. Poster, GSA Cordilleran Section Meeting, Vancouver, Canada. Sherrod, B.L, T.M. Brocher, C.S. Weaver, R.C. Bucknam, RJ. Blakely, H.M. Kelsey, A.R. Nelson, and R. Haugerud, 2004, Holocene fault scarps near Tacoma, Washington, Geology, 32, p. 9 -12. Washington State Department of Transportation, 2008. Standard Specifications for Road, Bridge and Municipal Construction. M 41 -10. (1111DESIGNt 16 KCHA -21- 01:040810 FIGURES G 3 1 -0I VMOIA •21 \KCNA .2I -01 \Figures\ • r ,1k - r ; , ...,, k VAR lk A moNli.-A .4 , .V.+ ail, „,e,... AEA li‘ , Ellaalgrat in* • HEM ki r 'W k�5Y614si��� Btlir. IROMVai�rt..'`��: x'1112 111N) WI QM MEM& Ifffj sprrisi'l -- -7x.rqiiirop rtt: 1,-----iikTNNv ZA it iiw.*,-e---railokN jil� � � let ur 0 �Q *�f: , $®EMESie” USGS QUADRANGLE MAP 'Vora ,perr� �8 020 CREATED AL E°GRA • I , .8 l�aI �S1 02007 NATIONAL GEOGRAPHIC `�1 2000 4000 (SCALE IN APPROXIMATE FEET) ®DESIGNS 10200 leM36Me Avenue 3133 We 219 same.•w 002064349900 fax 206 2064359901 KCHA -21 -01 VICINITY MAP APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE 1 4 1 d 0 I 0 • APPENDIX APPENDIX FIELD EXPLORATIONS GENERAL Subsurface conditions at the site were explored by completing two soil borings (B -1 and 8 -2) to depths of approximately 11.5 and 13 feet BGS. The borings were completed on March 23, 2010 by Geologic Drilling Inc., of Nine Mile Falls, Washington, using a track rig and hollow -stem auger drilling techniques. Exploration logs are included in this appendix. The locations of the explorations were based on measurements from existing site features. Elevations on the explorations logs were rounded to the nearest 0.5 foot based on surface contours obtained from the site plan. This Information should be considered accurate only to the degree implied by the methods used. A member of our geotechnical staff observed the explorations. We obtained representative samples of the various soils encountered in the explorations for geotechnical laboratory testing. Samples were obtained using a SPT at 2.5 -foot intervals. SOIL CLASSIFICATION The soil samples were classified in accordance with the 'Exploration Key" (Table A -1) and "Soil Classification System" (Table A -2), which are included in this appendix. The exploration logs indicate the depths at which the soils or their characteristics change, although the change could be gradual- A horizontal line between soil types indicates an observed change. If the change was gradual the change is indicated using a dashed line. Classifications and sampling Intervals are presented on the exploration logs included in this appendix. LABORATORY TESTING CLASSIFICATION The soil samples were classified In the laboratory to confirm field classifications. The laboratory classifications are presented on the exploration logs If those classifications differed from the field classifications. GRAIN -SIZE TESTING Crain -size testing was completed on four samples: three fines content determinations in general accordance with ASTM C 117 or ASTM D 1140 (percent passing the US. Standard No. 200 Sieve) and one complete sieve analysis in general accordance with ASTM C 136, ASTM C117, and ASTM D 1140. The results of the grain -size testing are summarized on Figure A -3 and presented on the relevant exploration logs of this appendix. MOISTURE CONTENT We tested the moisture content of six soil samples in general accordance with ASTM D 2216. The moisture content Is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The overall moisture contents range from approximately 6 to 30 percent, with an average value of approximately 22 percent. The moisture content values are presented on the exploration logs and summary table Included In this appendix. MDESIGN= A -1 KCFIA- 21.01: 040810 • • • • SYMBOL SAMPLING DESCRIPTION Standard Penetration Resistance 1 2 1 Location of sample obtained in general accordance with recovery Location of sample obtained using thin -wall Shelby accordance with ASTM D 1587 with recovery Location of sample obtained using Dames & Moore with recovery Location of sample obtained using Dames & Moore pound hammer or pushed with recovery Graphic Location of grab sample Rock coring interval Water level during drilling Water level taken on date shown with tube sampler or t �' ASTM D 1586 Standard Penetration Test or Geoprobe® sampler in general and 300 -pound hammer or pushed 3- inch -O.D. split -spoon sampler and 140 - Log of Soil and Rock Types Observed contact between soil or rock units (at depth Indicated) {: Inferred contact between soli or rock units (at approximate depths — - indicated) GEOTECHNICAL TESTING EXPLANATIONS ATT CBR CON DD DS IIYD MC MD OC Atterberg Limits California Bearing Ratio Consolidation Dry Density Direct Shear Hydrometer Gradation Moisture Content Moisture - Density Relationship Organic Content P PP P200 RES SIEV TOR UC VS kPa Pushed Sample Pocket Penetrometer Percent Passing U.S. Standard No. 200 Sieve Resilient Modulus Sieve Gradation Torvane Unconfined Compressive Strength Vane Shear Kilopascal ENVIRONMENTAL TESTING EXPLANATIONS CA P PID ppm Sample Submitted for Chemical Analysis Pushed Sample Photoionization Detector Headspace Analysis Parts per Million ND NS 5S MS HS Not Detected No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen 74 - 120 EXPLORATION KEY TABLE A -1 G EO DESIGN? lmao r. ualeVi,. I13 n..xlo i..m.vn Mlll Off 201111149903 rot 206a3"931 RELATIVE DENSITY - COARSE - GRAINED SOILS Relative Density Standard Penetration Resistance Dames & Moore Sampler (140 -pound hammer) Dames & Moore Sampler (300 -pound hammer) Very Loose 0 -4 0 -11 0 -4 Loose 4 -10 11 -26 4 -10 Medium Dense 10 - 30 26 - 74 10 - 30 Dense 30 - 50 74 - 120 30 - 47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY - FINE- GRAINED SOILS Consistency Standard Penetration Resistance Dames & Moore Sampler (140 -pound hammer) Dames & Moore Sampler (300 -pound hammer) Unconfined Compressive Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2 -4 3 -6 2 -5 0.25 -0.50 Medium Stiff 4 - 8 6 - 12 5 - 9 0.50 - 1.0 Stiff 8 -15 12 -25 9 -19 1.0 -2.0 Very Stiff 15 -30 25 -65 19 -31 2.0 -4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME COARSE-GRAINED SOILS (more than 50% retained on No. 200 sieve) GRAVEL (more than 50% of coarse fraction retained on No. 4 sieve) CLEAN GRAVELS (< 5% fines) GW or GP GRAVEL GRAVEL WiTH FINES R 5% and s 12% fines) GW-GM or GP-GM GRAVEL with silt GW-GC or GP-GC GRAVEL with day GRAVELS WITH FINES (> 12% fines) GM silty GRAVEL GC clayey GRAVEL GC -GM silty, clayey GRAVEL SAND (50% or more of coarse more o passing No. 4 sieve) CLEAN SANDS (<5 %fines) SW or SP SAND SANDS WITH FINES R 5% and s 12% fines) SW -SM or SP -SM SAND with silt SW -SC or SP-SC SAND with day SANDS WffHFINE (> 12% fines) SM silty SAND SC clayey SAND SC -SM silty, clayey SAND FINE-GRAINED SOILS (50% or more passing No. 200 sieve) SILT AND CLAY Liquid limit less than 50 ML SILT a OAY CL -ML silty CLAY OL ORGANIC SILT or ORGANIC CLAY Liquid limit 50 or greater MH SILT CH CLAY OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE CLASSIFICATION ADDITIONAL CONSTITUENTS Term Flew - Test Secondary granular components or other materials Percent o..c.. an G ga—.). s, Silt and Clay In: ...ar..auc Pent ucuF;a, caa- Sand and Gravel In: dry very low moisture, dry to touch Fine-Grained Soils Coarse- Grained Soils Fine-Grained Soils Coarse - Grained Soils moist damp, without visible moisture < 5 trace trace < 5 trace trace 5 - 12 minor with 5 - 15 minor minor wet visible free water, usually saturated > 12 some silt /da - 15 - 30 with with faligigit'r",kta`;: ^,i:3;;,• > 30 sandy /gravelly sandy /gravelly SOIL CLASSIFICATION SYSTEM TABLE A -2 GEODESIGN= SaatieVP09133 011 i0la#RO Fa. 20.3.9901 v 8 a 2 DEPTH FEET v U MATERIAL DESCRIPTION ELEVATION DEPTH TESTING SAMPLE • BLOW COUNT • MOISTURE CONTENT% ® ROD% ® CORE REIX 90 100 INSTALLATION AND COMMENTS '0 -,, 2.5 —: 5.0 -- - _ ASPHALT CONCRETE (2 inches). r 02 5.5 7.5 13.0 3206 SIEV r[. — II m • 1° E - ., `tl' ' -� �- .J, Loose to medium dense, brown to blue -gray, fine, silty SAND (SM), some gravel; moist - FILL. wood at 2.5 feet £• P200. 3. .113 P200 - •00 Medium stiff, gray SILT with fine sand (ML); wet (fine grain lacustrine), zs -�, _ 10.0 —_ 12.5 -; - 15.0- 1 7.5 — -- I. Dense, gray - brown, fine to coarse, silty SAND (5M); wet. grades to with gravel at 8.0 feet grades to very dense; moist at 10.0 feet - • . - - Hard drilling from 10.0 feet. - 020u0'5'6 - - 100,5• Boulder at 13.0 feet. Surface elevation 5 time not exploration. Exploration terminated due to refusal at a depth of 13.0 feet. 20.0 0 50 100 DRILLED M' Datlogt DrOng. Ine. LOGGED IT: IOIWVPB COMPLETED: 0325210 BORING METHOD: 1ofbwelmn tiger (SOD report 150) BORING ITT DIAMETER: • 177.1n. GEODES1GNY KCHA -21 -01 BORINGS -I 10700 Merle. Avenue North - wre 210 Off 2ast 6 goo Fax 20 3ae901 APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE A -1 DEPTH FEET GRAPHIC LOG MATERIAL DESCRIPTION = O u Z [SAMPLE • BLOW COUNT •MOISTURE CONTENT% ®ROD% ®CORE REIX 50 100 INSTALLATION AND COMMENTS '0 " _�'' 2 5 5.0 —. - 7s ...: 10.0 —�� i�. - 12.5- 15.0- 17.5- _ ASPHALTCONCRETE(2 inches). r 02 5.0 B.s 115 nee n00 ![ 11 - - ' i-..- . x Medium dense, gray -brown to blue - gray, fine to medium, silty SAND with gravel (SM); moist - FILL. becomes loose at 2.5 feet £• .113 P200 - •00 • • - ei Y Soft, dark brown, sandy SILT (MU; moist to wet (fine grain lacustrine). grades to medium stiff at 7.5 feet - - PzoO_BZ% Hard drilling from 9.0 feet. }- -� Very dense, gray- brown, fine to medium, silty SAND with gravel (SM); moist (glacial till). - asa41s•• Boulder a: 11.5 feet. Surface elevation was not urea at time of exploration. Exploration terminated due to refusal at a depth of approximately 11.5 feet. - 20.0 DRILLED BT' 0.00970 D Ing. he. LOGGED BT' RLOBVPB 0 50 100 COMPLETED: 0■17710 BORING METHOD: hpbWern auger law rape[ tad/ BORING BIT DIAMETER: • 17.00 KCHA -21 -01 BORING B -2 G EODESIGN? 10700 Merman •.em,e North. sues 210 0B 20B.a3119900 fa93133 06.11311.9901 APRIL 2010 PACIFIC COURT APARTMENTS N � IAA FIGURE A -2 GRAIN SIZE NO P200 KCHA- 2I .01.61_2.CPJ GEOIIESIGN.CDT PRINT DATE 4/6/10:KT U.S. STANDARD SIEVE NUMBERS 3- 1 1/2- 3/4- 3/8- 4 10 20 40 60 100 200 I I I I I 100 - -. N T. T. T. vi o G N C S70 LTI t 60 ce i 50 I • . t t I I 1 4, N W A .I 111. 1 It l I:: 1 1 1 yyL0L� {]NF PACIFIC COURT APARTMENTS TUKWILA, WA SUMMARY OF LABORATORY DATA 20 III ■ ! I I 11' 11 1 1 I 1' 1 1 1 I• 1 1 Y-1 1 I • t A I,000 100 10 CRAIN SIZE IN 01 0.01 . 0.001 MILLIMETERS BOULDERS COBBLES GRAVEL SAND FINES COARSE I FINE COARSEI MEDIUM I FINE SILT I CLAY PLASTIC LIMIT (PERCENT) KEY EXPLORATION NUMBER SAMPLE DEPTH (FEET) MOISTURE CONTENT (PERCENT) D60 D50 D30 D10 DS GRAVEL (PERCENT) SAND (PERCENT) SILT (PERCENT) CLAY (PERCENT) • B -1 10.0 11 0.29 0.19 5 54 41 G EODESIGN =_ KCHA -21 -0I GRAIN -SIZE TEST RESULTS Off "^ " "fir 1-1..210 201411.2100 ,,,,,,,,,, APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA WA FIGURE A -3 LAB SUMMARY KCHA- 21 -01 -0I_2.GPJ CEODESIGN,GDT PRINT DATE 4/8/10:KT GEO DES IGN? iavoe wmww kw•nin's.w.as ai x06a3u900 r.. 296.11u901 Ili w N T. T. T. vi o G N C SAMPLE DEPTH (FEET) O O KCHA-2 1 -01 4, N W A P1 J yyL0L� {]NF PACIFIC COURT APARTMENTS TUKWILA, WA SUMMARY OF LABORATORY DATA a SAND (PERCENT) N O t A PLASTIC LIMIT (PERCENT) ACRONYMS ACRONYMS AC asphalt concrete ASTM American Society for Testing and Materials BGS below ground surface g gravitational acceleration (32.2 feet/second') H:V horizontal to vertical IBC International Building Code KCHA King County Housing Authority OSHA Occupational Safety and Health Administration pcf pounds per cubic foot pci pounds per cubic Inch PET pilot infiltration test psf pounds per square foot SFZ Seattle Fault Zone SFT standard penetration test WSS Washington Standard Specifcations for Road, Bridge, and Municipal Construction (2008) LDESIGN2 KCHA- 21-01: 040310 GEO • DESIGN REPORT OF GEOTECHNICAL ENGINEERING SERVICES Pacific Court Apartments 41028 South 146t Street Tukwila, Washington REVIEWED FOR CODE COMPLIANCE APPROVE SEP 2 8 2010 City of Tukwila BUILDING DIVISION For King County Housing Authority April 8, 2010 GeoDesign Project: KCHA -21 -01 REC€1VgD CITY OF TUUKWILA JUN 0 8 2010 PERMIT CENTER Engineers I Geologists I Environmental Consultants GEO. DESIGN' April 8, 2010 King County Housing Authority Capital Construction Department 625 Andover Park West, Suite 107 Seattle, WA 98188 Attention: Mr. Dick Currie Report of Geotechnical Engineering Services Pacific Court Apartments 4028 South 146t Street Tukwila, Washington GeoDesign Project: KCHA -21 -01 GeoDesign, Inc. is pleased to submit this report of geotechnical engineering services for the proposed community center building at the KCHA Pacific Court Apartments lin Tukwila, Washington. This report has been prepared in accordance with discussions and our scope and fee estimate outlined in our proposal dated March 15, 2010. We appreciate the opportunity to be of service to you. Please contact us if you have questions regarding this report. Sincerely, GeoDesign, Inc. Kevin J. Larf(b, P.E. Senior Associate Engineer KIL;JCV:kt Attachments Four copies submitted Document ID: KCHA- 21 -01- 040810- geor.doc © 2010 GeoDesign, Inc. All rights reserved aunders, P.E. Engineer 10700 Meridian Avenue North - Suite 210 1 Seattle, WA 98133 1 Off 206.838.9900 1 fa,, 206.838.9901 TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 2.0 PURPOSE AND SCOPE OF WORK 1 3.0 SITE CONDITIONS 2 3.1 General 2 3.2 Surface Conditions 2 3.3 Subsurface Conditions 2 3.4 Groundwater 3 3.5 Seismicity 3 4.0 LABORATORY TESTING 4 5.0 DESIGN RECOMMENDATIONS 4 5.1 General 4 5.2 Seismic Design Criteria 5 5.3 Foundation Support - Shallow Spread Footings 5 5.4 Concrete Slab on Grade 6 5.5 Infiltration 7 6.0 SITE DEVELOPMENT 7 6.1 Site Preparation 7 6.2 Excavation 9 6.3 Fill Materials 10 6.4 Geosynthetics 12 6.5 Drainage Considerations 12 6.6 Wet Weather Considerations 13 7.0 OBSERVATION OF CONSTRUCTION 14 8.0 LIMITATIONS 14 REFERENCES 16 FIGURES Vicinity Map Site Plan Figure 1 Figure 2 APPENDIX Field Explorations A-1 Laboratory Testing A-1 Exploration Key Table A -1 Soil Classification System Table A -2 Boring Logs Figures A -1 - A -2 Grain Size Test Results Figure A -3 Summary of Laboratory Data Figure A -4 ACRONYMS GEO DESIGN KCHA- 21 -01: 040810 1.0 INTRODUCTION This report presents the results of GeoDesign's geotechnical investigation for the proposed community center building at the KCHA Pacific Court Apartments in Tukwila, Washington. The site is located at 4028 South 146t Street in Tukwila, as shown on Figure 1. We understand that a new one -story community center is planned in the southeast corner of the existing parking lot. The proposed building will be one -story, wood -frame construction and approximately 1,500 square feet in size. A new driveway will be included in the construction and will be located on the west side of the new building to provide access to South 146"' Street. Our proposal was submitted to KCHA on March 15, 2010 and subsequently ,approved by contract number AL50800165 and Task Order Number 22, dated March 16, 2010. 2.0 PURPOSE AND SCOPE OF WORK The purpose of this study was to gather and review available subsurface information, conduct field explorations to evaluate subsurface conditions at the site, and provide geotechnical conclusions and engineering recommendations for the proposed improvements. Our scope of work included conducting a site reconnaissance, drilling and sampling two exploratory borings, performing laboratory testing, and completing engineering analyses to develop the geotechnical conclusions and recommendations presented in this report. Specifically, we performed the following: • Collected and reviewed readily available geotechnical and geologic data for the project area. • Coordinated and managed the field investigation, including public and private utility locates and scheduling of contractors and GeoDesign staff. • Completed two borings to depths of approximately 11.5 and 13 feet BGS to evaluate the subsurface conditions at the site. • Completed laboratory analyses on selected disturbed soil samples obtained from the explorations to determine certain index properties of the on -site soils. • Determined appropriate 2006 IBC seismic coefficients for use in design. • Performed engineering analyses and evaluated data derived from the subsurface investigation and laboratory testing program. • Prepared this report summarizing our findings, conclusions, and recommendations related to the following: • Subsurface soil and groundwater conditions ■ Site preparation, grading and drainage, stripping depths, fill materials, and compaction criteria • Foundation design recommendations and guidelines for shallow foundation design ■ Liquefaction potential and estimates of settlement, if warranted. GeoDesign's scope of work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. GEO DESIGN? 1 KCHA•21 -01: 040810 3.0 SITE CONDITIONS 3.1 GENERAL The Pacific Court Apartments property is rectangular in shape and approximately 0.92 acre in size. It extends north from South 146`h Street and is bordered on the east and north by residential properties and on the west by retail businesses. Surficial conditions were determined from observations during two visits to the site. Subsurface conditions near the location of the proposed community center were evaluated by completing two boring explorations. 3.2 SURFACE CONDITIONS The ground surface surrounding the property slopes gradually to the east. The property has a slight slope to the east with an elevation change across the property of approximately 4 feet. A short retaining wall is present along the west property line to accommodate the higher grades of the adjacent retail properties that have frontage along Tukwila International Boulevard. The property is entirely developed with two apartment buildings: one parallel to the east property boundary and one parallel to the north boundary. The western portion of the property is an AC -paved parking area. The proposed community center building will be located adjacent to the south end of the existing apartment building on the east side of the site. The existing parking area and driveway will be reconfigured to construct a new driveway around the west side of the new community center building to maintain access to South 146t Street. 3.3 SUBSURFACE CONDITIONS Subsurface conditions were explored within and near the location of the proposed community center building by drilling two borings (B -1 and B -2) to depths of approximately 11.5 and 13 feet BCS. The exploration locations are shown on Figure 2. Descriptions of the field explorations, exploration Togs, and laboratory procedures are included in the Appendix of this report. The site area is currently paved with AC approximately 2 inches thick at the (boring locations. Underlying the pavement, subsurface conditions encountered generally consist of undocumented fill overlying recent lacustrine deposits over very dense glacial till. The soils encountered in the exploration are described below. 3.3.1 Undocumented fill Fill composed of silty sand with some gravel was generally encountered to depths of 5.5 to 6.0 feet BGS at the boring locations. The fill is poorly compacted and generally decreases in density with increasing depth, grading from medium dense near the ground surface to loose to medium dense at a depth of approximately 3 feet BGS. Wood debris was encountered within the fill at a depth of 2.5 feet in boring B -1. Moisture contents of the fill as measured on samples obtained from the borings varied form 10 to 20 percent. GEO DESIGN? 2 KCHA- 21 -01: 040810 3.3.2 Fine Grain Lacustrine A thin layer of fine grain lacustrine material composed of silt and sandy silt was encountered in both borings beneath the fill. The layer is approximately 2.5 feet thick and varies from soft to medium stiff in consistency. Perched groundwater was encountered within the layer and the material is wet. 3.3.3 Glacial Till Very dense glacial till composed of silty sand with gravel was encountered bt°neath the lacustrine deposits. The till was difficult to drill, and both borings were terminated early due to large cobbles or boulders obstructions encountered at depths of approximately 11.5 and 13 feet BGS. Moisture contents within the till appeared to decrease with depth. 3.4 GROUNDWATER Perched groundwater was encountered in both borings at depths varying from 5.5 to 6.2 feet BGS. The borings were allowed to remain open for up to approximately one hour after drilling was completed to verify groundwater was encountered and to permit a groundwater level measurement. Perched groundwater levels should be expected to fluctuate in response to seasonal changes, prolonged rainfall, water levels in nearby bodies of water, changes in surface topography, and other factors not observed in this study. 3.5 SEISMICITY The state of Washington is situated at a convergent continental margin and Is susceptible to subduction zone, intraplate, and shallow crustal source earthquakes. We reviewed published geologic maps for the site vicinity (Johnson, et al., 1999; Sherrod, et al., 2004) to evaluate seismic hazards. The site is approximately 8.5 miles south of the SFZ, which is a result of shallow crustal faulting. The SFZ represents a 2- to 4- mile -wide zone, extending from the Kitsap Peninsula near Bremerton to the Sammamish Plateau. Within the SFZ are several east /west- trending fault splays of the Seattle Fault (Johnson, et al. 1999). The Seattle Fault is thought to be a reverse fault, with the south side "shoved up." The SFZ is considered an active major fault and is capable of producing earthquakes of Magnitude —7 with associated surface rupture and ground motions, posing a significant hazard to the Puget Sound Region (Sherrod, et al., 2004). Geologic evidence indicates at least three episodes of movement on the fault within the last 10,000 years, with the most recent earthquake (approximately 1,100 years ago) exhibiting surface rupture (Nelson, et al. 2000). Based on our subsurface exploration, literature review, and experience, a summary of the seismic hazards in the area and their associated impact at the site are as follows: • Amplification: Areas subject to amplification are typically thick deposits of soft soils overlying stiff soil or bedrock. Based on our explorations, the site is generally underlain by a thin layer of loose fill and lacustrine deposits underlain by very dense glacial till. The underlying soils are not capable of significant amplification of ground motions. GEO DESIGN= 3 KCHA- 21 -01: 040810 • Liquefaction /Settlement: Based on the results of the site explorations and site research, the soils underlying the site are not prone to liquefaction and the potential for liquefaction is low for the site. • Lateral Spreading: Areas subject to lateral spreading are typically gently sloping or flat sites underlain by liquefiable sediments adjacent to an open face (such as riverbanks or bay fronts). Liquefied soils adjacent to open faces may "flood' in that direction, resulting in lateral displacement and surface cracking. There is no potential for the site to be affected by lateral spreading. • Fault Surface Rupture: We did not find evidence of faults through the Site or on maps of the area. We conclude that the potential for surface rupture at the site is low over the life of the structure. 4.0 LABORATORY TESTING Laboratory tests were conducted on specific soil samples selected from the borings to assist in the characterization of certain physical parameters of the soil. Index tests that were performed included the determination of natural water content, fines content analysis, and sieve analysis. All tests were conducted in general accordance with appropriate ASTM standards (ASTM, 2007). A discussion of laboratory test methodology and test results are presented in the Appendix. Test results are also displayed where appropriate on the exploration logs included in the Appendix. 5.0 DESIGN RECOMMENDATIONS 5.1 GENERAL Based on our review of available information; the development history of the site; and the results of our explorations, laboratory testing, and analyses, it is our opinion that the site is suitable for the proposed community center building and associated hardscape areas. • The Puget Sound area is a seismically active region. We have provided appropriate seismic design recommendations based on the 2006 IBC criteria. • Shallow spread footing foundations bearing on an improved subgrade, prepared as recommended in the "Foundation Support - Shallow Spread Footings" section of this report, will provide adequate support for the proposed building. • The building floor slab can be supported on grade, provided the subgrade is prepared as recommended in the "Concrete Slab on Grade" section of the report. • The near - surface on -site soils consist of silty sand and will be susceptible to deterioration during wet weather. We anticipate that the on -site soil will be usable for Fill during the dry summer months when moisture conditioning can be performed, provided) deleterious materials are removed. • The feasibility of stormwater infiltration systems is limited by the perchers groundwater encountered at depths between approximately 5 and 6 feet BGS and the very dense glacial till encountered at a depth of approximately 7.5 feet BGS. Shallow systems, such as rain gardens of bioswales, founded in the loose to medium dense fill, may be feasible. We recommend conducting PITS to evaluate the in -situ infiltration characteristics at the location and depth of proposed infiltration systems for the site. GEO DESIGN? 4 KCHA- 21 -01: 040810 Our specific recommendations and design and guidelines for development of the site are presented in the following sections of this report. These should be incorporated into the design and implemented during construction of the proposed development. 5.2 SEISMIC DESIGN CRITERIA Moderate to high levels of earthquake shaking should be anticipated during the design life of the building, and it should be designed to resist earthquake loading in accordance with the methodology described in the 2006 IBC. The recommended seismic design parameters, based on the 2006 IBC, are presented in Table 1. Table 1. IBC Seismic Design Parameters Seismic Design Parameter Short Period 1- Second Period Maximum Considered Earthquake Spectral Acceleration S = 1.527 g S, = 0.528 g Site Class C Site Coefficient F =1.0 e F = 1.3 v Adjusted Spectral Acceleration SMS = 1.527 g SMi = 0.686 g Design Spectral Response Acceleration Parameters Sas = 1.018 g Spy = 0.458 g 5.3 FOUNDATION SUPPORT - SHALLOW SPREAD FOOTINGS 5.3.1 General Conventional shallow spread footings will provide adequate support for the anticipated building loads, provided the subgrade is improved as recommended. Loose to medium dense fill and soft to medium stiff silt was generally encountered to depths of approximately 7.5 feet BGS in borings B -1 and B -2. Accordingly, we recommend improving foundation subgrades through over - excavation and replacement with structural fill in order to provide adequate foundation support. We recommend over - excavating to a minimum depth of 2 feet below the base: of the foundation element and backfilling the excavations with a minimum of 12 inches of stabilization material followed by structural fill. Deeper over - excavation may be required if soft or Iloose soils extend beyond this depth. The overlying structural fill should be separated from the stabilization material by a geotextile stabilization fabric. The over - excavation should extend 6 inches laterally beyond the edges of the foundations for each foot excavated below the footing base grade. Stabilization material should be compacted into the native subgrade until a dense, unyielding condition is achieved. The geotextile stabilization fabric should be placed over the surface of the compacted stabilization material and covered with structural fill. Structural fill beneath foundations should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. The stabilization material and structural fill are described in the "Fill Materials" section of this report. The geotextile stabilization fabric is described in the "Geosynthetics" section of this report. GEO DESIGN? 5 KCHA - 21-01: 040810 5.3.2 Dimensions and Capacities Continuous and isolated spread footings should be at least 18 and 24 inches wide, respectively. The bottom of exterior footings should be at least 18 inches below the adjacent exterior grade for frost heave protection, and interior footings should be at least 12 inches below the top of the slab. Foundations supported on the properly prepared subgrade may be designed for an allowable bearing pressure of 2,500 psf. This is a net bearing pressure; the weight of the footing and overlying backfill can be ignored in calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus Tong -term live loads and may be increased by 50 percent for short-term loads, such as those resulting from wind or seismic forces. 5.3.3 Resistance to Sliding Wind, earthquakes, and unbalanced earth Toads will subject the proposed structure to lateral forces. Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction on the base of the footings. An allowable passive resistance may be calculated as a triangular equivalent fluid pressure distribution, using an equivalent fluid density of 300 pcf, provided the footings are surrounded with properly placed and compacted structural fill and the footing is above the groundwater table. Adjacent floor slabs, pavements, or the upper 12 -inch depth of adjacent unpaved areas should not be considered when calculating passive resistance. For footings in contact with structural backfill, a coefficient of friction equal to 0.35 may be used. A safety factor o 2 has been applied to the recommended sliding friction and passive pressure. 5.3.4 Settlement It is our understanding that site grading does not include the placement of significant fills within the proposed building area. Based on our analysis, total post - construction static (consolidation - induced) settlements for conventional and semi -rigid foundation systems should be less than 1 inch, with differential settlements less than % inch between newly constructed footings. 5.4 CONCRETE SLAB ON GRADE Satisfactory subgrade support for floor slabs at the existing site grade will require proper preparation of the exposed subgrade, placement of a geotextile stabilization fabric, and backfilling with a minimum of 12 inches of floor slab base rock. The subgrade exposed after excavation should be prepared as recommended in the "Subgrade Preparation" section of this report. Floor slab base rock should meet the requirements defined in the "Fill Materials" section of this report. Fill below floor slabs should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. Where concrete slabs are designed as beams on an elastic foundation, the properly prepared subgrade should be assumed to have a modulus of subgrade reaction of 151) pci. GEO DESIGN? 6 KCHA- 21 -01: 040810 A vapor barrier product (such as Vapor Block BB -10 or VB-1 5) should be placed directly over the floor slab base rock. Edges of the vapor barrier, between adjoining pieces, should be properly sealed. Alternatively or as an additional measure, we recommend incorporating a waterproofing admixture into the concrete mix design for the floor slab and any below - grade walls. We recommend that exterior slabs, such as those for walkways, be structurally independent from the structure foundations. This will allow minor movement of the slabs to occur as a result of vehicular loading, tree root growth, seasonal soil shifting, and other factors, rwhile reducing the potential for slab cracking around the perimeter. Interior slabs may be tied to the structure's foundation system. 5.5 INFILTRATION As discussed in the "Subsurface Conditions" section of this report, the site is underlain by silty sand fill underlain by Iacustrine silt, sandy silt, and very dense glacial till. Perched groundwater was encountered at depths between approximately 5 and 6 feet BGS. A separation of at least 3 feet should be maintained between the bottom of potential infiltration systems and the groundwater level. In order to meet this criteria, stormwater infiltration systems are generally limited to shallow systems, such as permeable pavement, rain gardens, or bioswales, founded in the loose to medium dense fill. We recommend that PITs be completed at locations of proposed infiltration systems to evaluate the in situ infiltration characteristics of the soil below the system. A PIT consists of excavating a test pit at the location of the proposed infiltration system and then filling the pit with water and monitoring the flow into and out of the test pit until steady state infiltration conditions are established. Correction factors are then applied to the measured infiltration rate to account for the degree of Tong -term maintenance and influent /pre- treatment control, as well as the potential for long -term clogging due to siltation and bio- buildup and the depth to groundwater. Deeper systems that extend below the perched water and through the glacial) till, such as reinjection wells may be feasible; however, deeper subsurface exploration and hydraulic conductivity testing will be required to evaluate the feasibility and to provide design recommendations. 6.0 SITE DEVELOPMENT 6.1 SITE PREPARATION The surface of the proposed building area is currently AC. Site preparation will generally include removal of the asphalt and subgrade preparation to prepare the site for grading or fill placement in order to establish the required ground surface elevations. These activities will include removal of vegetation and undesirable material, subgrade preparation, and limited site grading. Recommendations for these activities are discussed below. GEO DESIGN? 7 KC►1A- 21 -01: 040810 6.1.1 Stripping Stripping should include removal of existing pavement. Based on our explorations, the thickness of the AC pavement was generally approximately 2 inches. Asphalt can either be removed by excavation or be processed in place by grinding and stockpiled on site for use as fill beneath paved areas. 6.12 Subgrade Preparation Site grading should be completed to achieve the required elevations. Based on the results of our explorations, we anticipate that undocumented fill composed of silty sand will be exposed at subgrade elevations over most of the site. Over- excavation and replacement will be required for foundation elements as described in the "Foundation Support - Shallow Spread Footings" section of this report. We recommend proofrolling exposed finished subgrades with a fully loaded dump truck or similar -size, rubber -tire construction equipment to identify areas of excessive yielding. The proofrolling should be observed by a member of our geotechnical staff who vvill evaluate the subgrade. If areas of excessive yielding are identified, the material should be excavated and replaced with structural fill or stabilization material. Areas that appear to be too wet and soft to support proofrolling equipment should be evaluated by probing with a foundation probe rather than proofrolling. Exposed subgrade will consist of silty sand, which is moisture sensitive and will deteriorate under construction traffic loading during wet weather. If earthwork construction is expected to extend into the wet season, we recommend stabilizing the improved areas by either over - excavating the area or constructing a 12- inch -thick gravel pad or stabilizing with cement - amended soil overlain by 4 inches of crushed rock. 6.1.3 Subgrade Evaluation Exposed subgrades should be observed by a representative from GeoDesign to evaluate conditions are as anticipated and will provide the required support. Where pavement or hardscaped areas will be constructed, the exposed subgrade should be evaluated by proofrolling. Beneath foundations and during wet weather, subgrade evaluation should be performed by probing with a foundation probe. 6.1.4 Site Grading We expect very little site grading will be required for the site. Fill necessary to raise site grades in improved areas should consist of structural fill as described in the "Fill Materials" section of this report. The use of on -site excavation spoils as structural fill will be dependent on the material composition and weather conditions. Fill required to backfill over - excavations beneath foundation elements and floor slabs should consist of imported stabilization material as described in the "Fill Materials" section of this report and compacted as recommended in the "Compaction Requirements" section of this report. GEO DESIGN= 8 KCHA- 21 -01: 040810 Fill in unimproved areas, with slopes less than 3H:1 V, may consist of common fill or on -site excavation spoils, provided deleterious material (such as man -made material and large, woody debris) is removed. 6.1.5 Compaction Requirements We anticipate fill material will be required for site grading, backfilling over-excavations, pavement support, installation of utilities, and drainage. Observation of the placement and compaction of the fill should be performed by GeoDesign to verify it meets the required corpaction and will be capable of providing the structural support for the proposed infrastructure and buildings. Soil compaction should be verified by means of in -place density tests completed by a GeoDesign representative. Tests should be completed during fill placement to identify potential soft subgrade issues that may develop, to observe the adequacy of soil compaction efforts, and to observe that the entire compacted fill thickness is capable of supporting the recommended allowable foundation Toads. A sufficient number of in -place density tests should be performed to verify the required relative compaction is being achieved. The recommended compaction requirements are provided below. 6.1.5.1 Improved Areas Fill placed in structural areas, such as building areas, hardscaped areas, or b?neath other structures or utilities requiring structural support, should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. It should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. Stabilization material used to fill the lower portion of over - excavations in improved areas should be placed in 12- inch -thick lifts and compacted to a dense, unyielding condition, as determined by repeated blows from an excavation bucket or vibratory plate compactor mounted on a track or rubber -tire excavator. 6.1.5.2 Common Areas Fill placed in common areas, such as landscape areas where structural support is not required, should be compacted to a minimum of 90 percent of the maximum dry density, as determined by ASTM D 1557. Common fill should also be placed in lifts with a maximum uncompacted thickness of 12 inches. 6.2 EXCAVATION 6.2.1 Shallow Excavation The soils at the site can be excavated with conventional earthwork equipment. Excavations should stand vertical to a depth of approximately 4 feet, provided groundwater seepage is not observed in the trench walls. Open excavation techniques may be used for excavations with depths greater than 4 feet, provided the walls of the excavation are cut at appropriate cut slopes determined by the contractor. Sloughing conditions will likely occur if groundwater is encountered. Excavation walls should be flattened or braced for stability and a dewatering system installed if seepage is encountered. GEO DESIGN 3 9 KCHA -21 -O 1: 040810 Approved temporary shoring is recommended where sloping is not possible. If a conventional shield is used, the contractor should limit the length of open trench. If shoring is used, we recommend that the type and design of the shoring system be the responsibility of the contractor, who is in the best position to choose a system that fits the overall plan of operation and the subsurface conditions. All excavations should be made in accordance with applicable OSHA, local, and state regulations. 6.22 Excavation Dewatering Significant amounts of perched water were encountered at depths between approximately 5 and 6 feet BGS at both boring locations. Dewatering may be required to maintain dry working conditions if excavations extend below a depth of 6 feet BGS. We recommend the contractor be responsible for selecting the appropriate temporary dewatering systems. Dewatering systems should be capable of adapting to variable flows. If groundwater is present in the base of excavations, we recommend over - excavating an additional 6 to 12 inches and placing stabilization material in the base. Specifications for stabilization material are provided in the "Fill Materials" section of this report. 6.3 FILL MATERIALS We anticipate fill material will be required for site grading, backfilling over - excavations, pavement support, installation of utilities, and drainage. Observation and laboratory testing of the proposed fill materials should be completed by GeoDesign to verify that fill materials are In conformance with our recommendations. The recommended fill materials are discussed below. 6.3.1 On -Site Soils On -site materials encountered to depths of approximately 7.5 feet BGS consi; ;t of silty sand and sandy silt. The near - surface soils are sensitive to changes in moisture content and will deteriorate when exposed to wet weather. We recommend against prospective bidders assuming that all of the on -site Excavation spoils can be used as structural fill. We anticipate that some of the excavation spoils can be used as structural fill, provided construction is completed during the dry season, moisture conditioning is performed, and deleterious material (such as organics) are removed. It will be prudent to provide a 12- to 18- inch -thick cap of imported structural fill over areas where on -site !soils are used as fill to protect them against deterioration during wet weather. The use of on -site soils as fill should be subject to review and approval by GeoDesign. The on -site materials free of man -made materials and /or debris may be used in non - structural areas, such as planter areas or unimproved areas. Laboratory testing indicates the moisture content of soils within approximately 2.5 feet BGS, ranges between 12 and 21 percent. Based on our experience with similar soils, the optimum moisture content is approximately 9 to 14 percent. Accordingly, moisture conditioning efforts of the on -site soils will be required in order to achieve proper compaction. GEO DESIGN? 10 KCHA -21 -O 1: 040810 6.3.2 Off-Site Recycled Fill Materials Off -site generated recycled material should not be used on site without approval from the geotechnical engineer and acceptance by KCHA. The use of recycled material will be subject to performance criteria, gradation requirements, and hazardous material testing in conformance with WSS 9- 03.21(1) - General Requirements. Recycled material is not recommended for use beneath building foundations or floor slabs. Provided performance, gradation, and hazardous material testing results are acceptable, recycled material consisting of recycled concrete may be suitable for use beneath hardscape areas outside of the building footprint. 6.3.3 Structural Fill Structural fill placed for general site grading in improved areas should consist of clean, free - draining, granular soils (sand and gravel) that are free from organic matter or other deleterious and man -made materials, with a maximum particle size of approximately 3 inches and a maximum fines content of 5 percent by dry weight. The use of granular, free - draining material will increase the workability of the material during the wet season and the likelihood that the material can be placed and adequately compacted. Imported granular material used for structural fill should be naturally occurring pit- or quarry-run rock, crushed rock, or crushed gravel and sand and should meet the specifications provided in WSS 9- 03.14(1) - Gravel Borrow, with the exception that the percentage passing the U.S. Standard No. 200 Sieve does not exceed 5 percent by dry weight. 6.3.4 Common Fill Fill placed in areas of the site where structural support is not required (such as planters, landscaped areas, and detention ponds) is defined as "common fill." Common fill may contain a higher concentration of fines and organic matter than structural fill but should be free of man -made materials. Imported common fill should meet the specifications provided in WSS 9- 03.14(3) - Common Borrow. On -site materials used for common fill should have an organic matter content less than 20 percent. 6.3.5 Hardscape and Pavement Base Course Imported granular material used as aggregate base for pavements and beneath hardscape areas should consist of l%-inch-minus material meeting the specifications provided in WSS 9- 03.9(3) - Crushed Surfacing, with the exception that the aggregate should have less than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve and at least two mechanically fractured faces. 6.3.6 Trench Backfill Trench backfill for utility trenches should consist of and be compacted in accordance with the specifications for structural fill in improved areas and for common fill in non - structural areas. Trenches within the right -of -way should be bedded and backfilled with 5/8-inch-minus crushed rock meeting the specifications provided in WSS 9- 03.9(3) - Crushed Surfacing. Trench bedding material should also consist of 5/8- inch -minus screened crushed rock meeting the specifications provided in WSS 9- 03.9(3) - Crushed Surfacing. GEO DESIGN ? 11 KCHA- 21 -01: 040810 6.3.7 Stabilization Material Stabilization material to backfill excavations beneath foundations or soft subgrade areas should consist of quarry spalls and should meet the specifications provided in WSS - Quarry SpaIls. 6.3.8 Drain Rock Drain rock used in infiltration systems, subsurface drains, or against retaining walls should consist of granular material with a maximum particle size of 1 inch and should meet the specifications provided in WSS 9- 03.12(4) - Gravel Backfill for Drains. The material should be free of roots, organic matter, and other unsuitable materials; have less than 2 percent by dry weight passing the U.S. Standard No. 200 Sieve (washed analysis); and have at least' two mechanically fractured faces. 6.3.9 Floor Slab Base Rock Imported granular material placed beneath building floor slabs should be clean, crushed rock or crushed gravel and sand that is fairly well - graded between coarse and fine. The granular materials should contain no deleterious materials, have a maximum particle size of 1Y2 inches and less than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve, have at least two mechanically fractured faces, and meet the specifications provided in WSS -9- 03.9(3) - Crushed Surfacing. 6.4 GEOSYNTHETICS We have recommended the use of geotextiles for stabilizing the base of overexcavations and as a separator between subsurface drainage materials and native materials or fill. The geotextiles should be installed in conformance with the specifications provided in WSS 212 - Construction Geosynthetic. 6.4.1 Stabilization Geotextile We recommend using a woven geotextile stabilization material at the base of over - excavations beneath foundations and floor slab areas. If construction extends into the west season, stabilization fabric should also be placed in paved areas between the exposed subgrade and granular fill or base course. The geotextile should conform to the specifications for woven soil stabilization material provided in WSS 9- 33.2(1) - Geotextile Properties, Table 3 Geotextile for Separation or Soil Stabilization. 6.4.2 Separation and Drainage Geotextile We recommend using a non -woven geotextile drainage material around subsurface drains to separate drain rock from adjacent materials. The geotextile should conform fro the specifications for non -woven separation material provided in WSS 9- 33.2(1) - Geotextile Properties, Table 3 Geotextile for Separation or Soil Stabilization. 6.5 DRAINAGE CONSIDERATIONS 6.5.1 Construction Drainage . Grading during construction should be completed to manage surface water away from construction areas. The soils encountered on site are high in silt, which will be difficult to remove from stormwater using passive systems, such as sediment traps and ponds. GEO DESIGNY 12 KCHA -21 -01: 040810 6.5.2 Site Drainage We recommend that all roof drains be connected to a tightline leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to buildings be sloped away from the buildings to facilitate drainage away from the buildings. 6.6 WET WEATHER CONSIDERATIONS This section describes additional recommendations with potential budget and schedule impacts that may affect the owner and site contractor if earthwork occurs during the wet season. These recommendations are based on the site conditions and our experience on previous construction projects completed in the area • The near - surface soil encountered in the explorations is typically silty sand and sandy silt. The fines content of the material is high, and the soil will be susceptible ito deterioration during wet weather. If construction is completed or extends into the wet: season, we recommend stabilizing the areas of the site where construction traffic is ianticipated using either a gravel working pad or cement - treated soil overlain with a 4 -inch layer of crushed rock. Additional Best Management Practices will be necessary in cement - treated areas and to monitor /manage the pH levels in stormwater discharge. • Site soils will not be suitable for use as structural fill during wet weather, and imported fill will be required. Imported fill will need to consist of non - moisture sensitive materials composed of sand and gravel or crushed rock materials. • Earthwork should be accomplished in small sections to minimize exposure to wet weather. • Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. • The size of construction equipment and access to the area should be limited to prevent soil disturbance. • The ground surface in the construction area should be sloped and sealed with a smooth -drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent puddles from forming. • The building pad should be surfaced with a minimum 12- inch -thick gravel pad consisting of stabilization material as described in the "Fill Materials" section of this report. This layer will help protect the pad from deterioration under construction traffic during wet weather. The protected area should also extend outwards from the building pad a sufficient distance to provide stabilized access for construction equipment around the perimeter of the building. • Installation of sumps within excavations may be necessary to remove accumulated stormwater. The sumps should be located outside of the footing footprint and installed to a depth sufficient to lower the water to below the excavated subgrade elevation. • Construction of stabilized access roads using non - moisture sensitive materials and geotextile fabric to provide separation from underlying soil should be expected. • Increased handling, excavation, and disposal of wet, disturbed surface materials should be expected. • Protection of exposed soil subgrades and stockpiles will be required. GE0 DESIGN? 13 KCHA -2 t -01: 040810 • Heavy rainfall can occur during winter months and can compromise earthwork schedules in this region. • In general, snowfall and extended freezing temperatures occur infrequently during the winter. However, when present, frozen ground should not be proofrolled or compacted and fill should not be placed over frozen ground. 7.0 OBSERVATION OF CONSTRUCTION Recommendations provided in this report assume that GeoDesign, Inc. will be retained to provide geotechnical consultation and observation services during construction. Satisfactory earthwork and foundation performance depends to a large degree on the quality of construction and site experience. As the geotechnical engineer of record, GeoDesign is most familiar with the site soils and the geotechnical recommendations. We have provided the subgrade preparation recommendations and the allowable bearing pressure that can be supported by either the native soils or by compacted structural fill placed over them. We are therefore in the best position to identify if revisions to any of the geotechnical recommendations are warranted based on conditions observed during construction. Subsurface conditions observed during construction should be compared with those encountered during the subsurface explorations. Recognition of changed conditions often requires experience; therefore, GeoDesign personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated and to verify that the work is completed in accordance with the geotechnical recommendations, the construction drawings and specifications. 8.0 LIMITATIONS We have prepared this report for use by King County Housing Authority and its consultants in design of this project. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as warranty of the subsurface conditions and are not applicable to other nearby building sites. Exploration observations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variation's that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re- evaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. If design changes are made, we request that we be retained to review our conclusions and recommendations and to provide a written modification or verification. GEO DESIGN? 14 KCHA- 21 -01: 040810 The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty, expressed or implied, should be understood. ♦♦♦ We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. Kevin j. Lanfb, P.E Senior Associate Engineer GEO uriders, P.E. ngineer DESIGN? 15 KCHA•21 -01: 040810 REFERENCES American Society for Testing and Materials, 2007. Annual Book of ASTM Standards, Vol. 4.08, Soil and Rock (1): D420- D4914, Philadelphia: ASTM. International Building Code, 2006. Johnson, S.Y., S.V. Dadisman, J.R. Childs, and W.D. Stanley, 1999, Active Tectonics of the Seattle Fault and Central Puget Sound, Washington: Implications for earthquake hazards,: GSA Bulletin, v. 111, no. 7, p. 1042 -1053. Nelson, A.R., S.Y. Johnson, S.K. Pezzopane, R.E. Wells, H.M. Kelsey, B.L. Sherrod, R.D. Koehler, R.C. Buckman, W.T. Laprade, J.W. Cox, and C.F. Narwolds, 2000. Postglacial and Late Holocene earthquakes on the Toe Jam Strand of the Seattle Fault, Bainbridge Island, Washington. Poster, GSA Cordilleran Section Meeting, Vancouver, Canada. Sherrod, B.L., T.M. Brocher, C.S. Weaver, R.C. Bucknam, R.J. Blakely, H.M. Kelsey, A.R. Nelson, and R. Haugerud, 2004, Holocene fault scarps near Tacoma, Washington, Geology, 32, p. 9 -12. Washington State Department of Transportation, 2008. Standard Specifications for Road, Bridge and Municipal Construction. M 41 -10. GEO DESIGN= 16 KCHA- 21 -01: 040810 FIGURES di SIMINE51111 1111UrtAllida, --'177-` 7-54 1IY W- USGSQUADRANGLE riva- Southcenter MeU MAP imanfriAst MAP CREATED WITH TOPOI° IUMEMItteam_ (S17 CA LE IN , APPROXIM� ISS . ©2007 NATIONAL GEOGRAPHIC GEO ) v DESIGN? 10700 Meridian Avenue North - Suite 210 Seattle, WA 98133 Off 206.838.9900 Fax 206.838.9901 °►, KCHA -21 -01 APRIL 2010 VICINITY MAP PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE 1 Printed By cdavls I Print Date: 4/8/2010 8'p4:31 AM File Name: \ \geodesign.local\FIIesUobs \E -L \KCHA \KCHA -21 \KCHA- 2101 \ Figures \CAD \KCHA -21.01 - SPOI.dwq I Layout: FIGURE 2 a l D z 2 7C 9 z N 0 W O Z m y0 o0 xz c m� c0 G D zo n z U333 NI 31VJS) 0 'o O1 0 133b1S H1961 H1nOS r n 1 T I; A21VONf1O8 311S 0 z GEO DESIGN= 10100 Yew/ale Avenue No.. • Suite 2.0 Seattle. W 911, 33 OR 206436.9900 Fax 206.a 1a•990� KCHA -21 -01 SITE PLAN APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE 2 APPENDIX APPENDIX FIELD EXPLORATIONS GENERAL Subsurface conditions at the site were explored by completing two soil borings (B -1 and B -2) to depths of approximately 11.5 and 13 feet BGS. The borings were completed on March 23, 2010 by Geologic Drilling Inc., of Nine Mile Falls, Washington, using a track rig anal hollow -stem auger drilling techniques. Exploration logs are included in this appendix. The locations of the explorations were based on measurements from existing site features. Elevations on the explorations Togs were rounded to the nearest 0.5 foot based on surface contours obtained from the site plan. This information should be considered accurate only to the degree implied by the methods used. A member of our geotechnical staff observed the explorations. We obtained representative samples of the various soils encountered in the explorations for geotechnical laboratory testing. Samples were obtained using a SPT at 2.5 -foot intervals. SOIL CLASSIFICATION The soil samples were classified in accordance with the "Exploration Key" (Table A -1) and "Soil Classification System" (Table A -2), which are included in this appendix. The exploration logs indicate the depths at which the soils or their characteristics change, although the change could be gradual. A horizontal Tine between soil types indicates an observed change. If the change was gradual the change is indicated using a dashed line. Classifications and sampling intervals are presented on the exploration logs included in this appendix. LABORATORY TESTING CLASSIFICATION The soil samples were classified in the laboratory to confirm field classifications. The laboratory classifications are presented on the exploration Togs if those classifications differed from the field classifications. GRAIN -SIZE TESTING Grain -size testing was completed on four samples: three fines content determinations in general accordance with ASTM C 117 or ASTM D 1140 (percent passing the U.S. Standard No. 200 Sieve) and one complete sieve analysis in general accordance with ASTM C 136, ASTM C117, and ASTM D 1140. The results of the grain -size testing are summarized on Figure A -3 and presented on the relevant exploration logs of this appendix. MOISTURE CONTENT We tested the moisture content of six soil samples in general accordance with ASTM D 2216. The moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The overall moisture contents range from approximately 6 to 30 percent, with an average value of approximately 22 percent. The moisture content values are presented on the exploration logs and summary table included in this appendix. GEO DESIGN? A -1 KCHA- 21 -01: 040810 SYMBOL SAMPLING DESCRIPTION II 1 11 1 1 II i I EZ 1 Location of sample obtained in general accordance with recovery Location of sample obtained using thin -wall Shelby accordance with ASTM D 1587 with recovery Location of sample obtained using Dames & Moore with recovery Location of sample obtained using Dames & Moore pound hammer or pushed with recovery Graphic Location of grab sample Rock coring interval Water level during drilling 9 9 Water level taken on date shown with tube sampler or ':`'• ' ' ' -,, "- . ~ ASTM D 1586 Standard Penetration Test or Geoprobe® sampler in general and 300-pound hammer or pushed 3- inch -O.D. split -spoon sampler and 140 - Log of Soil and Rock Types Observed contact between soil or rock units (at depth indicated) -- -7-.*— ; "; -y inferred contact between soil or rock units (at approximate depths — - indicated) GEOTECHNICAL TESTING EXPLANATIONS ATT CBR CON DD DS HYD MC MD OC Atterberg Limits California Bearing Ratio Consolidation Dry Density Direct Shear Hydrometer Gradation Moisture Content Moisture - Density Relationship Organic Content P PP P200 RES SIEV TOR UC VS kPa Pushed Sarnple Pocket Penetrometer Percent Passing U.S. Standard No. 200 Sieve Resilient Modulus Sieve Gradation Torvane Unconfined Compressive Strength Vane Shear Kilopascal ENVIRONMENTAL TESTING EXPLANATIONS CA P PID ppm Sample Submitted for Chemical Analysis Pushed Sample Photoionization Detector Headspace Analysis Parts per Million ND NS SS MS HS Not Detected No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen EXPLORATION KEY TABLE A -1 G EoDESIGN? 10700 Meridian Avenue North - Suite 210 Seattle WA 99133 Off 206.838.9900 Fax 206.838.9901 RELATIVE DENSITY - COARSE - GRAINED SOILS Relative Density Standard Penetration Resistance Dames & Moore Sampler (140 -pound hammer) Dames & Moore Sampler (300 -pound hammer) Very Loose 0 -4 0 -11 0 -4 Loose 4 -10 11 -26 4 -10 Medium Dense 10 - 30 26 - 74 10 - 30 Dense 30 - 50 74 - 120 30 - 47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY - FINE - GRAINED SOILS Consistency Standard Penetration Resistance Dames & Moore Sampler (140 -pound hammer) Dames & Moore Sampler (300 -pound hammf r) Unconfined Compressive Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2 -4 3 -6 2 -5 0.25 -0.50 Medium Stiff 4 - 8 6 - 12 5 - 9 0.50 - 1.0 Stiff 8 -15 12 -25 9 -19 1.0 -2.0 Very Stiff 15 -30 25 -65 19 -31 2.0 -4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS (more than 50% retained on No. 200 sieve) GRAVEL (mo (more than 50% of core than 50% retained on No. 4 sieve) CLEAN GRAVELS (< 5% fines) GW or GP GRAVEL GRAVEL WITH FINES (z 5% and 5 12% fines) GW -GM or GP -GM GRAVEL with silt GW -GC or GP -GC GRAVEL with clay GRAVELS WITH FINES (> 12% fines) GM silty GRAVEL GC clayey GRAVEL GC -GM silty, clayey GRAVEL SAND (5 more o (50% or more f 0% o mor o coarse passing No. 4 sieve) CLEAN SANDS (<5% fines) SW or SP SAND SANDS WITH FINES (z 5% and 5 12% fines) SW -SM or SP -SM SAND with silt SW -SC or SP -SC SAND with clay SANDS WITH FINES (> 12 %fines) SM silty SAND SC clayey SAND SC -SM silty, clayey SAND FINE - GRAINED SOILS (50% or more passing No. 200 sieve) SILT AND CLAY Liquid limit less than 50 ML SILT CL CLAY CL -ML silty CLAY OL ORGANIC SILT or ORGANIC CLAY Liquid limit 50 or greater MH SILT CH CLAY OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE CLASSIFICATION ADDITIONAL CONSTITUENTS Term Field Test Secondary granular components or other materials such as organics, man -made debris, etc. Percent Silt and Clay In: Percent Sand and Gravel In: dry very low moisture, dry to touch Fine - Grained Soils Coarse- Grained Soils Fine- Grained Soils Coarse - Grained Soils moist damp, without visible moisture < 5 trace trace < 5 trace trace 5 - 12 minor with 5 - 15 minor minor wet visible free water, usually saturated > 12 some silty/clayey 15 - 30 with with amisigningsgmagme > 30 sandy /gravelly sandy /gravelly SOIL CLASSIFICATION SYSTEM TABLE A -2 G EO DESIGN? 10700 Meridian Avenue North - Suite 210 Seattle WA 99133 Off 206.838.9900 Fax 206.838.9901 BORING LOG KCHA- 21 -01 -B1 2.GPJ GEODESIGN.GDT PRINT DATE: 4 /8 /10:CWD:KT u 0 DEPTH FEET -0.0— - MATERIAL DESCRIPTION z O= I— w W J w z 1- w 1- w J • BLOW COU • MOISTURE ® RQD% 5 NT CONTENT % CORE REC% 0 1 0 INSTALLATION AND COMMENTS 5.0— ..:,' • 7.5 ASPHALT CONCRETE (2 inches). r Loose to medium dense, brown to blue -gray, fine, silty SAND (SM), some gravel; moist - FILL. wood at 2.5 feet Medium stiff, gray SILT with fine sand (ML); wet (fine grain Iacustrine). 10.0 --:. 12.5 — Dense, gray- brown, fine to coarse, silty SAND (SM); wet. grades to with gravel at 8.0 feet grades to very dense; moist at 10.0 feet 15.0— 17.5— 20.0 Exploration terminated due to refusal at a depth of 13.0 feet. 0.2 5.5 7.5 13.0 P200 SIEV 10 • • `3 • 5- 20- 50/5"A 100/5'* P200 = 34% Hard drilling from 10.0 feet. Boulder at 13.0 feet. Surface elevation was not measured at the time of exploration. 5.5 feet, during drilling DR ILLED BY: Geologic Drilling, Inc. LOGG 0 ED BY: RK HNPB 5 0 100 COMPLETED: 03/22/10 BORING METHOD: hollow -stem auger (see report text) BORING BIT DIAMETER: 4 1/2 -inch GEO DESIGN NZ 10700 Meridian Avenue North - Suite 210 Seattle WA 98133 Off 206.838.9900 Fax 206.838.9901 KCHA -21 -01 BORING B -1 APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE A -1 BORING LOG KCHA- 21 -01 -BI 2.GPJ GEODESIGN.GDT PRINT DATE: 4/8/1 0 DEPTH FEET —0.0 --u 2.5 5.0 MATERIAL DESCRIPTION z 0 H a w - J w ua w L-7 z w w w J Li 2 VI • BLOW COU • MOISTURE ® RQD% ASPHALT CONCRETE (2 inches). r Medium dense, gray -brown to blue - gray, fine to medium, silty SAND with gravel (SM); moist - FILL. becomes loose at 2.5 feet 7.5 – 10.0 Soft, dark brown, sandy SILT (ML); moist to wet (fine grain lacustrine). grades to medium stiff at 7.5 feet Very dense, gray- brown, fine to medium, silty SAND with gravel (SM); moist (glacial till). 12.5 – 15.0– 17.5– 20.0 Exploration terminated due to refusal at a depth of approximately 1 1.5 feet. 0.2 6.0 8.5 11.5 P200 P200 • 24 :• : NT CONTENT % 71 CORE REC% 0 1 0 INSTALLATION AND COMMENTS 4 • 8 • • 10 -13- 50/5 "A P200 = 40% P200 = 82% Hard drilling from 9.0 feet. Boulder at 11.5 feet. Surface elevation was not measured at the time of exploration. 4:16.2 feet, during drilling DR ILLED BY: Geologic Drilling, Inc. LOGG 0 ED BY: RKHNPB 0 100 COMPLETED: 03/22/10 BORING METHOD: hollow -stem auger (see report text) BORING BIT DIAMETER: 4 1/2 -inch GEO DESIGN? 10700 Meridian Avenue North • Suite 210 Seattle WA 98133 Off 206.838.9900 Fax 206.838.9901 KCHA -21 -01 BORING 11 -2 APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE A -2 GRAIN SIZE NO P200 KCHA- 21 -01 -B1 2.GPJ GEODESIGN.GDT PRINT DATE: 4/8/10:KT PERCENT FINER BY WEIGHT 100 90 80 60 U.S. STANDARD SIEVE NUMBERS 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200 50 40 30 20 10 0 ................ ................ 1,000 100 10 GRAIN SIZE IN MILLIMETERS 0.1 0.01 0.001 BOULDERS COBBLES GRAVEL MOISTURE CONTENT (PERCENT) D60 SAND D30 D10 FINES GRAVEL (PERCENT) COARSE FINE COARSE MEDIUM FINE SILT 11 CLAY KEY EXPLORATION NUMBER SAMPLE DEPTH (FEET) MOISTURE CONTENT (PERCENT) D60 D50 D30 D10 D5 GRAVEL (PERCENT) SAND (PERCENT) SILT (PERCENT) CLAY (PERCENT) • B -1 10.0 11 0.29 0.19 5 54 41 GEO DESIGN? 10700 Meridian Avenue North Suite 210 Seattle WA 98133 Off 206.838.9900 Fax 206.838 9901 KCHA -21 -01 GRAIN -SIZE TEST RESULTS APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE A -3 PRINT DATE: 4/8/1 O:KT 1- 0 u z u 0 0 0 u 6- ceO u U i SAMPLE INFORMATION MOISTURE CONTENT (PERCENT) DRY DENSITY (PCF) SIEVE ATTERBERG LIMITS EXPLORATION NUMBER SAMPLE DEPTH (FEET) ELEVATION (FEET) GRAVEL (PERCENT) SAND (PERCENT) P200 (PERCENT) LIQUID LIMIT (PERCENT) PLASTIC LIMIT (PERCENT) PLASTICITY INDEX (PERCENT) B -1 0.0 21 B -1 2.5 14 34 B -1 10.0 11 5 54 41 B -2 0.0 13 B -2 2.5 12 40 B -2 7.5 24 82 Avenue North - Suite 210 WA 98133 Fax 206.838.9901 KCHA -21 -01 SUMMARY OF LABORATORY DATA G EODESIGN? 10700 Meridian Seattle Off 206.838.9900 APRIL 2010 PACIFIC COURT APARTMENTS TUKWILA, WA FIGURE A -4 ACRONYMS ACRONYMS AC asphalt concrete ASTM American Society for Testing and Materials BGS below ground surface g gravitational acceleration (32.2 feet /second2) H:V horizontal to vertical IBC International Building Code KCHA King County Housing Authority OSHA Occupational Safety and Health Administration pcf pounds per cubic foot pci pounds per cubic inch PIT pilot infiltration test psf pounds per square foot SFZ Seattle Fault Zone SPT standard penetration test WSS Washington Standard Specifications for Road, Bridge, and Municipal Construction (2008) GEO DESIGNW KCHA- 21 -01: 040810 PACIFIC COURT SECTION 02900 PLANTING PART 1 GENERAL 1.01 SECTION INCLUDES FIZZ C®p A. All material, labor, services, and related items required to complete work indicated on Drawings and specified herein. The work includes installation of all plantmaterials - including trees, shrubs, groundcovers and lawn - and warranty and maintenance. 1.02 RELATED SECTIONS A. Coordinate related work specified in other parts of the Contract Documents, includin but not limited to the following:EV���Vtli FOR ,CODE COMPLIANCE Section 02910 Soil Preparation APPR 1.03 REFERENCE STANDARDS SLP 2 8 2U10 AJCHN American Joint Committee on Horticultural Nomenclature Se and Edition, 1942, and hereinafter called AJCHN. Conform to ac epted nomenclature in the nursery trade for names not present in t is list;, of Tukwila ASNS American Standard for Nursery Stock issued by the Anieric nB: I Dl ING DIVISION Standards Institute. 1.04 SUBMITTALS A. A complete list of plant and mulch materials and miscellaneous material:: proposed to be furnished and installed, demonstrating conformance with the requirements specified in Section 01330 - Submittal Procedures. Include names and addresses of nurseries and suppliers. B. The source name and a % -pound sample of mulch. C. Submit documentation that the plant materials have been secured within 30 days of notice -to- proceed. Include documented orders or other approved documentation. This submittal does not preclude other acceptance and warranty requirements. D. Qualifications of installers E. Record Drawings: Record all changes that have been made during actual installation of plantings in locations other than shown on the original drawings or of sizes other than indicated. Clearly indicate such changes on a record set of drawings to be provided to the Owner's Representative. Coordinate these record drawing requirements with Section 01770 - Closeout Procedures. 1.05 QUALITY ASSURANCE A. Installer is required to be a company specializing in work of this Section, defined as specialist with minimum five years documented company experience in landscape installations of a similar nature. B. Installer lead shall be present at all times during execution of this portion of work and have five years of documented experience with landscape installations of a similar nature. This person shall also be thoroughly familiar with the type of materials being installed and the ECE1VED SEP 13 2010 IT GENITER CORRECTION LTR #.4—_ 02900 -1 10.. ILI (19 1 PACIFIC COURT SECTION 02900 PLANTING proper materials and methods for their installation. This person shall direct all work performed under this Section. C. All workers will have a minimum one -year of documented Western Washington experience in landscape installations of a similar nature. These persons are to be thoroughly familiar with the type of materials being installed and the proper materials and methods for their installation. 1.06 PRE - INSTALLATION CONFERENCE A. Prior to commencement of the work, meet onsite with the Owner's Representative to review the following: 1. Existing condition of site soil preparation prior to planting operational 2. Planting schedule and potential conflicts with work by other trades 3. Quality control and maintenance 1.07 DELIVERY STORAGE AND HANDLING A. Protect plant materials from dehydration, contamination and heating during delivery, storage, and handling. 1. Deliver branched plants with branches tied and exposed branches covered with material that allows air circulation. Untie branches as soon as possible, once delivered. 2. Prevent damage to root balls and desiccation of leaves. If there is Einy delay of more than one day in planting cover root balls with soil or mulch and keep moist. 3. Deliver fine lawn see mix in standard containers with the common name of see, lot number, net weight, percentage of purity, percentage of germination, percentage of weed seed content and inert material clearly marked for each kind of seed in accordance with applicable state and federal law. 4. Deliver fertilizer and lime to the site in original unopened container;: bearing manufacturer's chemical analysis, name, trade name, trademark, and indication of conformance to state and federal laws. Store fertilizer and lime in a cool dry location away from contaminants. 5. Immediately remove from site plants which are not true to name or which do not comply with specified requirements. 6. Replace damaged plants at no additional expense to the Owner. Dwmaged plants will be rejected. 7. Label plants with scientific name, a minimum of two labels per flat for plants of the same type. All other plants to have individual labels. 1.08 INSPECTION A. At Growing Site: Owner's Representative may inspect and /or tag plant material scheduled for this project at the growing site identified by the Contractor. B. At the Job Site: The Owner's Representative will inspect plant materials at the time of delivery to the site, for conformance with requirements of plant schedules, plant specifications, storage and handling requirements. Remove rejected materials immediately from the site and replaced at no expense to the Owner. Provide a minimum three days notice of inspection to the Owner's Representative. C. During Construction: The Owner's Representative reserves the right to reject non- conforming plant material at any time until completion of the warranty period. 1.09 SUBSTITUTIONS 02900 -2 ECE VED SEP 13 2010 PERMIT CENTEF PACIFIC COURT SECTION 02900 PLANTING A. Substitutions of plant materials will not be permitted unless authorized in writing by the Owner's Representative 45 days prior to scheduled start date of installation. If proof is submitted that a specified plant is not obtainable, a proposal will be considered for use of the nearest equivalent size or variety with corresponding adjustment of Contract price. 1. Provide a minimum of two options for each substitution. 1.10 WARRANTY A. Warranty: Warrant work of this Section for one year from the date of Physical Completion by the Owner's Representative. The warrantee to cover against defects of materials and workmanship. 1. Replace material within 30 days of awareness of plant death or abnormal growing condition or written notification by Owner or Owner's Representative and prior to expiration of warranty period. 2. Replace material with plants of identical species and size in normal healthy growing condition at end of warranty period. 3. Plants damaged by vandalism after Physical Completion or resulting from damage by Owner's occupancy of the site will not require replacement unless improper installation is a contributing factor in the damage (e.g. improper staking, improper plant pit size, and improper protection). B. A final inspection by the Owner's Representative will be scheduled at this end of the warranty period. PART 2 PRODUCTS 2.01 PLANTING SOIL MIX A. Topsoil Mix: See Section 02910 Soil Preparation 2.02 PLANT MATERIALS A. Plants will be nursery grown in climatic conditions similar to site and of a size at least equal to size specified, after necessary pruning and measured with branches in normal growing position. 1. Do not prune prior to site delivery, unless authorized in writing by the Owner's Representative. 2. Caliper measurement to be taken at a point on the trunk six inches above natural ground line for trees up to four inches in caliper. 3. Measurements, caliper, branching, grading, quality, balling and buriapping are to follow Code of Standards of American Association of Nurserymen in ASNS unless otherwise specified. B. Trees and shrubs will have an overall form typical of the species and will) be uniformly branched with a symmetrical crown. Trees with damaged leaders, damaged bark, sunscalds, disfiguring knots, circling or girdling roots, or fresh cut limbs over 3/4 -inch will be rejected. C. Container grown plants will have been grown in the containers in which ihey are delivered for at least six months, but not more than two years. Samples must prove no root -bound conditions exist. Root -bound plants and container plants that have cracked or broken balls of earth when taken from containers will be rejected except upon written approval by the Owner's Representative. 02900 -3 ECEV D SEP 13 2010 PERMIT CENTER PACIFIC COURT SECTION 02900 PLANTING D. Balled and burlapped plants will have firm, uncracked, natural balls of soil in sizes shown in ASNS; will be wrapped firmly with burlap or approved material; and will be bound carefully with twine, cord, or wire mesh. E. Replace rejected or damaged plants at no additional expense to the Owner. 2.03 HYDROSEEDING MATERIALS A. Fine Lawn Seed Mix: Proportions by Percent Percent Weight Purity Germination 3 -Way Rye 66% 98 90 Creeping Red Fescue 17% 98 90 Chewings Fescue 17% 98 90 1. Seed at a rate of 1 lb per 1000 square feet. 2. Replace seed which has become wet, moldy or otherwise damaged in transit at no additional expense to the Owner. B. Fertilizer: Provide a total of one (1) pound of nitrogen from ammonium sulfate, one -half (1/2) pound of nitrogen from SCU, two (2) pounds of Phosphorus and two (2) pounds of Potassium per 1000 square feet. 10 -20 -20 at the rate of 435 pounds per acre and Sulfur Coated Urea (SCU) at the rate of 60 pounds per acre may be used. C. Wood Fiber Mulch: 100% fiber, manufactured by the defibrating process, from fir, hemlock or alder; containing no growth or germination inhibiting substances. A soil binding agent (tackifier) is required. Mulch will be uniform in weight and dyed a suitable color to facilitate visual measurement of placement. D. Soil Binding Agent: Non - toxic, biodegradable materials, which are environmentally safe such as ESI - TAK or approved equal. Percentage of soil binding agent will be between 2% and 10 %. 2.04 MULCH FOR PLANTING AREAS A. Planting Bed Bark Mulch: Medium fir /hemlock mulch per Pacific Topsoils Inc. or approved equal. 2.05 FERTILIZERS AND LIME A. Phsophate -free and organic fertilizer and lime, with 50- percent nitrogen derived from slow release form. Select fertilizer based upon the test data analysis submitted under Soil Preparation 02910. B. Furnish in standard unopened containers with weight, name of plant nutrients and manufacturer's guaranteed statement of analysis clearly marked, in accordance with state and federal laws. Apply fertilizer at the rate recommended by supplier. C. Agricultural grade mineral soil conditioner lime containing at least 35- percent magnesium carbonate and 49- percent calcium carbonate with 100 - percent passing U.S. No. 65 sieve as made by Kaiser Dolomite 65 AG or approved equivalent product. 02900 -4 EC8VED SEP 13 2010 PERMIT CENTER PACIFIC COURT SECTION 02900 PLANTING 2.06 TREE STAKING MATERIALS A. Chainlock tree tie material: per plans. B. Tree stakes: per plans. PART 3 EXECUTION 3.01 GENERAL A. Proceed with work as rapidly as the site becomes available, consistent vvith normal seasonal limitations for planting work. B. Remove debris from other trades prior to beginning work. C. Review existing prepared site conditions for contaminants that may have been discarded by other trades, such as thinner, paint, or plaster and notify the Owner's Representative immediately if contaminants are present. D. Test planting pits shall be dug in 6 locations flagged by Owner's Representative. Pits shall be filled with water and observed for 24 hours. Confirm in writing to Owner's Representative that pits have drained within 24 -hour period or notify that drainage is not occurring. E. Remove all plant tags and flags prior to final inspection. 3.02 PLANTING A. Plant trees, shrubs, and ground covers at the locations shown and in accordance with the Plans. Plant at normal planting season with bare root plants planted only from October to March, unless otherwise approved in writing by the Owner's Representative, and after major construction work is completed. 1. Place trees first, and follow with shrubs, then groundcovers. 2. Plant trees shrubs and groundcover per details shown on plans. 3. Set plants in center of pits on compacted, approved amended site soil backfill mix and at the same relationship with finish grade after settlement as they bore natural grade. 4. Hold firmly in position and place backfill mixture carefully, filling voids and avoiding root damage. When hole is approximately two- thirds full, compact fill by watering to avoid air pockets. 5. Stake trees per details shown on Plans. B. Install two -inch depth of mulch within plant beds. Provide smooth mulch surfaces. C. Protect new plantings against harm from wind, unusual weather, foot traffic or other vandalism through Project Acceptance. Provide protection fencing as necessary. D. Special planting techniques may be required by the Owner's Representative for unseasonal planting or prolonged periods of drought. E. Water all plants immediately after planting. F. As directed by the Owner's Representative, prune trees and shrubs for form and visual clearance. Prune only damaged branches under Owner's Representative's direction. 02900 -5 ECEWVED SEP 13 2010 PERMIT CENTEF PACIFIC COURT SECTION 02900 PLANTING 3.03 FERTILIZER A. Apply fertilizers to tree, shrub, and ground cover planting areas at rates recommended from test results submitted in Soil Preparation 02910. B. Amend entire planting bed areas as necessary. 3.04 MAINTENANCE A. Maintain planting for a period of at least 60 days after completion of planting operations or until all plants are sufficiently recovered from transplanting and in a healthy growing condition acceptable to the Owner's Representative. B. Maintenance includes cultivating, weeding, watering, pruning (only as directed by Owner's Representative), and application of appropriate insecticides and fungicides necessary to maintain plants free of insects and disease. 1. Reset settled plants to proper grade and position. Restore planting saucer and straighten, repair and adjust guy wires and stakes, as required. 2. Correct defective work as soon as possible, after deficiencies becoine apparent and weather and season permit. 3. Water trees, plants, and ground cover beds within the first twenty-four hours of initial planting, and not less than twice per week (including rain) until Physical Completion. C. Owner's Representative will inspect planted areas to determine Physical Completion upon Contractor's request. Provide notification at least ten working days befors requested inspection date. 1. Planted areas will be accepted provided all requirements, including the maintenance period have been complied with and plant materials are alive and in a healthy, vigorous condition. D. Upon Physical Completion, the Owner will assume plant maintenance. 3.05 CLEANING A. Perform cleaning during installation of the work and upon completion of the work. Remove from site all excess materials, soil, debris, and equipment. Repair damage resulting from planting operations. END OF SECTION 02900 -6 ECE V EP SEP 1 a 2010 PE IT CENTER PACIFIC COURT SECTION 02910 FILE COPY PcrmIt PART 1 GENERAL 1.01 SECTION INOLUDES'' "1 `'rrcrr SOIL PREPARATION A. Furnish all material, labor, services, and related items required to complete work indicated on Drawings and specified herein. The work includes: discing, amending, incorporation, and mixing to prepare the soil for tree, shrub, and groundcover and lawn planting, finish grading, and clean -up. 1.02 RELATED SECTIONS A. Coordinate related work specified in other parts of the Contract Documents, including but not limited to the following: Section 02915 Planting 1.03 REFERENCE STANDARDS A. ASTM — American Society for Testing Material: D1557.91 — Test method for Laboratory Compaction Characteristics of Soil Using Modified Effort. B. USDA — United States Department of Agriculture: Texture Triangle Classification. C. Agricultural Chemist: Qualified, experienced public or private soils testing labo t Vu i Li.f iOH of providing test results as specified, and accepted by the Owner's Represent COMPL ANCE 1.04 SUBMITTALS A. Submit the following samples: 1. Organic Amendment: one -pound bag. 2. Two -way Top Soil: one -pound bag. B. Equipment and methods of tilling. ty of Tukwila BUILDING flIi s,n C. Test Reports 1. Employ, at Contractor's expense, an approved agricultural testing laboratory to perform soil testing. 2. Submittal for Prepared Site Soil: Test soils prepared as specified herein in planting areas. If soil does not meet criteria established by the agricultural chemist for growth of healthy plantings, submit a program of additional amendments based on recommendations of the agricultural chemist. Include the costs of tests and soil sampling at eight locations. Owner's Representative will select locations. 1.05 PROJECT CONDITIONS A. Soil Moisture Content: Do not work soil when moisture content is so great that excessive compaction will occur; or when it is so dry that dust will form in air or that clods will not break readily. B. Keep streets, sidewalks, porous pavements and site clean, free from debris; and affected drains open and free flowing at all times. Protect drains with filter fabric covers during construction and throughout plant establishment period. Protect pavement areas from debris, sediment and /or dust. Use appropriate erosion control measures and ensure they are functional at all times. CORRECTION LTR# I 02910 -1 �0 41111111P w RECE \ /F. SEP 1 Li ~r'" PERMIT CENT PACIFIC COURT SECTION 02910 SOIL PREPARATION 1.06 QUALITY ASSURANCE A. All products supplied will comply with applicable state and local codes. PART 2 PRODUCTS 2.01 TOPSOIL A. Two -way mix of 2/3 sandy loam and 1/3 organic compost (as specified below). Soil will be thoroughly mixed offsite and delivered to the project site in loose, blended, well- graded mix. 100 - percent of the topsoil will pass through a 1/2 -inch screen size. 2.02 ORGANIC COMPOST A. Provide organic amendment that is pure composted plant waste, a well- decomposed, humus -like material derived from the decomposition of grass clippings, leaves, branches, wood and other organic materials, as supplied by Cedar Grove, Inc. (877- 764 - 5748), or accepted equal. The mix is to be composted for a minimum of one -year. B. Provide composted plant waste that consists of 98 percent by volume, of material derived from the aerobic decomposition of recycled plant waste. C. Composted plant waste is to meet the following physical criteria: 1. 100 - percent passing through a one -inch sieve 2. pH range between 5.5 and 7.0. 3. Carbon to nitrogen ration between 20:1 and 40:1. 4. Contains less than two- percent foreign material (plastic, concrete, metal, etc.) on a dry weight basis 5. Maximum electrical conductivity of 3.0 ohms /cm. 6. Certified free of all plant parasitic organisms, viable weed sees, heavy metals or parasitic residues. 7. Moisture content with no visible free water or dust produced when handling the material. PART 3 EXECUTION 3.01 GENERAL A. Review existing soil conditions for any contaminants that may have been discarded by other trades, such as thinner, paint, or plaster and notify the Owner's Representative immediately if any contaminants are present. B. Protect prepared soils from disruption by other work and construction activities. C. Inspect established subgrades and /or finished grades to verify consistency with the Plans and this Section. If grades are different from indicated, notify the Owner's Representative immediately. 1. Planting Bed Areas: Minus 10 inches to allow for 9 inches of specified soil, 2 inches of bark and minor settlement . 3.02 PREPARATION OF SUBGRADE 02910 -2 RECEI FU SEP 13 min PERMIT • PACIFIC COURT SECTION 02910 SOIL PREPARATION A. Prepare subgrades by tilling to twelve -inch depth and removing cobbles, rocks, and debris over one -inch in diameter. Secure approval by the Owner's Representative after first tilling operations for depth and debris removal. 1. Place three -inch lift of specified topsoil and till to a depth of 12 inches 2. Place additional three -inch lifts of specified topsoil and till to a depth of 12 inches. B. Roll or hand compact soil to achieve compaction of 85- percent of dry weight density. C. After natural settlement and light rolling, the complete work shall conform strictly to the lines, grades and elevations indicated, and grade under the Contract without additional cost to the Owner. D. Finish Grading of right -of -way landscape areas: Fine grade all prepared planting areas to lines and grades shown on drawings and as specified within this Section, maximum 1/4 -inch below the level of adjacent walks and curbs, unless otherwise noted. Intent is to minimize tripping hazards from grade changes after minor settlement of prepared planting soils. Elevations and landform configuration is critical to project design intent. Supply additional soil as needed to give the specified depths. 3.03 SOIL AMENDMENTS A. Mix amendments into the soil or deleted from the mixture as recommended by the testing laboratory and accepted by the Owner's Representative B. Thoroughly incorporate all amendments into the native soil to assure uniform distribution. 3.04 INSPECTION A. Notify the Owner's Representative at least 48 hours in advance of the time of inspection required for completion of subgrade depths, soil preparation and installation of topsoil before planting of trees, shrubs, and ground covers and prior to seeding or sodding of lawn areas. 3.05 CLEANING A. Perform cleaning during installation of the work and upon completion of the work. Remove from site all excess materials, soil, debris, and equipment. Repair damage resulting from soil preparation operations. END OF SECTION 02910 -3 ECe9VEP SEP 13 2010 PERMIT CENT& r Vandal Resistant (CLV8) PHILIPS sense and simplicity v Page 1 of 2 tK..ch Product I Search Click here to register. 1 Login Home Products News Training Landscape Market Commercial Market Representative Locator Distributor Locator PHILLIPS mine Vandal Resistant (CLV8): Products: Line Voltage: Bollards Et Beacons 1 �1 Additional Information Specification Sheet :7, Ep Instruction Sheets [+}-Line Art 3 J. Application Shots 1#:1-Product Shots .^ p BESRks 3 CORRECTION LTR #4____ Description Another one of Hadco's stylish bollards, the CLV8 offers efficient low level lighting and durability. Specially made for a more rugged endurance, this bollard is perfect for those areas where abuse usually gets the upper hand over standard bollards. Specifications HOUSING: Available in three roof styles: cone, dome, or hexagonal style with die-cast aluminum louvers.. 356 HM high- strength, low - copper, proprietary cast aluminum alloy . 6" schedule 40 extruded aluminum pipe with a wall thickness of 0.281*. Easy access to lamp. A weatherproof ballast assembly isolates the ballast from water and heat for longer life. All non- ferrous fasteners prevent corrosion and ensure longer life. FINISH: Thermoset polyester powdercoat is electrostatically applied after a five -stage conversion cleaning process and bonded by heat fusion thermosetting. Optional CraftStone' finish is highly weather - resistant and bonded to the aluminum substrate. Laboratory tested for superior weatherability and fade resistance in accordance with ASTM B- 117.64 and ANSI /ASTM G53.77 specifications. For larger projects where a custom color is required, contact the factory for more information. (NOTE: Louvers on CraftStone" finislies are Powdercoated White.). OPTICAL ASSEMBLY: Symmetric. Die -cast aluminum lowers with tempered ribbed glass globe. Optional house -side shield is supplied with each fixture. LAMPING: Incandescent Medium Base A19. 26W CFL (GX24Q -3). 32W CFL (GX24Q -3). 42W CFL (GX24Q -1). MH and HPS Medium base: E17. ELECTRICAL ASSEMBLY: Key - slotted Ballast Assembly Is mounted to an aluminum plate, which is moumcd inside the base. Quick disconnects for easy installation and removal. 4kv rated medium base porcelain socket. Nickel- plated screw shell wil 6 center contact. 26W Fluorescent socket is a GX24Q -3 base. 32W Fluorescent socket is a GX24Q -3 base. 42W Fluorescent socket is a GX24(1.4 base. BALLAST: All HID ballasts are core and coil and regulated with power factors better than 90% (HPF). Ballast provides •/- 5% lamp power regulation with •/- 10% input voltage regulation. Ballasts are factory pre -wired and tested. Metal halide lialtasts are capable of starting at - 20' F or -30' C and HPS at -40 "F or -40'C. NOTE: All ballasts are EISA / Title 20 / Title 24 compliant where applicable. Fluorescent ballast is electronic. Ballast is capable of starting at 0' F or • 18' C. Ballast is factory wired and tested. INSTALLATION (t MOUNTING: Heavy duty W cast aluminum base plate is mounted to three (3) 14-13 x I!r galvanized steel anchor bolts with washers and nuts on a 4 -W bolt circle (use factory supplied template). Base of bollard can be leveled with 'ver ari{}tgp(Q�e�jt�/f Tube 1s d S �� mounted to the base plate with three (3) 5/16-18 Rat head alien key stainless steel tamper - resistant scree • ggLNCE � ° Fo it Yo!Tkwila S1()A1 CERTIFICATIONS: UL Listed to U.S. safety standards for wet locations. cUL Listed to Canadian safety sta Manufactured to ISO 9001:2000 Standards. WARRANTY: Three -year limited warranty. Height : 41" (104cm) Width: 8 3/16 - (21cm( Bolt Circle: 4 1/r (11c.) Anchor Rods: (3) 1/2" dia. x 15" long (1.3cm x 38cm) Base Diameter: 6" (15cm) Max. Weight: Powdercoat: 37 Ws Max. Weight: CraftStone: 42 Ibs Ordering Guide Example: CLV8 1 A AO 1001 E Product Code Roof CLV8 Vandal Resistant 1 Cone 2 Dome 3 Hexagonal • Finish A Black B White H Bronze http://www.hadco.com/Hadco/Public/ProductDetail.aspx?pid=51 RECEIVE SEP 13 2010 IPERMIT CENTE 5/19/2010 Vandal Resistant (CLV8) Page 2 of 2 '1 Available in 120V IEI only. '2 Not available in 347V (KI. Accessories None Available m 2010 Hadco 1 Privacy Statement 1 Disclaimer 1 Warranty PHILIPS Directions and Contact ECEIVED SEP 13 2010 FE ' S. ST CENTER http: / /www.hadco.com/Hadco/ Public /ProductDetail.aspx ?pid =51 5/19/2010 cam. I Gray J Green '... P. • • •• L Limestone '1'a Y ;y ;rj '. 5 Sandstone Optics AO Symmetric Wattage 1001 100W INC '1 26F 26W CFL '2 32F 32W CFL '2 42F 42W CFL '2 50H 50W MH 70H 70W MH 100H 100W MH 705 70W HPS 1005 100W HPS Voltage E 120V F 208V G 240V H 277V K 347V '1 Available in 120V IEI only. '2 Not available in 347V (KI. Accessories None Available m 2010 Hadco 1 Privacy Statement 1 Disclaimer 1 Warranty PHILIPS Directions and Contact ECEIVED SEP 13 2010 FE ' S. ST CENTER http: / /www.hadco.com/Hadco/ Public /ProductDetail.aspx ?pid =51 5/19/2010 AWS4 Series • FILE COPY Rounded Wedge Wall Sconce - 50 -150W HID / 242 maxirm t NO. Type: Job: Catalog Number: Series /Source - Wattage Distribution Voltage Options (Factory Installed) Finish Approvals: Date: Overall Dimensions For Reference Only CORRECTION F 9.06" (230 mm) Weight 19.57 lbs. (8.88 kgs) Specifications Housing Die -cast aluminum housing. Constructed to IP54. Lens and Gasketing Heat and impact resistant tempered glass lens. Silicone rubber gasketing. Optical System Available in three downlight distributions meeting IESNA Full Cutoff classification. Forward throw (F) or wide (W) distribution available for single lamp units in all sources. Twin lamp CF units are only available with 2D or UD optics. An uplight /downlight optic (UD) provides additional illumination above luminaire. 86% minimum reflectivity specular anodized aluminum segmented reflector. Horizontally lumped. HID unit requires medium base ED -17 lamp. Compact fluorescent unit requires GX24q -4 lamp(s). Mounting The luminaire shall be surface wall mount type featuring a universal mounting bracket with bubble level for accurate installation to 4" round or octagonal junction box. Stainless steel hardware. Ballast HX -HPF ballast is standard for HID sources. Optional CWA ballast may be specified in selected HID sources and wattages. CF ballast shall be electronic, high frequency, high power factor. Emergency Battery Backup Options All emergency luminaires feature an indicator light visible through the lens and a test switch accessible through the door assembly. In the event of a power interruption, emergency luminaires will power CF lamps at reduced light levels for a minimum of 90 minutes. Remote EBB options include a 7.5' (2.29m), 12 wire, quick disconnect assembly for wiring through conduit (by others) to either the EBBR or EBBR -C. CAUTION: Maximum battery pack input power for units with the EBBR -C is 100 watts (0.83 amps) when heating element is on (when temps reach 5 °C / 41 °F or below). This is in addition to the normal input power for luminaire lamp(s) and ballast. Battery pack minimum ambient temperatures EBB (integral) EBBR (remote) 0°C (32°F) 0 °C (32 °F) EBBR -C (remote cold -pack) -18 °C (0 °F) Finish Polyester powder coat, electrostatically applied, which is preceded by a five step pre - treatment process including an iron phosphate priming stage for superior coating adhesion. This process meets or exceeds all ASTM testing requirements, including those for 1,000 -hour salt spray endurance testing. CODE COMPLIANCE apoorWF 8 'LOU City of Tukwila BUILDING DIVISI(Th RECEIVED SEP 13 2010 PERMIT CENTER Listings ETL/cETL Listed luminaire, per UL 1598, suitable for Wet Locations in down position only. 25°C (77 °F) ambient listing. The quality systems of this facility have been registered by UL to the ISO 9001 Series Standards. Warranty Mechanical, finish and electrical shall be covered by a limited 1 -year warranty. Term; and Conditions The current Philips Wide -Lite Warranty may be 'found at www.wide- lite.com (keyword: warranty) as well as the current Standard Terms and Conditions of Sale (keyword: tern ts). All sales of items in this catalogue shaft be subject to the Philips Wide-Lite Standard Terms and Conditions of Sale current at the time of shipment. It you do not have a copy of the Philips Wide -Lite Warranty and Standard Terms. plect:e contact the factory for same prior to ordering. Hg)Some luminaires use fluorescent or high intensity discharge (HID) lamps that contain small amounts of mercury. Such lumps are labeled 'Contain Mercury' and /or with the symbol 'Hg'. Lamps that contain mercury must be disposed of in accordance with local requirements. Information regarding lamp recycle and disposal can be found of www.lamprecycle.org. Philips Wide -Cite reserves the right to change specifications and dimensions wrthoul notice. Lamp and electncal specifications / availability subject to change by manufacturer without notice. Please refer to detailed specification sheets for additional information and spec details. 1611 Clovis Barker Road • San Marcos.TX 78bbb • Phone: 512. 92.5821 • Fax: 512.753.1122 • www.wide- lite.com ® 2010 Philips Group. All rights reserved. Bulletin No. WLSP0114D0310 PHILIPS r AWS4 Series Rounded Wedge Wall Sconce - 50 -150W HID / 242 max CF Type: Job: Page 2 of 2 Notes: 1) Not available in 480V. 2) Optional CWA ballast available in 150 watt units only. 150 watt PSMH CWA ballast not available in 480V. 150 watt HPS CWA ballast not available in 208/240V or QV. 3) Twin lamp Compact Fluorescent units are only available in 2D and UD distribution. 4) One lamp is powered in emergency mode for 2x26. a32. and 2x42 options. Available in I20V or 277V only. 5) Two lamps are powered in emergency mode for 2x26 and 2x32 options. One lamp is powered in emergency mode for 2x42 option. Available in 120V or 277V only. 6) UNV is for compact fluorescent units ony(120- 277V). Certain options require voltage selection. 7) Voltage must be specified with fusing, photocell and integral EBB options. 8) Available with single lamp compact fluorescent units only. 120V or 277V only. 9) Available for operation to -18°C (0°F), 120V or 277V only. 10) QV is for HID units only (120- 277V). Fixture will be wired to 277V. 11) For HID units only. Series /Source- Wattage Distribution Voltage Options Finish Pulse Start Metal Halide O AWS4P -50' O AWS4P -70' • �j 0 AWS4P -100 O AWS4P -150 2 High Pressure Sodium O AWS4S -501 O AWS4S -70 O AWS4S -100 O AWS4S -150 2 Compact Fluorescent single lamp CF units 0 AWS4CF -26 0 AWS4CF -32 0 AWS4CF -42 twin lamp CF units3 0 AWS4CF -226 (2 x 26W) O AWS4CF -232 (2 x 32W) O AWS4CF -242 (2x42W) O F Forward Throw O W Wide O UD Up /Down O 2D Downlight3 twin CF lamp 0 120 0 208 O 240 0 277 0 480 0 UNV6.7 ❑ QV"' 0 CWA2 Low Wattage CV /A Ballast 0 PCB' 7 Photocell Button ❑ EBB713 Intitgral Emergency Battery Backup rY 0 EBBR4 Remote Emergency Backup 0 EBBR -05.9 Remote Cold -Pack Emergency Battery Backup O F17 Single Fuse (120/277x) 0 F27 Double Fuse (208/240/480V) 0 CSR11 Hot Quartz Restrike Quartz resfrike using a current sensing relay. Extinguishes auxsory lump when main arc strikes. 0 LQ I1 Hot /Cold Quartz Restrike Provides UleMatic operation for fixtures with 120V or multi-tap ballasts. ❑ LQ111 Separately Wired (120V) Quartz Restrike Separately wired, externally controlled emergency lighting from o separate power source. 0 TBK Textured Black O TDB Textured Bronze 0 TGR Textured Grey y 0 TSA Textured Satin Aluminum 0 TGN Green Textured ❑ TWHT Textured *) 0 CAL( m CUStO color (consult factory) Notes EBB Availability CF wattage 750 lumens EBB 1250 lumens EBBR 1300 lumens EBBR -C 26 2 x 26 32 2 x 32 42 2 x 42 * 1250 lumen package for 2x26 and 2x32 with EBBR -C in emergency mode. Variations may exist depending upon the interpretation of codes in your area. Consult factory for other wiring options. EC8VE SEP 13 2010 PERMIT CENTER Philips Wide -Lite reserves the nght to change specifications and dimensions without notire. Lamp and electrical specifications / availability subject to change by manufacturer without notice. Please refer to detailed specification sheets for additional information and spec details. 1611 Clovis Barker Road • San Marcos.TX 78666 • Phone' 512 392 5821 • Fa 512 7531122 • www.wide- lite.com ® 2010 Philips Group. All rights reserved. Bulletin No. WLSP0114D0310 PHILIPS lArdeide r ECEWVED SEP 13 2010 PERMIT CENTEF Parc Vue is a fresh take on the classic Parisian bench. Curves sans curlicues and energy expressed in a few sure strokes make a beautiful design statement for our time. ECE VEr SEP 13 2010 PERMIT CENTEF The Landmark Collection of outdoor furniture was designed by a trio of celebrated designers and archi- tects and inspired by familiar themes in historic design, architecture and nature. Designer John Rizzi took his inspiration from traditional cast iron furniture and asymmetric patterns in nature. The Parc Vue bench achieves a delicate balance between the strength and lively gesture of its frame and the perceived lightness and linear order of its slatted seat. It is a sculptural form that has what Rizzi calls "traditional roots and its own dynamic presence." In the companion curved and mesh -caged Parc Vue litter receptacle, the designer combines historic reference and contemporary man- ufacture in an elegant utilitarian object suited to a variety of settings in urban environments. Parc Vue Specifications Benches Horizontal strap seat style is standard for backed or backless benches. Bench a available in 72" length. End arms are available for backed bench and are welded to the end frame. Support end frames are of 3/4" steel. Seating surface is made of horizontal steel straps (1 -1/2" x 3/16 "), which are welded to the end frames. Parc Vue bench may be specified freestanding with glides or surface mount with anchor tabs. backless backed 22"x18 "x72" 26"x36 "x72' Finishes dxhxl Metal is finished with Landscape Forms' proprietary Pangard II polyester powdercoat, a hard yet flexible finish that resists rusting, chipping, peeling and fading. Call for standard color chart. Metal Is the world's most recycled material and is fully recyclable. Consul) our webete for recycled content for this !°tJr product. Powdercoat finish on metal parts contains no heavy metals, Is HAPS -tree and has extremely low VOCs. Landscape Forms is proud to specify FSC and Green -a certified paper. This paper meets the Forest Stewardship ps Council's standards for responsible forest management and is made using certified renewable energy. Our Purpose Is To Enrich Outdoor Spaces We believe in the power of design and its ability to influence and elevate the quality of public space. High quality products and outstanding customer experience makes us one of the world's premier designers and manufacturers of outdoor commercial furnishings. Litter Receptacles Receptacles with liner have 30 gallon capacity; 40 gallon without liner. Cast iron base and wire mesh basket comes standard in all powdercoat colors. Top- opening or side - opening lid available in rotationally molded polyethylene, and attaches to basket with cable. Optional polyethylene urn- shaped liner and lid come in two standard colors (foci and black) to coordinate with wire mesh basket. Base has a center hole for optional surface mounting. Contact your Landscape Forms representative for details on clear plastic bag option. side- opening 23" x43" To Specify: trip- opening 23" x 38" -- —. dia x h Bench: Specify bench model, backless or backed. If backed, choose with or without end arms. Select freestanding or surface mount, and powdercoat color. Utter: Select top or side - opening litter, and with or with- out liner. Specify top and liner color, select powdercoat color for metal basket and base. Iandscapeforms.com Visit our website for product details, pricing, color charts, technical sheets, sales office locations. Download JPG images, brochure PDF, CAD details, CSI specifications, and assembly instructions. Specifications are subject to change without notice Parc Vue meets ANSI/BIFMA pertot'mance and safety standards. Parc Vue is manufactured in U.S.A. Parc Vue designs are protected by tJ S. Patent Nos. D528,831; D548,916; 0532,630; 0634,021. Parc Vue is designed by John Rizzi. Location photography: Watercolor Resort. Santa Rosa Beach. FL Landscape Forms supports the LAO' at the Second Century level ©2009 Landscape Forms, Inc. Prinled In U.S.A. landscapeforrrls• 800.521.2546 269.381.3455 fax 431 Lawndale Avenue, Kalamazoo, MI gog813 2010 landscapeforms. com �r ECE VED PERMIT CENTER When recorded return to: King County Housing Authority Attention: Tim Walter 600 Andover Park West Tukwila, WA 98188 -3326 CONFORMED COPY 20100728000229 KC HOUSING AUT COV 0.00 PAGE -001 OF 003 07/28/2010 11:05 PARKING COVENANT COtolir Grantor: Housing Authority of the County of King, a public body corporate and politic formed under Washington law Grantee: City of Tukwila, a Washington municipal corporation Legal Description: Lot 23, Block 2, Adams Home Tracts, according to recorded in Volume 11 of Plats, Page 31, records of Washington. Assessor's Tax Parcel Number: 004000 - 0250 -09 �►(9/L ®0!YLi19IVIsInA, - 'kwila WHEREAS, the Grantor above named owns and operates on the real property described above (the "Property") a housing project for qualified low income persons; and WHEREAS, in anticipation of building a community building on the Property for the use and enjoyment of the residents of the Property, the Grantor applied to the Grantee above named for a determination of the minimum number of parking spaces required for the current use on the property, and WHEREAS, the Grantee has determined that the Property is categorically exempt from on -site parking requirements, but only for so long as the present use is continued, but that if the current use should be changed or discontinued in the future then thy; Property would have to comply with code parking for parking existing at such future date; and Parking Covenant CORRECTION �w -uy b RECEIVED Page l SEP 13 2010 PERMIT CENTER WHEREAS, the Grantee has required, as a condition of its determination as set forth above, that the Grantor record a restriction against title to the Property giving notice of the said future requirements, NOW, THEREFORE, the Grantor, being the owner in fee of the Property described above, does hereby covenant with the Grantee as follows: At such time as a change of use of the Property described above to regular multifamily apartments is proposed, or a use other than housing for disabled residents is proposed, the number of parking spaces allowed as part of the Grantee's determination (under Grantee's Project File No. L10- 003, issued on February 26, 2010) shall not apply to the new use, and the number of parking spaces required at the site will be as required by the codes in place at that time. IN WITNESS HEREOF, the Grantor has executed this Parking Covenant as of the day of July, 2010. GRANTOR: Housing Authority of the County of King, a Washington public body corporate and politic By: Its: t . 4u l)'UtP E., ECE VE SEP 13 2010 PERMIT CENTEF Parking Covenant Page 2 STATE OF WASHINGTON ) COUNTY OF KING ) ss. I certify that I know or have satisfactory evidence that leAlfe is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and ► acknowledged it as the .i z of the Housing Authority of the County of n to be the free and voluntary act of such party for the uses and purposes stated therein. Dated / a Afoio l ltd %01. AR ',:. -t • • sts••••114 • -��up wow:0P .. / / /1 / / /./ (Use this space for notarial stamp /seal) Parking Covenant /%0,f,itr Printed Name: 41//-3/77/.4. el°/ NOTARY PUBLIC, State of Washington My appointment expires Page 3 RECEIVED SEP 13 2010 PERMIT CENTEF • • City of Tukwila, Response to Correction Letter #1 for Pacific Court Apartments Summary of Revisions Planning Division 1. A parking restriction has been recorded with the King County Recorder's Office. A copy of the covenant is enclosed. 2. The patio has been removed and replaced with landscaping. Refer to the revisions on L1.0. 3. Enclosed please find the specifications for Soil Preparation (section 02910) and Planting, which includes mulch (section 02900). 4. The Vaccinium ovatum /Evergreen Huckleberry plants along the west planning area have been replaced with Arbutus unedo 'Oktoberfest', a dwarf Strawberry tree. 5. The trash enclosure has been relocated to meet the side yard setback. Refer to the revisions on A10.0. The enclosure will be painted a neutral color to match the existing buildings on site. 6. In an e-mail dated 7/7/2010, Jaimie Reavis indicated that our proposal to mitigate the blank wall areas using landscaping was acceptable provided we replaced some of the seasonal plantings with drought tolerant evergreens. She also stated that we would be permitted to remove the sidewalk to the west of the building and use the area for planting if the curb remained. Please see the revisions on L1.0. 7. Enclosed please find a brochure for the proposed benches. The style with a back and armrests has been selected. 8. Enclosed please find cut sheets for the exterior lighting including bollard and building mounted styles. 9. A sign permit has not been submitted at this time. King County Housing Authority recognizes that the proposed monument sign is not approved as part of this permit and that a separate permit must be acquired before the sign may be installed. Public Works Division 1. Enclosed please find approval from Water District #125. 2. Enclosed please find approval from Valley View Sewer District. 3. Enclosed please find the site work fee worksheet (Customer Assistance Bulletin A2). CORRECTION LTR #. RECEIVED SEP 13 2010 PERMIT CENTER u y 23, 2010 • City sfTu/i.t'il Jim Haggerton, Mayor epartment of Community evelopme% t Jack Pace, Director Dick Currie King County Housing Authority 600 Andover Pk W Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Number D10 -146 Pacific Court Community Building — 4028 S 146 St Dear Mr. Currie, 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 Planning and Public Works Departments. At this time the Building and Fire Department have no comments. Planning Department: Jaimie Reavis at 206 431 -3659 if you have questions regarding the attached memo. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable irevised plans, specifications, and /or other documentation. The City requires that four (4) scats of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions most be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D10 -146 W:\Permit Center\Correction Letters\2010\D10 -146 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 • • PLANNING DIVISION COMMENTS DATE: June 30, 2010 APPLICANT: Dick Currie RE: D10 -146 ADDRESS: 4028 S 146th Street Please review the following comments listed below and submit your revisions accordingly. 1. Per the condition of approval of the parking determination for thls project (Tukwila file number L10 -003), a restriction shall be recorded with the Kirig County Recorder's Office prior to approval of the building permit, which states something to the effect of the following: "At such time as a change of use to regular multifamily apartments is proposed, or a use other than housing for disabled residents is proposed, the number of parking spaces allowed as part of this determination (issued on February 26, 2010) shall not apply to the new use, and the number of parking spaces required at the site will be as required by the codes in place at that time." 2. A patio has been added to the front setback area on Sheet L1.01, and a tree and other landscaping originally proposed during the design review Eipplication have been removed to accommodate the new patio. The area in which the patio is proposed must be used for the required perimeter landscaping; Ithe proposed patio shall be removed from plans and replaced with landscaping. 3. Provide specifications on native backfill soil amendment and munch, as referenced on Sheet L2.0. Since the plantings will not be permanently served by irrigation, proper soil amendment is particularly important for this project. 4. The Vaccinium Ovatum /Evergreen Huckleberry and the Dicentre Formosa/Western Bleeding Heart are two species included on Sheet L1.0 that do not do well in the sun. If these plantings will be located on areas of site that will not be shaded, they should be replaced with Mahonia Aquifolium/Tall Oregon Grape, or another drought - tolerant planting which will do well in the direct sunlight. 5. The trash enclosure will need to be relocated to meet the 10 -fooit side yard setback requirement. Additionally, the trash enclosure shall be painted the "Rockwood Dark Brown" or other neutral color to match the color scheme of the other structures on site. 6. A trellis or other architectural treatment shall be added to mitigate blank wall areas on portions of the west and south elevations. Please modify plans, including building elevations on Sheet A30.0 to show this change, and provide details /specifications for the colors and materials to be used for the trellis or other treatment. 7 Submit cut sheets showing the design of site furniture, including benches proposed in the front landscaping area and the new passive recreation spice to the north of the community building. 8. Provide cut sheets showing the lights proposed for the building exterior, including building- mounted and bollard lighting. • • 9. Signage as proposed on Sheets A10.0 and A11.0 will not be approved as part of this permit. A separate sign permit shall be submitted to the City of Tukwila and reviewed for consistency with the design of the site. See attached sign permit application. If you have any questions on the requested revision, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. PUBLIC WORKS DEPARTMENT COMMENTS DATE: July 20, 2010 PROJECT: Pacific Court Community Bldg 4028 S 146th St PERMIT NO: D10-146 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Please submit plan approval from WD #125 at (206) 242 -9547 for the proposed water meter. A separate permit from WD #125 is required for WM installation. 2) Please submit plan approval for proposed sanitary sewer work from ValleyView Sewer District at (206) 242 -3236. 3) Since Public Works Construction Permit has a progressive fee, please submit construction cost estimate for the associated site work. See attached PW Customer Assistance Bulletin A1,2. H: Joanna/D10-146 • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -146 DATE: 07/12/11 PROJECT NAME: Pacific Court Community Building SITE ADDRESS: 4028 S 146th St Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter X Revision # 1 Before Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n n Planning Division Permilt Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07/14/11 Complete it Incomplete n Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route ig Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/11/11 Approved Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing stip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 010 -146 DATE: 09 -13 -10 PROJECT NAME: PACIFIC COURT COMMUNITY E3UILDING SITE ADDRESS: 4028 S 146 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # DEPARTMENTS: Response to Incomplete Letter # Building Division c, 3-tO llic Wo I'ks Fire Prevention Structural After Permit Issued Ate& c` Z IP Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 09-14-10 Complete Incomplete n Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE=: 10 -12 -10 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • ?ER lTC00RDCOP� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -146 DATIE: 06/08/10 PROJECT NAME: PACIFIC COURT COMMUNITY BUILDING SITE ADDRESS: 4028 S 146 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: A�fding vision Public Wor s 6-(0 A" , (, (9-16-111 Yq— d ev;.e d Fire Prevention Planning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: C DUE DATE: 06/10/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route REVIEWER'S INITIALS: Structural Review Required U No further Review Required u DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/08/10 Approved Approved with Conditions 0 Not Approved (attach comments) M Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 1 -„13-- ( 0 Bldg ❑ Fire ❑ PIng MAI< Staff Initials: we Documents/routing slip.doc 2 -28 -02 PROJECT NAME: Pa C 1 C. • CCU Ye SITE ADDRESS: YUa F S P-(6 5 PERMIT NO: • 'D 10— / y( ORIGINAL ISSUE DATE: /G- y_ /D REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS MIMI 1 oliolit At() 0 -7li4/, 0 Summary of Revision: '�.p t'mcc <q .e h 1--- _-7)fi'9441.pri S- e Summary of Revision: Received by: � , A. REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Summary of Revision: Received by: f._1 e....e ....dl REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Summary of Revision: Received by: tn1P9CP nrintl REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: /..laneo nrintl REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: /..la e. print\ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: i.n1GOea nrintl • • City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D10-146 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Pacific Court Community Building Project Address: 4028 S 146 St Contact Perso Phone Number: /4'/'"r4 Summary of Revision: 0, is 7,010 Sheet Number(s): 4m/Q dl PRRMri GG "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: e- Entered in Permits Plus on 3—(V (() \ applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: r • City of Tukwila • CERTI !ILnt ' WATER AVAIL ERLITY Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: hrtp: / /www.ci.rukwila.wa.ut PERMIT NO.: 1 ;Part A: 'EON. completed.by, applicant Site address (attach map ap"d legal description showing hydrant location and size of main): 110 2$ 50414. /414,14, Sfmet, Ttetwt'la • a)A 479165 Owlet .iriformatipn.bc J CM. lrrlrt 6 :. .'. . _. .'. .Agdtlt✓C4iita0.0591);` {: ikul.. I.. 't -61 Arin Name: D kt' Coin �I G, 44.14.42 it Name: GTS E ./ta�.4►✓s Address:6 5. Aie Lova p W¢sAt #i 1 Address: (412 i 1 + 4 4., 4.ve & € 200 or /0 2 Phone: Tt4d1Uktb& t W A ' 8 18 $ Phone: to I ltv 144, 1 W A 41 Thiseertit the `t~seso 19 QE Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone p�yyl Estimated number of service connections and water meter size(s): 1 4 .�y � / "J ! C" ' ' - ' Vehicular distance from nearest hydrant to the closest point of cture ' 1110 Area is served by (Water Utility District): C4t2.5) ti SS- 7121 ❑ Short Subdivision ❑ Other kk+.4' /25 pt /Agent signature (STS 641siek.ethAl /'• 5 20% Daze I Part E: 7olie cotnjiteied?tiy. ;P'ater fll llty WATER DISTRICT 125 1. The pro d project is within 2. No improvements required. (City /County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: A /19 (Use separate sheet (Imam room it needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a flow of !': 806gpm at 20 psi residual for a duration of 2 hours at a velocity of 1 fps as documented by the attached calculations. 5. W vailability: Acceptable service can be provided to this project • Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. • System Is not capable of providing service to this project. 1 hereby certify that the above information is true and correct. K t n1,t� • Lt) gi-r —A- .Di 517 :*/ .5 t 44-9-0,74C2—. Agency hone By 2.0 Zeitz- - 'fS�7' HAApplkpivnVonn.Applia,imt On Iine120094S water Availability doe hinted. 9-16-0) Revised' 42009 RECEIVED CITY OF TUKWILA SIN 082010 PERMIT CENTER D 4Xri v-e5 PIOHUIL2 Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of ,Availability ( "Certificate ") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ( "City "). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable and use jurisdiction or govemmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is, the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the roal property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant' Signature Date GTS -16.(Ae-ceAti District Representative /21.4.4. A.,.,¢.,,,- Date y- 5 -PS r. 14816 Roacl South P.O. Bo 50 Tukwila, WA 981611 Phone: (206) 242 -3i?36 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Residential: $50 Commercial: $100 Z. Certificate of Sewer Availability OR ❑ Certificate of Sewer Non- Availability PO A : (To PC" Completed by. Applicant) Purpose of Certificate: a Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ® Residential Multi- Family ❑ Commercial ❑ Other NCI. Currie., Applicants Name: 1,,,^,,. Roif-fri,v‘s ,,, t , + ; Phone: (f06) t9 7q— 1 i g c Property Address or Approximate ocati n: Tax Lot Number. poLrc:;oo 0250 41028 Svw c, II Ltfv fli, ct Tilk twr , OA Qg /6 2 , Legal Description(Attach Map and Legal Description if necssary): 1 J-04 23/ tad- 2, kdaws 461,,,. That t"�SD, ad.eo iv « Ra7l f AL f r re corded/ in.% I/d Q, it 4 f kal i a.. e 51 , Pe-rov-�J (G<;.g. to , c..) !PartIB: (To Be Completed by Sewer Agency) 1. ill a. Sewer Service will be provided by side sewer connection only to an existing If size sewer 19 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement Is in conformance with a County approved sower comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amr;ndment. 3. ril a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. REC 4. Service is subject to the following: PERMIT: $ CITY 0 a. District Connection Charges due prior to connection: JUN GFC:.$ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) PERMIT A King County/METRO Capacity Charge will be billed directly by King County after connection to the sewer system. b. Easements: ❑ Required ❑ May.be I equired ' c. Other: Ctirt> `s +9 Se .4 fe• -►w,,&s , ,,/p 0,, co no ec,1 ,,, 1?1 0 SIM I hereby certify that the above sewer agency information is true. This certification shall be valid for one year fro rp2ftie date of signatu Title SW, ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ("District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the appenanc only, and n third od person or party shall have any rights hereunder whether by agency, third -party beneficiary principles otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represent that sewer service is available to the Property through sewer systems that exist or that may be extended by thr: applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend [ D obtain istrict's fromtheaystemito provide sewer service to the Property, the District or applicant may be required agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate ofSewer Availability/Non Availability and this Attachment, and fully l nders % 11%I" and conditions herein. Applicant's Signature �-1 Date Contractors or Tradespeople Pr ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name THE GRINNELL GROUP INC UBI No. 602790614 Phone 5039568265 Status Active Address 9505 Ne 84Th Court License No. GRINNGI926BW Suite /Apt. License Type Construction Contractor City Vancouver Effective Date 1/16/2008 State WA Expiration Date 1/16/2012 Zip 98662 Suspend Date County Clark Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date GRINNELL, GREGORY FREDERICK President 01/16/2008 Expiration Date Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 2 American Contractors Indem CO 100116904 03/11/2010 Until Cancelled $12,000.0003/25 /2010 1 AMERICAN STATES INS 6548656 01/15/2008 Until Cancelled $12,000.0001/16 /2008 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 4 JAMES RIVER INS CO 000425510 03/11/2010 03/11/2011 $1,000,000.00 03/12/2010 3 UNITED SPECIALTY INS 05100685 03/09/2009 03/25/2010 $1,000,000.00 03/11/2010 2 JAMES RIVER INS CO 000339210 09/16/2008 09/16/2009 $1,000,000.00 09/17/2008 1 LLOYDS OF LONDON MCP36000049 11/29/2007 11/29/2008 $1,000,000.00 01/16/2008 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni/bbip/Print.aspx 10/04/2010 Cou A AA ATTIC ACCESS AB ANCHORBOLT ABV ABOVE ACC ACCESSIBLE ACOUS ACOUSTICAL ADA AMERICANS WITH DISABILITIES ACT ADDL ADDITIONAL ADJ ADJUSTABLE AFF ABOVE FINISH FLOOR AHJ AUTHORITIES HAVING JURISDICTION ALT ALTERNATE APPROX APPROXIMATE APT APARTMENT ARCH ARCHITECT (URAL) AVE AVENUE B BD BOARD BIBS BLOWN IN BATT SYSTEM BITUM BITUMINOUS BLDG BUILDING BLKG BLOCKING BLVD BOULEVARD BM BEAM BO BOTTOM OF BOT BOTTOM BR BEDROOM BSMT BASEMENT BUR BUILT UP ROOF C CAB CABINET CALC CALCULATION CB CATCH BASIN CIP CAST -IN -PLACE (CON RETE) CL CENTERLINE CLG CEILING CLR CLEAR CLO CLOSET CMU CONCRETE MASONRY UNIT CO CLEAN OUT COL COLUMN CONC CONCRETE CONT CONTINUOUS CONTR CONTRACT (OR) COORD COORDINATE CORR CORRIDOR CPT CARPET (ED) CSMT CASEMENT CT CERAMIC TILE D DRYER, DEEP DEM() DEMOLISH, DEMOLITION DEPT DEPARTMENT DET DETAIL DF DRINKING FOUNTAIN DIAM DIAMETER DIM DIMENSION DN DOWN DO DITTO DR DINING ROOM, DOOR S DOWNSPOUT DW < DISHWASHER DWG DRAWING DWR DRAWER R EAST EA EACH EIFS EXTERIOR INSU EL ELEVATION ELEC ELECTRIC (AL) ELEV ELEVATOR ENCL ENCLOSE (LIRE) EP ELECTRICAL PANEL EQ EQUAL EQUIP EQUIPMENT ESMT EASEMENT EST ESTIMATE (D) EW EACH WAY EXH EXHAUST EXP EXPANSION EXST; EXISTING EXT EXTERIOR FAC FACTORY FAM FLUID APPLIED MEMBRANE FCIO FURNISHED BY CONTRACTOR INSTALLED BY OWNER FD FLOOR DRAIN FDN FOUNDATION FE FIRE EXTINGUISHER, FINISHED END PANEL FIN FINISH (ED) FL FLASHING FLR FLOOR FOC FACE OF CONCRETE FOF FACE OF FINISH FOM FACE OF MASONRY FOS FACE OF STUDS FOIC` FURNISHED BY OWNER; INSTALLED BY CONTRACTOR FPL FIREPLACE` FRT FIRE RETARDANT TREATED FSD FIRE SEPARATION DISTANCE FT FOOT, FEET FTG FOOTING FURN FURNITURE, FURNISHE(D) G GA GAGE GALV GALVANIZED GAR GARAGE GB GRAB BAR GENL GENERAL GL GLASS GLU LAM GLUE LAMINATED GOVT GOVERNMENT GYP GYPSUM GWB GYPSUM WALL BOARD ti H HIGH HB HOSE BIBB HC HANDICAPPED HDWD HARDWOOD HDWE HARDWARE HGT HEIGHT HM HOLLOW METAL HORIZ HORIZONTAL FIR HOUR HTR HEATER HVAC HEATING, VENTILATION, AND AIR CONDITIONING IBC INTERNATIONAL f311ILDING GODS ID INSIDE DIAMETER IIC IMPACT INSULATION CLASS INCL INCLUDING INSUL INSULATION INT INTERIOR IRC INTERNATIONAL RESIDENTIAL CODE KIT KITCHEN L LEFT, LONG' LAM LAMINATED) LAV LAVATORY LB POUND LNDRY LAUNDRY LOC LOCATION LR LIVING ROOM LRG LARGE LT LIGHT LTG LIGHTING M MAS MASONRY MATL MATERIAL MAX MAXIMUM MBR MASTER BEDROOM MECH MECHANICAL MC MEDICINE CABINET W/ MIRROR, UNO MEMBRANE METAL MEZZANINE MANUFACTURE (R) MINIMUM, MINUTE MISCELLANEOUS MASONRY OPENING MOP SINK MULTIPLE MEMB MET MEZZ MFR MIN MISC MO MOP MULT N N NA NIC NO NOM NTS 0 OC OD OFI NORTH NOT APPLICABLE NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE ON CENTER OUTSIDE DIAMETER OWNER FURNISHED & INSTALLED OFF OFFICE OPNG OPENING OPP OPPOSITE ORD OVERFLOW ROOF DRAIN OVHD OVERHEAD PANTRY PED PEDESTAL PERF PERFORATED PERIM PERIMETER PERM PERMANENT PERP PERPENDICULAR PL PROPERTY LINE PLAM PLASTIC LAMINATE PLWD PLYWOOD PR PAIR PRCST PRECAST PREFAB PREFABRICATED PRELIM PRELIMINARY PRKG PARKING PROD PROJECT PROP PROPERTY PSI ` POUNDS PER SQUARE INCH PT POST- TENSIONED, PRESERVATIVE TREATED PTD PAINTED PVMT PAVEMENT R R R &S RAD RC RCP RD REF REINF REQD RESID RESIL REV RFG RM RO R/O ROW s S SAT SBC SCHED SD SF SHF SHT SHTG SHV` SI SIM SP SPEC SPKLR SQ SS ST ST STC STOR STRUCT SUSP SYS T T T &G TB TEL TEMP THK THRU TOB TOC TOD TOFF TOT TOW TR TV TYP u UBC UNFIN UNO UTIL V VB VCT VEH VERT VIN VT w w W/ W/D W/O WAC RISER ROD &SHELF RADIUS RESILIENT CHANNEL REFLECTED CEILING PLAN ROOF DRAIN REFER (ENCE), REFRIGERATOR REINFORCE (D), (ING) REQUIRED RESIDENTIAL RESILIENT REVISION (S), REVISED ROOFING ROOM ROUGH OPENING RANGE OVEN RIGHT OF WAY SOUTH SUSPENDED ACOUSTICAL TI SEATTLE BUILDING CODE SCHEDULE STORM DRAIN SQUARE FOOT SHELF SHEET SHEATHING SHELVES (ING) SQUARE INCH SIMILAR STANDPIPE SPECIFICATION SPRINKLER SQUARE SANITARY SEWERS STAINLESS STEEL STREET SOUND TRANSMISSION CLASS STORAGE STRUCTURE SUSPENDED SYSTEM •E TREAD TONGUE AND GROOVE TOWEL BAR - 24" UNO TELEPHONE TEMPORARY THICK (NESS) THROUGH TOP OF BEAM TOP OF CURB TOP OF DRAIN TOP OF FINISH FLOOR TOTAL TOP OF WALL TOWEL RING TELEVISION TYPICAL UNIFORM BUILDING CODE UNFINISHED UNLESS NOTED OTHERWISE UTILITY VAPOR BARRIER VINYL COMPOSITION TILE VEHICLE VERTICAL VINYL VINYL TILE WEST, WIDE, WASHER WITH WASHER / DRYER WITHOUT WASHINGTON ACCESSIBILITY CODE WC WATER CLOSET WD WOOD WDW WINDOW WH DOMESTIC WATER HEATER TANK WR WATER RESISTANT WRB WEATHER RESISTIVE BARRIER WS WORK SURFACE SYMBOLS EGEND SEE DRAWINGS FOR ADDITIONAL SYMBOL LEGENDS. KITCHEN 1/4/2/1 A 8 FE 0D.S. E ELEC NEW OR EXISTING SPOT ELEVATION DETAIL SECTION INTERIOR ELEVATION SECTION ELEVATION POINT OR CONTROL POINT FINISH TAG PRIMARY ENTRANCE REVISION LEVEL CHANGE WALL/FLOOR/ROOF TYPE DOOR NUMBER WINDOW TYPE SMOKE DETECTOR EXHAUST FAN FIRE EXTINGUISHER DOWN SPOUT EXIT SIGN W/ DIRECTIONAL INDICATION EMERGENCY LIGHTING SOFFIT ABOVE LOCATION FOR METER (ELECTRICAL) FLOOR TRANSITION ELECTRICAL PANEL MATERIAL EGEND LARGE SCALE SECTIONS MATERIAL FINISHED WOOD - I111II 11 II.111 I CONTINUOUS ROUGH FRAMING BLOCKING PLYWOOD CONCRETE CAST -IN -PLACE MASONRY GRANULAR FILL EARTH GLASS RIGID INSULATION BATT INSULATION GWB ants PROJECT DESCRIPTION CONSTRUCT A NEW WOOD FRAME, SINGLE STORY COMMUNITY BUILDING TO SERVE THE RESIDENTS OF THE EXISTING PACIFIC COURT APARTMENTS. PROJECT INFORMATION ADDRESS: 4028 S 146TH ST TUKWILA, WA 98168 TAX ASSESSOR'S PARCEL NUMBER: 0040000250 LEGAL DESCRIPTION: SITE AREA: ZONING: No. UNITS: PARKING: BUILDING OCCUPANCY: CONSTRUCTION TYPE: LOT 23, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON. 40,216 SF .092 ACRES HIGH DENSITY RESIDENTIAL 32 (EXISTING) 16 STALLS, 2 ACCESSIBLE B V -B DEVELOPMENT COVERAGE CA CU ATION SITE AREA: 40,216 SF NEW BLDG AREA: 1,454 SF EXIST BLDG AREA: 12,909 SF PORCH AREA: 484 SF CARPORT AREA: 1,978 SF TOTAL COVERAGE: 6,825 SF = 42% COMMUNITY SPACE - ASSEMBLY: 620 SF 620 SF @ 15 SF PER PERSON= 41 PEOPLE OTHER SPACES - BUSINESS: 1,454 - 620 = 834 SF 834 SF @ 100 SF PER PERSON = 8 PEOPLE TOTAL MAX OCCUPANCY 49 PEOPLE No changes shall be made to the of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fey OVICINITY MAP PROJECT TEAM OWNER/DEVELOPER: KING COUNTY HOUSING AUTHORITY CONTACT: DICK CURRIE 625 ANDOVER PARK W. SUITE 107 SEATTLE, WA 98188-3326 PHONE: (206) 574 -1219 FAX: (206) 315 -9184 E -MAIL: dickc(Ikcha.org ARCHITECT: TONKIN HOYNE ARCHITECTURE & URBAN DESIGN CONTACT: BARRY HOYNE, EXT 104 LIZ CHAPMAN, EXT 110 204 FIRST AVENUE SOUTH SEATTLE, WA 98104 PHONE: (206) 624 -7880 FAX: (206) 622 -1766 E -MAIL: barry(athi- arch.com elizabethw@thl- arch.coma CIVIL ENGINEER: CTS ENGINEERS CONTACT: PAULPROCHASKA 1412 112TH AVENUE NE BELLEVUE , WA 98004 PHONE: (425) 455 -7622 FAX: (425) 462 -1374 E -MAIL: paulp@ctsengineers.c ©m LANDSCAPE ARCHITECT: VOKSE DESIGN STUDIO CONTACT: KRISTIN KILDALL 3518 FREMONT AVENUE NORTH #466 SEATTLE, WA 98103 PHONE: (206) 406 -1207 E -MAIL: k istinc voksedesign.com STRUCTURAL ENGINEER: I.L. GROSS STRUCTURAL ENGINEERS CONTACT: IRA GROSS 207 FIRST AVENUE SOUTH, SUITE 250 SEATTLE, WA 98104 PHONE: (206) 623- 0769 FAX: (206) 623 -9081 E -MAIL: iralilgross,com4 MECHANICAL ENGINEER: AARDVARK ENGINEERING SERVICES CONTACT: REED LYONS 2940 WESTLAKE AVE N #301 SEATTLE, WA 98109 -1969 PHONE: (206) 281 -7379 FAX: (206) 352-7231 E -MAIL: reed(caardvarkengineering.us ELECTRICAL ENGINEER: BRN ENGINEERING CONTACT: ERIC REEVES 2101 9TH AVENUE, SUITE 215 SEATTLE, WA 98121 PHONE: (206) 223 -6446 FAX: (206) 223 -6465 E -MAIL: ereeves§bm- engineering.com PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DC Approved B Date: SHEET A00.1 A00.2 NDEX LANDSCAPE L1.0 L2.0 CIVIL CO CN C1 C2 C3 C4 C5 C6 SVi COVER SHEET 1 GENERAL INFORMATION GENERAL CODE NOTES PLANTING PLAN / DETAILS PLANTING DETAILS CIVIL TITLE SHEET NOTES DEMOLITION PLAN SITE PLAN STORM DRAINAGE & UTILITIES PI SECTIONS PROFILES DETAILS TOPOGRAPHIC SURVEY ARCHITECTURAL A10.0 A11.0 A20.0 A21.0 A30.0 A40.0 A60.0 A61.0 A70.0 A70.1 A80.0 STRUCTURAL S1.0 S1.1 S20.0 FIRST FLOOR FDN. AND ROOF FF S30.0 TYPICAL CONCRETE DETAILS S40.0 TYPICAL WOOD DETAILS S40.1 TYPICAL WOOD DETAILS SITE PLAN SITE DETAILS FLOOR AND ROOF PLANS REFLECTED CEILING PLAN ELEVATIONS SECTION ASSEMBLIES DETAILS WINDOW & DOORS FLASHING SEQUENCE INTERIOR ELEVATIONS GENERAL NOTES GENERAL NOTES MECHANICAL M -0 FLOOR AND ROOF PLANS FLOOR AND ROOF PLANS 1 ELECTRICAL E00.0 E10.0 E20.0 E30.0 E40.0 review approval is subject to errors and omissions. roval of construction documents does not authorize violation of any at ;y ode or ordinance. Receipt Lp roved F d °eons is acknowledged: By Date: City Of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: Mechanical EI rical Plumbing G Piping City of Tukwila BUILDING DIVISION SYMBOLS AND ABBREVIATIONS ELECTRICAL SITE PLAN POWER AND COMM PLAN LIGHTING PLAN ELECTRICAL SCHEDULES REVIEWED raFt CODE COMPLIANCE APPROVED SEP 201) City o ° k BUM VISION NG PLAN APPROVED SEP 2 4 2010 City of Tukwila PUBLIC Works RECEIVD CITY OF TI.IKIWILA IA 082010 PERMIT CENTER PACIFIC COURT APARTMENTS NEw COMMUNITY BUILDING THE AMERIC ERDEDBYDVERY AND F NOTE: MATERIALS 'Vl COMPLY WITH THE Y AMERICAN REQUIREMENTS AMERICAN E Y ACT OF 2009 CU od DRAWING ISSUE PERMIT SET UNE8.2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE COVER SHEET / GENERAI. INFORMATION SCALE: PLOT DATE: CAD FILE: PROJ. MGR.: DRAFTER SHEET NO. AS NOTED JUNE 7 2010 PC- A00.1.DWG BH LC A00.1 ENERGY CODE NOTES BUILDING CODE NOTES FIRE CODE NOTES CODE: 2006 WASHINGTON STATE ENERGY CODE CLIMATE ZONE 1 601.1 GENERAL: OCCUPANCIES SHALL COMPLY WITH ALL REQUIREMENTS OF CHAPTER 5 EXCEPT AS MODIFIED BY CHAPTER 6. 502.1.4.1 INSULATION INSTALL PER MANUFACTURER'S INSTRUCTIONS WITH SUBSTANTIAL CONTACT WITH SURFACE BEING INSULATED. 502.1.4.6 WALL INSULATION: FILL ALL WALL CAVITIES ENTIRELY. ALL FACED INSULATION SHALL BE FACE STAPLED TO AVOID COMPRESSION. 502.1.6 MOISTURE CONTROL 502.1.6.1 VAPOR RETARDER SHALL BE INSTALLED ON WARM SIDE (IN WINTER) OF INSULATION. 502.4 AIR LEAKAGE 502.4.3 EXTERIOR JOINTS AND OPENINGS IN ENVELOPE SHALL BE SEALED, CAULKED, GASKETED, OR WEATHER - STRIPPED TO LIMIT AIR LEAKAGE. EXTERIOR DOORS SHALL BE WEATHER - STRIPPED. 504.2 WATER HEATERS SHALL MEET REQUIREMENTS OF 1987 NATIONAL APPLIANCE ENERGY CONSERVATION ACT AND OTHER REQUIREMENTS OF 504.2. 504.8.1 SHOWERS & LAVATORIES SHALL BE EQUIPPED WITH FLOW CONTROL DEVICES TO LIMIT TOTAL WATER FLOW RATE PER WAC CHAPTER 51 -26 AS MEASURED FROM BOTH HOT AND COLD FAUCETS TURNED ON TO MAXIMUM FLOW. 505.2 LIGHTING IN SPACES OTHER THAN R -1 OCCUPANCIES AND THOSE EXEMPTED BY SECTION 1512 SHALL COMPLY WITH THE PRESCRIPTIVE LIGHTING OPTION IN SECTION 1520 OR THE LIGHTING POWER ALLOWANCE IN SECTION 1530. CODE: 2006 INTERNATIONAL BUILDING CODE WAC 51-50, FIRST EDITION CHAPTER 3 - USE AND OCCUPANCY CLASSIFICATION CODE: 2003 INTERNATIONAL FIRE CODE W/ 2005 AND 2006 UPDATES WASHINGTON STATE AMENDMENTS TO THE INTERNATIONAL FIRE CODE 505.1 ALL BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS OR BUILDING IDENTIFICATION POSTED SO AS TO BE PLAINLY LEGIBLE FROM THE STREET OR FRONTAGE. NUMBERS SHALL BE 4" HIGH MIN WITH MIN STROKE WIDTH OF .5 ". 901.2 CONSTRUCTION DOCUMENTS FOR FIRE PROTECTION SYSTEMS SHALL BE SUBMITTED TO THE APPLICABLE JURISDICTION FOR REVIEW AND APPROVAL PRIOR TO SYSTEM INSTALLATION. 901.6 FIRE DETECTION, ALARM AND EXTINGUISHING SYSTEMS SHALL BE MAINTAINED IN AN OPERATIVE CONDITION AT ALL TIMES, AND SHALL BE REPLACED OR REPAIRED WHERE DEFECTIVE. 903 FIRE EXTINGUISHING SYSTEMS - SEE BUILDING CODE NOTES 906.2 PROVIDE AND INSTALL PORTABLE FIRE EXTINGUISHERS PER NFPA 10 AND SECTION 906.2 OF THE INTERNATIONAL FIRE CODE, 75' MAX TRAVEL DISTANCE. 907.2.10 SMOKE ALARMS - SEE BUILDING CODE NOTES 303.1 GROUP A - EX.1 A BLDG USED FOR ASSEMBLY W/ OCCUPANCY LESS THAN 50 IS OCCUPANCY B EX. 3 A ROOM USED FOR ASSEMBLY THAT IS LESS THAN 750 SF AND ACCESSORY TO ANOTHER OCCUPANCY SHALL BE B OR THAT OCCUPANCY 304.0 GROUP B - OFFICES AND COMMUNITY SPACE CHAPTER 5 - GENERAL BUILDING HEIGHTS AND AREAS 501.2 BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS, NUMBERS SHALL BE 4" HIGH MIN FOR R OCCUPANCIES AND 5" HIGH MIN FOR OTHER OCCUPANCIES WITH A MINIMUM STROKE OF 0.5" TABLE 503: TYPE V- B: MAX 2 STORIES; 9,000 SF /STORY CHAPTER 6 - TYPES OF CONSTRUCTION n r (21 TABLE 601 TYPE V-B CONSTRUCTION - NON-RATED CONSTRUCTION FOR ALL BUILDING ELEMENTS EXCEPT EXTERIOR WALLS AS NOTED IN TABLE 602 TYPE V-B CONSTRUCTION - NON -RATED CONSTRUCTION FOR ALL BUILDING ELEMENTS TABLE 602 FIRE RESISTANCE RATING FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE (FSD): WHEN FSD < 10' -0 ", EXTERIOR WALLS ARE 1 HR FOR CONSTRUCTION TYPE V -B WHEN FSD > 10' -0 ", EXTERIOR WALLS ARE NON -RATED FOR CONSTRUCTION TYPE V -B 602.5 TYPE V CONSTRUCTION SHALL BE CONSTRUCTED OF ANY MATERIALS ALLOWED BY CODE. CHAPTER 7 - FIRE - RESISTANCE -RATED CONSTRUCTION GENERAL NOTES 1, PRIOR TO COMMENCEMENT OF ANY PORTION OF THE WORK, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES NOTED AMONG OR BETWEEN THE CONTRACT DOCUMENTS, OWNER- PROVIDED INFORMATION, SITE CONDITIONS, MANUFACTURER RECOMMENDATIONS, OR CODES, REGULATIONS, OR RULES OF JURISDICTIONS HAVING AUTHORITY. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR UTILITY LOCATIONS . CARE SHOULD BE TAKEN TO 704.2 PROJECTIONS SHALL NOT EXCEED 1/3 THE DISTANCE FROM BUILDING PERIMETER TO THE LOT LINE WHERE PROTECTED OPENINGS ARE REQUIRED PER METHOD 1 OR 12" INTO AREA WHERE OPENINGS ARE PROHIBITED PER METHOD 2 (WHICHEVER IS LESS RESTRICTIVE). 704.2.2 PROJECTIONS SHALL BE OF ANY APPROVED MATERIAL FOR TYPE V CONSTRUCTION. 704.3 BUILDINGS ON THE SAME LOT SHALL BE ASSUMED TO HAVE AN IMAGINARY LINE BETWEEN THEM FOR DETERMINING WALL & OPENING PROTECTION AND ROOF COVERING REQUIREMENTS. LINES MUST BE DRAWN SUCH THAT EXISTING RATIN BUILDINGS EXTERIOR ARE IN COMPLIANCE FIRE 704.5 & .8 704.5 THE FIRE - RESISTANCE RATING OF EXT WALLS WITH A FIRE SEPARATION DISTANCE (FSD) OF GREATER THAN 5' -0" SHALL BE RATED FOR EXPOSURE FROM THE INSIDE ONLY. 704.8 ALLOWABLE AREA OF OPENINGS SHALL BE PER TABLE 704.8. AT EAST WALL OF OFFICE, FSD = 4' -0"; THEREFORE UNPROTECTED OPENINGS ARE NOT ALLOWED AND PROTECTED OPENINGS CANNOT EXCEED 15% OF THE FACADE. AT BALANCE OF EAST WALL, FSD = 8%0"; THEREFORE UNPROTECTED OPENINGS CANNOT EXCEED 10% OF THE FACADE AND PROTECTED OPENINGS CANNOT EXCEED 25 %. AT ALL REMAINING WALLS, THE FSD > 30'-0"; THEREFORE UNLIMITED OPENINGS ARE PERMITTED. 704.11 PARAPETS SHALL BE PROVIDED ON EXTERIOR WALLS OF BUILDINGS. EXCEPTION 1: A PARAPET IS NOT REQUIRED WHEN THE EXTERIOR WALL IS NOT REQUIRED TO BE FIRE -RATED PER TABLE 602 BASED ON FSD. EXCEPTION 4: ONE -HOUR FIRE - RESISTANCE -RATED EXTERIOR WALLS THAT TERMINATE AT THE UNDERSIDE OF THE ROOF SHEATHING, PROVIDED: 4.2 WHERE ROOF FRAMING IS PERPENDICULAR TO THE WALLS, THE ENTIRE SPAN MUST BE 1 HR 4.3 OPENINGS IN THE ROOF CANNOT BE W /IN 10' OF THE INSIDE FACE OF THE 1 HR WALL 4.4 THE ENTIRE ROOF MUST BE CLASS B OR BETTER EXCEPTION 6: WHERE THE WALL IS PERMITTED TO HAVE 25% MINIMUM UNPROTECTED OPENINGS. 704.12.1 WHERE PROTECTED OPENINGS ARE NOT REQUIRED BY SECTION 704, WINDOWS AND DOORS SHALL BE CONSTRUCTED OF ANY APPROVED MATERIAL. 706.2 FIRE BARRIER MATERIAL SHALL BE OF MATERIALS PERMITTED BY THE BUILDING TYPE OF CONSTRUCTION. 712.3 THROUGH PENETRATIONS OF FIRE - RESISTANCE RATED WALLS SHALL COMPLY WITH SECTION 712.3.1.1 OR 712.3.1.2. 712.3.2 MEMBRANE PENETRATIONS SHALL COMPLY WITH SECTION 712.3.1. RECESSED FIXTURES IN MIN 1 -HOUR RATED ASSEMBLIES SHALL BE INSTALLED SO THAT FIRE - RESISTANCE WILL NOT BE REDUCED. 712.4 PENETRATIONS OF A FLOOR, FLOOR/CEILING ASSEMBLY OR THE CEILING MEMBRANE OF A ROOF/CEILING ASSEMBLY SHALL BE PROTECTED PER SECTIONS 712.4.1 THROUGH 712.4.4 TABLES 715.4 & .5 PROTECTED OPENINGS IN EXTERIOR RATED WALLS OF 1 HOUR SHALL BE 3/4 HOUR RATED 715.4.6.1 FIRE RATED GLAZING SIZES PER NFPA 80 717.2 FIRE BLOCKS (2" NOMINAL LUMBER, 3/4" PLYWOOD, GWB, MINERAL FIBER) SHALL BE PROVIDED IN THE FOLLOWING LOCATIONS: 2. CONCEALED SPACES OF WALLS & CEILINGS AT 10' INTERVALS HORIZONTALLY AND AT FLOOR AND CEILING LEVELS VERTICALLY 3. INTERCONNECTIONS BETWEEN CONCEALED HORIZ & VEST SPACES 4. CONCEALED SPACES AT STAIRS 5. OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, AND CLGS AND FLRS 719 INSULATION SHALL HAVE A MAX FLAME - SPREAD RATING OF 25 AND A MAX SMOKE DENSITY RATING OF 450. CHAPTER 8 - INTERIOR FINISHES AVOID DAMAGE OR DISTURBANCE TO EXISTING UTILITIES. 3. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS NECESSARY OTHER THAN THE BUILDING PERMIT. CONTRACTOR SHALL ALSO PAY FOR ALL OTHER CHANGES, FEES, OR COSTS CHARGED BY THE BUILDING AND CONSTRUCTION DEPARTMENTS, UTILITY AGENCIES, OR PRIVATE COMPANIES WHICH REQUIRES SUCH COSTS FOR OR PRIOR TO INSTALLATIONS. THIS INCLUDES STREET WHICH PERMITS AND ALL SUCH CO AS FOR AS BONDING. 4. CONTRACTOR SHALL CONFIRM & PAY EXPENSES RELATED TO SPECIFIC REQUIREMENTS OF GOVERNMENT AGENCIES, I.E. FIRE DEPARTMENT &POST, OFFICE INCLUDING BUT NOT LIMITED TO INSTALLATION OF KNOX BOXES. 5. DRAWINGS: THE DRAWINGS ARE INTENDED TO DESCRIBE THE OVERALL SCOPE OF WORK. REGISTERED ARCHITECT SOHO E WASHINGTON CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS& ALERT ARCHITECT /OWNER TO ANY UNFORESEEN CONSTRUCTION DIFFICULTIES PRIOR TO BEGINNING WORK. 6. ABBREVIATIONS: THROUGHOUT THE PLANS ARE ABBREVIATIONS WHICH ARE IN COMMON USE. THE ARCHITECT WILL DEFINE THE USE OF ANY IN QUESTION. 7. ALL WORK IS 'NEW UNLESS NOTED AS 'EXISTING.' 8. REPETITIVE FEATURES NOT INDICATED IN THE DRAWINGS EVERYWHERE THAT THEY OCCUR SHALL BE PROVIDED AS IF DRAWN IN FULL. 9. DO NOT SCALE DRAWINGS. 10. ALL DIMENSIONS ARE TO FACE OF FRAMING, FACE OF CONCRETE, AND CENTERLINE OF PARTY WALLS UNLESS NOTED OTHERWISE. CONTACT ARCHITECT FOR ANY REQUIRED CLARIFICATIONS. -FIELD VERIFY EXISTING DIMENSIONS AND REPORT ANY DISCREPANCIES. 11'. NOTHING IN THE DRAWINGS &/OR THE SPECIFICATIONS SHALL BE CONSTRUED TO PERMIT AN INSTALLATION IN VIOLATION OF APPLICABLE CODES &/OR RESTRICTIONS. SHOULD ANY CHANGE IN THE DRAWINGS BE NECESSARY IN ORDER TO COMPLY WITH THE APPLICABLE CODES &/OR REQUIREMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AT ONCE AND CEASE WORK. WORK ON ALL PARTS PERFORMED UNDER THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES, REGULATIONS, RESTRICTIONS, REQUIREMENTS, AND CODES. 12. HAZARDOUS MATERIALS: DISCOVERY OF HAZARDOUS MATERIALS (ASBESTOS, CHEMICAL WASTE, PESTICIDES, ETC.) SHALL BE REPORTED IMMEDIATELY TO THE OWNER. CONTRACTOR IS RESPONSIBLE FOR APPROVALS, REMOVAL, DISPOSAL, & CERTIFICATION AS REQUIRED BY LAW. 13. SAFETY: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS & METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM THE WORK. 14. SLOPE ALL DECKS, WALKS, DRIVEWAYS, PORCHES, AND PATIOS AWAY FROM BUILDING(S) MIN 1/4 " =1' -0" IN THE DIRECTION OF TRAVEL AND 1:50 MAX CROSS SLOPE. SLOPE ALL GRADE AWAY FROM BUILDING /S MIN 1/4 " =1' -0" IN THE DIRECTION OF TRAVEL AND 1:50 MAX CROSS SLOPE. 15. PROTECT ALL ADJACENT PROPERTY, FENCES, AND VEGETATION. PROTECT ALL STREET TREES, FIXTURES, POLES, UTILITY EQUIPMENT AND OTHER APPURTENANCES ON PUBLIC PROPERTY. 16. STOPS AND DAMPERS: FIRE STOPS IN WALL, SOFFITED CEILINGS, ETC. SHALL BE PROVIDED PER CURRENT BUILDING CODE REQUIREMENTS. PROVIDE SMOKE /FIRE DAMPERS AT ALL SUPPLY AND RETURN AIR OUTLES, INLETS, OR DUCTS PENETRATING FIRE -RATED ASSEMBLIES, ENCLOSURES, WALLS, FLOORS OR SURFACES AS REQUIRED BY CODE AND /OR FIRE DEPARTMENT. 17. WOOD: ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED PER CURRENT SEATTLE BUILDING CODE. PRESSURE TREATED WOOD SHALL ALSO BE USED FOR WOOD MEMBERS WHICH FORM THE STRUCTURAL SUPPORT OF PORCHES, DECKS, AND TRELLISES, ETC. 18. OPENINGS: ALL OPENINGS SHALL BE CAULKED, SEALED, OR WEATHER- STRIPPED. 19. ALL TEARS & JOINTS IN BATT INSULATIONS AT EXTERIOR WALLS SHALL BE SEALED PRIOR TO BEING COVERED. 20. PROVIDE NEAT CUTS WHERE UTILITIES PENETRATE RATED WALL AND FLOOR ASSEMBLIES AND SEAL WITH NON - COMBUSTIBLE MATERIAL IMPERVIOUS TO THE PASSAGE OF SMOKE. 21. TO MAINTAIN WALL FIRE RATING, GYPSUM WALLBOARD SHALL BE CONTINUOUS TO THE FLOOR SHEATHING TYPICAL INCLUDING AREAS WHERE BATHTUBS, LAVATORIES, AND KITCHEN WALL AND BASE CABINETS MAY OCCUR. M J JS 10. 803.5 PROVIDE INTERIOR FINISHES WITH THE FOLLOWING FLAME SPREAD RATINGS: FOR B OCCUPANCY, NON - SPRINKLERED: CLASS B FOR CORRIDORS AND EXIT ENCLOSURES (PER NOTE B), CLASS C FOR ALL OTHER SPACES CHAPTER 9 - FIRE PROTECTION SYSTEMS 907.2.10.2 SMOKE ALARMS SHALL BE HARDWIRED TO BUILDING WIRING AND SHALL BE PROVIDED WITH BATTERY BACK -UP. 907.10 AUTOMATIC FIRE DETECTORS SHALL BE CONNECTED TO THE BUILDING FIRE ALARM CONTROL PANEL. CHAPTER 10 - MEANS OF EGRESS TABLE 1004.1.1 OCCUPANT LOAD SHALL BE 100 GSF PER OCCUPANT FOR BUSINESS OCCUPANCIES 1014.3 THE COMMON PATH OF EGRESS TRAVEL SHALL NOT BE MORE THAN 75 FEET 1016.1 THE EXIT ACCESS TRAVEL DISTANCE SHALL BE LESS THAN 200 FEET 1017.2 THE MINIMUM CORRIDOR WIDTH IS 44" OR PER 1005.1 (WHICHEVER IS GREATER). 1017.5 CORRIDOR CONTINUITY EXCEPTION: FOYERS, LOBBIES OR RECEPTION ROOMS CONSTRUCTED AS REQUIRED FOR CORRIDORS SHALL NOT BE CONSTRUED AS INTERVENING ROOMS. TABLE 1019.1 A MINIMUM OF 2 EXITS (PER STORY) SHALL BE PROVIDED WHEN THE OCCUPANT LOAD (PER STORY) IS LESS THAN 500. CHAPTER 11 - ACCESSIBILITY SEE SHEET A80.0 FOR MORE INFORMATION ON ACCESSIBILITY REQUIREMENTS. CHAPTER 12 - INTERIOR ENVIRONMENT 1203.2 ATTIC VENTILATION WILL BE 1/150 OF THE AREA TO BE VENTED, EXCEPT 1/300 WHEN MORE THAN 50% OF THE VENTING AREA IS LOCATED AT LEAST 3' ABOVE CORNICE OR EAVE VENTS 1203.4.1 THE MINIMUM OPERABLE AREA TO OUTDOORS SHALL BE 4% OF THE FLOOR AREA BEING VENTILATED. 1205.2 THE MINIMUM NET GLAZED AREA SHALL NOT BE LESS THAT 8% OF THE FLOOR AREA OF THE ROOM BEING SERVED. 1208.1 HABITABLE ROOMS SHALL HAVE A MINIMUM DIMENSION OF 7' -0" IN ANY DIRECTION. 1208.2 MINIMUM CEILING HEIGHT SHALL BE 7' -0 ". WHERE THE CEILING IS SLOPED, 1/2 OF THE MINIMUM AREA MUST MEET THE MINIMUM CEILING HEIGHT REQUIREMENT AND AREAS WITH A CEILING HEIGHT LESS THAN 5' -0" MAY NOT BE COUNTED AS PART OF THE MINIMUM AREA COMPUTATION. 1209.2 A 20" X 30" MINIMUM ACCESS OPENING SHALL BE PROVIDED TO ALL ATTIC AREAS WITH A CLEAR HEIGHT OVER 30 ", 30" MINIMUM CLEAR HEAD ROOM SHALL BE PROVIDED AT THE ACCESS POINT. 1210.2 WALLS WITHIN 2' -0" OF URINALS AND WATER CLOSETS IN PUBLIC RESTROOMS SHALL BE FINISHED WITH A SMOOTH, NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 4' -0" AFF. CHAPTER 14 - EXTERIOR WALLS 22. TO PROVIDE ADEQUATE SOUND ATTENUATION, COMPLETELY SEAL VERTICAL EDGES, BOUNDARY EDGES, FLOOR JOINTS AND AROUND PENETRATIONS IN COMMON WALLS AND /OR CEILINGS COMMON WITH ADJACENT UNITS OR COMMON STAIRWAYS. 22. TRADES REQUIRING HOLES IN STRUCTURAL MEMBERS SHALL CONTACT STRUCTURAL ENGINEER PRIOR TO CUTTING. 23. WHERE RECESSED CABINETS (FIRE EXTINGUISHERS, ETC.) OCCUR IN FIRE -RATED WALLS, LINE OPENING WITH 5/8" TYPE 'X' GWB, INCLUDING SURFACE BEHIND CABINET, BLOCK AROUND. DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENTAOENCIES ,_,_. REVIEWED FOR CODE �° LIAf�CE trPn SEP 2 8 2T id DRAWING TITLE GENERAL CODE NOTES SCALE: AS NOTED PLOT DATE: JUNE 7 2010 CAD FILE: PC- A00.2.DWG PROD. MGR.: BH DRAFTER: LC 1406.2.1.1 WHERE THE FSD IS 5' -0" OR LESS, THE EXTERIOR WALL COVERING SHALL NOT EXHIBIT SUSTAINED FLAME SPREAD PER NFPA 268 CHAPTER 15 - ROOF ASSEMBLIES AND ROOFTOP STRUCTURES TABLE 1505.1 FOR TYPE V -B: CLASS C REQUIRED CHAPTER 23 - WOOD 2304.11.2.2 WOOD FRAMING MEMBERS RESTING ON EXTERIOR FOUNDATION WALLS MUST BE 8" MINIMUM ABOVE GRADE. 2304.11.2.6 CLEARANCE BETWEEN WOOD SIDING AND EARTH ON THE EXTERIOR OF A BUILDING SHALL NOT BE LESS THAN 6 ". CHAPTER 24 - GLAZING I ,, i '' i1r, flI fI RECEIVED CITY OF TUKiM1A JUN 0 8 2010 b I 0 ess. t iiii 0 PERMIT CENTER SHEET NO. A00.2 2406.3 SAFETY GLAZING REQUIRED AT THE FOLLOWING HAZARDOUS LOCATIONS: EACH LITE OF SAFETY GLAZING SHALL BE IDENTIFIED BY A LABEL. 1. SWINGING DOORS 2. FIXED AND SLIDING PANELS OF SLIDING GLASS DOORS 5. BATH AND TUB ENCLOSURES 6. GLAZING WITHIN 24" OF DOORS WHERE BOT. EDGE OF GLAZING < 60" AFF 7. GLAZING PANEL > 9 SF; BOTTOM <18" AFF; TOP> 36" AFF 8. GLAZING IN RAILINGS REGARDLESS OF HEIGHT ABOVE A WALKING SURFACE 10. GLAZING IN WALLS AT STAIRWAY LANDINGS < 60" AFF FT CO\T L2.0, DEC DUOUS TREE PLA \T L2.0, DET 1 (TYP) EROUS TREE PLANTING; DET 2 (TYP) J S RUB PLA \T \G; L2.0, DET 4 (TYP) CONCRETE PAV NG, SEE CIVIL (TYP) B \C SEAT SEE SPECS (TYP) \G; NG; ri GROU \DCOVER LA \TI \G; 2.0, DET 5 YP) 0 Un O AREA — RETAIN AND PROTECT EXISTING LANDSCAPI \G TO REVA N (TYP) if '4 "V** 1 —STO WOOD BC "4030 S. TREE PROTECTION FE \CING; L2.0 DET 3 RETAIN A \D PROTECT EX. BIRC ! + 1 1 -! i- 1 REVOVE AND REPLACE EX. VAPLE WITH EIGHT TREES REMOVE AND - BUILD NG REPLACE EX. SIG \AGE; SEE VAPLE WITH ARCHITEC URAL FOUR TREES S. 146TH ST. 10 5 0 5 10 20 SYV BOL SCIE\ TIFIC /COMMO\ NAVE SIZE QTY \ OTES N. EX STING TREE PINUS CONTORTA VAR. CONTORTA /S 111 \\ FRAXINUS PE \NSYLVANNICA 'LEPREC LEPREC AUN GREE\ AS BETULA PAPYRIFERA /PAPERBAR ORE PI \E AUN'/ K BIRC 6 F HT 3 2 1/2 IN 5 CAL 2 1/2 IN 12 L v1AHO \IA AQU FOLIUV RIBES SANGU \I /TALL OREGO\ GRAPE TUM /RED FLOW =RING CURRANT VACCI \IUM OVATUV /EVERGREE\ UCKLEBERRY lv4h417%-vk *ION"' 1°"p" \ANDI \A DOVESTICA MOYER S RED / EAVENLY BAMBOO %riCW/ 0 OA \ANDI \A DOVESTICA 'HARBOUR DWARF'/ HEAVENLY BAVBOO 0 POLYSTICHUV V U \ITUM /SWORD F CALAMAGROSTIS ACUTIFLORA FEATHER REED GRASS TR\ KARL FOERST O BERBER S THUNBERGII 'HELMOND PILLAR'/ JAPANESE BARBERRY A WOMMEMMMWE NOTES DICENTRA FORMOSA /WESTER\ EPIMED U v BLE X RUBRUVI /BISHOP'S TR'/ EDI \G HEART DESCHAMPSIA FLEXUOSA /CRINKLED ARCTOSTAPHYLOS UVA -URSI/ AT A R GRASS KINNIKI \NIC K VAHO \IA \ERVOSA /DULL OREGO\ GRAPE TXISTING LANDSCAP G TO REV AIN 5 GAL 5 GAL 5 GAL 5 GAL 50 6 54 2 GAL 5 UPRIGHT SINGLE STEM REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 8 201U City ot Tukwila 2 GAL 52 BUILDING DIVISION 2 GAL 104 1 GAL 8 1 GAL 18 6 FT T 28 4 IN POT 400 18 IN O.C. 4 IN POT 860 18 IN O.C. 4 I\ POT 185 18 I\ O.C. 1. P 2. V 3. R -PAR ULC PLA \TING BEDS P ER SPECIE ALL PLANTI \G BED AR STAIN, PROTECT AND R CATIONS. EAS WITH BAR -STORE A \Y D S 4. SUBMIT DESIGN /BUILD TEMPORARY DRIP 5. PROTECT EXIST NG TREE -0 REVA K URB VULCH D EP H PER SPECIFICATIONS. D LANDSCAPED AREAS TO REMAIN. RRIGAT ON SYSTEM FOR ALL PLA \TING AREAS. PER PLAN AND DETAIL ON SHEET L2.0. 6. PROTECT EXISTING TREE PRIOR TO SITE WOR BRA \C ES W EN SETTI \G FENCI \G. K. AVO D D STURBING ROOTS, TRUNK OR 7. STOR NO VATERIAL WIT IN OR AGAINST TREE PROTECTI -O LIMITED TO, VEH CLES, EQUIP VENT, CHEVICALS, DTBRIS A LIQUIDS IN TREE PROTECTIO\ ARIA. 8. TREE PRO- ECTION FENC REPRESENTATIVE. PROV D G MAY B A VINIV UV ADJUSTED ONLY WIT OF FIVE BUST \ESS NOT FOR CONSTRUCTION 9. SEE SHEET L2.1 , DETAIL 1 FOR PEDESTRIA\ PAV N FENCING. INCLUDIN G, BUT \OT E. POUR D CO \STRUCTION WAS 0 WRITTEN APPROVAL FROv OWNER'S DAYS' NOTICE FOR APPROVAL. --Fdio owea shown oVt. \G LAYOUT GRID. ShRft L2• I kUS kew_ emoted .cmm p[a►ts Profect RECEIVED SEP 13 2010 PERMIT CENTER Tonkin Hoyne Architecture & Urban Design 204 First Avenue South, Seattle, Washington 98104 PHONE: (206) 624 7880 / FAX: (206) 622 1766 �0 " . ,, sigx, Studio:. 518 Fxot2ac t;Ave iUa NoxtriNo 466;. Seattle, VITA 98108 sf ..:itE 1 2tV t>:j . 206 632.2869lax n u DRAWING ISSUE PERMIT CORRECTION August 16, 2010 DRAWING TITLE PLANTING PLAN SCALE: PLOT DATE: Aug 16, 2010 CAD FILE: PC_XLAND.DWG PROJ, MGR.: KLK DRAFTER: KLK SHEET NO. Ll 10 STAKE TREE WITH TWO TREATED 2 IN. 0 LODGEPOLE PINE DOWELED TREE STAKES (8 FT. LENGTH). LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1 IN. SLACK FOR TRUNK GROWTH "CHAINLOCK" OR EQUAL TREE TIE MATERIAL (1 IN. WIDTH) NAIL OR STAPLE TREE TIE MATERIAL TO STAKE TO HOLD VERTICALLY. TAPER MULCH AT TRUNK. AVOID MULCH CONTACT WITH TRUNK BASE. MULCH TREE PIT AREA MIN. 5 FT. DIAMETER FROM TREE TRUNK. REMOVE ALL WIRE, STRING, PLASTIC, BURLAP AND OTHER WRAPPINGS FROM ROOTBALL PRIOR TO PLANTING. NATIVE BACKFILL SOIL AMENDMENT PER SPECIFICATIONS. UNDISTURBED SUBGRADE TO PROVIDE A FIRM BASE SO THAT ROOTBALL WILL NOT SINK. SET ALL PLANTS AT (TYP) MULCH (PER SPECS). BASE. AVOID MULCH SHRUB BASE. NURSERY LEVEL MIN. WIDTH OF TREE PIT IS 2 TIMES ROOTBALL 0 OR 5 FT., WHICHEVER IS GREATER. NOTES: 1. INSTALLATION INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION. 2. SHAPE SOIL SURFACE TO PROVIDE 3 FT. DIAMETER WATERING RING. 3. ADJUST TREE TIES DURING ESTABLISHMENT TO ALLOW ROOM FOR GROWTH (© 1 IN. SLACK). SET TOP OF ROOT CROWN AT OR 1 IN. ABOVE FINISH GRADE. 3 TO 4 IN." HIGH WATERING RING F TREE PIT DEPTH= ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION) ' DRIVE STAKES 1 FT. INTO UNDISTURBED SOIL BELOW ROOTBALL.. DRIVE STAKE OUTSIDE ROOTBALL EDGE. NTS Deciduous Tree Planting TAPER MULCH AT CONTACT WITH REMOVE CONTAINER AND ALL WIRE, STRING, PLASTIC, BURLAP AND OTHER WRAPPINGS FROM ROOTBALL PRIOR TO PLANTING. NATIVE BACKFILL SOIL WITH AMENDMENT (PER SPECS). UNDISTURBED SUBGRADE TO PROVIDE A FIRM BASE SO THAT ROOTBALL WILL NOT SINK. • ROOTBALL 0 + 1 FT. MIN, ALL SIDES NTS Shrub Planting 4 STAKE TREE WITH TWO TREATED 2 'IN. 0 LODGEPOLE PINE DOWELED TREE STAKES (8 FT. LENGTH). LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1 IN. SLACK FOR TRUNK GROWTH. SET ROOT CROWN AT OR 1 IN. ABOVE FINISH GRADE. "CHAINLOCK" OR EQUAL TREE TIE MATERIAL (1 IN. WIDTH) NAIL OR STAPLE TREE TIE MATERIAL TO STAKE TO HOLD VERTICALLY. TAPER MULCH AT TRUNK. AVOID MULCH CONTACT WITH TRUNK BASE. MULCH TREE PIT AREA MIN. 5 FT. DIAMETER FROM TREE TRUNK. REMOVE ALL WIRE, STRING, PLASTIC, BURLAP AND OTHER WRAPPINGS FROM ROOTBALL PRIOR TO PLANTING. ,for, 0 zv NOTES: 1. INSTALLATION INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION. 2. SHAPE SOIL SURFACE TO PROVIDE 3 FT. DIAMETER WATERING RING. 3. ADJUST TREE TIES DURING ESTABLISHMENT TO ALLOW ROOM FOR GROWTH (© 1 IN. SLACK). NATIVE BACKFILL SOIL AMENDMENT PER SPECIFICATIONS. UNDISTURBED SUBGRADE TO PROVIDE A FIRM BASE SO THAT ROOTBALL WILL NOT SINK. 6' -0 "0 MULCH AREA CLEAR OF GRASS, WEEDS, ETC. TO REDUCE COMPETITION DURING ESTABLISHMENT DRIVE STAKES 1 FT. INTO UNDISTURBED SOIL BELOW ROOTBALL. DRIVE STAKE OUTSIDE EDGE OF ROOTBALL (TYP) NTS 2Coniferous Tree Planting GROUNDCOVER PLANTED AT NURSERY LEVEL (TYP) MULCH PER SPECS FINISH GRADE NATIVE BACKFILL SOIL AMENDMENT PER SPECS UNDISTURBED SUBGRADE NTS c Groundcover Planting J SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER 11 -1 I I -1 I I -1 11 -1 I I -1 I I -1 11 -1 i I -1 I I NTS 3Tree Protection Fencing GRAVEL FILL PER SPECS TURFSTONE PAVERS PER SPECS CONCRETE EDGE; SEE CIVIL SAND PER SPECS COMPACTED SANDY GRAVEL ROAD BASE PER SPECS COMPACTED SUBGRADE, 95% MODIFIED PROCTOR DENSITY NTS 6TurfStone Paving 1) to 114 CODE FOR ODE COMPLIANCE APPROvI IO SEP 2 8 2010 City of Tukwila BUILDING DIVISION STATE OF WASHINGTON LANDS . 9T- .r , .+ CERTIFICATE NO. 10 Co• 1 . 1 IN FOR PERMIT ONLY UII600q11.11NfNNIN NPRER II DFOR PERMIT APPUCATION AND 18 SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERMENT AGENCIES DRAWING TITLE PLANTING DETAILS SCALE: PLOT DATE: MAY 26 2010 CAD FILE: PC XDET.DWG PROJ. MGR.: KLK DRAFTER: KLK SHEET NO. L2.0 9 NW 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON S 144th St S 146th St VICINITY MAP NOT TO SCALE CD 0 0 LL w 2010 - 4:46pm 0 LEGAL DESCRIPTION: LOT 23, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON. NOTES HORIZONTAL DATUM: NAD 83/91 PER WSDOT SURVEY MONUMENT ID NUMBERS 6423 AND 5273 6423: FOUND 2" BRASS DISK WITH PUNCH "IS 17199" DOWN .5 FEET IN MONUMENT CASE, LOCATED AT THE BACK OF WALK ON THE EAST SIDE OF PACIFIC HWY SOUTH, APPROXIMATELY 100 FEET SOUTH OF THE INTERSECTION WITH SOUTH 139TH STREET 5273: FOUND LEAD IN CONC WITH PUNCH, DOWN 1 FOOT IN MONUMENT CASE LOCATED AT THE CENTERLINE OF INTERSECTION OF SOUTH 144TH STREET AND 51ST AVE SOUTH WAC 331 - 130 -100 EQUIPMENT USED: SOKKIA SET 3B TOTAL STATION (S /N 19988) 3 TRIMBLE 4600 LS GPS RECEIVERS (S /N 0220325161, 0220170409 & 0220171912) WAC 331- 130 -090 SURVEY PREPARED BY FIELD TRAVERSE AS PER WAC 332- 130 -090, PART C. RELATIVE ACCURACY EXCEEDS 1 FOOT IN TEN THOUSAND UNDERGROUND UTILITIES ARE SHOWN BASED ON FIELD EVIDENCE AND LOCATED PAINT MARKS. CTS ENGINEERS INC. CAN NOT GUARANTEE THE ACCURACY OF UNDERGROUND UTILITY LOCATIONS. PRIOR TO CONSTRUCTION CALL 1 -800- 454 -5555 FOR VERIFICATION OF UNDERGROUND UTILITY LOCATIONS. SHEET INDEX' CO CIVIL TITLE SHEET CN NOTES C1 DEMOLITION PLAN C2 SITE PLAN C3 STORM DRAINAGE & UTILITIES PLAN C4 SECTIONS C5 PROFILES C6 DETAILS SV1 TOPOGRAPHIC SURVEY fEwE /;tv DDMp�� D�� PPn�,AN CE P 2 8 20rt) of Tukwil G DIVISION l�SlAi APPROVED SEP 2 4 2010 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER REVISIONS NO. DESCRIPTION DATE Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 0 .J CO >- 1— Z 0 v 1 CC D 0 0 I.L. 0 Q Q. 4028 S. 146TH STREET O co z D O 0 O z J H 1- J 0 DATE 06.03.2010 SCALE AS SHOWN DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB N0. WA09.001.C37 SHEET NO. OF CO 2010 3:55pm 0 GENERAL NOTES: 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. NOTIFY THE UTILITIES INSPECTOR AT 206 - 433 -0179 AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (1 WORKING DAY) IN ADVANCE BY CALLING 206 - 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1998. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, CABLE FIBER OPTICS, AND TELEPHONE LINES IN A TRENCH WITH 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHT -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. WORK IN RIGHT -OF -WAY. 1. WHEN ACTIVITY IS UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO -INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.08.140 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT -OF -WAY IS RESTORED. TMC 11.08.170A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIRE FIGHTING EQUIPMENT. TMC 11.08.180 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 08.220.D 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMC 08.210 9. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.08.220 10. COVER OPEN EXCAVATION WITH NON -SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE. TMC 08.220 11. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. GRADING AND EROSION CONTROL NOTES= 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. UTILITY NOTES: 1. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. A. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 CALENDAR DAYS. B. FOR WORK PREVENTED DUE TO WEATHER: • PROVIDE A TEMPORARY PATCH. • PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE. STORM DRAINAGE NOTES: 1. ALL METHOD AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS ", "DRAINS TO WETLANDS ", OR "DRAINS TO GROUNDWATER ", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 4. SINGLE FAMILY RESIDENCE CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5 -FOOT 2 "x4" STAKE, BURIED 4 -FEET AND LABLED "STORM" OR "DRAIN ". 2. 3. 4. V CODE COMPLIANCE 5• DR(WED ED FOR 6. She 2 8 2U10 GENERAL CONSTRUCTION NOTES: CONSTRUCTION SEQUENCE: CALL FOR PRECONSTRUCTION CONFERENCE WITH THE CITY OF AUBURN. VERIFY APPROVAL OF HAUL ROUTE. INSTALL APPROVED TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES. CALL 1- 800 - 424 -5555 2 DAYS BEFORE DIGGING. CONSTRUCT PROJECT. CALL CITY OF AUBURN FOR FINAL INSPECTION. City of Tukwila BUILDING DIVISION GRADING QUANTITIES: EXCAVATION: 1. REMOVE CONCRETE SIDEWALKS AND WALKWAYS, 4" THICK =3 CY. 2. REMOVE A.G. PAVEMENT, 2" THICK =86 CY. 3. REMOVE UNSUITABLE SOIL, 162 CY. FILL: 1. CONCRETE WALKWAYS, 4" THICK =7 CY. 2. A.C. PAVEMENT, 2" CLASS B, E =24 CY. 3. CRUSHED SURFACING BASE COURSE, 8" THICK =59 CY. COMPACTION REQUIREMENTS: 1. A.C. PAVEMENT SUBGRADE 95 %. 2. CRUSHED SURFACING BASE COURSE 95 %. 3. CONCRETE PAVEMENT SUBGRADE 90 %. (PERCENTAGE OF COMPACTION REFERS TO ASTM D 1557 MAXIMUM DENSITY) b APPROVED SEP 2 4 2010 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER REVISIONS N0. DESCRIPTION DATE (c.-74.5) Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 0) w 1- 0 z DATE 06.03.2010 SCALE AS SHOWN DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB NO. WA09.001.C37 SHEET N0. OF CN W9001Bdr W901C37_BASE L w x E Q ao 0 r) 0 P:\W09-01—C37\Ccidd\WO9001C37_C1.dwg 20 FOUND 1/8" BRASS PIN IN CONC. MONUMENT DOWN 0.8' IN CASE, LOCATED AT THE THE INTERSECTION OF 32ND AVE. S. AND S. 144TH ST. SSMH RIM EL =NOT AVAILABLE IE 15" CONC (0= 287.83' IE 15" CONC (E)= 287.83 APPROXIMATE LOCATION/ CALCULATED IEs' 32" COTTONWOOD 3.8' E. OF PROP. LINE 2 -STORY WOOD BUILDING "14440 TUKWILA INTERNATIONAL BLVD" GRAPHIC SCALE 0 10 20 40 80 V) ENCROACHING 6' CL FENCE (2) 10 "ALDERS S739 , 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON SSMH RIM EL= 293.43' IE 15" CONC (W)= 284.63' IE 15" CONC (N)= 282.23' 128.74' IE 1 " CONC ( = 284.73' FENCE END 0.27' S & 0.47' W. OF CALC. PROP. CORNER 58.7' TREES ARE 2.7' & 2.1' S. OF PROP. LINE ( IN FEET ) 1 inch = 20 ft. NOTES HORIZONTAL DATUM: NAD 83/91 PER WSDOT SURVEY MONUMENT ID NUMBERS 6423 AND 5273 2 -STORY WOOD BUILDING "6" "4028 S. 146TH ST." AREA: 3,897 sq.ft. BALCONY W/ 2 WOOD SUPPORT COLU S (TYP.) 101E I. 1+ BALCONY W/ 2 WOOD SUPPOR COLUMNS (TYP. TREE IS 0.3' E. OF PROP_ LINE 36" CEDAR 4.7' KEYSTONE WALL 3.0' W. OF PROP. LINE 6423: FOUND 2" BRASS DISK WITH PUNCH "IS 17199" DOWN .5 FEET IN MONUMENT CASE, LOCATED AT THE BACK OF WALK ON THE EAST SIDE OF PACIFIC HWY SOUTH, APPROXIMATELY 100 FEET SOUTH OF THE INTERSECTION WITH SOUTH 139TH STREET 5273: FOUND LEAD IN CONC WITH PUNCH, DOWN 1 FOOT IN MONUMENT CASE LOCATED AT THE CENTERLINE OF INTERSECTION OF SOUTH 144TH STREET AND 51ST AVE SOUTH WAC 331 -130 -100 EQUIPMENT USED: SOKKIA SET 3B TOTAL STATION (S /N 19988) 3 TRIMBLE 4600 LS GPS RECEIVERS (S /N 0220325161, 0220170409 & 0220171912) WAC 331 - 130 -090 SURVEY PREPARED BY FIELD TRAVERSE AS PER WAC 332 - 130 -090, PART C. RELATIVE ACCURACY EXCEEDS 1 FOOT IN TEN THOUSAND UNDERGROUND UTILITIES ARE SHOWN BASED ON FIELD EVIDENCE AND LOCATED PAINT MARKS. CTS ENGINEERS INC. CAN NOT GUARANTEE THE ACCURACY OF UNDERGROUND UTILITY LOCATIONS. PRIOR TO CONSTRUCTION CALL 1 -800- 454 -5555 FOR VERIFICATION OF UNDERGROUND UTILITY LOCATIONS. g® ©OOb ❑OIL °O LEGEND REBAR W /CAP IRON PIPE OR RR SPIKE HUB W /TACK PK NAIL MONUMENT IN CASE CATCH BASIN /CURB INLET SIGN POST STORM DRAIN MANHOLE SANITARY SEWER MANHOLE WATER MANHOLE WATER METER WATER VALVE PLANTED AREA GAS VALVE • TREE, CONIFEROUS TREE, DECIDUOUS CONCRETE x x x x x x CHAIN -LINK FENCE H H H H H // WOOD FENCE RECORD UTILITY INFORMATION G GAS s SEWER W WATER SD STORM OH OVERHEAD POWER SDCB RIM EL= 306.93' 18" PVC (W)= 302.93' 18" PVC (E)= 302.83' SDMH RIM EL =301.50' IE 15" CONC (S)= 297.20' IE 15" CONC (NW)= 297.10' , BAFFLED PIPE (S) 6.4 22/12" COTTONWOOD 2.5' W. OF PROP. LINE 26" COTTONWOOD 3.1' W. OF PROP. LINE 16.8 19.4' N BALCONY W/ 2 WOOD SUPPORT COLUMNS (TYP.) 4110" TREE IS 1.9' E. BBALL HOOP OF PROP. LINE 36" CEDAR 1.2' W. OF PROP. LINE 6 6" C: DAR GRATE VAULT COVER 20" FIR 3 -STORY STUCCO MOTEL BUILDING "14442 TUKWILA INTERNATIONAL BLVD" 36" CEDAR 0 10 MAIL INE BOXES 32" FIR LOT 24 LOT 22 1.9' '06'00 "E 312.53' 2 -STORY CONCRETE BUILDING SDCB RIM EL= 301.39; IE 12" PVC (NW)= 298.69' IE 12" PVC (S)= 298.59' SDCB RIM IE 1 ,'WPV 1 - IE 18 PVC (W) 297.28' IE 18 VC (E)= _• 7.08' =301.8 SDCB RIM EL= 303.56' IE 18" PVC (W)= 299.46' IE 18" PVC (E)= 299.86' IE 12" DI (0= 300.96 7' CL W/ BARBED WIRE TREE IS OF PR -- . -I DUIT 1 E= .29' ; E SDCB 12" CMP RI (NL) =29229.64' lltE 121° CMP (.• )= 292.49' 1 -STORY WOOD BUILDING "4030 S. 146TH ST" 16" FIR GATE POW 6' WROUGHT I.ON GATE 0.8' ' CONC. UTTER GATE 01 BOX EYPAD P DESTA 28" FIR 2.3' E. OF PROP. LINE 6' CL W/ BARBED WIRE FOUND REBAR & CAP "AAROE LS#6012" 0.09' S. & 0.12' W. OF CALC. PROP. CORNER 529.95' _ "NO PARKIN"- TO C,? - - - IE 15" CONC (W)= 288.92' SDCB RIM EL= 303.06' IE 12" DI (N)= 301.16' IE 12" DI (W)= 301.26' SDMH RIM EL= 293.81' IE 18" PVC (W)= 289.01' IE 18" PVC (N)= 287.91' SDCB RIM EL= 292.32' IE 12" CONC (W)= 291.02' IE 12" CONC (E)= 289.97' IE 18" PVC (W) =2 IE 18" PVC (E) 63' 6.53' = 289.13' so SDCB RIM EL= 291.24' IE 12" CONC (W)= 290.09' IE 12" CONC (NE)= 290.04' _CO SOUTH N87'34'34 "W 26522652 0fi DEMOLITION LEGEND: REMOVE WHEEL STOPS ( 36 TOTAL ) REMOVE MAPLE TREE. REMOVE CHAIN LINK FENCE. REMOVE KEY PAD POST AND SALVAGE. REMOVE REMOVE CURB. REMOVE WROUGHT IRON FENCE FROM WEST PROPERTY LINE TO PEDESTRIAN GATE AND SALVAGE. BEGIN REMOVAL OF CONC. PAVERS. END REMOVAL OF CONC. PAVERS. REMOVE LANDSCAPE. SAWCUT CONCRETE WALKWAY FULL DEPTH. REMOVE CONCRETE WALKWAY. REMOVE 12 "DIA. CMP DRAIN PIPE. REMOVE CATCH BASIN. SAWCUT ASPHALT PAVEMENT FULL DEPTH. SEE LOCATION. ASPHALT CURB AT SOUTH 146TH ST. TO REMAIN. REMOVE A.C. PAVEMENT WITHIN SHADED AREA. ERASE PARKING STALL PAINT LINES (5 TOTAL). FOUND 1/2" BRASS PIN IN CONCRETE 144TH MONUMENT DOWN 0.6' IN CASE STRF�V VE. S. AND S. TERSEC CONC. BASE. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 8 201U City of Tukwila BUILDING DIVISION SHEET C2 FOR SSMH RIM EL= 285.61' E 15" CONC (W)= 271.41' IE 15" CONC (E)= 271.31' IE 15" CONC (N)= 271.31' S87"44'10 "E btoi4 co FOUND 2" BRASS DISC WffH PUNCH IN CONCRETE MONUMENT DOWN 0.7' IN CASE LOCATED AT THE INTERSECTION OF S. 146TH ST. AND 42ND AVE. S. 1113X • 42ND AVENUE o M P "r APPROVED SEP 2 4 2010 City of Tukwila PUBLIC Works REC E IVED CITY OF TUK�WILA JUN 0 8 2010 PERMIT CENTER REVISIONS NO. DESCRIPTION DATE CTS Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 J_ CCI 0 co i w z p 0 0 CC N ? D � • 0 U. 0 z -J 0 O J O W DATE 06.03.2010 SCALE 1' -20' DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB NO. WA09.001.C37 SHEET NO. OF C1 W9001Bdr W901C37_BASE W09001C37_PAVE Gi w 2010 — 4:29pm rn v t�l N) U 0 0 0) 0 1, 1, 0 U N F') 0 rn 0 20 FQUND 1/8" BRASS PIN IN CONC. MONUMENT DOWN 0.8' IN CASE, LOCATED AT THE THE INTERSECTION OF 32ND AVE. S. AND S. 144TH ST. GRAPHIC SCALE 0 10 20 ao 0 0 0 A m ( IN FEET ) 1 inch = 20 ft. LEGEND REBAR W /CAP IRON PIPE OR RR SPIKE HUB W /TACK PK NAIL MONUMENT IN CASE CATCH BASIN /CURB INLET SIGN POST STORM DRAIN MANHOLE SANITARY SEWER MANHOLE WATER MANHOLE WATER METER WATER VALVE PLANTED AREA GAS VALVE TREE, CONIFEROUS v TREE, DECIDUOUS CONCRETE x x x x x x CHAIN -LINK FENCE // // // /1 // // WOOD FENCE RECORD UTILITY INFORMATION G GAS s SEWER w WATER SD STORM OHP OVERHEAD POWER EXIST. 5' SIDEWALK 32" COTTONWOOD 3.8' E. OF PROP. LINE 2 -STORY WOOD BUILDING "14440 TUKWILA INTERNATIONAL BLVD" 5.4' ENCROACHING 6' CL FENCE (2) 10 "ALDERS S87 °39'22 "E "pm LDER UGP NW 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON 128.74' FENCE END 0.27' S & 0.47' W. OF CALL_ PROP. CORNER 58.7' 161 ;,8I TREES ARE 2.7' & 2.1' S. OF PROP. LINE 2 -STORY WOOD BUILDING "B" "4028 S. 146TH ST." AREA: 3,897 sq. ft. BALCONY W/ 2 WOOD SUPPOR COLUMNS (TYP. BALCONY W/ 2 WOOD SUPPORT COLD; S (TYP.) 8" CEDAR ,, li, 4/4" CEDAR TREE IS 0.3' E. OF PROP. LINE 36" CEDAR 4.7' KEYSTONE WALL 3.0' W. OF PROP. LINE 6.4' \ \ \ \ \\ 22/12" COTTONWOOD 2.5' W. OF PROP. LINE 26" COTTONWOOD 3.1' W. OF PROP. LINE 0, 16.8' 19.4' BALCONY W/ 2 WOOD SUPPORT COLUMNS (TYP.) zo" BBALL HOOP TREE IS 1.9' E. OF PROP. LINE 36" CEDAR 1.2' W. OF PROP. LINE 6 6" C: DAR 20" FIR GRATE VAULT COVER 3 -STORY STUCCO MO ILL BUILDING "14442 TUKWILA INTERNATIONAL BLVD" 36" CEDAR 32" FIR LOT 24 K\ O 4CP 7' CL W/ BARBED WIRE LOT 22 1.9' O �fv NV-I°56'00' E 312.53 2 -STORY CONCRETE BUILDING TREE IS OF PR 5.8 1 -STORY WOOD BUILDING '4030 S. 146TH ST" 16" FIR 6' WROUGHT I CONC. UTTER POWE 28" FIR 2.3' E. OF PROP. LINE 6'CL W/ BARBED WIRE FOUND REBAR (Sc CAP "AAROE LS #6012" 0.09' S. & 0.12' W. OF CALC. PROP. CORNER 529.95' "NO PARKING " - TO C/L rsg 20 +50 RofW 2D' FOG LINE 6 21+50 1---- DRIV WAY STA 20 +21.34 SD s SOUTH N87 °34'34 "W 2652.06' CONSTRUCTION NOTES. FOUND 1/2" BRASS PIN IN CONCRETE [� MONUMENT DOWN 0.6' IN CASE 144TH STI't AVE. S. AND S.T144THTISTREET STATION 20 +00.00 IS SET AT INTERSECTION OF CENTERLINE SOUTH 146TH STREET AND WEST PROPERTY LINE. EXTERIOR FACE OF SOUTH WALL IS SET AT STA 10 +43.00. CURB RADII AND DIMENSIONS ARE GIVEN TO FACE OF CURB. CONCRETE CURB AND GUTTER, SEE SECTION 1/C6. CONCRETE CURB, SEE SECTION 2/C6. ASPHALT CONCRETE PAVEMENT, SEE SECTION 3/C6. END CURB AT END OF EXIST. RETAINING WALL. TOP OF CURB E. 298.0. GATE KEY PAD POST, STA 10 +29.00, 11.5' LT.. CENTERLINE OF SLIDING GATE POSTS, STA 10 +40.00. CONCRETE PAD FOR MECH. EQUIPMENT. SEE MECH. PLANS. STA 10 +35.00, 10.5' LT, FLOW LINE EL. 295.77, TOP OF CURB EL. 296.27. LANDSCAPE AREAS, SEE LANDSCAPEING PLANS. 4" CONCRETE WALKWAY. 4" CONCRETE WALKWAY, STAMPED TO MATCH EXISTING. S87 °44'10 "E I REVIEWED FOR CE CODE COMPLIANCE Ai:W WVED SEP 2 8 2010 City of Tukwila BUILDING DIVISION 42ND AVENUE SO1 °06'00 "W N') rj LO Thee plans have been reviewed by the Public Wor s Department for conformance with current City standards. Acceptance is subject to errors and orris adop for t desi draw and for s Fin the Dat ions which do not authorize violations of ed standards or ordinances. The responsibility e adequac.' of the design rests totally with the er. Additions, deletions or revisions to these ngs after this date will void this acceptance ill require a resubmittal of revised drawl bsequent approval.,_ FOUND 2" BRASS DISC WITH PUNCH IN CONCRETE MONUMENT DOWN 0.7' IN CASE LOCATED AT THE INTERSECTION OF S. 146TH ST. AND 42ND AVE. S. RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER REVISIONS NO. DESCRIPTION DATE CTS Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 C'3 0 J 5 co �E z 0 0 1 cc 0 V 1.1.. V 0 4028 S. 146TH STREET TUKWILA, KING COUNTY, WASHINGTON z 0 W 1- CO DATE 06.032010 SCALE 1' -20' DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB NO. WA09.001.C37 SHEET NO. OF C2 W9001Bdr W901C37_BASE W09001C37_PAVE w Ct P: \W09- 01— C37 \Cadd \W09001 C37_C3.dwg 20 FOUND 1/8" IN CONC. M FOUND 1/8" BRASS PIN IN CONC. MONUMENT DOWN 0.8' IN CASE, LOCATED AT THE THE INTERSECTION OF 32ND AVE. S. AND S. 144TH ST. SSMH RIM EL =NOT AVAILABLE IE 15" CONC (S)= 287.83' IE 15" CONC (E)= 287.83 APPROXIMATE LOCATION/ CALCULATED IEs' 32" COTTONWOOD 3.8' E. OF PROP. LINE GRAPHIC SCALE 0 10 20 40 eI g®OOOb❑el>° o® ( IN FEET ) 1 inch = 20 ft. LEGEND REBAR W /CAP IRON PIPE OR RR SPIKE HUB W /TACK PK NAIL MONUMENT IN CASE CATCH BASIN /CURB INLET SIGN POST STORM DRAIN MANHOLE SANITARY SEWER MANHOLE WATER MANHOLE WATER METER WATER VALVE PLANTED AREA GAS VALVE TREE, CONIFEROUS TREE, DECIDUOUS CONCRETE X X X X X X CHAIN -LINK FENCE // 7/ a // // // WOOD FENCE RECORD UTILITY INFORMATION G GAS s SEWER W WATER SD STORM OHP 1)- 5.4' 2 -STORY WOOD BUILDING "14440 TUKWILA INTERNATIONAL BLVD" so ENCROACHING 6' CL FENCE (2) 10 "ALDERS S87 °39'22 "E �I, . � . AtLDER +, ilk 7 NW 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON SSMH RIM EL= 293.43' IE 15" CONC (W)= 284.63' IE 15" CONC (N)= 282.23' 128.74' IE 1 " CONC ( = 284.73' FENCE END 0.27' S & 0.47' W. OF CALC. PROP. CORNER TREES ARE 2.7' & 2.1' S. OF PROP. LINE 2 -STORY WOOD BUILDING "B" "4028 S. 146TH ST." AREA: 3,897 sq.ft. BALCONY W/ 2 WOOD SUPPOR COLUMNS (TYP. BALCONY W/ 2 WOOD SUPPORT COLU i S (TYP.) SDMH RIM EL= 301.50' IE 15" CONC (S)= 297.20' IE 15" CONC (NW)= 297,10' BAFFLED PIPE (S) 6.4' 22/12" COTTONWOOD 2.5' W. OF PROP. LINE 26" COTTONWOOD 3.1' W. OF PROP. LINE 8" CEDAR ■lr, 4/4" CEDAR TREE IS 0.3' E. OF PROP. LINE 36" CEDAR 4.7' KEYSTONE WALL 3.0' W. OF PROP. LINE 19.4' BALCONY W/ 2 WOOD SUPPORT COLUMNS (TYP.) BBALL HOOP TREE IS 1.9' E. OF PROP. LINE 36" CEDAR 1.2' W. OF PROP. LINE 6 6" CEDAR GRATE VAULT COVER 20" FIR 3 -STORY STUCCO MOTEL BUILDING "14442 TUKWILA INTERNATIONAL BLVD" 36" CEDAR 10 MAIL INE BOXES Pei O O -1- 32" FIR N LOT 24 6 7' CL W/ BARBED WIRE LOT 22 1.9' '06'00 "E 312.53' NDUIT 2 -STORY CONCRETE BUILDING SDCB RIM EL= 301.39; IE 12" PVC (NW)= 298.69' IE 12" PVC (S)= 298.59' TREE IS OF PR 1 -STORY WOOD BUILDING '4030 S. 146TH ST" PROPOSED BUILDING FF. 295.50 16" FIR 6' WROUGHT 1 28" FIR 2.3' E. OF PROP. LINE 6'CL W/ BARBED WIRE FOUND REBAR & CAP "AAROE LS #6012" 0.09 S. & 0.12' W. OF CALC. PROP. CORNER 529.95' "NO PARKING' TO C /LL - - - CONC. UTTER OVERHEAD POWER SDCB RIM EL= 306.93' 18" PVC (W)= 302.93' 18" PVC (E)= 302.83' DCB RIM IE 11 ' WPVC IE 18' PVC (W) 297.28' IE 18 "`?o,5PVC (E)= _•7.08' =301.88 0 TH 1 6TH T. D 2 SSMH RI 4'10 "W ?mi�+� IE 1." CMP (NW =291.61' I 12 CMP (� 288.44' a l IE 1�CMP (SE,- �.!.9 711114111118-" PVC S :111 _� IE 18" PVC (E)= 3`34 +00 FOGI LINE �� p� 6" 50 SDCB RIM EL= 303.56' IE 18" PVC (W)= 299.46' IE 18" PVC (E)= 299.86' IE 12" DI (S)= 300.96 IE 15" CONC (W)= 288.92' SDCB RIM EL= 303.06' DRIV WAY IE 12" DI (N)= 301.16' IE 12" DI (W)= 301.26' STA 21 +21.34 SDMH RIM EL= 293.81' IE 18" PVC (W)= 289.01' IE 18" PVC (N)= 287.91' SDCB RIM EL= 292.32' IE 12" CONC (W)= 291.02' IE 12" CONC (E)= 289.97' IE 18" PVC (W) =2 IE 18" PVC (E)= - " PP 63' 86.53' )= 289.13' SD SDCB SDCB RIM EL= 291.24' IE 12" CONC (W)= 290.09' IE 12" CONC (NE)= 290.04' CO SOUTH N 87°34'34"W 2652.06' FOUND 1/2" BRASS PIN IN CONCRETE 144TH t MONUMENT DOWN 0.6' IN CASE S T'R TED AT THE INTERSECTION OF AVE. S. AND S. 144TH STREET UTILITIES CONSTRUCTION NOTES' O1 1 "DIA. DOMESTIC SERVICE, INCLUDING WATER METER STA 20 +72.00, 18.5' LEFT O EXIST. CB W/ SOLID LID TO REMAIN. ADJUST LID TO FINISH GRADE. EXIST. CB TO REMAIN. 6 "DIA. PVC SANITARY SIDE SEWER STA 10 +50.00, SEE PROFILE, SHEET C6. 0 STORM DRAINAGE SYSTEM, SEE SHEET C5 FOR PROFILE. CATCH BASIN SCHEDULE CB NO. CB TYPE STATION OFFSET RIM EL. INV. EL. (I.E.) 1 EXIST. 10 +21.34 44.29' RT 294.11 298.92 12" IN NW 289.91 12" OUT SE 2 TYPE 1 10 +42.00 10.50' RT 295.00 291.24 12" IN N 291.14 12" OUT SE 3 TYPE 1 10 +89.00 10.50' RT 294.40 292.12 12" IN N 292.00 12" OUT S 4 EXIST. 11+51.28 0.00 294.98 293.08 12" IN NW 293.58 12" OUT S SSMH RIM EL= 285.61' E 15" CONC (W)= 271.41' IE 15" CONC (E)= 271.31' IE 15" CONC (N)= 271.31' s S87'44'10 "E CO 0 00 42ND AVENUE The Wo Cit omi ado for desi dra and for S01 °06'00 "W N ri REVIEWED FOR CODE COMPLIANCE APORMI► ,.O SEP 2 8 2010 Cityof Tukwila BUILDING DIVISinhf e plans have been reviewed by the Public ks Department for conformance with current standards. Acceptance is subject to errors and lions which do not authorize violations of ted standards or ordinances. The responsibility he adequac.' of the design rests totally with the er. Additions, deletions or revisions to these ings after this date will void this acceptance will require a resubmittal of revised drawl ubsequent approval.: FOUND 2" BRASS DISC WITH PUNCH IN CONCRETE MONUMENT DOWN 0.7' IN CASE LOCATED AT THE INTERSECTION OF S. 146TH ST. AND 42ND AVE. S. RECEIVED CITY OF TI.IICWILA JUN 0 8 2010 PERMIT CENTER REVISIONS NO. DESCRIPTION DATE CTS Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 C9 z 1- Z 0 1- cc 0 0 u 0 0 4028 S. 146TH STREET 0 z s a z 0 z d J H DATE 06.03.2010 SCALE i' - 20' DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB NO. WA09.001.C37 SHEET NO. C3 W9001Bdr W901C37_BASE W09001C37_PAVE 2010- 3:47pm P: \W09- 01— C37 \Cadd \W09001 C37_C4.dwg 300 299 298 297 296 295 294 293 292 -40 I WEST PROPERTY LINE I— PROPERTTY LINE r I 21.37' DRIVEWAY I'- 212' 51.45' i FAC CON OF EXIST. . WALL \\ \ _ FAC OF EXIST. - - EDGE OF 0.5' 21.0' f 3.0' SIDEWALK 32.0' CO LL 21.0' [1O.5' 10.5' PROPOSED BUILDING FACE CURB 10.5' 10.5' FACE OF CURB OF CURE 294.90 _OF EL. 295.33 '----- F.F. 295.50 - FAC 3 OFIURB TpP EL. 294.70 - -- 7 FINISI -i GRADE EXIST. S= 0.0314 \ ' - \ GRADE \ j tri a) (NI N. G ui am N N \ N ' 295.38 i 300 299 298 297 296 295 294 293 292 -40 -20 0 SECTION m STA 10 +43 SCALE: 1"=10' HORZ. 1"= 1' VERT. 20 40 60 80 100 300 299 298 297 296 295 294 293 292 \ WEST PROPERTY LINE �-� CL D IVEWAY 54.85' 212' 51.45' i \\ \ _ FAC OF EXIST. EDGE OF EAST PROPERTY LINE EXIST. WALKWAY CO LL 21.0' 10.5' 10.5' FACE OF CURB OF CURE 294.90 '----- - FAC 3 OFIURB TpP EL. 294.70 - -- - S= 0.0206 \ \ tri a) (NI N. G ui am N L i -20 0 SECTION STA 10 +89 SCALE: 1 ° =10' HORZ. 1 "= 1' VERT. 20 40 60 80 100 300 299 298 297 296 295 294 293 292 120 REVIEWED FOR CODE COMPLIANCE SEP 2 8 2010 � Tukwila City of T ' la BUILDING DIVisin ' APPROVED SEP 2 4 2010 City of Tukwila PUBLIC Works RECEIVED CITY OF TI.IKIMLA JUN 0 8 2010 PERMIT CENTER 2 1 0 1 2 SCALE: 1" = 1' -0" 10 5 0 10 20 SCALE: 1" = 10' REVISIONS NO. DESCRIPTION DATE CTS Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 z CI J m >- 1 Z 0 V cc 0 11. 0 4028 S. 146TH STREET Z 0 c9 2 z 0 V Z_ —J 1- DATE 06.05.2010 SCALE 1•■ 10' DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB N0. WAO9.001.C37 SHEET NO. C4 W9001Bdr W901C37_BASE W09001C37_PAVE 2010 — 3:57pm 0 - SOUTH 146TH ST. -- 299 298 297 296 295 294 DATUM ELEV 293.00 0) 1- w w 0 0- • .N W < CL PVI STA 10 +30.00 N. 0) t() C3) -j w 0 O 0 O PC & PT STA L() 0) N J w STA 10 +43.00 PVI STA 10 +60.00 PT STA 10 +80.00 f) CO 0) 1 STA 10 +89.00 o~c Q L LO 4 c" N (/) Ci Li W O W STA 11+45.58 z w w CL RfW--.1/4. 20.00' 40,46' 4 40.00' 47.00' 6 J I JVU — FIINISH G GRADE; E EXIST. G GRADE L - -- - - - -- 2 __ - - - L S= -0.014 4 -„,,, S= -0.03 4 —_ - -,_ �l � S= 0.0001 �.,.. _ 47LF 12" P . _L_ ___ -__ 64LF 2 - - - - ___ ___ 290 ! I I PVC S =0.02 I S =0.05 1 41LF 12 P PVC 5 =3 - 7 290 4 v) �ci N LC) N N vi cr, d- ,.6 al N 295.4 10 +00 12" CMP EXIST. DATU 28 CB1 (EXIST.) RIM EL. 294.11 I.E. 289.92 IN I.E. 289.91 OUT 10 +50 CB2 TYPE 1 RIM EL. 295.00 I.E. 291.26 IN I.E. 291.16 OUT 11+00 CENTERLINE DRIVEWAY PROFILE SCALE: 1 " =10' HORZ. 1"=- 1 ' VERT. CB3 TYPE 1 RIM EL. 294.40 I.E. 292.30 IN I.E. 292.20 OUT 11 +50 CB4 (EXIST.) RIM EL. 294.98 I.E. 293.68 IN I.E. 293.58 OUT JUL/ 40,46' 4 47.00' 6 J JVU — FIINISH G GRADE; E EXIST. G GRADE L - -- - - - -- 2 __ - - - L 1 _ —_ - -,_ �l � - 2 �.,.. _ 47LF 12" P 64LF 2 290 2" PVC S =0.02 PVC S =0.02 I 41LF 12 P PVC 5 =3 - 7 290 4 10 +00 10 +25 10 +50 10 +75 STORM DRAIN PROFILE SCALE: 1"=10' HORZ. 1"= 5' VERT. 11+00 11+25 11 +50 11+51.28 12" CMP EXIST. D to —r�r co 12 +00 299 298 297 296 295 294 293 — REVIEWED FOR CODE COMPLIANCE APPIfVED SEP 2 8 2010 City of Tukwila BUILDING DIVISIOKI APPROVED SEP 2 4 2010 PUBLIC Works RECE1VgD CITY OF TIUKWILA JUN 0 8 2010 PERMIT CENTER 5 2.5 0 5 10 SCALE: 1" = 5' 2 1 0 1 2 SCALE: 1" = 1' -0" 10 5 0 10 20 SCALE: 1" = 10' REVISIONS NO. DESCRIPTION DATE Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 c9 0 J 5 m 1- z 0 1- 0 V V 0 4028 S. 146TH STREET 0 z co 1- z 0 J 1-- cn W 0 CC [L DAIS 08.03.2010 SCALE 1' - 10' DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB NO. WA09.001.C37 SHEET NO. OF C5 • 0 0) 2010 - 4:OOpm 0 c v csi VI V 0 0 0 0 • -a 0 V N M 1 0 FLOW LINE R =1" MATCH ROADWAY SLOPE 8" EXP. J'T AT SIDEWALK FULL DEPTH 1" R= 2" (APPLY TACK COAT) TOP OF ROADWAY R =2" CONC. SIDEWALK OR LANDSCAPING PROVIDE g" EXP. JOINTS © 15' -0" MAX. MATCH LOCATION OF CONC. SIDEWALK JOINTS UTILILTY PIPE OR CONDUIT 3 - #4 (DISCONTINUE AT EXPANSION JOINTS) CURB & GUTTER SECTION � +1 NTS PVC SLEEVE (SEE NOTE) NO PIPES PERMITTED THRU WALL THIS AREA JOINT OPTIONAL NOTE: SLEEVE I.D. TO EQUAL UTILITY 0.0. PLUS 2 ". TYP. PIPE LOCATION NTS 300 299 298 297 296 295 294 293 292 291 290 289 288 287 286 285 -40 1 "R 2 WEST PROPERTY LINE 0 co SECTION TOP OF ROADWAY NTS ZWROUGHT IRON FENCE (SALVAGED ITEM) 10' -6" TO DRIVEWAY FLOW LINE BOTTOM RAIL GATE POST 18.00* 6" CURB DETAIL i 21.00' 10.50' 10.50' SLOPE (VARIES) SECTION 2" CLASS B, A.C. PAVEMENT 6" CRUSHED SURFACING BASE COURSE scale: 1 " =5' STA 10 +40.00 NOTE: DIMENSIONS MARKED THUS * MUST BE VERIFIED BY CONTRACTOR TOGETHER WITH EXIST. GATE CONFIGURATION. NTS 21.42' C6 17- DIRVEWAY 14.50' 5.00' 0.50 2.50 CURB EXT. FACE OF PROPOSED BUILDING FLOW LINE 16' -0" 8" CONCRETE BLOCK WALL (TYP.) 00 TRASH r- 1 RECYCLE 1 1 \ / i TRASH ENCLOSURE PLAN SCALE: " =1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 8 2010 City of Tukwila BUILDING DIVISION' r EL. 295.00 -1 EL. 295.08 EL. 295.04 S==0:02 - --�, - 5.0' LE, 292.58 4 DIA. 6 "DIA_ �, 6 x4 OFFSET - _PVC WASTELINE -, S =0.50 MAX. LE. 292.46 1 "DIA. - - EXIST: 15 - -MAIN _ - • N - - F- SEWER N -30 -20 -10 0 10 20 SIDE SEWER PROFILE o 10 +50 SCALE: 1 " =5' HORIZ. 1"=5' VERT. 30 40 50 300 299 298 297 296 295 294 293 292 291 290 289 288 287 286 285 60 b 10-14 (o APPROVED SEP 2 4 2010 City of Tukwila PUBLIC Works RECEKD CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER REVISIONS NO. DESCRIPTION DATE CTS Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 z J 5 1 D 0 F— cc 0 V Ii Q a. CO 1 W CI DATE 06.032010 SCALE 1'■ 10' DESIGN P.P. DRAWN T.G. CHK'D P.P. JOB NO. WA09.001.C37 SHEET NO. OF C6 P:\W09-01—C37\Cadd\W901_C37_TP1.dwg FOUND 1/8" BRASS PIN IN CONC. MONUMENT DOWN 0.8' IN CASE, LOCATED AT THE THE INTERSECTION OF 32ND AVE. S. AND S. 144TH ST. SSMH RIM EL =NOT AVAILABLE IE 15" CONC (S)= 287.83' IE 15" CONC (E)= 287.83 APPROXIMATE LOCATION/ CALCULATED IEs 32" COTTONWOOD 3.8' E. OF PROP. LINE 2 -STORY WOOD BUILDING "14440 TUKWILA INTERNATIONAL BLVD" GRAPHIC SCALE U) U, ENCROACHING 6' CL FENCE In (2) 10 "ALDERS f LDER uG NW 1/4 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON SSMH RIM EL= 293.43' IE 15" CONC (W)= 284.63' IE 15" CONC (N)= 282.23' S 3 9'22 E 12$.74' IE CON.�_ C ( = 284.73' - �►-- FENCE END 0.27' S & 0.47' W. OF CALC. PROP. CORNER 58.7' ( IN FEET ) I inch = 20 ft. NOTES HORIZONTAL. DATUM: NAD 83/91 PER WSDOT SURVEY MONUMENT ID NUMBERS 6423 AND 5273 6423: FOUND 2" BRASS DISK WITH PUNCH "IS 17199" DOWN .5 FEET IN MONUMENT CASE, LOCATED AT THE BACK OF WALK ON THE EAST SIDE OF PACIFIC HWY SOUTH, APPROXIMATELY 100 FEET SOUTH OF THE INTERSECTION WITH SOUTH 139TH STREET 5273: FOUND LEAD IN CONC WITH PUNCH, DOWN 1 FOOT IN MONUMENT CASE LOCATED AT THE CENTERLINE OF INTERSECTION OF SOUTH 144TH STREET AND 51ST AVE SOUTH WAC 331 - 130 -100 EQUIPMENT USED: SOKKIA SET 3B TOTAL STATION (S /N 19988) 3 TRIMBLE 4600 LS GPS RECEIVERS (S /N 0220325161, 0220170409 & 0220171912) WAC 331- 130 -090 SURVEY PREPARED BY FIELD TRAVERSE AS PER WAC 332 -130 -090, PART C. RELATIVE ACCURACY EXCEEDS 1 FOOT IN TEN THOUSAND UNDERGROUND UTILITIES ARE SHOWN BASED ON FIELD EVIDENCE AND LOCATED PAINT MARKS. CTS ENGINEERS INC. CAN NOT GUARANTEE THE ACCURACY OF UNDERGROUND UTILITY LOCATIONS. PRIOR TO CONSTRUCTION CALL 1- 800- 454 -5555 FOR VERIFICATION OF UNDERGROUND UTILITY LOCATIONS. ze3@e JDODDo® LEGEND REBAR W /CAP IRON PIPE OR RR SPIKE HUB W /TACK PK NAIL MONUMENT IN CASE CATCH BASIN /CURB INLET SIGN POST STORM DRAIN MANHOLE SANITARY SEWER MANHOLE WATER MANHOLE WATER METER WATER VALVE PLANTED AREA GAS VALVE TREE, CONIFEROUS TREE, DECIDUOUS CONCRETE X X X X X X CHAIN -LINK FENCE H # H 9 R .y WOOD FENCE RECORD UTILITY INFORMATION G GAS S SEWER W WATER sa ,� STORM OH OVERHEAD POWER • ecP oz. TREES ARE 2.7' & 2.1' S. OF PROP. LINE 2 -STORY WOOD BUILDING "B" "4028 S. 146TH ST." AREA: 3,897 sq.ft. BALCONY W/ 2 WOOD SUPPORT COLU S (TYP.) BALCONY W/ 2 WOOD SUPPOR COLUMNS (TYP. TREE IS 0.3' E. OF PROP. LINE 36" CEDAR 4.7' KEYSTONE WALL 3.0' W. OF PROP. LINE SDMH RIM EL= 301.50' IE 15" CONC (S)= 297.20' IE 15" CONC (NW)= 297.10' , BAFFLED PIPE (5) 6.4 22/12" COTTONWOOD 2.5' W. OF PROP. LINE 26" COTTONWOOD 3.1' W. OF PROP. LINE 16.8 19.4' N BALCONY W/ 2 WOOD SUPPORT COLUMNS (TYP.) BBALL HOOP TREE IS 1.9' E. OF PROP. LINE 36" CEDAR 1.2' W. OF PROP. LINE GRATE AULT COVER 3 -STORY STUCCO MOTEL BUILDING "14442 TUKWILA INTERNATIONAL BLVD" 36" CEDAR 20" FIR f♦ 10 MAIL BOXES 32" FIR tV LOT 24 <le Q�P *, LOT 22 1.9' 06'00 312.53 7' CL W/ BARBED WIRE SDCB RIM E = 294.98' " C " (IJ = 293.68' IE 12" CMP I( )= 293.58' CONDUIT 2 -STORY CONCRETE BUILDING SDCB RIM EL= 301.39; IE 12" PVC (NW)= 298.69' IE 12" PVC (S)= 298.59' TREE IS OF PR 1 -STORY WOOD BUILDING "4030 S. 146Th ST. " EL= 294.29' N)= 292.64' E)= 292.49' 16" FIR GATE POW 6' WROUGHT I GATE OPENER BOX 28" FIR 2.3' E. OF PROP. LINE K PE ASPH D YPAD ESTAL WY 6'CL W/ BARBED WIRE FOUND REBAR & CAP "AAROE LS #6012" 0.09' S. & 0.12' W. OF CALC. PROP. CORNER 529.95' "NO PAR INZ� _ To cj IE 12 CMP NW 288.44 IE 18" PVC (S)= 2;:7,44' IE 18 "PVC (E)= ti 7.34' CB RIM = IE 1 'WP IE 18 PVC (W) IE 18' VC (E)= 97.28' SDCB RIM EL= 306.93' 18" PVC (W)= 302.93' 18" PVC (E)= 302.83' SDCB RIM EL= 303.56' IE 18" PVC (W)= 299.46' IE 18" PVC (E)= 299.86' IE 12" DI (S)= 300.96 IE 15" CONC (W)= 288.92' SDCB RIM EL= 303.06' IE 12" DI (N)= 301.16' IE 12" DI (W)= 301.26' SDMH RIM EL= 293.81' IE 18" PVC (W)= 289.01' IE 18" PVC (N)= 287.91' SDCB RIM EL= 292.32' IE 12" CONC (W)= 291.02' lE 12" CONC (E)= 289.97' ., IE 18" PVC (W) =2 IE 18" PVC (E)= 63' 6.53' =289.13' SD SDCB RIM EL= 291.24' IE 12" CONC (W)= 290.09' IE 12" CONC (NE)= 290.04' CO N87'34'34 1'W 2652.06' SITE NOTES: SOUTH FOUND 1/2" BRASS PIN IN CONCRETE MONUMENT DOWN 0.6' IN CASE 144TH sTRENTED WAVE. S. AND S.T144THTSTREET TITLE REPORT REFERENCE: OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY COMMITMENT ORDER NO. 5211009885, DATED SEPTEMBER 25, 2008, AT 8: OOAM NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. FEMA FLOOD ZONE: THE SUBJECT PROPERTY IS LOCATED WITHIN AN AREA HAVING A ZONE DESIGNATION "X ", WHICH IS AN DETERMINED TO BE OUTSIDE THE 500 -YEAR FLOOD PLAIN, BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA), ON FLOOD INSURANCE RATE MAP NO. 53033C0957F, WITH A DATE OF IDENTIFICATION OF MAY 16, 1995, FOR COMMUNITY NUMBER 530091, IN CITY OF TUKWILA, KING COUNTY, STATE OF WASHINGTON, WHICH IS THE CURRENT FLOOD INSURANCE RATE MAP FOR THE COMMUNITY IN WHICH SAID PREMISES IS SITUATED, DETERMINED BY SCALED MAP LOCATION AND GRAPHIC PLOTTING ONLY. BASIS OF BEARINGS: HELD THE CENTERLINE OF SOUTH 144TH STREET BEARING NORTH 87'34'34" WEST BETWEEN THE MONUMENT AT THE INTERSECTION OF 42ND AVENUE SOUTH AND SOUTH 144TH STREET AND THE MONUMENT AT THE INTERSECTION OF 32ND AVENUE SOUTH AND SOUTH 144TH STREET. BOUNDARY REFERENCES: (R1) RIVERTON TERRACE SHORT PLAT NO. L06 -091 AS RECORDED UNDER RECORDING NUMBER 20070330900004. VOL 221 OF SURVEYS, PAGES 199 & 200 (R2) RECORD OF SURVEY FILED UNDER RECORDING NUMBER 20050603900013, BOOK 187 OF SURVEYS, PAGE 254 ALL RECORDS OF KING COUNTY, WASHINGTON AREA: PARKING SPACES TOTAL: 48 INCLUDING HANDICAP 0 ACCESSIBLE SPACES. LEGAL DESCRIPTION: LOT 23, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON. SCHEDULE B SPECIAL EXCEPTIONS: 10. AN UNRECORDED LEASE UPON THE TERMS, COVENANTS, AND CONDITIONS CONTAINED OR REFERRED TO THEREIN, LESSOR LESSEE DISCLOSED BY DATED RECORDED KUNGLIN CHEN BLACKBOURN SERVICES, INC. MEMORANDUM OF LEASE AUGUST 15, 1990 AUGUST 29, 1990 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 9008290978 THE ABOVE MATTER IS ALSO RECORDED FEBRUARY 25, 1998 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 9802251930. 15. AN EASEMENT AFFECTING THAT PORTION OF SAID LAND AND FOR THE PURPOSES STATED THEREIN AND INCIDENTAL PURPOSES AS PROVIDED IN THE FOLLOWING GRANTED TO FOR RECORDED AFFECTS 16. AGREEMENT FOR EXECUTED BY AND BETWEEN VAL VUE SEWER DISTRICT SANITARY SEWER LINE OR LINES JANUARY 8, 1958 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 4863931 THE NORTHERLY 15 FEET OF THE WESTERLY 60 FEET OF THE PROPERTY HEREIN DESCRIBED PERMIT INSTALLATION OF A STORM DRAIN TERRY L. GILMOUR CONTINENTAL PROPERTIES, A WASHINGTON LIMITED PARTNERSHIP ON THE TERMS, COVENANTS AND CONDITIONS CONTAINED THEREIN, RECORDED 17. AGREEMENT FOR EXECUTED BY AND BETWEEN ON THE TERMS, COVENANTS AND CONDITIONS CONTAINED THEREIN, IT o M N P e 5 t° V) ]____F VICINITY MAP NOT TO SCALE CERTIFICATION: SURVEY IDENTIFICATION NO.: WA06.015.M31.20 MARCH 14, 1980 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 8003140670 REGISTERED LAND SURVEYOR NO.: 32506 CABLE TELEVISION SERVICE AND EQUIPMENT, TOGETHER WITH A RIGHT OF ENTRY SURVEYOR'S ADDRESS & COMPANY: AND OTHER PROVISIONS ICI CABLEVISION OF WASHINGTON, INC. CHEN KUN LIN DATED RECORDED APRIL 24, 1996 NOVEMBER 19, 1996 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 9611190164 THE ABOVE MATTER IS ALSO DATED AUGUST 5, 2002, RECORDED APRIL 23, 2003 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 20030423000288. 18. MATTERS AS CONTAINED OR REFERRED TO IN AN INSTRUMENT, ENTITLED RECORDED RECORD OF SURVEY NOVEMBER 2, 1976 IN OFFICIAL RECORDS UNDER RECORDING NUMBER 7611029008 POSSIBLE ENCROACHMENT OF A CHAIN LINK FENCE ALONG THE NORTH BOUNDARY LINE OF THE PROPERTY HEREIN DESCRIBED. SSMH RIM EL= 285.61' E 15" CONC (W)= 271.41' IE 15" CONC (E)= 271.31' IE 15" CONC (N)= 271.31' S87'44'10 "E CTS Engineers 1412 - 12th Avenue NE Suite 102 Bellevue, WA 98004 TELEPHONE: 425- 455 -7622 I REVIEWEb FOR CODE COMPOANCI- SEP 2 8 2TiiJ REVISIONS NO. DESCRIPTION DATE Engineers PACIFIC PARK 1412 - 112TH AVENUE NE SUITE 102 BELLEVUE, WA 98004 425.455.7622 Cily of T'rak►ilb BUILDING OivsR l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p) KENNETH L. MCAFEE, P.L.S. NO. 32506 RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER z CI J moR >: z z O b. 0 Z CC w S U 0 DATE 11 -25 -08 SCALE 1 =20' DESIGN DRAWN HD CHK'D KM JOB NO. WA09.001.C37 SHEET NO. OF 1 sv1 REVIE MPI.IA CODE COMPLIANCE APPROVED SEP 2 8 2010 City of Tukwila BUILDING DIVISION _ _x�x xdra i mir mow- • EXISTING SEWER EASEMENT I J 1 1 EXISTING BUILDING B 2 STORY 3,897 SF 1 x EXISTING CLUSTER MAILBOXES TO BE REMOVED AND SALVAGED 19' -6" AVG. EXISTING 2 28' -10" 1619' -0" TYP EXISTING BUILDING A EXISTING COVER PARKING AREA T REMAIN (1 - 9) EXISTIN ACCESSIBL PARKING STALL AND AISLE Ti REMAIN (11 -12) PRESERVE STRIPING AND SIGNAG -13 u EXISTING PARKIN 13 , AREA, RESTRIP PER CITY P' CODE (10 (10,13 -1') n u EXISTING BUILDING A 2 STORY 8,142 SF 1 1 NEW TRASH ENCLOSURE, SEE DETAILS 1 &5!111.0 NEW BENCH ON CONCRETE SLAB PER LANDSCAPE (5 LOCATIONS) 10' -0" 9' -2" 12' -411: IL kill "WA 1A-1411- 1 1 1 EXISTING PARKING BE REMOVED, TYP NEW MECHANICAL EQUIPMENT PAD EXISTING PORCH, TYP 0 EXISTING RETAINI WALL TO REMAIN 1 - SALVAGED & REINSTALLED VEHICULAR GATE, 20' CLR MIN PROPOSED COMMUNITY, BUILDING SALVAGED & REINSTALLED MAILBOXES ON CONCRETE SLAB EXISTING BUILDING A 2 STORY 8,142 SF EXISTING CATCH BASIN TO SE - REMOVED, NEW CATCH BASINS PER CIVIL - 1 10'- 101/2' 0 1 1 1 1 1 20' -0" FIRE LANE INTERCOM STATION EXISTING METAL FENCE AND PEDESTRIAN GATE 20' -11" NEW DRIVEWAY EXISTING D IVEWAY AND CURB CUT T. BE DEMO'D NEW D IVEWAY AND CURB CUT 0 N PAVED AREA FOR NEW GATE TRACK PER CIVIL SALVAGED GATE KEY PAD PROPOSED LANDSCAPE AREA, TYP, SEE LANDSCAPE PLAN FOR MORE INFORMATION EXISTING TREE TO BE REMOVED,1 OF 2 S 146TH ST PACIFIC COURT - SITE PLAN ED 1" = 20 O - ENLARGED PARTIAL SITE PLAN 1/8" = 1' -0" NEW SITE SIGN (UNDER SEPERATE PERMIT) PER DETAIL 21A11.0. INSTALL, 3' MIN FROM FRONT PROPERTY LINE, PROVIDE POWER 0 10' 20' 30' 40' 50' EXISTING TREE TO REMAIN, TYP 1 RECEIVED SEP 13 2010 PERMIT CENTER CORRECTION D to Lit UI Mil i nuyii Architecture & Urban Design 204 First Avenue South, Seattle, Washington 98104 PHONE: (206) 624 7880 / FAX: (206) 622 1766 W I- z Q r O W Z LL \, m F N Of rcoM i ST. TU TY HOUS W., SUITE 10'. DRAWING ISSUE PERMIT SET: JUNE 8, 2010 BID SET: JULY 12, 2010 PERMIT REV: AUG 16, 2010 DRAWING TITLE SITE PLAN SCALE: AS NOTED PLOT DATE: JULY 12 2010 CAD FILE: PC- A10.0.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A1O.O _...... SLOPE AWAY FROM WALK 2% MIN EA SIDE TYPICAL SIDEWALK: 4" CONCRETE SLAB ON COMPACTED SUBGRADE. CONSTRUCTION JOINTS EVERY 40' -0" MAX. FIBROUS E.J. MATERIAL. RADIUS EDGES OF CONCRETE @ E.J. PROVIDE W.W.M. — WIRE MESH TYPICAL CONCRETE SIDEWALK 1"=1,-0" PC -SDWK REVIEWED FOB CODE COMPLIANCE APPROVED SEP 2 8 2010 City of Tukwila BUILDING DIVISION bokoft- vat to I 13' -6" 8" CONCRETE BLOCK WALL (TYP.) rRECYCLE� 4" CONCRETE PAD w/ WELDED WIRE MESH SLOPE PAD 2% MIN TRASH 7 I- - - -J 0 Eo PROVIDE 7/8 "0 HOLES IN PAVING FOR DROP BARS. LOCATE FOR CLOSE AND 90° OPEN POSITIONS TRASH ENCLOSURE PLAN • 114 " =1-0" PC -TRASH d x- A ° 4" CONCRETE SLAB SEALANT, TYP. EXPANSION JOINT: LOCATE 16' -0" O.C. MAX EACH WAY AT WALKWAY. LOCATE PER SITE PLAN. c °u 00 V Ooc0o�00�0(;:00O 1/40o0°000CP00o000.0°00. e0111 00 O Oo 000 000 000 O Oo 00 oO 0 000 000 000 oO 0 00 o In0(-lncrin0i ,c4nncr-v-10nnon(onr— P,n0nf0 TYPICAL SIDEWALK EXPANSION JOINT 1 112 " =1' -0" EDGE OF PAVEMENT PC- EXPJNT 18" LONG #4 REBAR, SEALED w/ 112" MORTAR AT TOP OF HOLE PAVEMENT, SEE CIVIL 5/8" DIAMETER HOLE, TYP PRECAST REINFORCED 3 CONCRETE WHEELSTOP NTS 40 8 INTERNALLY LIT, DOUBLE SIDED, POLYCARBONITE SIGN W/ METAL FRAME AND SUPPORTS. VERIFY COMPLIANCE W/ TUKWILA MUNICIPAL CODE AXONOMETRIC 8" RAISED METAL LETTERING PC- WHEELSTOP MOUNT LETTERING AS REQUIRED PER MANUF AS SHOWN ON PLANS AND ELEVATIONS BUILDING ADDRESS ELEVATION NOTES: - TEXT /BOARDER TO MATCH COMMUNITY BUILDING MAIN SIDING COLOR. - OWNER TO VERIFY SIGN WORDING PRIOR TO MANUFACTURE 4028 South 146th Street Pacific Court Apartments (o CV 5,4„, I�y�l LU� LU) STREET SIGN ELEVATION BUILDING SIGNAGE DETAILS NTS EQ PER PLAN RECEIVgD CITY OF TI,JmAPC -SIGN JUN 0 8 2010 PERMIT CENTER GATE MATERIALS TO BE GAVANIZED WOVEN MESH WITH VINYL COVERING AND SLATS EQ PER PLAN LOCKABLE LATCH (TYP.) FOR PAD LOCK CD " DIAM. GALV STEEL FENCE POSTS ATE HINGE (2) PER SIDE 6" MIN COMPACTED CRUSHED ROCK 3/4" 0 GALVANIZED STEEL DROP BAR AT EACH GATE DOOR 12" DIA CONC 2500 PSI - 5-1/2 SACK MIX SLOPE TOP OF CONC PER PLAN TRASH ENCLOSURE ELEVATION 1/4 " =1-0" PC -TRASH loyne Urban Design Seattle, Washington 98104 I / FAX: (206) 622 1766 CI F- r." w1- Lo ,_�- zZ co s p x ci I o e gym ¢ gar cn rcoi 1 ST. T fY HOl W., SUITE DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE SITE DETAILS SCALE: AS NOTED PLOT DATE: JUNE 7 2010 CAD FILE: PC- A11.0.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A11.O 2' -O' -TYP UNO SLOPE 4:12 SLOPE 4:12 DS Jr V-4" PACIFIC COURT COMMUNITY BUILDING ROOF PLAN 1 /4" =1' -0" DS GENERAL FLOOR PLAN NOTES 1. SEE A60.0 FOR ASSEMBLY INFORMATION: ALL EXTERIOR WALLS ARE W1, UNO ALL INTERIOR WALLS ARE W3 U.N.O 2. SEE SHEET A80.0 FOR INTERIOR ELEVATIONS 3. SEE STRUCTURAL PLANS FOR SHEAR WALL LOCATIONS 4. ALL DOOR AND WINDOW JAMBS ARE 4" FROM CORNER, UNO LEGEND AA = ATTIC ACCESS PANEL 22 "x30" CLEAR, CORDINATE WITH TRUSSES, SEE 10/A62.1 = FAN = FIRE EXTINGUISHER - INSTALL PER FIRE MARSHAL = FLOOR DRAIN GB = GRAB BARS LAV = LAV M = MIRROR OS = SMOKE DETECTOR WC = WATER CLOSET WH = WATER HEATER El- = ASSEMBLY TAG, SEE A60.0 0 = WINDOW TAG, SEE A70.0 Q = DOOR TAG, SEE A70.0 FE o PC- NOTES -FP INTERIOR FINISH SCHEDULE KEY FLOOR FINISHES C = CARPET SV = SHEET VINYL VCT = VINYL COMPOSITION TILE ROOMS COMMUNITY / KITCHEN COMPUTER ROOM HALL MEETING ROOM /OFFICES RESTROOMS STORAGE BASE TYPES CB = COVE BASE RB = 4" RUBBER BASE FLOOR BASE VCT RB C RB VCT RB C RB SV CB VCT RB NOTES: 1. ALL WALLS & CEILINGS TO BE PAINTED GWB, UNO. 2. PROVIDE FLAME RETARDANT FINISHES PER IBC TABLE 803.5 3. PROVIDE METAL CORNER GUARDS AT ALL OUTSIDE WALL CORNERS PC- FINISH 6-6" GUTTER, TYP LINE OF WALL BELOW, TYP '/0-1 a l io caok- tmi less p v'O u'46 /Ga. ( 14 c 5°7. 2 .3 L_ REF ti N O ♦ N F TYP DW TYP KITCHEN B VCT 15'-6" 3' -0" 3' -0" N VC COMMUNITY SPACE 7'-6 1/2" LO M ABV • ABV VC' C OFFICE 02 C M I ABV I 5-31/2" ABV C MEETING ROOM / OFFICE 18 A61.0 MEETING ROOM U HALL 218 -172" ; i 7-11" C VCT VCT/ 5' -81 /2" 2' 4' -2" 7-10 1 /2" 32' -0" R B I GB 1 II MIR / II WC 1 A / 3'-7 1/2" 6-7" 36' -0" PACIFIC COURT COMMUNITY BUILDING FLOOR PLAN 1,454 SF 1/4" =1' -0" REVIEWED FOR CODE COMPLIANCE APPPflVEO SEP 2 8 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TIJKWILA JUN 0 8 2010 PERMIT CENTER N a) cc c2 L a� ++ • ONION 0 O0 V Fin (0 CO • ti N N 0 0 XN_ Q LL 0 0 00 ti N c0 O O CV W Z /O 0- V D co J co co g Q z Q CD O 17 U I 0 c6 U co N LL U 0 co N M M I— ao ao Ce oo O W J v w (i) Q W O�- Z Y Q O °- U w C9 o zZ ¢ N CO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE FLOOR AND ROOF PLANS SCALE: PLOT DATE: CAD FILE: PROJ. MGR.: DRAFTER: 114" =1' -0" JUNE 7 2010 PC- A20.0. DWG BH LC SHEET NO. A20.0 KITCHEN / VAULTED CEILING (APPROX 9' -0" AT WEST WALL AND 16' -0" AT EAST CLERESTORY WALL COMMUNITY SPACE MEETING ROOM / OFFICE CLG HT: 9' -0" AREA OF CLERESTORY WINDOWS NEW HEADER, TYP NEW WALL, TYP OFFICE CLG HT: 9' -0" SLOPED CEILING FROM 8' -0" AT EAST WALL TO MEET 9' -0" CEILIN AT CENTER OF ROOM MEETING ROOM EXTEND THIS WALL UP TO VAULTED CEILING, SEE NOTES BELOW END THIS WALL AT 9' -0" CEILING, SEE NOTES BELOW COMPUTER CLG HT: 9' -0" NOTES: - ALL INTERIOR WALLS TO END AT CEILING UNLESS REQUIRED TO CONTINUE BY STRUCTURAL. - WHERE CEILING IS AT DIFFERENT HEIGHTS ON EITHER SIDE OF A WALL, CONTINUE WALL UP TO MEET HIGHER CEILING. - REFER TO MECHANICAL PLANS FOR FAN LOCATIONS - REFER TO ELECTRICAL PLANS FOR LIGHTING HALL CLG HT: 9' -0" MEN CLG HT: 8'-0" PACIFIC COURT COMMUNITY BUILDING - REFLECTED CEILING PLAN 1/4" =1' -0" - REVIEWED FOR CODE COMPLIANCE A PDQf VE0 SEP 2 8 2010 City of Tukwila BUILDING DIVISIfhI (OILUo RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER loyne Urban Design Seattle, Washington 98104 I / FAX: (206) 622 1766 F-- �� I— cc u., o z z W a c~n rcoi i ST. T TY HOl W., SUITE DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE REFLECTED CEILING PLAN SCALE: 141= 11-On PLOT DATE: JUNE 7 2010 CAD FILE: PC- A21.0.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A21 .0 (6) CLERESTORY WINDOWS EAST ELEVATION 1/4" =1' -0" 1A40.0 r f 1 WEST ELEVATION 1/4" =1' -0" TOP OF PLATE TOP OF PLATE A OFFIC FINISHED FLOOR ACTIVE LEAF, PROVIDE ACTUATOR NORTH ELEVATION 1/4" =1' -0" A40.0 A61.0 REVIEWED FOR CODE COMPLIANCE APPRRMED SEP 2 8 2010 City of Tukwila BUILDING DIVISION, 'i 2X6 PAINTED WOOD TRIM, TYP CEMENTITIOUS 2X4 PAINTED VERTICAL WOOD A61.0 TRIM, TYP ■1 1 1 �� ■ II0�011 1� SOUTH ELEVATION 1/4" =1'-0" "LAMM OBSCURE GLAZING r btost4(0 2X10 PAINTED HORIZONTAL WOOD BAND VINYL WINDOWS 2X4 PAINTED WOOD WINDOW TRIM, TYP DOWNSPOUT CEMENTITIOUS PLANK SIDING, 4 " EXPOSURE 0 S 146TH ST KEY PLAN NTS CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER loyne Urban Design Seattle, Washington 98104 1 / FAX: (206) 622 1766 AriiiTECT OF HOYNE OF WASHINGTON rooM i ST. TU fY HOUR W., SUITE 10' DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE ELEVATIONS SCALE: 1/4" =1' -0" PLOT DATE: JUNE 7 2010 CAD FILE: PC- A30.0.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A30.O L_ COMM U CB TY SPACE TYP S1 HALL J WOMEN SECTION LOOKING EAST /4" =1' -0" SECTION LOOKING NORTH 1/4" =1' -0" REVIEWED FOR CODE COMPLIANCE A PDRfl 4"! ED SEP 2 8 2010 City of Tukwila BUILDING DIVISION, _2__ S 146TH ST RECEIVED CITY OF TUKWILA JUN 0 8 2010 KEY PLAN PERMIT CENTER NTS loyne Urban Design Seattle, Washington 98104 / FAX: (206) 622 1766 4892 RFOSTERTD ,RCH T ECT iNE STATE OF WASHINGTON rcoi 1 ST. T TY HOl W., SUITE DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE SECTIONS SCALE: 1/4" =1' -0" PLOT DATE: JUNE 7 2010 CAD FILE: PC- A40.0.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A40.O FLOOR / CEILING / ROOF ASSEMBLIES NOTE: ALL NOTED NAILING REQUIREMENTS ARE MINIMUM AND ARE FOR MINIMUM FIRE RATINGS. SEE STRUCTURAL FOR ADDITIONAL REQUIREMENTS. WALL ASSEMBLIES NOTE: ALL NOTED NAILING REQUIREMENTS ARE MINIMUM AND ARE FOR MINIMUM FIRE RATINGS. SEE STRUCTURAL FOR ADDITIONAL REQUIREMENTS. DESCRIPTION FIRE RATING RATING SOURCE SOUND RATING RATING SOURCE R1' TYPICAL ROOF @ VAULTED CEILING EXTERIOR SIDE SIDING OVER WEATHER RESISTIVE BARRIER - SEE ELEVATIONS EXT. PLYWOOD SHEATHING AS REQ'D PER STRUCT. 2x6 WOOD FRAMING PER STRUCTURAL R -21 BATT INSULATION 5/8" TYPE 'X' GWB APPLIED VERT. W/ ALL JOINTS 0/ FRAMING OR BLOCKING 2114" TYPE S DRYWALL SCREWS @ 12" O.C. �_ _ `` NR ASPHALT COMPOSITION SHINGLES (CLASS B) 0/ WEATHER - RESISTIVE BARRIER 0/ PLYWOOD SHEATHING PER STRUCTURAL ROOF JOISTS PER STRUCTURAL -30 BATT INSULATION W/ VAPOR BARRIER ON WARM SIDE TYPE X GWB NR N/A N/A N/A T T ■ o►T�7.a= �l-yilirti �,t ,�. .�� % I• Ago AND FASTENED W/ R 518" W2 RATED EXTERIOR WALL R2 TYPICAL ROOF @ FLAT CEILING EXTERIOR SIDE SIDING OVER WEATHER RESISTIVE BARRIER - SEE ELEVATIONS 5/8" TYPE' X' EXTERIOR GYP. SHEATHING - SEE APPLICATION IF SHEARWALL SHEATHING IS REQ'D, THE LENGTH OF THE SHALL BE INCREASED BY THAT THICKNESS EXT. PLYWOOD SHEATHING AS REQ'D PER STRUCT. 2x6 WOOD FRAMING PER STRUCTURAL R -21 BATT INSULATION BELOW, FASTENERS AND FASTENED W/ `` `'`-'; IBC 2006 TABLE 720.1(2) ITEM 15 -1.13 ASPHALT COMPOSITION SHINGLES (CLASS B) OVER WEATHER- RESISTIVE BARRIER OVER PLYWOOD SHEATHING PER STRUCTURAL ROOF JOISTS PER STRUCTURAL R -30 BATT INSULATION W/ VAPOR BARRIER ON WARM SIDE CEILING JOISTS PER STRUCTURAL 2 LAYERS 5/8" TYPE X GWB BASE LAYER : 1 -114" TYPE S OR TYPE W DRYWALL SCREWS 24 O.C. FACE LAYER: 1-70 TYPE S OR TYPE W DRYWALL SCREWS 12" O.C. FACE LAYER JOINTS OFFSET 24" FROM BASE LAYER JOINTS 1 HOUR GA RC -2601 N/A N/A " /.kW/ /,0 ' T T iIt il frivaawyky 1 . ... . 1� .I ,•,•'•!I& l _ - 5/8" TYPE 'X' GWB APPLIED VERT. W/ ALL JOINTS 0/ FRAMING OR BLOCKING 21/4" TYPE S DRYWALL SCREWS @ 12" O.C. W3 TYPICAL INTERIOR WALL S1 TYPICAL SLAB ON GRADE 5/8" GWB EACH SIDE 2x4 FRAMING, TYP UNO R -13 OR 3 -1/2" SOUND INSULATION (OMIT @ SIM LOCATIONS) PLYWOOD SHEATHING AS REQ'D FOR SHEAR PER STRUCTURAL FINISH FLOOR PER PLANS CONCRETE SLAB PER STRUCTURAL 10 MIL POLYETHYLENE FILM VAPOR BARRIER R -10 RIGID INSULATION AT PERIMETER (PER ENERGY CODE NOTES) STRUCTURAL FILL PER SOILS REPORT DRAIN PIPE WHERE OCCURS COMPACTED FILL OR STRUCTURAL FILL N/A N/A N/A N/A �_... '.��►� Fit �'"•. — :444 ;W: "∎`i •i •i •i •i •i.".:∎.: s7- ∎V !.!.'!i!.!� I:t:Mi0!� *::: -.ti'i!i5*: = 0 ° K , o • ° ° ° ° • . • ° • ° • 11, III ,111, 111111,;,111,,,; 11 —I 11 —I 11 —I 1 I —I 1 I -11 I-1 I 1 _ III, 111 • WALL ASSEMBLIES NOTE: ALL NOTED NAILING REQUIREMENTS ARE MINIMUM AND ARE FOR MINIMUM FIRE RATINGS. SEE STRUCTURAL FOR ADDITIONAL REQUIREMENTS. PC- ASSEMBLIES NOTES: SEZ 1 ION 1207.2 AIRBORNE SOUND INSULATION ' ENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, _INED, INSULATED, OR OTHERWISE TREATED TO MAINTAIN THE REQUIRED STC RATING. OCCUPANCY VENTILATION SOUND CONTROL: =ANS USED FOR OCCUPANCY VENTILATION SHALL BE REMOTELY MOUNTED AND ACOUSTICALLY ISOLATED =ROM THE STRUCTURAL ELEMENTS OF THE BUILDING AND FROM ATTACHED DUCTWORK USING INSULATED =LEXIBLE DUCT OR OTHER APPROVED MATERIAL. <,HAPTER 7: FIRE - RESISTIVE WALLS, FLOORS, AND :.EILINGS SHALL BE CONTINUOUS, WITHOUT OPENINGS OR PENETRATIONS, BUT MAY HAVE OPENINGS FOR :.OPPER, SHEET METAL, OR FERROUS PLUMBING PIPES, DUCTS, AND ELECTRICAL OUTLET BOXES, PROVIDED THE AREAS OF SUCH OPENINGS THROUGH THE ASSEMBLY AGGREGATE NOT MORE THAN 100 SQUARE INCHES PER 100 SQUARE FEET. 'ROVIDE APPROVED ('F' RATING) FIRE STOPPING AT ALL ' ENETRATIONS FOR ELECTRICAL, MECHANICAL, DLUMBING, AND COMMUNICATIONS CONDUITS, PIPES, AND SIMILAR SYSTEMS THROUGH FIRE -RATED ASSEMBLIES. ALL FIRESTOPPING SHALL BE INSTALLED 'ER THE MANUFACTURER'S INSTRUCTIONS. 'T' RATING IS REQUIRED BELOW ANY CEILING FOR ANY THROUGH - PENETRATING ITEM LARGER THAN A 4 -INCH NOMINAL PIPE OR 16 SQUARE INCHES IN OVERALL :.ROSS- SECTIONAL AREA. (U.L. SYSTEM NO. F -C -7002) REGARDLESS OF SIZE, DUCT OPENINGS IN RATED :.EILINGS SHALL BE PROTECTED BY APPROVED CEILING =IRE DAMPERS. SECTION 712.3.2: INDIVIDUAL ELECTRICAL OUTLET BOXES N FIRE -RATED WALLS SHALL BE OF STEEL AND NOT 3REATER THAN 16 SQUARE INCHES. OUTLETS ON OPPOSITE SIDES OF A WALL SHALL BE MINIMUM 24 NCHES APART. 'GA" REFERS TO GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL. NOTE: WHERE DIFFERENT WALL TYPES ARE IN THE SAME PLANE AND NOT INTERRUPTED BY A PERPENDICULAR WALL, EXTEND ADDITIONAL LAYER(S) OF GWB AS REQUIRED FOR A CONTINUOUS PLANE AND SMOOTH FINISH. co otf 0 N 0 b(0. IL( RECEIVED CITY OF TUIKWILA JUN 0 8 2010 PERMIT CENTER 0 CO N M M °o Et o O w < !n1— V Cr) � o O Q O- w Oo Z _ z ¢ LC) N GO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE ASSEMBLIES SCALE: PLOT DATE: CAD FILE: PROJ. MGR.: DRAFTER: NTS JUNE 7 2010 PC- A60.0.DWG BH LC SHEET NO. A6O.O DESCRIPTION FIRE RATING RATING SOURCE SOUND RATING RATING SOURCE W 1 EXTERIOR WALL EXTERIOR SIDE SIDING OVER WEATHER RESISTIVE BARRIER - SEE ELEVATIONS EXT. PLYWOOD SHEATHING AS REQ'D PER STRUCT. 2x6 WOOD FRAMING PER STRUCTURAL R -21 BATT INSULATION 5/8" TYPE 'X' GWB APPLIED VERT. W/ ALL JOINTS 0/ FRAMING OR BLOCKING 2114" TYPE S DRYWALL SCREWS @ 12" O.C. NR N/A N/A N/A NOTE: WRAP ALL PLUMBING W/ SOUND INSULATION, TYP T T ■ o►T�7.a= �l-yilirti �,t ,�. .�� % I• Ago AND FASTENED W/ - W2 RATED EXTERIOR WALL EXTERIOR SIDE SIDING OVER WEATHER RESISTIVE BARRIER - SEE ELEVATIONS 5/8" TYPE' X' EXTERIOR GYP. SHEATHING - SEE APPLICATION IF SHEARWALL SHEATHING IS REQ'D, THE LENGTH OF THE SHALL BE INCREASED BY THAT THICKNESS EXT. PLYWOOD SHEATHING AS REQ'D PER STRUCT. 2x6 WOOD FRAMING PER STRUCTURAL R -21 BATT INSULATION BELOW, FASTENERS AND FASTENED W/ 1 HOUR WHERE NOTED ON PLANS PER FSD RATED WALL REQ'MTS IBC 2006 TABLE 720.1(2) ITEM 15 -1.13 N/A N/A , ,, _ 7 7 ?A i mil /,0 ' T T iIt il frivaawyky 1 . ... . 1� - 5/8" TYPE 'X' GWB APPLIED VERT. W/ ALL JOINTS 0/ FRAMING OR BLOCKING 21/4" TYPE S DRYWALL SCREWS @ 12" O.C. W3 TYPICAL INTERIOR WALL 5/8" GWB EACH SIDE 2x4 FRAMING, TYP UNO R -13 OR 3 -1/2" SOUND INSULATION (OMIT @ SIM LOCATIONS) PLYWOOD SHEATHING AS REQ'D FOR SHEAR PER STRUCTURAL NR N/A STC 35 - 39 (WA @SIMWP3514 LOCATIONS) GA FILE (NIA @SIM LOCATIONS) .� .. �_... '.��►� Fit �'"•. — rogitiviur �. -- �'�'�'�— REVIEWED FOR CODE COMPLIANCE ApproWED SEP 28 2011 City of Tukwila BUILDING DIVISION PC- ASSEMBLIES NOTES: SEZ 1 ION 1207.2 AIRBORNE SOUND INSULATION ' ENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL DEVICES, RECESSED CABINETS, BATHTUBS, SOFFITS, OR HEATING, VENTILATING OR EXHAUST DUCTS SHALL BE SEALED, _INED, INSULATED, OR OTHERWISE TREATED TO MAINTAIN THE REQUIRED STC RATING. OCCUPANCY VENTILATION SOUND CONTROL: =ANS USED FOR OCCUPANCY VENTILATION SHALL BE REMOTELY MOUNTED AND ACOUSTICALLY ISOLATED =ROM THE STRUCTURAL ELEMENTS OF THE BUILDING AND FROM ATTACHED DUCTWORK USING INSULATED =LEXIBLE DUCT OR OTHER APPROVED MATERIAL. <,HAPTER 7: FIRE - RESISTIVE WALLS, FLOORS, AND :.EILINGS SHALL BE CONTINUOUS, WITHOUT OPENINGS OR PENETRATIONS, BUT MAY HAVE OPENINGS FOR :.OPPER, SHEET METAL, OR FERROUS PLUMBING PIPES, DUCTS, AND ELECTRICAL OUTLET BOXES, PROVIDED THE AREAS OF SUCH OPENINGS THROUGH THE ASSEMBLY AGGREGATE NOT MORE THAN 100 SQUARE INCHES PER 100 SQUARE FEET. 'ROVIDE APPROVED ('F' RATING) FIRE STOPPING AT ALL ' ENETRATIONS FOR ELECTRICAL, MECHANICAL, DLUMBING, AND COMMUNICATIONS CONDUITS, PIPES, AND SIMILAR SYSTEMS THROUGH FIRE -RATED ASSEMBLIES. ALL FIRESTOPPING SHALL BE INSTALLED 'ER THE MANUFACTURER'S INSTRUCTIONS. 'T' RATING IS REQUIRED BELOW ANY CEILING FOR ANY THROUGH - PENETRATING ITEM LARGER THAN A 4 -INCH NOMINAL PIPE OR 16 SQUARE INCHES IN OVERALL :.ROSS- SECTIONAL AREA. (U.L. SYSTEM NO. F -C -7002) REGARDLESS OF SIZE, DUCT OPENINGS IN RATED :.EILINGS SHALL BE PROTECTED BY APPROVED CEILING =IRE DAMPERS. SECTION 712.3.2: INDIVIDUAL ELECTRICAL OUTLET BOXES N FIRE -RATED WALLS SHALL BE OF STEEL AND NOT 3REATER THAN 16 SQUARE INCHES. OUTLETS ON OPPOSITE SIDES OF A WALL SHALL BE MINIMUM 24 NCHES APART. 'GA" REFERS TO GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL. NOTE: WHERE DIFFERENT WALL TYPES ARE IN THE SAME PLANE AND NOT INTERRUPTED BY A PERPENDICULAR WALL, EXTEND ADDITIONAL LAYER(S) OF GWB AS REQUIRED FOR A CONTINUOUS PLANE AND SMOOTH FINISH. co otf 0 N 0 b(0. IL( RECEIVED CITY OF TUIKWILA JUN 0 8 2010 PERMIT CENTER 0 CO N M M °o Et o O w < !n1— V Cr) � o O Q O- w Oo Z _ z ¢ LC) N GO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE ASSEMBLIES SCALE: PLOT DATE: CAD FILE: PROJ. MGR.: DRAFTER: NTS JUNE 7 2010 PC- A60.0.DWG BH LC SHEET NO. A6O.O 20 19 22" x 30" CLR. MIN. TRUSS R 30 BATT INSUL. 2x BLOCKING 1/2" AC PAINTED PLYWD MTL. EDGING @ GWB. ENDS TYP. (1) LAYER GWB 1 x3 LEDGER / TRIM 1x2 TRIM TYPICAL ATTIC ACCESS DETAIL (NR) 3 " =1' -0" (i) PC -ATTC ACCSS METAL CORNER BEAD @ EXPOSED CORNERS - TYPICAL 5/8" GWB EACH SIDE TYP WALL END /CORNER PLAN FLASHING W/ DRIP EDGE ROOF PER ASSEMBLY PROVIDE 1" CLEAR MIN WITH INSULATION BAFFLE EXTEND RAFTER FOR OVERHANG PER STRUCT /ARCH E1:: EAVE AT HIGH END OF SHED i"=1'-0" VENT PATH VENT BLOCKING PER ROOF VENTING CALCS 1/2" ACX PLYWOOD SOFFIT 2x4 WOOD TRIM BLOCKING AT RAFTER END 2" CONT STRIP VENT W/ #16 MESH BLOCKING, TYP WALL PER ASSEMBLY 2x8 FASCIA 2' -0" VERIFY PER ELEVATIONS 15 1/2" RADIUS AT OUTSIDE CORNERS, TYP 112" RADIUS AT INTERIOR CORNER, TYP PCSHEDEAVE -H 3/4" POST -FORM COUNTERTOP WITH P.LAM., TYP., INSTALL PER MANUF. INTEGRAL BACKSPLASH AND NOSING TYP PRE - FORMED COUNTERTOP SECTION 1 112 " =1'-0" WALL PER PLAN, TYPICAL PRE -FORM COUNTERTOP, TYP., INSTALL PER MANUF PC -INTR CNTR PLYWOOD AT COUNTERTOP x BLOCKING IN WALL AT 1 CO NTERTOP BRACKETS 19" X 27" M LR UNDER COUNTER U' AS 4.34.6) 3" =1' -O" PC- WALLEND 1 1 "k3"x 14ga STEELTUI1E BIJACKET W/ WELDED INEE @I16" OC - SCREW TO BLIOCKING AND C UNTERTOP =TYPIC L 1 11 n nn a U ROOF PER ASSEMBLY PROVIDE 1" CLEAR MIN WITH INSULATION BAFFLE EXTEND RAFTER FOR OVERHANG PER STRUCTURAL/ VENT BLOCKING PER ROOF VENTING CALCS METAL GUTTER FLASHING W/ DRIP EDGE VENT PATH 1/2" ACX PLYWOOD 2x4 WOOD TRIM WALL PER ASSEMBLY 2" CONT STRIP VENT W/ #16 MESH BLOCKING, TYP 2x8 FASCIA 2-0" VERIFY PER ELEVATIONS EAVE AT LOW END OF SHED 1"=1'-0" DOWNHILL OF PIPE CUT SHINGLE BELOW PIPE TO FIT AROUND VENT PIPE - LAP METAL FLANGE OVER SHINGLES BELOW THE PIPE SET METAL FLANGE IN SEALANT PCSHEDEAVE -L VENT CAP: ATTACH TO PIPE DO NOT FASTEN TO METAL FLANGE- TO ALLOW FOR BLDG SHRINKAGE / MOVEMENT METAL FLANGE SET IN SEALANT- DO NOT FASTEN TO VENT PIPE TO ALLOW FOR BUILDING SHRINKAGE ROOFING LAPS OVER METAL FLANGE ABOVE THE PIPE 6" MIN. SLOPE PER ROOF PLAN 11 TYP ROOF- CEILING SEE SECTIONS & ASSEMBLIES WEATHER RESISTIVE BARRIER VENT PIPE —ll V VENT PIPE ROOF PENETRATION- SLOPED 1 112 " =1' -O PROVIDE MASTIC BETWEEN OVERLAPPING FLASHING (TY PRE - FINISHED 2" METAL FLASHING AT TOP OF 2X AS SHOWN (COORDINATE COLOR ARCHITECT) SHAPED 2X MITERED WOOD CORNER TRIM W/ METAL FLASHING (SEE 22/A61 3) CORNER OF BUILDING 10 PC- VENTPIPE J TYPICAL CORNER FLASHING AT 2x BELLYBAND INTERSECTION NTS 1/8" GAP FOR SEALANT, BOTH SIDES OF CORNER TRIM INTERIOR NOTE: FRAMING FOR REFERENCE ONLY. 1 1 SUPPORT AT ADA COUNTERTOP 1- 1/2 " =1'-0" TO BE USED AT ALL ADA ACCESSIBLE SINKS, LAVS, WORK COUNTERS, ETC. TYP, UNO PC-FLASHO1 DOWNSPOUT (COLOR TO MATCH SIDING COLOR) CORNER TRIM (1x4 & 1x3) PAINT COLOR TO MATCH SIDING COLOR) - TYP. EXTERIOR 1/8" GAP FOR SEALANT, BOTH SIDES OF CORNER TRIM TYP. EXTERIOR WALL 2x2 TRIM @ INSIDE CORNER TYP. PAINT COLOR TO MATCH SIDING COLOR) - TYP. 1 /8" GAP FOR SEALANT, BOTH SIDES OF CORNER TRIM SIDING MEW= INTERIOR TYPICAL EXT TRIM @ BUILDING CORNERS - PLAN PC- COUNTER -ADA 1" =1' -0" PC- TRIMCORNER ROOF 1 CEILING PER SECTIONS & ASSEMBLIES BUTYL MASTIC TAPE CONT TYPE 'X' GWB AT 1 -HR RATED CONDITIONS w/ BLOCKING AS REQ'D GABLE TRIM, FASTEN W/ #14x7 /8" LAP SELF DRILLER @ 24" O.C. 514 x 8 BARGE BOARD, w/ 2x NAILER/BLOCKING 2x4 LOOK OUT, TYP 1/2" FIN PLYWOOD SOFFIT BOARD 5/4x4 TRIM CEILING NAILER WALL TYPE PER ASSEMBLIES TYP GABLE -END OVERHANG DETAIL " =1' -0" PC-RF GBLE -END TYPICAL EXTERIOR WALL, SEE FLOOR, PLANS AND WALL ASSEMBLIES WINDOW TRIM SIDING PER ELEVATIONS, LAP WEATHER- RESISTIVE BARRIER AND SIDING OVER FLASHING CONT METAL FLASHING, LAP OVER SHINGLES MIN 3" ASPHALT COMPOSITION ROOF SHINGLES PER SPECIFICATIONS WEATHER- RESISTIVE BARRIER TURN UP VERTICAL WALL MINIMUM 6" ROOF SHEATHING NOTE: ISOLATE LEDGER & PORCH ROOF FROM MAIN STRUCTURE BY INSTALLING "PREPAPER" & "PREFLASHING" BEHIND THE LEDGER. TYPICAL FLASHING AT WALL TO LOW ROOF 3" =1' -0" PC- LOWROOFTOWALL SIDING PER EXTERIOR ELEVATIONS FOR EXTERIOR FINISHES SELF ADHERING FLEXIBLE FLASH'G (SAFF) TO EXTEND 6" HIGH ABOVE FLASHING LAP WRB OVER SAFF OVER MTL FLASHING SLOPED MTL FLASHING w/ 2" MIN DRIP EDGE AND 4" MIN LEG ABOVE DO NOT SEAL AT FLASHING (END DAMS REQ'D AT HORIZONTAL TERMINATIONS OF TRIM) WOOD TRIM PER ELEVATIONS EXTEND WRB BEHIND TRIM KERF BACKSIDE LAP WRB OVER SAFF OVER MTL FLASHING w/ DRIP EDGE LOCATE HORIZONTAL PANEL JOINTS AT TRIM LOCATIONS INDICATED SEE EXTERIOR ELEVATIONS SIDING PER ELEVATIONS WEATHER RESISTIVE BARRIER (WRB) SECTION VIEW HORIZONTAL TRIM @SIDING 3" =1' -0" NOTE: 2" RIGID INSULATION @ STEM WALL & 24" WIDE STRIP @ SLAB EDGE CONCRETE SLAB -ON -GRADE SEE SECTIONS & ASSEMBLIES INTERIOR FINISHED FLOOR EXTERIOR PC- TRIMHORZ DOOR FOS BEYOND THRESHOLD, SEE DOOR SHEET A70.1 CONC ENTRY SLAB 1/4" SLOPE/FT COMPACT FILL 5 III111 lll_ 111 111. III ��� ��� III► ' TYP FOOTING @ ENTRY THRESHOLD CONC FTG PERF FTG DRAIN- 4" DIA SURROUND w/ GRAVEL 6" MIN COVER- WRAP w/ FILTER FABRIC " = 1' -0" PC-FDTN-DOR-SDWLK REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 8 2010 City of Tukwila BUILDING DIVISION TYP EXTERIOR WALL- SEE FLR PLANS AND WALL ASSEMBLIES WINDOW TRIM SIDING PER ELEVATIONS, LAP WEATHER- RESISTIVE BARRIER AND SIDING OVER FLASHING HOLD PLYWOOD BACK 1" PRE -MFR'D ROOF VENT CONT. METAL FLASHING, LAP OVER VENT MIN 3" - SET IN CONTINUOUS BED OF ROOF CEMENT SET IN CONTINUOUS BED OF ROOF CEMENT ASPHALT COMPOSITION ROOF SHINGLES PER SPECS WEATHER - RESISTIVE BARRIER AS SPECIFIED. TURN UP VERTICAL WALL MINIMUM 6" ROOF SHEATHING NOTE: ISOLATE LEDGER & PORCH ROOF FROM MAIN STRUCTURE BY INSTALLING "PREPAPER" & "PREFLASHING" BEHIND THE LEDGER SEE ROOF PLANS FOR VENTING AREA PER LINEAR FOOT TYPICAL FLASHING AT WALL TO LOW ROOF w/ VENT 3" =1' -0" 2 PC- LOWROOFVENT "PREPAPER" PATCH TYP. BLOCKING SIZE TO FIT MOUNTING REQ. FLASHING 6" MIN. VERT. LEG TAB DOWN @ ENDS SLOPE AWAY FROM BLDG SELF - ADHERING FLEXIBLE FLASHING "PATCH" PANCAKE BOX HOLE TO SUIT WIRING PRE - PRIMED CEDAR BLOCK LIGHT FIXTURE RECEIVED CITY OF TINA/ILA JON 0 8 2010 PERMIT CENTER EXT LIGHT FIXTURE MOUNTING 3 " =1' -0" WALL TYPE PER ASSEMBLIES ANCHOR BOLT PER STRUCTURAL PT 2x SILL OVER SILL SEALER BASE PER FINISH SCHEDULE CONC SLAB ON GRADE T.O. SLAB PC -LIGHT SILL SEALER FOAM GASKET DAMPROOFING, TYP - WRAP DRAINAGE FILL IN FILTER FABRIC, TYP SLOPE MIN 2 %, TYP STEM WALL & FOOTING = PER STRUCTURAL I Ilk-111=1 SET BOTTOM OF FOOTING — Imo_ PER STRUCTURAL- PERFORATED FOUNDATION DRAIN PER CIVIL - HOLES DOWN IN DRAINAGE FILL ,_ STORM DRAIN PER CIVIL - DO NOT TIE TO FOUNDATION DRAIN. TIGHTLINE TO STORM LINE TYPICAL FOUNDATION AT SLAB ON GRADE 1"=V-0" PC-FTG SLAB lone Urban Design Seattle, Washington 98104 I / FAX: (206) 622 1766 MEESTENED ACT ;AtS S.H E STATE OF WASHINGTON rcoi i ST. T TY HOl W., SUITE DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE DETAILS SCALE: AS NOTED PLOT DATE: JUNE 7 2010 CAD FILE: PC- A61.0.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A61.O FIBER CEMENT SIDING PER ELEVATION -(2) LAYERS WEATHER- RESISTIVE BARRIER SELF - ADHERED FLASHING SHEET METAL HEAD FLASHING, SLOPED TO DRAIN, TURN UP CORNERS AND SOLDER TO CREATE DAM 2x4 WOOD TRIM WITH SLOPED TOP- TYP, BOTTOM LOCATED TO CLEAR END DAM SELF - ADHERED FLASHING SHEET METAL HEAD FLASHING, SLOPED TO DRAIN, TURN UP CORNERS AND SOLDER TO CREATE DAM AT EACH END SEALANT UNDER FLSHG. NAILING FLANGE OVER CONTINUOUS SEALANT BEAD 1X WOOD TRIM SCREEN VINYL WINDOW PER PLAN EXTERIOR WINDOW HEAD DETAIL 3 " =1' -0II INTERIOR Ir w a EXTERIOR CAULK PC- WINHEAD BACKER ROD AND SEALANT SELF - ADHERED FLASHING 2x WOOD TRIM @ FRAMED WINDOW MULLION PER BUILDING ELEVATIONS - NAILING FLANGE OVER SEALANT - PER MFR RECOMMENDATIONS BACKER ROD AND SEALANT CAULK SCREEN VINYL WINDOW PER PLAN LINE OF SILL BELOW V MULLED WINDOW JAMB DETAIL INTERIOR 3 " =1' -0" D PC- WINMULLED FIBER CEMENT SIDING (2) LAYERS WEATHER- RESISTIVE BARRIER - PENETRATION FLASHING- STAPLE ONLY AT EDGE OF OPENING SELF - ADHERED FLASHING BACKER ROD AND SEALANT 2x4 WOOD TRIM @ WINDOW SURROUND- TYP NAILING FLANGE OVER SEALANT - PER MFR RECOMMENDATIONS BACKER ROD AND SEALANT JAMB DAM- 5/8" METAL ANGLE CAULK SCREEN VINYL WINDOW PER PLAN LINE OF SILL BELOW EXTERIOR F F WINDOW JAMB DETAIL 22 , 3n_1. INTERIOR PC- WINJAMB EXTERIOR 1x WD SILL AND INTERIOR TRIM SCREEN VINYL WINDOW PER PLAN -CAULK WINDOW SILL DETAIL SILL DAM- 5/8" SHEET METAL ANGLE - LOCATE DAM TO ALLOW WINDOW INSTALLATION PER MFR'S RECOMMENDATIONS 1/2" CONTINUOUS CANTED SILL SEALANT OVER BACKER ROD NAILING FLANGE SELF - ADHERED FLASHING 2x4 WOOD TRIM @ WINDOW SURROUND TYP. SLOPE TOP TO DRAIN 1/2 "x1" KERF CUT PENETRATION FLASHING OVER WRB- STAPLE AT TOP & EDGES FIBER CEMENT SIDING PER ELEVATION (2) LAYERS WEATHER - RESISTIVE BARRIER (WRB) PC- WINSILL 2 2X4 PAINTED WOOD TRIM, TYP VINYL WINDOW (PER PLANS) EDGE OF FRAME TYPICAL EXTERIOR WINDOW TRIM NO SCALE HALL M 1 ROOM RV- MU- WINEXT TYP. INT. WALL HEADER PER STRUCT. 1x3 WOOD TRIM , TYP. @ SIDELITE SURROUND WOOD JAMB BEYOND 1x WOOD STOPS; CENTER GLASS IN FRAME GLASS PER SPECIFICATION INTERIOR DOOR SIDELITE - HEAD 3 " =1' -0" PC- WINSIDELITE TYP. INT. WALL FRAMING PER PLAN 1x3 WOOD TRIM , TYP. @ SIDELITE SURROUND 1x WOOD STOP, CENTER GLASS IN FRAME LINE OF SILL BELOW 2x WOOD FRAMING 1x WOOD TRIM WOOD DOOR JAMB DOOR PER PLAN INTERIOR DOOR SIDELITE - JAMB 3 " =1' -0" PC- WINSIDELITE -JAMB GLASS PER SPECIFICATION 1x3 WOOD TRIM , TYP. @ SIDELITE SURROUND 1x WOOD STOP, CENTER GLASS IN FRAME 1x3 TRIM, TYP FRAMING PER STRUCTURAL 5/8 GYP. INTERIOR DOOR SIDELITE - SILL 3 " =1' -0" PC-WIN-SIDELITE-SILL WINDOW (PER PLAN) TYPICAL INTERIOR WINDOW TRIM HALL NO SCALE RV- MU- WININT TYP. INT. WALL HEADER PER STRUCT. 1x3 PAINTED WOOD TRIM, TYP. @ DOOR SURROUND WOOD JAMB DOOR PER PLANS INTERIOR DOOR HEAD (JAMB SIM) PC -DOR4 TYPICAL INTERIOR WALL SEE FLOOR PLANS AND WALL ASSEMBLIES INTERIOR DOOR JAMB 1x3 PAINTED WOOD INTERIOR TRIM, TYP. @ DOOR SURROUND SHIM AS REQUIRED WOOD DOOR FRAME INTERIOR DOOR PER PLAN 3 " =1' -0" 1/4" MAX. ABRUPT CHANGE PC -DR11 2 BEVEL SLOPE Q 1 1 VERT. : 2 HORIZ. MIN. 1/2" MAX. WITHOUT RAMP, BEVEL REQUIRED SET THRESHOLD X1/4" MAX. IN SEALANT @ CONCRETE WITHOUT BEVEL M FINISH SYSTEM PER ASSEMBLY LAYER S.A.F.F. o/ MTL. FLASHING & BEHIND W.R.B. MTL. TRIM AND BUG SCREEN AS APPLICABLE PAINTED MTL. FLASHING w; HEMMED EDGE SEALANT METAL DOOR FRAME DOOR PER PLANS HEADER PER STRUCT. CAULK AT THE INTERIOR, TYP. N 11 2 EXTERIOR DOOR HEAD 3 " =1' -0" FINISH SYSTEM PER ASSEMBLY EXTEND SELF ADHERING FLEXIBLE FLASHING BEHIND JAMB SEALANT ' METAL DOOR FRAME LINE FINISH BEYOND D DOOR PER PLANS 1 11 PC -DOR3 CAULK AT' THE CV N EXTERIOR DOOR JAMB 3 " =1' -0" PC -DOR2 DOOR PER PLANS INT. 1 TYP. EXTERIOR THRESHOLD DOOR SHOE THRESHOLD (SEAL TO CONCRETE) METAL PAN FLSHG, SEE DETAIL 12/A70.1 SEALANT DAMPROOFING MEMBRANE - LAP MTL PAN FLASHING OVER MEMBRANE FOUNDATION WALL PER STRUCTURAL 3 " =1' -0" METAL PAN FLASHING SOLDERED STAINLESS, 24G WITH INSIDE EDGE ANGLED BACK ON ITSELF 1- DOOR JAMB PC -DOR1 VARIES PER WALL THICKNESS DOOR SCHEDULE DOOR FRAME OTHER REMARKS w on 2 w O O 0 1- 0 1-- 0 w x GO w 0 x 1- 0 Ili Ce F- O 0 w w .s 0 FRAME TYPE 01 C PR 3' -O" 6' -8" 1 -3/4" NR 6 1,3,4,9 02 D 3, -O" 1 -3/4" 45 MIN 2 1,3,4,7 03 D 3' -0" 6'-8" 1 -3/4" 45 MIN 5 1,3,4,7 04 B 3' -0" 6'-8" 1 -3/8" NR 1 1,2,4,5 05 B 3' -0" 6'-8" 1 -3/8" NR 4 1,2,4,5 06 B 3' -0" 6' -8" 1 -3 /8" NR 1 1,2,4,5 07 A 3' -0" 6'-8" 1 -3/8" NR 1 2,4,5 08 A PR 2' -0" 6'-8" 1 -3/8" NR 1 2, 5 09 A 3' -0" 6'-8" 1 -3/8" NR 1 2,4,5 10 B 3'-0" 6' -8" 1 -3/8" NR 3 1,2,4,5 11 B 3' -0" 6'-8" 1 -3/8" NR 4 1,2,4,5 12 B 3'-0" 6' -8" 1 -3/8" NR 4 1,2,5 DOOR NOTES 1. SAFETY GLAZING AT ALL DOORS, IN WINDOWS LESS THAN 18" A.F.F. AND /OR LESS THEN 24" FROM DOOR OPENINGS 2. PROVIDE LEVER HARDWARE. DOOR HARDWARE SHALL HAVE A SHAPE THAT IS EASY TO GRASP WITH ONE HAND AND DOES NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING. OPERABLE PARTS OF HARDWARE SHALL BE BETWEEN 34 "-48" ABOVE FINISH FLOOR. (ANSI 404.2.6) 3. PROVIDE PANIC HARDWARE. PER IBC 1008.1 EGRESS DOORS SHALL BE READILY OPERABLE FROM THE EGRESS SIDE WITHOUT THE USE OF KEY OR SPECIAL KNOWLEDGE OR EFFORT. AND THE UNLATCHING OF ANY LEAF SHALL NOT REQUIRE MORE THAN ONE OPERATION 4. MAXIMUM THRESHOLD SHALL BE 1/2" 5. PROVIDE WALL MOUNTED DOOR STOPS (WITH BLOCKING AS NEEDED) AT EVERY INTERIOR DOOR, UNO 6. SEE SPEC FOR MORE INFORMATION ON HARDWARE GROUPS. 7. FIRE RATED DOORS SHALL BE SELF - CLOSING AND SELF - LATCHING W/ SMOKE GASKETS AND HAVE UL LISTED HARDWARE. 8. INTERIOR DOOR TRIM PER X/A70.1 EXTERIOR DOOR TRIM PER X/A70.1 9. PROVIDE DOOR ACTUATOR AT ONE LEAF 10. ALL DOOR AND WINDOW JAMBS ARE 4" FROM CORNER, UNO PC- DOORSCHED 1 0 ie 0 Flimm O) U) ID W 0 co 0) O D) c .c In N 0 O 07 0 0 c a L O N DOOR TYPES 6" it SG 6" II SG A INTERIOR, FLUSH, SOLID -CORE WOOD DOOR, FACTORY PRIMED, NON -RATED FRAME TYPES 11 A70.0 TYP B INTERIOR, FLUSH, SOLID -CORE WOOD DOOR W/ FULL LITE OF TEMPERED SAFTEY GLAZING, FACTORY PRIMED, NON -RATED C EXTERIOR, INSULATED, FLUSH METAL DOOR W/ FULL LITE OF INSULATED, LOW -E, TEMPERED SAFTEY GLAZING, FACTORY PRIMED, NON -RATED 12 A70.0 TYP X SG D EXTERIOR, INSULATED, FLUSH METAL DOOR W/ HALF LITE OF INSULATED, LOW -E, TEMPERED SAFTEY GLAZING, FACTORY PRIMED, FIRE RATED 1'-6" REVIEWED FOR _. CODE COMPLIANCE APPROVED SEP 2 8 2010 City of Tukwila BUILDING DIVISIf1M \ SG 1 INTERIOR, WOOD, FACTORY PRIMED, NON -RATED 2 EXTERIOR, METAL, FIRE RATED, FACTORY PRIMED O a co WINDOW TYPES i A 2020 FX B 3060 FX RELITE C 4060 FX D 5040 FX RELITE f 3 INTERIOR, WOOD, NON -RATED W/ SIDELITE OF TEMPERED SAFETY GLAZING, FACTORY PRIMED, X = 1'-6" 4 INTERIOR, WOOD, NON -RATED W/ SIDELITE OF TEMPERED SAFETY GLAZING, FACTORY PRIMED, X = 3'-0" 5 EXTERIOR, METAL, FIRE RATED, W/ SIDELITE OF INSULATED, LOW -E, TEMPERED SAFTEY GLAZING, FACTORY PRIMED, X = 1'-6" E 2640 HVB F 3640 HVB 6 EXTERIOR, METAL, NON -RATED WI (2) SIDELITES OF INSULATED, LOW -E, TEMPERED SAFTEY GLAZING, FACTORY PRIMED 1 "1 2X *X1, G 5040 DVB H 6040 DVB THRESHOLD PAN FLASHING, SEE 12/A70.1. BARRIER FREE THRESHOLD 3 ALONG ACCESSIBLE ROUTE 6n_1' 0n PC -DOR12 EXTEND JAMB FLASHING MEMBRANE OVER METAL PAN FLASHING INSTALL JAMB AND HEAD FLEXIBLE FLASHING PER FLASHING DETAILS ON SHEET A70.7. THRESHOLD METAL PAN FLASHING 1 112 " =1' -0" PC -DOR13 M 4618FX N 4618 A (OPERABLE BY POLE CRANK) J 6030 DCP ABBREVIATIONS: A = AWNING BA = BOTTOM AWNING DCP = DOUBLE CASEMENT PICTURE DV = DOUBLE VENT DVB = DOUBLE VENT BELOW FX = FIXED HVB = HALF VENT BELOW K 6020 DV NOTES: 1. SAFETY GLAZING AT ALL DOORS, IN WINDOWS LESS THAN 18" A.F.F. AND /OR LESS THEN 24" FROM DOOR OPENINGS RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER c0 CV M M '- o 00 0 L 0 O _ F- r 0 w co O OI- = z � O U w X700 zz CV CO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENTAGENCIES DRAWING TITLE WINDOWS & DOORS SCALE: PLOT DATE: CAD FILE: PROJ. MGR.: DRAFTER: AS NOTED JUNE 7 2010 PC- A70.0.DWG BH LC SHEET NO. A7O.O STEP 6 FLASHING DETAILS 2" =1' -0" PRIOR TO TRIM INSTALLATION, INSTALL 2 LAYERS OF WEATHER RESISTIVE BARRIER (WRB) FROM WALL BOTTOM TO WINDOW HEAD. TUCK BOTH LAYERS OF WRB UNDER JAMB AND SILL PENETRATION FLASHINGS, THEN STAPLE EDGES OF PENETRATION FLASHING TO SHEATHING. OFFSET LAPS IN TOP LAYER OF WRB MIN V -0 ", LAP ADJACENT SHEETS, MIN 2" AT HORIZONTAL JOINTS, MIN 6" AT VERTICAL JOINTS. LAPS OF 3" AND 12 ", RESPECTIVELY, ARE PREFERABLE. APPLY SELF - ADHERED FLASHING WHERE PENETRATION FLASHING TERMINATES AT WRB, OVERLAP 2" IN BOTH DIRECTIONS. FLASHING STEP 5 FLASHING DETAILS " = 1' -0" FLASHING INSTALL TWO LAYERS OF WRB AT HEAD. INSTALL SIDING OVER WRB DO NOT SEAL ABOVE ANY FLASHINGS TO ALLOW DRAINAGE LEAVE 318" GAP AT SIDING/ TRIM JUNCTURE AT JAMBS TO ALLOW SEALANT INSTALLATION INSTALL BACKER ROD AND SEALANT ALONG WINDOW/ TRIM JUNCTURE AT SILL AND BOTH JAMBS, AND ALONG TRIM/ SIDING JUNCTURE AT JAMBS ONLY INSERT SIDING UNDER TRIM; MIN 3/4" LAP OF TRIM OVER SIDING INSTALL HEAD TRIM WITH SLOPED TOP SURFACE AS SHOWN- DO NOT APPLY SEALANT ABOVE FLASHINGS TO ALLOW DRAINAGE INSTALL SHEET METAL HEAD TRIM FLASHING WITH SLOPED TOP AND END DAMS (SEE STEP 4) SEAL TOP OF SHEET METAL HEAD TRIM FLASHING WITH STRIP OF SELF - ADHERED FLASHING. INSTALL JAMB TRIM- HOLD AWAY FROM WINDOW FRAME MIN 1/4" TO ALLOW SEALANT INSTALLATION. TOP OF JAMB TRIM TO CLEAR TOP OF SHEET METAL END DAM. SLOPE BOTTOM CUT OF TRIM TO RECEIVE SLOP CUT OF SILL TRIM INSTALL SILL TRIM WITH SLOPED TOP AND 1/2" x 1" KERF CUT AT BOTTOM AS SHOWN- HOLD AWAY FROM WINDOW FRAME MIN 1/4" TO ALLOW SEALANT INSTALLATION STEP 4 FLASHING DETAILS n = 1' -0" FLASHING INSTALL SHEET METAL HEAD FLASHING, SLOPED TO DRAIN AS SHOWN, WITH SOLDERED UP- TURNED END DAMS ABOVE JAMBS AS SHOWN- HEIGHT OF DAM TO BE 114" MIN. IF SOLDERING OF DAMS IS NOT FEASIBLE, SEAL CORNERS OF END DAM WITH SEALANT. SEAL TOP OF SHEET METAL FLASHING WITH SELF- ADHERED FLASHINGS SHOWN — INSTALL WINDOW PER MANUFACTURER'S INSTRUCTIONS STEP 3 FLASHING DETAILS " = V0" FLASHING APPLY 4" MIN STRIP OF SELF - ADHERED FLASHING OVER BOTH JAMB AND HEAD NAIL FLANGES, AND ADHERE FULLY TO JAMB PENETRATION FLASHING. SHINGLE JAMB FLASHING UNDER HEAD SELF- ADHERED FLASHING AS SHOWN. STEP 2 C-2) FLASHING DETAILS FLASHING STEP 1 FLASHING DETAILS 2" =1' 0" APPLY VERTICAL STRIP OF SELF - ADHERED FLASHING ALONG FULL HEIGHT OF BOTH JAMBS, EXTEND SELF - ADHERED FLASHING INTO OPENING AND OVER SHEET METAL JAMB DAM. SLIT SELF - ADHERED FLASHING AT SILL AND ADHERE AS SHOWN TO DOUBLE -UP SILL END DAM. SEAL ALL LAPS AT SILL WITH SEALANT. INSTALL 1/2" CONTINUOUS CANTED SILL- SLOPE TO OUTSIDE INSTALL JAMB AND SILL DAMS FROM 3/4" SHEET METAL ANGLE TO SUPPORT SELF - ADHERED FLASHING INSTALL MIN 6" WIDE STRIP OF PENETRATION FLASHING ALONG SILL, STAPLE ONLY TOP EDGE TO ALLOW SUBSEQUENT INSERTION OF BUILDING PAPER UNDER PENETRATION FLASHING. ADHERE MIN 6" WIDE SELF - ADHERED FLASHING OVER OPENING SILL AND SILL DAM. SLIT AND ADHERE AT JAMB AS SHOWN TO CREATE END DAM. INSTALL MIN 6" WIDE STRIP OF PENETRATION FLASHING ALONG BOTH JAMBS AS SHOWN, STAPLE ONLY AT EDGE AT OPENING TO ALLOW SUBSEQUENT INSERTION OF BUILDING PAPER UNDER PENETRATION FLASHING REVIEWED FOR CODE COMPLIANCE APPRMED SEP 2 8 2010 City of Tukwila BUILDING DIVISION t(O 04 (9 FLASHING RECEIVED CITY OF TIJKWMLA JUN 0 8 2010 PERMIT CENTER loyne Urban Design Seattle, Washington 98104 I / FAX: (206) 622 1766 EIARRY.'OWE STATE OF WASHINGTON COM i ST. TU TY HOUR W., SUITE 10' DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE FLASHING SEQUENCE SCALE: NTS PLOT DATE: JUNE 7 2010 CAD FILE: PC- A70.1.DWG PROJ. MGR.: BH DRAFTER: LC SHEET NO. A70.1 CLEARANCE: MIN CLEAR WIDTH BETWEEN ALL OPPOSING COUNTERS, BASE CABINETS, COUNTERTOPS, APPLIANCES, WALLS AND HANDLES SHALL BE 40" MIN IN PASS - THROUGH KITCHENS & 60" MIN IN U- SHAPED KITCHENS PER ANSI SEC. 1003.12.1.1 AND UFAS SEC. 4.34.6.1 *. SINK: - SINK SHALL BE 61/2" DEEP MAX AND MOUNTED 34" MAX. AFF wl ROUGH IN PLUMBING CONNECTIONS LOCATED FOR A SINK MOUNTED @ 28" AFF PER UFAS SEC. 4.34.6.5 *. - LOCATE A 30" X 48" CLEAR FLOOR SPACE FOR FRONT APPROACH w/ KNEE AND TOE CLEARANCES PER ANSI SECTIONS 306 & 1003.12.4.1. - FAUCETS SHALL COMPLY WITH ANSI SEC. 1003.12.4.3. INSULATE WATER SUPPLY & DRAIN PIPES PER ANSI SEC. 1003.12.4.4. DISHWASHER: - CLEAR FLOOR SPACE SHALL BE POSITIONED ADJACENT TO THE DISHWASHER DOOR AND THE OPEN DOOR SHALL NOT OBSTRUCT THE CLEAR FLOOR SPACE FOR THE DISHWASHER OR AN ADJACENT SINK PER ANSI SEC. 804.6.3. - RACK SPACE SHALL BE ACCESSIBLE FROM THE FRONT OF THE MACHINE PER UFAS SEC. 4.34.6.9. RANGE /OVEN: - PROVIDE ACCESSIBLE REMOTE SWITCH FOR RANGE HOOD FAN (AND LIGHT IF APPLICABLE) - CONTROLS SHALL BE LOCATED TO PREVENT REACHING OVER BURNERS PER UFAS SEC. 4.34.6.6 *. WORK SURFACE: - PROVIDE A COUNTER SURFACE, 30" WIDE MIN X 24" DEEP AT 34" AFF MAX., w/ KNEE AND TOE CLEARANCES PER ANSI SEC. 306. - WORK SPACE MUST BE ADJACENT TO RANGE / OVEN PER ANSI SEC. 804.6.5. - A REMOVABLE CABINET MAY BE PROVIDED IN THIS LOCATION IF ALL FINISHES EXTEND THE FULL DEPTH PER UFAS SEC. 4.34.6.4(3). - COUNTER AND SUPPORTING STRUCTURE TO BE 2" THICK MAX OVER THE REQUIRED CLEAR AREA PER UFAS SEC. 4.34.6.4(3). - SPACES THAT DO NOT HAVE A CONVENTIONAL RANGE OR COOKTOP ARE NOT REQUIRED TO HAVE AN ACCESSIBLE WORK SURFACE PER ANSI SEC. 804.3 EX. REFRIGERATOR: - 50% MIN OF FREEZER SPACE SHALL BE BELOW 54" AFF PER ANSI SEC. 804.6.6 AND UFAS SEC. 4.34.6.8 *(2a). - IF ANY PORTION OF THE FREEZER IS OUTSIDE THE ACCEPTED REACH RANGES THEN IT MUST BE SELF - DEFROSTING PER UFAS SEC. 4.34.6.8 *. CLEAR FLOOR SPACE: 30" x 48" MIN - AT SINK - FORWARD APPROACH & CENTERED - AT DISHWASHER - ADJACENT TO DW DOOR - AT RANGE - PARALLEL APPROACH - AT WORK SURFACE - FORWARD APPROACH & CENTERED - AT REF - PARALLEL APPROACH & CENTERED STORAGE: - AT LEAST ONE SHELF OF ALL CABINETS AND STORAGE ABOVE ACCESSIBLE WORK SURFACE SHALL BE MOUNTED 48" MAX AFF PER UFAS SEC. 4.34.6.10 *(1). - 50% MIN OF KITCHEN STORAGE MUST BE WITHIN ACCESSIBLE REACH RANGES PER ANSI SEC. 804.5. REQUIREMENTS IN 2PUBLIC KITCHENS 1/4" =1' -0" HEIGHT: THE FRONT OF LAVS OR SINKS SHALL BE 34" MAX AFF MEASURED FROM THE COUNTER OR RIM, WHICHEVER IS HIGHER PER ANSI SEC. 606.3 AND UFAS SEC. 4.19.2. CLEAR FLOOR SPACE: A 30" X 48" MIN CLEAR FLOOR SPACE SHALL BE PROVIDED FOR FORWARD APPROACH PER ANSI SECTIONS 306 & 606.2 AND UFAS FIG. 32. EXPOSED PIPES & SURFACES: UNDER SINKS WATER & DRAIN PIPES SHALL BE INSULATED AND THERE SHALL BE NO SHARP OR ABRASIVE SURFACES PER ANSI SEC. 606.6 AND UFAS SEC. 4.24.6. CONTROLS: ALL PARTS SHALL BE OPERABLE w/ ONE HAND AND MEET THE REQUIREMENTS OF ANSI SEC. 309 AND UFAS SEC. 4.27.4. cFRZ L) ALTERNATE REFRIGERATOR ELEVATION ACC- KITCHEI4-P MIRRORS: WHEN ABOVE LAVS, BOTTOM EDGE TO BE 40" MAX AFF PER ANSI SEC. 1003.11.6. WHEN NOT ABOVE LAVS, BOTTOM EDGE TO BE 35" MAX AFF PER ANSI SEC. 603.3. TOP OF MIRROR PREFERRED TO BE AT 74" MIN AFF PER UFAS SEC. A4.19.6. ACCESSORIES: COAT HOOKS, TOWEL BARS AND OTHER ACCESSORIES SHALL MEET THE REACH RANGE REQUIREMENTS OF ANSI SEC. 308 AND UFAS SECTIONS 4.2.5 & 4.2.6 *. SHELVES SHALL BE PER ANSI SEC. 603.4. LAVATORIES, MIRRORS 22 & ACCESSORIES - PUBLIC RESTROOMS GRAB BARS: INSTALL GRAB BARS 33" MIN & 36" MAX AFF. FIXED SIDEWALL GRAB BARS SHALL BE 42" MIN IN LENGTH LOCATED 12" MAX FROM THE REAR WALL AND EXTENDING 54" MIN FROM THE REAR WALL. A VERTICAL GRAB BAR A MIN OF 18" IN LENGTH, SHALL BE MOUNTED WITH THE BOTTOM OF THE BAR LOCATED BETWEEN 39" AND 41" AFF AND WITH THE CENTER LINE OF THE BAR LOCATED BETWEEN 39" AND 41" FROM THE REAR WALL. GRAB BARS SHALL COMPLY WITH AND MEET THE STRUCTURAL STRENGTH REQUIREMENTS OF ANSI SEC. 609.8 AND UFAS SEC. 4.26. SEAT HEIGHT: SEAT HEIGHT TO BE 17" MIN AND 19" MAX AFF PER ANSI SEC. 604.4 AND UFAS SEC. 4.34.5.2(2). CONTROLS: FLUSH CONTROLS SHALL COMPLY WITH ANSI SECTIONS 309 & 1003.9 AND SHALL BE LOCATED ON THE OPEN SIDE OF THE WATER CLOSET 44" MAX AFF PER ANSI SEC. 1003.11.7.5 AND UFAS SECT 4.16.5 *. ACC -LAV -P WATER CLOSET POSITION: THE CENTERLINE OF THE WATER CLOSET SHALL BE LOCATED EXACTLY 18" FROM THE SIDE WALL PER UFAS FIG. 47. CLEAR FLOOR SPACE: 60" MIN MEASURED PERP. FROM THE SIDE WALL AND 56" MIN PERP. FROM THE REAR WALL SHALL BE PROVIDED PER ANSI SEC. 604.3.1 AND UFAS FIG. 47(a). . REFER TO ANSI SEC 604 AND UFAS SEC. 4.16 FOR FURTHER REQUIREMENTS AT PUBLIC RESTROOMS. WATER CLOSETS - 04 PUBLIC RESTROOMS ACC -WC-P PLAN REF J U °,5 w Ul CIL -J 1-1L1 I R SPA E, 30 "X48" �I CLEAR FLOOR I AREA, TYP I I Li -- 0) S DW i- - OPEN DW DOOR ELEVATIONS rartroqp 11 11 mow "EF ijkr4 A CONTROLS AT FRONT REMOTE HOOD SWITCH SELF CLEANING OVEN <V 1- N 130" CLR MIN @ WORK SPACE LOCATION OF STORAGE OVER WORK SPACE (IF PROVIDED) CV w X CL coo CO � Y o✓ o0 0w CO 00 B INSULATE PIPES j,30" CL MIN @ SINK TURNING SPACE: BATHROOMS REQUIRE A PLAN TURNING SPACE PER ANSI SEC. 304 AND UFAS SEC. 4.23.3. DOOR SWING MAY OVERLAP TURNING SPACE PROVIDED A 30" X 48" CLEAR FLOOR SPACE IS PROVIDED BEYOND THE ARC OF THE DOOR PER ANSI SEC. 1003.11.2 IX; HOWEVER, DOOR SHALL NOT SWING INTO CLEAR FLOOR SPACE REQUIRED FOR ANY FIXTURE PER UFAS SECTIONS 4.23.2 & 4.34.5.1. g `._ 'n 30 "X48" CLEAR L FLO- OR I ELEVATIONS 1 o z z o d. N w N m P7 _ o 0 P -LAM BACKSPLASH SINK DEPTH 61/2" MAX 6" 8" MAX MIN trot ' / CLR CLR 17" MIN 25" MAX SIDE ELEVATION PLANS 18" MIN @ / TYPE B 18' z 1 PERP. & QPARALLEL APPROAC) r 60" MIN ( @TYPE A & B) MINIMUM CLEARANCE INSULATE HOT WATER AND DRAIN PIPES, TYP FRONT ELEVATION ELEVATIONS M FLUSH CONTROL AT OPEN SIDE, 44" MAX AFF 36" MIN N MIN 12" 12" TOILET PAPER DISPENSER LOCATION BACK WALL 36" MIN - 48" MAX o w It w CL �E i 0 48" MAX TO ROD ZO M Q TO OPERABLE PARTS LIGHT SWITCH ELECT /TEL/ COMM RECEPTACLES TOWEL BAR HOOK SHELF & ROD AT CLOSET MOUNTING HEIGHTS FOR ACCESSIBLE FIXTURES 1/2 " =1' -0" 60" MIN CLEAR 48" MIN CLEAR 60" MIN CLEAR zcc • cso M U • 1 0 re".. CLEARANCE: MEASURE FROM NEAREST FINISH SURFACE TO NEAREST FINISH SURFACE IN CALCULATING MINIMUM CLEARANCES, I.E. BASEBOARD TO BASEBOARD. Ce ADDITIONAL SIDE CLEARANCE: AT FORWARD APPROACH PROVIDE 18" MIN BEYOND STRIKE JAMB ON SIDE OF DOOR SWING PER ANSI FIG. 404.2.3.1. IF SELF - CLOSING AND SELF - LATCHING, PROVIDE 12" BEYOND STRIKE JAMB ON OPPOSITE SIDE OF DOOR SWING. SEE ANSI FIG 404.2.3.1 FOR CLEARANCES AT ALTERNATE APPROACHES. LLz o = ~o 00 ACCWA -12 * 12" REQUIRED ONLY IF LATCH & CLOSER ARE PROVIDED THRESHOLD: DOORS TO HAVE 1/4" MAX THRESHOLD OR 1/2" MAX. WITH A 1:2 MAX. BEVEL. HARDWARE: ALL REQUIRED DOOR HARDWARE TO MEET THE REQUIREMENTS OF ANSI SEC. 404.2.6 AND UFAS SEC. 4.13.9 *; MOUNTING HEIGHTS TO BE 34" MIN - 48" MAX AFF. CLOSERS: DOORS WITH CLOSERS OR SPRINGE HINGES MUST MEET THE CLOSING SPEEDS OF ANSI SEC. 404.2.7 AND UFAS SEC. 4.13.10 *. REQUIREMENTS @ PUBLIC GD0 I DOOR S AND ENTRIES 1/4 " =1' -0" ACC -ENTRY DOOR -P SEAT COVER SOAP DISPENSER DISPENSER FE 1830 REMOTE HOOD SWITCH 3015 / X \ 1 I I � X 30" RANGE HOOD BOX OUT HOOD VENT PER X/A61.0 3030 FE FE / REF 00 0000 R/O WORK SPACE ' z Z OPEN N A KITCHEN / SCALE: 1 /2" =1' -0" FE DB1830 • 2-8" 30" MIN 1- r eVitvvL: OI CODE COMPLIANCE SEP 2 8 ZIU1O r C BUI of Tukwila ING DIVISION NOTES: 1. NOTATIONS SHOWN ON ONE ELEVATION IN A SERIES ARE TYPICAL FOR ALL ELEVATIONS IN THAT SERIES, UNO. 2. SEE A00.3 FOR ADDITIONAL ADA INFORMATION, INCL. MOUNTING HEIGHTS, CLEAR FLOOR AREAS & GRAB BARS 3. SEE A00.1 FOR ADDITIONAL ABBREVIATIONS 4. ALL DRAWERS & CABINET DOORS SHALL HAVE PULLS OR HANDLES PER SPEC. 5. PROVIDE 3" SPACER AT INSIDE CORNER OF CABINETS, TYP. FIELD VERIFY THAT ALL DRAWERS & CABINETS WILL FULLY OPEN DURING MEASUREMENTS AND AGAIN WHEN ALL APPLIANCES ARE INSTALLED. 6. NO DEAD CORNERS WILL BE ACCEPTED. 7. ALL RANGES & OVENS AT ALL ADA LOCATIONS AND INSIDE ADA UNITS SHALL BE SELF CLEANING AND EQUIPPED W/ FRONT CONTROLS, TYP. ALSO, PROVIDE SEPARATE ACCESSIBLE SWITCHES FOR RANGE HOODS AT ALL ADA LOCATIONS & UNITS. 8. A VERTICAL GRAB BAR IS NOT REQUIRED AT WATER CLOSETS IN TYPE 'A' OR 'B' UNITS. 9. AT REMOVABLE CABINETS, FULLY EXTEND ALL FINISHES BEHIND CABINET INCLUDING THE FLOOR, WALL AND BASE FINISHES 10. TOWEL BARS ARE 24" IN BATHROOMS AND 18" IN KITCHEN, UNO. 11. FOR RANGE HOOD DETAILS SEE A/AXX ABBREVIATIONS: #f111# = WALL HUNG CABINET (WIDTH- HEIGHT) BD = BASE CABINET W/ DRAWER BS = BASE CABINET W/ SINK PANEL C = CORNER CABINET (EXTEND THIS CABINET THE FULL DEPTH OF THE CORNER) CB = CUTTING BOARD DB = DRAWER BANK FB = FULL BASE CABINET (NO DRAWER) FE = FINISHED EDGE FP = FINISHED END PANEL GB = GRAB BAR LN = LINEN CABINET LS = CORNER CABINET W/ LAZY SUSAN M = MIRROR MC = MEDICINE CABINET PN = PANTRY / LINEN CABINET RH = ROBE HOOK SP = SPACER TB = TOWEL BAR TPH = TOILET PAPER HOLDER VN = VANITY CABINET 1 REMOVABLE 1 1 FE, HWH 1 BEYOND I I / N N \ / N L OPEN DW B SP BD2730 3' -0" FE I FE 30" MIN COUNTERTOP W/ INTEGRAL BACKSPLASH 6 1/2" DEEP SINK, MAX PROVIDE TEMP SHIELDING @ DRAIN & HW SUPPLY COUNTERTOP W/ INTEGRAL BACKSPLASH 6 1/2" DEEP SINK, MAX PROVIDE TEMP SHIELDING @ DRAIN & HW SUPPLY M N LIGHT FIXTURE - COUNTER SUPPORT PER X /A61.0 FLUSH CONTROL AT OPEN SIDE, 44" MAX AFF ( 1 �LAVr 36" GB 1' -0" MIN/ 0 Ajr 2-6" 30" MIN 18" 5'-0 1/2" C_ 60" CLR MIN RESTROOM, MEN (WOMEN MIRRORED) 14 PC -IE RECEIVED CITY OF TIIKWILA JUN 0 8 2010 PERMIT CENTER 54" MIN PROVIDE BLOCKING / < \ \ > / BEHIND, TYP FIBER REINFORCED PANEL, TYP ALL WALLS I� I I 18" GB I 1 REMOVABLE 1 1 FE, HWH 1 BEYOND I I / N N \ / N L OPEN DW B SP BD2730 3' -0" FE I FE 30" MIN COUNTERTOP W/ INTEGRAL BACKSPLASH 6 1/2" DEEP SINK, MAX PROVIDE TEMP SHIELDING @ DRAIN & HW SUPPLY COUNTERTOP W/ INTEGRAL BACKSPLASH 6 1/2" DEEP SINK, MAX PROVIDE TEMP SHIELDING @ DRAIN & HW SUPPLY M N LIGHT FIXTURE - COUNTER SUPPORT PER X /A61.0 FLUSH CONTROL AT OPEN SIDE, 44" MAX AFF ( 1 �LAVr 36" GB 1' -0" MIN/ 0 Ajr 2-6" 30" MIN 18" 5'-0 1/2" C_ 60" CLR MIN RESTROOM, MEN (WOMEN MIRRORED) 14 PC -IE RECEIVED CITY OF TIIKWILA JUN 0 8 2010 PERMIT CENTER 54" MIN PROVIDE BLOCKING 39" - 41" ' - BEHIND, TYP FIBER REINFORCED PANEL, TYP ALL WALLS I� I I 18" GB I ,12" MAX II 1 1 TOILET PAPER ID IUI 42" GB ivy . m - DISPENSER LOCATION A J WC z z 1 0 M M B 1 17[, 5'-7 1 /2" 56" CLR MIN r BASE PER PLAN, TYP SCALE: 1/2" =1' -0" PC -IE 0 1 oS ..L 0 1 CO CO ti N co • 0 X� Q 0 co co ti N 0 N_ z 0 V D 00 co Cfl W c < ZQ O U 0 U, U co U N LL U 0 M M I- °O Ce o 0 0) -- D 1- q '-, w z O 0 z O CI- U w C0 zz • LO N CO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE INT. ELEVATIONS & ACCESSIBILITY DETAILS SCALE: PLOT DATE: CAD FILE: PROJ. MGR.: DRAFTER: 1/2" = 1'-0" JUNE 7 2010 PC- A80.0.DWG BH LC SHEET NO. A80.0 GENERAL STUCTUR4L NOTES (The Following apply unless shown otherwise on the plans) MINA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION 51-14LL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2006 EDITION). 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD (SNOW, IRREDUCIBLE, NOT INCLUDING DRIFT) 25 PSF ROOF LIVE LOAD (TENANT ACCESSIBLE) 60 PSF FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF FLOOR LIVE LOAD (RESIDENTIAL BALCONIES) 60 PSF STAIR AND CORRIDOR LIVE LOAD 100 135F MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER WIND 85 MPH, EXPOSURE "B" METHOD 1 EARTHQUAKE SSFRS Ss =1.46 , SI : 050, SITE CLASS : C Sds = 0.915, Shc :.503, SDC : D, PLYWOOD SHEAR WALLS R : 65 DESIGN BASE SHEAR V = .15W, EQUIVALENT LATERAL FORCE PROCEDURE SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER DISCIPLINES' DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND 51-IALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING, DURING THE BIDDING PERIOD, OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER 4. 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 FIELD VERIFIED BY THE CONTRACTOR OR THE CONTRACTOR'S SUBCONTRACTOR 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. ERECTION PLANS AND DETAILS OF SHORING SYSTEMS 51-IALL BE PROVIDED BY THE CONTRACTOR DESIGN CALCULATIONS AND DRAWINGS ARE TO BE STAMPED BY A LICENSED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. TWO SETS OF CALCULATIONS AND DRAWINGS ARE TO BE SUBMITTED TO THE STRUCTUR4L ENGINEER FOR REVIEW. T1415 CURSORY REVIEW WILL CHECK WHETHER THE CONTRACTOR'S ENGINEER HAS COMPLETED THE LOAD PATH TRANSFERING ALL THE BUILDING'S DEAD LOADS AND CONSTRUCTION LIVE LOADS DOWN TO NATIVE SOILS. THE SHORING SHALL NOT BE SUPPORTING ON THE EXISTING STRUCTURE. CHANGES IN FIELD CONDITIONS DURING CONSTRUCTION WILL REQUIRE RE- EVALUATION BY THE CONTRACTOR'S SHORING ENGINEER 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK 1. CONTRACTOR' %INITIATED CHANGES 51-1ALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ONLY ON SHOP DRAWINGS WILL NOT SATISFY TH15 REQUIREMENT, 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE O SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND NE STRUCTURAL ENGINEER 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER 10. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE CONSTRUCTION), PLYWOOD WEB JOISTS, GLUED LAMINATED MEMBERS, LAMINATED VENEER LUMBER (LYL) MEMBERS, PARALLEL STRAND LUMBER (PSL), LAMINATED STRAND LUMBER (L5L) MEMBERS, 51-1ALL BE SUBMITTED TO TI4E ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1' -0" SCALE INDICATING CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTR4CTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND DETAILS DR4WN BY THE FABRICATOR SHOP DRAWINGS SHALL BE MINIMUM 24" x 36" SHEETS (HALF SIZE SETS ACCEPTABLE). COPIES OF THE STRUCTURAL DRAWING5 WILL NOT BE ACCEPTED. 11. 514OP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY TI4E CONTRACTOR CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS PRIOR TO SUBMITTING FOR REVIEW BY ENGINEER OF RECORD. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. REPRODUCIBLE WILL BE MARKED AND RETURNED. FOLLOWING CONTRACTOR REVIEW AND APPROVAL, SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD ALLOWING FOR A TURN AROUND TIME OF AT LEAST 14 DAYS. RESUBMITTALS OF PREVIOUSLY SUBMITTED SHOP DRAWINGS SHALL HAVE ALL CHANGES CLOUDED AND DATED WITH A SEQUENTIAL REVISION NUMBER CONTRACTOR SHALL REVIEW AND STAMP ALL REVISED AND RESUBMITTED 51-IOP DRAWINGS PRIOR TO SUBMITTAL AND REVIEW BY THE ENGINEER OF RECORD ALLOWING FOR A TURN AROUND TIME OF AT LEAST 1 DAYS. SHOP DRAWING SUBMITTALS PROCESSED BY TI4E ENGINEER OF RECORD ARE NOT CI -IANGE ORDERS. TI4E PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR I5 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT. THE CONTRACTOR DEMONSTR4TE5 THIS UNDERSTANDING BY INDICATING WHICH MATERIAL THEY INTEND TO FURNISH AND INSTALL AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS TI4EY INTEND TO USE. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN 514OP 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. 5140P DRAWINGS OF ALL DESIGN BUILD COMPONENTS SUCH AS STAIRS AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER 15 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 INCLUDED IN THE 51-1OP DRAWING SUBMITTAL. INSPECTI0145 12. INSPECTION: CONCRETE CONSTRUCTION, EXPANSION BOLTS AND THREADED EXPANSION INSERTS, DRILLED AND EPDXIED BOLTS, RODS AND ANCHORS, SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION 109, SECTION 1104, AND SECTION 1108 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT. THE ARCHITECT AND STRUCTURAL ENGINEER 514ALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. 13. STATEMENT OF SPECIAL INSPECTIONS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 1105 OF THE 2006 IBC 45 FOLLOWS: A. THE FOLLOWING SYSTEMS WILL BE SUBJECT TO THE SEISMIC QUALITY ASSURANCE: SPECIAL REINFORCED CONCRETE WALLS CONCRETE FOUNDATIONS HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS AND ANCHORAGE OF DUCTWORK PIPING SYSTEMS AND MECHANICAL UNITS CONTAINING FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC MATERIAL ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCY POWER SYSTEMS EXTERIOR WALL PANELS AND THEIR ANCHORAGE SUSPENDED CEILINGS AND THEIR ANCHORAGE B. SPECIAL INSPECTION AND TESTING OF SPECIAL REINFORCED CONCRETE WALLS AND CONCRETE FOUNDATIONS SHALL CONFORM TO IBC SECTION 1108. THE TYPE AND FREQUENCY OF TESTING REQUIRED SHALL BE PER IBC SECTION 1108 AND 1104. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER IBC SECTION 1101 AND 1104. THE REQUIRED FREQUENCY AND DISTRIBUTION OF TESTING AND SPECIAL INSPECTION REPORTS 514ALL BE THE RESPONSIBILITY OF THE INSPECTION/TESTING AGENCY. REPORTS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD WITHIN 14 DAYS OF INSPECTION. STRUCTURAL OBSERVATION OF THE LATERAL AND GRAVITY STRUCTURAL SYSTEMS SHALL OCCUR AT APPROPRIATE INTERVALS DURING CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL OBSERVE NAT THE WORK 15 PROGRES5ING N GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS AND ACCORDING TO TI4E DESIGN INTENT. G. A STRUCTURAL OBSERVATION REPORT SHALL BE SUBMITTED TO THE ARCHITECT OF RECORD AFTER EACH OBSERVATION. 14. FOUNDATION AND SLAB NOTES: SUB -GRADE 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 (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST IS" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN PETALS) ARE MINIMUM AND FOR GUIDANCE ONLY. THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTR4CTOR IN THE FIELD WORKING WITH THE TESTING LAB SOILS ENGINEER SACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) PILE CAPACITY (COMPRESSION/TENSION/LATERAL) 2500 PSF 60 PCF/35 PCF SOILS REPORT REFERENCE: REPORT OF GEOTECI-NICAL ENGINEERING SERVICES DATED APRIL 8, 2010 BY GEODESIGN INC. CONCRETE 15. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA 514ALL BE 45 FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTHS MAXIMUM MINIMUM CEMENT CONTENT (f'c) SLUMP PER CUBIC YARD A. FOOTINGS SLABS ON GRADE TOPPING SLABS SLABS ON METAL DECK STAIR LANDINGS AND TREADS 3,000 P51 5" 5 1/2 SACKS B. ALL STRUCTUR4L CONCRETE EXCEPT WALLS 4,000 P51 4" 6 I/2 SACKS C. CONCRETE WALLS 4,000 PSI 4" 6 1/2 SACKS D. PRECAST, NON - PRESTRESSED MEMBERS 3,000 P51 MIX DESIGN PER PRECAST PLANT STANDARDS 45 APPROVED AND COMPATIBILITY WITH ARCHITECTURAL FINISH REQUIREMENTS. E. AUGERC4ST PILING 4,000 P51 10 SACKS (1IGH4STRENGT-1 GROUT) MIXES SHALL BE PROPORTIONED 50 AS NOT TO EXCEED THE MAXIMUM SLUMPS INDICATED. TI4E MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 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 53. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS RILL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER 51-IALL BE AIR - ENTRAINED WITH AN AIRII/sENTRAINING AGENT CONFORMING TO ASTM C260 -01, C49411-05a, C618 -03, C989 -05 AND CI011M -05. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318 TABLE 42.1. 16. ALL " SHOTCRETE" WORK, TESTING, AND INSPECTION SHALL CONFORM TO DPD DIRECTOR'S RULE 35 -96. SHOTCRETE MATERIALS, EQUIPMENT, PROCEDURES, PROPORTIONS, HATCHING AND MIXING AND PLACEMENT 514ALL BE 114 ACCORDANCE WITH ACI 506R -05, AC1 5062 -95 AND IBC SECTION 1913. PRECONSTRUCTION TEST: A MOCK -UP PANEL SHALL BE SHOT, CURED, CORED OR CUT, AND VISUALLY EXAMINED PRIOR TO COMMENCEMENT OF THE PROJECT. A TEST PANEL 15 TO BE SHOT BY NOZZLE AND AIR CREW THAT WILL BE ASSIGNED TO THE PROJECT AND WILL BE DOING ALL TI4E SHOTCRETING WORK THE MOCK -UP PANEL SHALL REPRESENT THE PROJECT AND SIMULATE JOB CONDITIONS AS CLOSELY AS POSSIBLE. THE PANEL SHALL BE A MINIMUM OF 3'X3' BY THE ACTUAL THICKNESS OF THE AREA REPRESENTED. CORES FROM IN -PLACE SHOTCRETE: A MINIMUM OF 3 SACRIFICIAL STEEL LOCATIONS FOR EACH DAY SHOTCRETE 15 PLACED. MORE LOCATIONS MAY BE REQUIRED IF ADDITIONAL NOZZLERS ARE UTILIZED. CONTRACTOR MUST BE ABLE TO LOCATE SACRIFICIAL STEEL INTERSECTIONS PRECISELY AFTER THE SHOTCRETE 15 PLACED. CORES SHALL BE 4" DIAMETER AND PASS THROUGH ALL STEEL BUT NOT THROUGH THE CONCRETE COYER, WATERPROOF MEMSER4NE OR FORM. CORES 51-1OULD NOT BE CUT UNTIL THE SI- IOTCRETE HAS BEEN IN PLACE FOR 48 1- LOURS. ENGINEERS APPROVAL 15 REQUIRE FOR AREAS WHERE SACRIFICIAL STEEL CAN BE LOCATED AND CORES TAKEN. COMPRESSION STRENGTH TESTS ARE REQUIRED FOR EACH 50 CUBIC YARDS OF SHOTCRETE OR PORTION THEREOF PLACED EACH DAY FROM EACH SHOTCRETE MIX. THESE TESTS MAY BE TAKEN FROM STRENGTH TEST PANELS. PANEL SIZE SHALL BE NOMINAL 12'9(12'X6" ALL SHOTCRETE WORK SHALL BE CONTINOUSLY INSPECTED BY A SPECIAL INSPECTOR WITH DEMOSTR4TED EXPERIENCE IN THE TESTING AND INSPECTION OF SHOTCRETE INSTALLATION. 11. ALL 51-1OTCRETE MATERIALS, EQUIPMENT, PROCEDURES, PROPORTIONS, HATCHING AND MIXING AND PLACEMENT 51-1ALL BE IN ACCORDANCE WITH ACI 506R -05, ACI 5062 -95 AND IBC SECTION 1913. PRECONSTRUCTION TEST: A MOCK -UP PANEL SHALL BE 514OT, CURED, CORED OR CUT, AND VISUALLY EXAMINED PRIOR TO COMMENCEMENT OF THE PROJECT. A TEST PANEL 15 TO BE SHOT BY NOZZLE AND AIR CREW THAT WILL BE ASSIGNED TO THE PROJECT AND WILL BE DOING ALL THE 51-1OTCRRETING WORK THE MOCK -UP PANEL SHALL REPRESENT THE PROJECT AND SIMULATE JOB CONDITIONS AS CLOSELY AS POSSIBLE. THE PANEL 51-IALL BE A MINIMUM OF 3'X3' BY THE ACTUAL THICKNESS OF THE AREA REPRESENTED. CORES FROM IN -PLACE SHOTCRETE: A MINIMUM OF 3 SACRIFICIAL STEEL LOCATIONS FOR EACH DAY SHOTCRETE 15 PLACED. MORE LOCATIONS MAY BE REQUIRED IF ADDITIONAL NOZZLERS ARE UTILIZED. CONTRACTOR MUST BE ABLE TO LOCATE SACRIFICIAL STEEL INTERSECTIONS PRECISELY AFTER THE SHOTCRETE 15 PLACED. CORES SHALL BE 4" DIAMETER AND PASS THROUGH ALL STEEL BUT NOT THROUGH THE CONCRETE COYER WATERPROOF MEMBERANE OR FORM. CORES SHOULD NOT BE CUT UNTIL TI4E SHOTCRETE HAS BEEN IN PLACE FOR 48 HOURS. ENGINEERS APPROVAL 15 REQUIRE FOR AREAS WHERE SACRIFICIAL STEEL CAN BE LOCATED AND CORES TAKEN. COMPRESSION STRENGTH TESTS ARE REQUIRED FOR EACH 50 CUBIC YARDS OF SHOTCRETE OR PORTION THEREOF PLACED EACH DAY FROM EACH 51-1OTCRRETE MIX. THESE TESTS MAY BE TAKEN FROM STRENGTH TEST PANELS. PANEL SIZE SHALL BE NOMINAL I2"XI2'X6 ". ALL SHOTCRETE WORK SHALL BE CONTINOUSLY INSPECTED BY ,4 SPECIAL INSPECTOR WITH DEMOSTRATED EXPERIENCE 114 THE TESTING AND INSPECTION OF SHOTCRETE INSTALLATION. 18. THE SHOTCRETE METHOD 51-IALL NOT BE USED WITHOUT MAKING SPECIAL ARRANGEMENTS THROUGH OWNER AND ENGINEER UNLESS STRUCTURAL DRAWINGS ARE SPECIFICALLY DETAILED TO ACCOMMODATE SHOTCRETING. 19. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, Fy : 60,000 PSI. EXCEPTION: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS "GRADE 40", Fy = 40000 P5I. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM 4106. REINFORCING COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED 114 A.W.S. DI.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. SPIRAL REINFORCEMENT 51-1ALL BE PLAIN WIRE CONFORMING TO A5111 A615, GRADE 60, fy : 60,000 P5I. 20. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH SP -66 (04), ACI DETAILING MANUAL AND THE LATEST EDITION OF ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 2' -0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR 2 %0" MINIMUM. 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 50 DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 21. REINFORCING STEEL SHALL BE DETAILED (INCLUDING 1400K5 AND BENDS) IN ACCORDANCE WITH SP -66 (04) AND THE LATEST EDITION OF ACI 318. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. 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 22. FIBER-REINFORCED CONCRETE SHALL BE 100 PERCENT VIRGIN POLYPROPYLENE FIBERS CONTAINING NO REPROCESSED OLEFIN MATERIALS AND SPECIFICALLY MANUFACTURED WITH 25 INDIVIDUAL UNIQUE FIBER DESIGNS TO AN OPTIMUM GRADATION FOR USE A5 CONCRETE SECONDARY REINFORCEMENT. APPLICATION PER CUBIC YARD SHALL EQUAL A MINIMUM OF 0.1% (15 POUNDS) BY VOLUME. FIBERS ARE FOR THE CONTROL OF CRACKING DUE TO DRYING 51-RINKAGE AND THER1AL EXPANSION / CONTRACTION, LOWERED PERMEABILITY, INCREASED IMPACT CAPACITY, 51-IATTER RESISTANCE, ABRASION RESISTANCE AND RESIDUAL STRENGTH. FIBER MANUFACTURER MUST DOCUMENT EVIDENCE OF 5 YEAR SATISFACTORY PERFORMANCE HISTORY, 150 9002 CERTIFICATION OF MANUFACTURING FACILITY, COMPLIANCE WITH APPLICABLE BUILDING CODES AND ASTM C -1116 TYPE 111, 413, ASTM C -1116 (REF: ASTM C- 1018.) PERFORMANCE LEVEL 1, 15 OUTLINED IN SECTION 21, NOTE 11 AND AN AVERAGE MINIMUM RESIDUAL STRENGTH OF 50 P5I OF 4 SEAMS FROM A SINGLE BATCH. FIBROUS CONCRETE REINFORCEMENT SHALL BE MANUFACTURED BY FIBERRMESH OR EQUAL. 23. CONCRETE PROTECTION (COYER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE FORMED SURFACES EXPOSED TO EARTH (Le. WALLS BELOW GROUND) OR WEATHER (*6 BARS OR LARGER) (*5 BARS OR SMALLER) SLABS AND WALLS (INTERIOR FACE) 24. CONCRETE WALL REINFORCING'/8 PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS 8" WALLS 10" WALLS 12" WALLS *4 9 11 HORIL 15 9 18 HORIL *4 9 l8 HORIZ. *4 6 16 NORIZ. *4 6 18 VERTICAL *4 9 18 VERTICAL *4 9 18 VERTICAL *4 9 15 VERTICAL 1 CURTAIN 1 CURTAIN 2 CURTAINS 2 CURTAINS 3" 2" 11/2" 3/4" 25. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS 114 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. 26. EMBEDDED ITEMS 114 CAST -IN -PLACE CONCRETE: EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE SHALL NOT BE 'WET- SET" UNLESS SPECIFICALLY APPROVED BY ENGINEER OF RECORD. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO, REINFORCING STEEL, ANCHOR BOLTS, DEFORMED BAR ANCHORS, EMBED PLATES, OR OTHER MISC. STEEL SHAPES TO SE CAST INTO CONCETE. 21. 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 P51 MINIMUM). GROUT 114 BLOCKOUTS AT POST- TENSIONED SLAB DOWELS SHALL BE CAPABLE OF RESISTING DYNAMIC, REPETITIVE LOADING INDUCED BY SEISMIC FORCES. 28. EPDXYVsGROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH HIT ADHESIVE ANCHOR SYSTEMS AS MANUFACTURED BY HILTI, INC. OR SET HIGH STRENGTH ADHESIVE ANCHOR SYSTEM AS MANFACTURED BY SIMPSON.STRONG -TIE OR AN ENGINEER APPROVED ALTERNATE THAT I-145 IC80 TEST DATA FOR THEIR SPECIFIC PRODUCT AND APPLICATION. INSTALL IN STRICT ACCORDANCE WITH I.C.13.O. REPORTS FOR SPECIFIC EPDXY UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS. HOLE SIZE SHALL BE 1/8" LARGER THAN BAR, ROD OR BOLT SIZE. NOTE: NO WELDING 15 TO TAKE PLACE WITHIN 24" OF HARDENED EPDXY. 29. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN I.0 .8.O. APPROVED SYSTEM (SUCH AS LENTON, FOX- I- IOWLETT, ETC.) AND 51-1ALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE BARS 5HALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE I.CW. REPORT OF THE SPLICE USED AND TO ACI 318 SECTION 212.61 30. HIGH STRENGTH THREADED RODS (STRESSED AND NON - STRESSED) SHALL BE DYWIDAG THREADSARS WITH APPROPRIATE ANCHORAGE PLATES, NUTS, AND COUPLERS IN CONFORMANCE WITH 45TM A -122 (fpu : 150000 P5I). 31. EXPANSION BOLTS INTO CONCRETE 514ALL BE KWIK BOLT 3 WEDGE ANCHORS AND THREADED EXPANSION INSERTS INTO CONCRETE OR CONCRETE MASONRY UNIT SHALL BE HDI DROP IN ANCHOR BOTH AS MANUFACTURED BY HILTI, INC OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. INSERTS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. REFER TO ICC REPORT *1385 OR *2895 FOR INFORMATION. 32. DRIVE PINS AND OTHER POWDER'sACTUATED FASTENERS SHALL BE STANDARD VELOCITY TYPE AS MANUFACTURED BY RAMSET FASTENING SYSTEMS OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 33. FRAMING LUMBER 51-IALL BE KILN DRIED, AND GRADED AND MARKED IN CONFORMANCE WITH ,WCL.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS, UNLESS OTHERWISE NOTED ON THE PLANS: JOISTS: (2 X MEMBERS) (3 X AND 4 X MEMBERS) BEAMS AND STRINGERS: (INCLUDING 6 X 10 AND LARGER MEMBERS) POSTS AND TIMBERS: (6 X 6 AND LARGER) STUDS, PLATES 4 MISCELLANEOUS LIGHT FRAMING: BOLTED FRAMING: STUDS, LEDGERS, AND PLATES DOUG FIR *2 MINIMUM BASIC DESIGN STRESS, Fb : 900 PSI DOUG FIR *1 MINIMUM BASIC DESIGN STRESS, Fb : 1000 P5I DOUG FIR *1 MINIMUM BASIC DESIGN STRESS, Fb = 1200 P51 DOUG FIR *2 MINIMUM BASIC DESIGN STRESS, Fb = 900 P51 DOUG FIR STANDARD GRADE MINIMUM BASIC DESIGN STRESS, Fb : 515 P51 DOUG FIR *2 MINIMUM BASIC DESIGN STRESS, Fb = 900 P51 REVIEWED FOR CODE COMPLIANCE M/ :n &:P 2 8 20)d City of Tukwila RI ;11_01W, 1)1‘ifOrM g RECEIVED CITY OF TI IK MLA JUN 0 8 2010 PERMIT CENTER 34. GLUED LAMINATED MEMBERS 5HALL BE FABRICATED N CONFORMANCE WITH ANSI / AITC A190.1 -2002, AMERICAN NATIONAL STANDARDS INSTITUTE AND ASTM D3131 -05. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24'V3, Fb = 2,400 P5I, Fv : 165 P5I. ALL CANTILEVERED BEAMS 51-1ALL BE DOUGLAS FIR COMBINATION 24F -V8, Fb : 2400 P5I, Fv = 165 P5I. CAMBER ALL GLULAM BEAMS TO 2,000 FT RADIUS, UNLESS 514OUN OTHERWISE ON THE PLANS. USE "GLT" SERIES HANGERS AS REQUIRED TO FIT GLU -LAM BEAMS U.ON. 35. ENGINEERED LUMBER SHALL BE DESIGNED AND MANUFACTURED TO THE STANDARDS SET FORTH IN THE NATIONAL EVALUATION SERVICE, INC. (NES) REPORT NO. NER -481, ICC ES REPORT ESR -1381, AND THE CANADIAN CONSTRUCTION MATERIALS CENTRE (GCMG) REPORTS NO.1116I -R (PSL ONLY) AND 12621 -R (LSL ONLY). EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS ARE TO BE FREE OF MECHANICAL CONNECTIONS IN RILL- LENGTH MEMBERS. ADHESIVES 51-IALL BE OF THE WATERPROOF TYPE CONFORMING TO THE REQUIREMENTS OF ASTM D -2559. PARALLEL STRAND LUMBER (PSL): Fb : 2900 P51, E =2.Ox 106 P51, Fv :290 PSI. LAMINATED STRAND LUMBER (LSD: Fb = 2250 P5I, E =15x 106 P51, Fv :400 P5I. LAMINATED VENEER LUMBER (LVL): Fb : 2800 P51, E =2.0x 106 P51, Fv :285 P5I DESIGN SHOWN ON PLANS 15 BASED ON LUMBER MANUFACTURED BY THE TRRUS -JOIST CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER, ALTERNL4TE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY NAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL PARALLAM BEAM HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE 114 SIZE WITH BEAM PROVIDED, USE '5LTV" SERIES HANGERS AS REQUIRED TO FIT BEAM U.ON. 36. PREFABRICATED PLYWOOD WEB JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS 51-1OUN ON THE PLANS AND 51-1ALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., 51-1ALL BE DETAILED AND FURNISHED BY THE MANUFACTURER SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL SEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING 51-IALL BE INSTALLED 114 CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. DESIGN SHOUUNI 014 PLANS 15 BASED ON JOISTS MANUFACTURED BY THE TRI5I /8JOI5T CORPORATION. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARC - IITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST HANGER5 AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS 51-10WN PROVIDED THEY HAVE ICC. APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL SE COMPATIBLE IN SIZE WITH PLYWOOD UJEB JOIST PROVIDED. 0 o2j 0 r 0) co gg CO C N s0 g aS CO • CO O ti N a) CO c c CO > < jL Z 0 N 0- co M I_ 00 o0 M Et o O O) = - w 0 w ci) CO o w O I- = z � Q O 0 V w 0 zc CV DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE GENERAL NOTES SCALE: PLOT DATE: JUNE 7, 2010 CAC FILE: PROD. MGR.: RLM DRAFTER: KJT SHEET NO. S1.0 LE E D sw-x • MSW -X WOOD SHEAR WALL TYPE. SEE SHEAR WALL SCHEDULE CONCRETE SHEAR WALL TYPE. SEE CONCRETE WALL ELEVATIONS CMU SHEAR WALL, SEE CMU WALL ELEVATIONS EPRESSED SLAB - PLAN VIEW CAMBER REQUIRED AT BEAM MIDSPAN. JOIST SPAN DIRECTION AND EXTENT CHANGE OF SLAB ELEVATION WORK FONT LOCATION FOR ELEVATION GIVEN. BRACE LOCATIONS OFOOTING TYPE. SEE SCHEDULE. SECTION NUMBER X/SXX SHEET NUMBER 1 DETAIL NUMBER O %— SHEET NUMBER +`l INDICATES NE NUMBER OF END OF WALL STUDS - +y PROVIDE (2) STUD MINIMUM INDICATES THE SIZE OF STUD HD INDICATES HOEDOWN PER PLAN. SEE NOTE FOR MINIMUM HOEDOWN STRAPS TYP. p< 1111E111 INDICATES OPENING IN FLOOR - SIZE AND LOCATION PER ARCH'L INDICATES 'SIMPSON' HOEDOWN TYPE INDICATES TUBE COLUMN OR POST BELOW INDICATES 1485 COLUMN PER PLAN EXISTING NATIVE SOIL OR COMPACTED STRUCTURAL FILL ABBREVIATIONS AB AD D'L ADJ ALT ARC H'L ATR BLDG BLKG BM BOT or B BTW N G CL GOL GONG GONN CONT CTRD CTSK DBA DET DF DIAG DWG DWL EA EF EL EMBED ENGR ES EW EXP EXT FD N FLR FTG GA GEN GL GR HORIZ or H HSS INT JST Ld LO LLH ANCHOR BOLT ADDITIONAL ADJACENT ALTERNATE ARCH ITEGTURAL ALL THREAD ROD BUILDING BLOCKING BEAM BOTTOM BETWEEN CAMBER CENTERLINE COLUMN CONCRETE CONNECTION CONTINUOUS CENTERED COUNTERSINK DEFORMED BAR ANCHOR DETAIL DOUG AR DIAGONAL DRAWING DOWEL EACH EACH FACE ELEVATION EMBEDMENT ENGINEER EACH SIDE EACH WAY EXPANSION EXTERIOR FOUNDATION FLOOR FOOTING GAGE GENERAL GLUE LAMINATED GRADE HORIZONTAL HOLLOW STEEL SECTION INTERIOR JOIST DEVELOPMENT LENGTH LONG LONG LEG HORIZONTAL LLV Ls LS L LVL MATE MAX MB MEGH MIN MISG NTS oc OD OH OPNG O PP PERM PERP PL PLYWD PSL PT REINF RED SIM SS SSL STD STIFF STL STRUCT SUPT SW T THRD THRU TYP UON VERT or VFY w/ WD WHS WP WTS WWM LONG LEG VERTICAL (ANGLE) SPLICE LENGTH LAMINATED STRAND LUMBER LAMINATED VENEER LUMBER MATERIAL MAXIMUM MACHINE BOLT MECHANICAL MINIMUM MISCELLANEOUS NOT TO SCALE DIAMETER ON CENTER OUTSIDE DIAMETER OPPOSITE HAND OPENING OPPOSITE PERIMETER PERPENDICULAR PLATE PLYWOOD PARALLEL STRAND LUMBER (PARALLAM) PRESSURE TREATED REINFORCING STEEL REQUIRED SIMILAR STRUCTURAL SELECT SHORT SLOTTED HOLES STANDARD STIFFENER STEEL STRUCTURAL SUPPORT SHEAR WALL TOP THREADED THROUGH TYPICAL UNLESS OTHERWISE NOTED V VERTICAL VERIFY WITH WOOD WELDED HEADED STUDS WORK POINT WELDED THREADED STUDS WELDED WIRE MESH — REVIEWED FOR— CODE COMPLIANCE SEP 2 8 200 City of Tukwila BUILDING DIVISION GENERAL STUCTUR4L NOTES (The following apply unless shown otherwise on the plans) 31. PLYWOOD SHEATHING SHALL BE GRADE Cl/8D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WIT( -4 DOC PSI. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. 38. ALL WOOD MEMBERS EXPOSED TO WEATHER OR N DIRECT CONTACT WITH 501L 51 4ALL BE PRESSURE- TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). ALL INTERIOR (INCLUDING CRAWLSPACES) WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE- TREATED WITH SODUIM BORATE (5BX). PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS IN CONTACT WITH "ACQ" PRESSURE- TREATED LUMBER 514ALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, NAILS, HANGERS, AND ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER 15 USED IN INTERIOR CONIDITIONS, GI85 ( "NOT -DIP" GALVANIZED TO 1.85 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL CONNECTORS W' THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE, NOR co THEY NEED TD BE STAINLESS STEEL FOR EXTERIOR USE. METAL CONNECTORS 1/2" THICK PLUS ARE TO BE GALVANIZED FOR EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. 39. ALL WOOD PLATES 114 DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSUREI/sTREATED WITH ACQ -D (OR SIMILAR) CHEMICAL TREATMENT. PROVIDE 2 LAYERS OF ASPHALT- IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL HOLDOU145, HANGERS, ANCHOR BOLTS AND THREADED RODS, CONNECTORS AND NAILS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER STAINLESS STEEL OR GALVANIZED TO G180 OR BETTER SPECIFICATIONS. 40. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO.0 -2010. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER CONNECTORS 51-IALL BE INSTALLED M ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE -HALF OF THE NAILS OR BOLTS IN EACH MEMBER ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO 45111 4301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLE55 NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS 51-IALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTER ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "U" SERIES JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'HU" SERIES JOIST HANGERS. ALL TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH 14U" SERIES JOIST HANGERS. 41. HOEDOWNS CALLED OUT BY LETTERS "HD ", "HDQ ", AND "HIT" ARE MANUFACTURED BY THE SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO.0 -2010. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY NAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. EACH SIMPSON HOLD -DOWN SHALL BE BOLTED TO A MINIMUM OF (2) STUDS. SEE SCHEDULE ON PLANS FOR FURTHER STUD REQUIREMENTS. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER ALL HOLDOWNS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S (RECOMMENDATIONS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 42. WOOD FRAMING NOTES -- THE FOLLOWING APPLY UNLESS OTHERWISE SHOUN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT 514OWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE 1-1EAD5 AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. B. WALL FRAMING: ALL STUD WALLS SHOIU• AND NOT OTHERWISE NOTED SHALL BE 2 x 4 STUDS * 16" O.C. AT INTERIOR WALLS AND 2 x 6 16" O.C. AT EXTERIOR WALLS. TWO 5T11DS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 x 8 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 MIDIkkHEIG-IT OF ALL STUD WALLS OVER 8' N HEIGHT. ALL STUD WALLS ATTACHED TO CONCRETE FOUNDATION WALLS SHALL HAVE THEIR LOWER WOOD PLATES BOLTED WITH a' DIAMETER ANCI -IOR BOLTS e 6' -0" 0.0 WITH 2" x 2" x 3/16" SQUARE WASHERS OR 2 -I/2" DIAMETER ROUND WASHERS UNLESS OTHERWISE NOTED. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12" O.C. STAGGERED OR BOLTED WITH 5/8" DIAMETER ANCHOR BOLTS 6 6' -0" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF 13UILTI/sUP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d * 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED 514EATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 1" O.C. USE 5d COOLER NAILS FOR I/2" GWB AND 6d COOLER NAILS FOR 5/8" GUJB. USE 11 GAUGE, 1 -3/4" LONG, 1/16" HEAD, DIAMOND POINT, GALVANIZED NAILS FOR EXTERIOR SHEATHING. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING * 8' O.C. AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 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 MULTIkkJOIST BEAMS TOGETHER WITH 16d * 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH Sd NAILS 0 6" 0.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS 61-(OWN ON PLANS AND a 12" O.C. (10" O.C. AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES OR PROVIDE SOLID BLOCKING. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE- AND - GROOVE JOINTS AT UNBLOCKED EDGES OR SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL BLOCKING TO PLATE WITH 16d 6 12" O.C. OR (2)16d EACH END AT SUPPORTS UNLESS OTHERWISE NOTED. MASONRY 43. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, TYPE I UNITS, CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE "5" PER TABLE 2103.8(2) OF THE IBC. GROUT SHALL CONFORM TO IBC REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS, DESIGN Fin : 2000 P51. PRISM TESTING 15 REQUIRED IN ACCORDANCE WITH IBC SECTION 2105. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT: 8" WALLS "5 +" 48" O.C. VERT. (2) '5 9 48" O.C. HORIZ. 12" WALLS "5 32" O.C. VERT. (2) "5 40" O.C. HORIZ. IN ADDITION, PROVIDE (1) "5 (.4 a 6" WALLS) VERT. AT EACH SIDE OF OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND (2) "5 ((2,4 * 6" WALLS) HORIZ AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT AROUND OPENINGS 2' -0" BEYOND FACE OF OPENING. IF 2' -0" 15 UNAVAILABLE EXTEND AS FAR 45 POSSIBLE AND HOOK PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCING AT CORNERS AND INTERRSECTION5. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT THE BOTTOM COURSE OF MASONRY FOR EACH GROUT POUR WHEN THE GROUT LIFT HEIGHT EXCEEDS 5 -FT. (0H4 CITYY OF TUKWILA JUN 0 8 2010 PERMIT CENTER a) >6 O 2 0 y 0 0 .n D cio 0 0 0 0 O r as a) c 0 c O N N N .8 . o o N 0 45 0 O ti a) N a) • m c co > O Q jL Z d' N CL CD ti 0 W (7•=c); < Q 0 I- t73 I 0Uj V co `V U 0 co co?. 0o �00 O1:3' _� w <J H w ZIP W O I- = n cc = < O U w 0 Zz �Q N co DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE GENERAL NOTES SCALE: PLOT DATE: CHAD FILE: PR.OJ. MGR.: DRAFTER: NO SCALE JUNE 7, 2010 RLM KJT SHEET Na S1.1 2/540.1 (2) 2x8 5W BELOW - - -} (3) 2x8 (3) 2x8 n, Li X CV N 11 II II II u 111/8 TJI560 g 24 "oc L A LL (3) 2x8 (3) 2x8 FL W X N SW BELOW (2) 2x8 1 C� 13/540.1 TYP. 0 d) 5W BELOW L N 3 0 111 Ili 3 LJ L 3 0 ul 3 I era tet X N ROOF PLAN NOTES 1. ROOF SHEATHING 51-IALL BE 54" CDX PLYWOOD w/ A MIN. PANEL INDEX OF 24/0 AND NAILS w/ 8d COMMONS : • 6 "oc AT DIAPHRAGM BOUNDARIES AND 51-EAR WALLS • 6 "oc AT SUPPORTED PANEL EDGES • 12 "oc AT FIELD 2. C - - INDICATES SHEAR WALL BELOW - SEE 5CHEDULE 10/540.1 SUl BELOW PROVIDE A MINIMUM OF (2) END STUDS, EACH END 3. INDICATES BEAM or HEADER PROVIDE (2) 2x8 TYP U.ON. PROVIDE (2) 2x8 MIN. AT ALL EXTERIOR BEAMS U.ON. INDICATES SPAN AND DIRECTION OF ROOF JOISTS PER PLAN c0 1 2/540.1 0 5. I>< INDICATES OPENING IN ROOF - SIZE AND LOCATION PER ARCH'L 6. INDICATES COLUMN BELOW 2/540.1 N 1. SEE 2/540.0 FOR TYPICAL TOP PLATE SPLICE DETAIL S. SEE 5/540.0 FOR TYPICAL WALL FRAMING SCHEDULE 9. SEE 4/540.0 FOR TYPICAL HEADER DETAIL U.ON. 10. SEE 20/540.0 FOR TYPICAL NAILING SCHEDULE 11. CONTRACTOR SHALL NOT DRILL TWRU END STUDS FOR MECHANICAL PENETRATIONS. 12. MECH'L UNIT - WT * INDICATES MECHANICAL UNITS, SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION. PROVIDE DOUBLE JOISTS AROUND UNITS FOOTPRINTS, MIN. PACIFIC COURT COMMUNITY BUILDING ROOF FRAMING PLAN 1 /4" = 1' -0" 12 "x 24" CONCRETE STRIP FOOTING w/ (2) • 5 CON't. TYP. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing /foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1 /2" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 1 12 "x 24" CONCRETE STRIP FOOTING w/ (2) S CON'T. TYP. 1 490 Q0 1 J EzEg eD eD co Lin 8/530.0 N 19/530.0 I OFFICE 12 "x 24" CONCRETE STRIP FOOTING w/ (2) * 5 CON'T. TYP. r _J 14/530.0 ttl msmi COMMUNITY SPACE MEETING ROOM 5/530.0 M 14/530.0 OFFICE S/530.0 COMPUTER WOMEN I2 "x 24" CONCRETE STRIP FOOTING w/ (2) 15 CON'T. TYP. FOUNDATION PLAN NOTES W6 1. REFERENCE 51.0 4 51.1 FOR GENERAL NOTES AND DESIGN CRITERIA. 2. PROVIDE 4" SLAB ON GRADE UITH 6x6- WI4xWl.4 11.121 TYP. UON. SEE 5/530.00 FOR CONSTRUCTION JOINT DETAIL FOR SLAB ON GRADE. 3. SEE 10 /530.0 FOR TYPICAL FOOTING AT PIPE OR CONDUIT. INDICATES PLYWOOD SHEAR WALL. SEE 5C1-1EDULE ON 10/540.0 PROVIDE A MINIMUM OF (2) END STUDS AT EACH END AND U -X AND SIMPSON 1-11DU- 2 -5P525 HOLDOUN5, TYP UON 5. 4 :ICATE5 SIMPSON HOEDOWN PER PLAN. SEE DETAIL 19/530.0 FOR CONNECTION. ICATES NUMBER OF END STUDS AT END OF 51-EAR WALL OR SUPPORTING WEADER5 AND BEAMS. PROVIDE MINIMUM 2 5TUD5, TYP UON PACIFIC COURT COMMUNITY BUILDING FIRST FLOOR / FOUNDATION PLAN 1 /4" = 1' -0" J 12 "x 24" CONCRETE STRIP FOOTING w/ (2)15 CON'T. TYP. CODE EV1E�ryEC) FOR CMPLIANCE SEp 2 8 2010 City of Tukwila BUILDING alVI 6. SEE DETAIL 3/530.0 FOR TYPICAL SLAB EDGE DETAILS. 1. SEE DETAIL 15/530.0 FOR TYPICAL ANCHOR BOLT DETAILS 8. SEE DETAIL 19/530.0 FOR TYPICAL I- OLDOIUN DETAIL. 9. - - - - INDICATES NEW CONCRETE FOOTINGS UNDER STRUCTURAL WALLS. SIZE AND REINFORCING PER DETAILS. 10. PROVIDE 2X8 CEILING JOISTS - LOCATE PER ARCH'L 11. SEE DETAIL 20/540.1 FOR CMU TRASH ENCLOSURE WALL bto-i RECEIVED CITY OF TI-UKINILA JUN 0 8 2010 PERMIT CENTER loyne Urban Design Seattle, Washington 98104 l / FAX: (206) 622 1766 ' 4, of rras s, •.G - ttp r 1517 9 . G ' /ONAL � \' '°. rcoi i ST, T TY HOl W., SUITE DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY 1 THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE FIRST FLOOR / FDN & ROOF FRAMING PLAN SCALE: 114" = l' -0" PLOT DATE: JUNE 7, 2010 CAD FILE: PRr:,.1.I.q(.= .: RLM DRAFTER: KJT SHEET NO, S20.O 1 2 24" * 4 x I- a 24 "oc FIN. GRADE SEE PLAN FOR THICKNESS AND REINFORCING. SLOPE PER ARCH'L SLAB (TYP.) SECOND POUR FIRST POUR loyne Urban Design Seattle, Washington 98104 ) / FAX: (206) 622 1766 SEE PLAN FOR SLAB 143" x 11/2" PREMOLDED CONT. MASTIC JOINT STRIP. SEE PLAN FOR SLAB BURKE "KEYKOLD" JOINT. THICKNESS REINFORCING. CUT AT JOINT AND (TYP.) (JOINT MAY BE SAW -CUT AT CONTRACTOR'S OPTION.) PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. THICKNESS REINFORCING. AND (TYP.) STOP REINF. 1" CLEAR JOINT EA. SIDE. OF 5 - �Q� ,____ 1111E111-11- I1 11 11 x x x x x x x x 0 ° °_ ( ..3' `e °Q, O0 °Q, •:° ° Q8 0. p8- °°_ 111 _ =111= = = — = _ 11 I I - ALT. WIRES PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER SOILS REPORT CONTROL JOINT PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER SOILS REPORT CONSTRUCTION JOINT (I) * 4 CONT. TOP BOt. 11 PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR , FILL PER SOILS ENGINEER BLA$ EDGE 3 , TYPICAL 'ti ,° 'NAM. R. � o , x , -- ,� 2154 4.> ��, �%imaL � ��� �'fONAL �� 6 2x6 16 "oc NAIL PER SHEAR WALL SCHEDULE EXTEND SLAB tHRU g DOORWAYS -SLOPE ' %" TOTAL. TOP OF 6" WALL (� SIN. SECT.) 6" STEM WALL / - -� FOOTING PER PLAN TRENCH I' -0" NO PIPES PLACED THIS HEIGHT TO BE ADJACENT PIPE n,� WITHIN ,4 OCCURS I I i I ANCHOR $OLTS PER SHEAR WALL 5CHED. 1" 1PRE- MOLDED JOINT FILLER SHEAR WALL PER SCHEDULE ON 10/540.1 EXTEND SLAB TI-IRU 9 DOORWAY5 - SLOPE ii¢" TOTAL TOP OF 6" WALL ('M SIM. SECT) 6" STEM WALL I I I I ANCHOR BOLTS PER SHEAR WALL SCHEP. 111_111= MIN. ' ' `1, ° =III S III 111 =1 I I 1= 11- - - - - - - -- I 1 =1 I 1 =1 I -I I 1 =1 1 SEE NOTE 3 11 III III II 1 I I I ( arm (2) *4 CONT. TOP 1111111= = 11111111 / �� y NO DIGGING TRENCH FOOTING NOTES: 1 1 ��; �_ �, I I_ ` o N I I II II =1111 =1i1 / ►��o - _i \ 11111 - -► _ _Tj -� = x x X x 3 \ l—cn f s w n ,• = IE111= 0 x x x / I I I I— � i � Ii I I— -1 / I 1 =11 I III / =III _ o • -.:a °o °o °o0 ° z° * (2) *4 CONT. TOP r� = o00 • �. oho °o ° ° • I" PRE - MOLDED FOR PIPE ;111=1 = -1 I I -1 I-I I I-1 I 11.1 �I =l =1 I 1 =_l I' — Q" MIN. / x o = Lu N = �► - - III - III -III -I -1 I 1 =1 I' PARALLEL TO '11E111=71 I 1 =1 11- "'— BELOW THIS LINE ' I =1 I I. _1 I 1 11 PIPE SLEEVE: ID. OF SLEEVE SHALL (1 I I I ( -1 I I I I i ( I 1 =1 II ICI J = _ - I I I,;,I Ili � iN-L, - - - BE 2" (MIN.) / "' 111 JOINT FILLER - o -� -_ =11 \ III =_ , — — — ° *4 g IS �� VERT. DOWELS 111 *4 g IS "oc VERT. DOWELS W/ ST. 90° HOOKS ALT. III oc W/ STD. 90° HOOKS ALT. - I I ° =III ° III III (3) *5 CONT. I I I III 1. SEE NOTES ON FOUNDATION PLAN FOR ADDITIONAL REINFORCEMENT. THAN THE OD. OF PIPE 2. PIPE 4 CONDUIT MUST RUN PERPENDICULAR THRU WALL. 3. VERT. 4 HORZ. CLEAR SPACE BETWEEN ADJACENT PIPE SLEEVES SHALL NOT BE LESS THAN THE DIAMETER OF THE LARGER SLEEVE. TYPICAL FOOTING AT PIPE OR CONDUIT 1 0 = 11= II- 11E1111 111— m 11=11E11 J, I I =�- (2) * 5 CONT. , = I I = 11=11E1111 III - II= I I = I I = I I X 11=11 X PER PLAN TYPICAL EXTERIOR WALL 6 STOREFRONTS 4 15LDG EXITS 7 24 TYPICAL EXTERIOR WALL 8 11 12 EMBEDMENT LENGTH ADEQUATE THREAD EXTENSION FOR ATTACHMENT OF ALL rco i i ST. T TY HOl W., SUITE i I I 1I 1►..1 BEARING OR SHEARWALL PER PLAN, ! SHEARWALL CONSTRUCTION AND ANCHOR BOLTS PER SCHEDULE 10/540.1 I SLAB ON GRADE I PER PLAN I INTO CONCRETE MASONRY (SEE OR NOTE) v MATERIALS 1 \\ POST SIZE PER PLAN SIMPSON 'PB' POST TO HT - USE 'CB' POST BASE AT EXTERIOR SLAB ON GRADE PER PLAN BASE AREAS y ° �������� %�� STD. HEX NUT 3D BOLT DIA. 'D' MINIMUM EMBEDMENT ANCHOR BOLTS IN HORIZ. SURFACE ANCHOR BOLTS IN VERT. SURFACE 1/2" 5" 1" X x x X11 y x x X x � X - III_III_III_ 34 �� 5" l" 11111= II =II= C =_= ry I I- II I I I I • - ya�� 6�� $�� _I .I 0 _ I� III 24" (3) *5CONT. I. = - (3)4'5 EA. WAY BOT. SPREAD FOOTING AT = 11 =11= 1„ 1„ 9„ 11 -11 POST =11 13 1l,&II 8" 10" 'r INTERIOR IBEARING 4 SNEARWALL FOOTING 14 NOTE: ANCHOR BOLT EMBEDMENT IN VERTICAL SURFACE APPLIES TO CONCRETE ONLY. TYP. ANCO BOLT 5 DRAWING ISSUE PERMIT SET: JUNE 8, 2010 16 17 (3�'5x 5' -0" ADDITIONAL TOP 14D PER PLAN ' REVIEWED FOR CODE COMPLIANCE APPROVE. SEP 2 8 2U I0 ° City of Tukwila BUILDING DIVISIOhil RECELVD CITY OF TUKIMLA JUN 0 8 2010 �' PERMIT CENTER 20 1" JOINT PATIO GRADE E OCCURS PRE - FILLER SLAB 5 WHERE MOLDED ON PER PLAN -- o COL. lu/ SIMPSON COL. 12" SQ (4) *4 EA. CORNER (2) PER PLAN BASE PLINTH x L DWLS TIES CBQ W/ g W/ 4 "oc FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR ANDMODCAITAONSBYGOVERNMMENTAGEN IE I I 1 1 I I (1 DOUBLE STUD (MIN.) AT SHEAR WALL END ADM_ STUD TO COVER HD BOLT HEADS SLAB PER PLAN v� DRAWING rIrI.E TYPICAL CONCRETE DETAILS SCALE: 3/4" =1' -0" PLOT DATE. 7, 2010 CAD FILE: PROW MG ,: RLM DRAFTER: KJT HoLDOWN - FOOTING REINF. - e- 11 i � _x x x x x 11 �-1- x ,, . x � -- -1 . . SEE 5CHEDULE - z kX . o 0.4 • 1 t44 4.- < -► eL I I == -- 11 - III = I 1= II = II = E t SCHEDULE U = II = I 3 MIN. AB. S — IIBIEIIi�� 12" I ANCHOR BOLT TYPE SDS PER PLAN ; h` \ S30 ■ 0 543". A.$ 3,4 ". A B. I" AB 1" "� AB. 11/4". AB. 9� 11" 15" 15" 20" 12" 11111111=11=11=111 1= OOTIN6 III I I = SIZE I I - I I PER PLAN PER PLAN. THICKENED SLAB 18 ANCHOR BOLT SIZE A5 PER AS REQ'D ■ MANUFACTURER TO MATCH HOLpOIUNS HOLpOWN CALLED OUT ON PLAN 19 PLYWOOD NF SNOIUd SHEATHING FOR SIMPSON ST62I5, TYP. CLARITY AT EACH CORNIER (8)16d 6 4 "oc STAGGERED 16d 6 12 "oc STAGGERED AT EACH SIDE OF SPLICE ELSEWHERE TOP CHORD SPLICE PER PLAN ,,,,.--- EXTERIOR FACE SHEATHING OF POST 4 BEAM WALL FRAMING SCi-iEDULE loyne Urban Design Seattle, Washington 98104 ) / FAX: (206) 6221766 EDGE NAIL At 4x BLOCKING TYPICAL LEVEL TYR INTERIOR BEARING AND SHEAR WALLS TYP. EXTERIOR WALLS GLU -LAM OR SAWN BEAM PER PLAN SHIM AS REQ'D FOR SHEATHING NAILING POST PER PLAN TYP. DOUBLE TOP fiE R -1 2x4 DF CONSTRUCTION 16 "oc (4" WALLS) 2x6 IX NO. 2 GRADE g 16 "oc (6" WALLS) 2x6 DF NO2 GRADE g 16 "oc (6" WALLS) MENAI �■■■■■ ■r SHIM AS REQ'D FOR SHEATTING NAILING HEADER I I CI wili■ ■ ■ ■ ■ ■..m ■ ■ ■ ■•■u II!�! li =I g •w�MA & i '''_I' 1 TYP. _, STUDS ) OPENING pGE NAI TYP. �+ BOTTOM CHORD SPLICE ° 6 -0 MIN. BETWEEN SPLICES 14>121 2x4 DF CONSTRUCTION 16 "oc (4" WALLS) �� Zx6 DF NO.2 GRADE 16 oc (6 WALLS) 2x6 DF NO2 G GRADE 16 "oc (6" WALLS) r PLACEMENT MULTI -STUD COLUMN HEADER --� ~�- �,, 6EAN M OR SAWN BEAM PER PLAN 'Lc' K NOTE: REFER TO ARCHITECTURAL DRAWINGS FOR REQUIRED DEPTH OF STUD WALLS. INDIVIDUAL STUD SIXES, GRADES AND SPACING SHOWN IN SCHEDULE ABOVE APPLY U.ON. 5 PLACEMENT // DOUBLE BO STUD GINNAIL STUD // // AT MULTI-STUD SUPPORT j�OST OR TS COLUMN 3 ACCORDANCE W/ NOTE: SHEATHING AND NAILING ABOVE AND o SPLICE TO OCCUR AT ct OF VERT. STUD (TYP.) TYPICAL TOP PLATE SPLICE 2 TYPICAL HEADER U.ON. GENERAL NOTES. 4 BELOW OPENING TO MATCH SHEAR PLYWOOD SHEATHING WALLS ON EACH SIDE OF OPENING. NOT SHOWN FOR CLARITY STRAPPED SHEAR WALL AT OPENING 1 b►t. Goa` "ti of was f4 ,,,A i5a , '40 AL's 43Y0N1�G E� 6 7 — REVIEWED BEAM EACH SIDE BEAM PER PLAN CODE WHERE OCCURS PRAY BEAM 4 JOIST JOISTS FACT SIDE SIZES PER PLAN PER PLAN WHERE OCCURS _ TOPPING PER PLAN FOR PLYWOOD SHEATHING PER PLAN I 1 I ►� SHEAR WALL PER PLAN AND SCHED. I 2x BLOCKING ----------. �� Eh 8 �010 JOIST BEYOND PER PLAN BEAM PER PLAN SIMPSON MT530 ONE SIDE FOR BEAM DEPTH PROVIDE SIMPSON TYPICAL ■ ilL! ®_._..__._._..__. A35 CLIPS PER ' SW SCTED BLOCK SOLID UNDER 1 I 1 I i 1 L , t• City of Tukwila ��� ITT' SERIES BLOCKING DESIGNED JOIST HANGERS BY JOIST MFR T`I'PIC4L. I5E:AM TO JOIST CONNECTION 8 J'� BUILDING DIVwSIC�nw SIMPSON HGL SERIES HANGER TYPICAL. E3EEAM TO PERPENDICULAR 'BEAM CONNECTION 9 BEAM �° SHEAR WALL PER PLAN I ANp SCTEp MULTIPLE STUDS PER PLAN CONNECTION i o A * <10", N6 BEAM TO MULTIPLE II STUD 11 BEAM PER PLAN BEAM PER PLAN TYP STUD TO STUD NAILING SCHEDULE NOTES: rco i i ST. T TY HOl W., SUITE NAILING TYPE I. WHERE NO STUD TO STUD NAILING IS INDICATED, LEVEL TYPE 1 TYPE 2 NAIL STUDS TOGETHER WITH I6d 6 12 "o.c.. FOURTH 16d 9 12 "oc. 16d 6 6 "o.c. 2. ADDITIONAL STUDS REQUIRED AS NAILERS, ETC. ARE NOT SHOWN. THIRD 16d 6 10 "o.c. 16d a 6 "o.c. O O 0 0 I_ �I 1 I jh � SIMPSON ECC AS REQ'D TO FIT BEAM POST PER PLAN P P ___1 _ SIMPSON CC COL. CAP (TYP.) POST SECOND TYPE 1 NAILING 1601 9 8"o.c. 3. SEE SNEAK WALL SCHEDULE FOR 16d a 4 "oc. REQUIREMENTS. 4. SEE PLAN NOTES FOR STUD SI7.E (VERIFY WITH ARCHITECTURAL) EDGE NAILING SHEATHING NAILING AND SPACING. EDGE NAILING PER SHEAR WALL PER PLAN t `i, ><" =� 7, <<: SCHEDULE TYPICAL. TIMI5ER 13EAM TO POST CONNECTION - ONE SIDE 12 TYPICAL. TIMBER IBE AM TO POST CONNECTION - TWO SIDES 13 EDGE NAILING PER SNEAK WALL SCHEDULE ►� 1E PER SHEAR WALL 11► - : , ►— • �_ �— SCHEDULE TYPE 1 NAILING EDGE NA IL ING PER SHEAR WALL SCHEDULE Pi ill DRAINING ISSUE PERMIT SET: JUNE 8, 2010 — - FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR , pERMRAPPLICATIONAND SSUBJECiTOREVIEW I AND MODIFICATIONS BYGOVERNMMENTAGENCIES 1 PARTY WALL TO INTERIOR WALL EDGE NAILING INTERIOR WALL TO EXTERIOR WALL CORNER INTERIOR WALL 16 17 18 IEDGE 1011 A ri. NAILING PER SHEAR WALL SCHEDULE PER SHEAR WALL SCHEDULE TYPE 1 NAILING EDGE NAILING PER SHEAR WALL SCHEDULE I DRAINING ilRE TYPICAL WOOD DETAILS SCALE . 3/4" =1' -0" PLOT DATE: JUNE 7, 2010 GALS FILE: PROW MGR.: RLM DRAFTER: KJT 1 —� TYPE 1 Na1uNG _ ��% I11� 0 � TYPE 2 NAILING �_ i!". TYPE 2 NAILING TYPE 2 NAILING PARTY WALL TO INTERIOR WALL VARYING WALL SIZE INTERIOR WALL TO EXTERIOR WALL RECEIVED CITY OF TUKWILA JUN 0 8 2010 I 4 PERMIT CENTER - 20 SHEE1. NO S40.0 11 16 ROOF SHEATHING PER PLAN 13/4" LYL BLOCKING BEVELED TOP PLATE , TYP. TJI ROOF JOISTS PER PLAN SHEAR WALL PER PLAN w/ SIMPSON CLIPS PER SCHEDULE ROOF 51-EATHING PER PLAN 1 3/4" LYL BLOCKING BEVELED TOP PLATE , TYP. TJI ROOF JOISTS PER PLAN 1 3/4" LYL BLOCKING SHEAR WALL PER PLAN w/ SIMPSON CLIPS PER SCHEDULE 1 3/4" LSL BLOCKING PLYWOOD SHEATHING PER PLAN 1 3/4" LSL BLOCKING w/ CLIPS PER SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE LABEL APA RATED 51-EATHING (I) (2) (4) (12) (13) NAIL SIZE 4 SPACING 6 EDGES (4X5) SCUD 4 BLOCKING SIZE AT ADJOINING EDGES (3) (6) (14) RIM JOIST OR BLOCK CONNECTION TO TOP PLATE (1) (8) 2 ATBTACHMENI ATE SILL PLATE ATTACI -IMENt PLF CAPACITY ANCHOR BOLT TO CONCRETE BELOW (10) (I5) SILL PLATE SIZE AT FOUNDATION (11) NAILING TO WOOD BELOW (9) W6 15/32' ONE SIDE 0.131x2 -I/2 6 6'oc 2X CLIP 6 20' OC 0.162x 3 -1/2' 6 6' oc 5/8" 4) 6 48" oc 2X 260 1.1.14 15/32' ONE SIDE 0.131x2 -I/2 51 4'oc 3X CLIP 9 13' OC 0.162x 3 -1/2' 9 4' oc 5/8" 4) 6 40" oc 3X 380 1113 I5/32' ONE SIDE 0.131x2 -I/2 g 3'oc 3X CLIP &I 10' OC 0.162x 3 -1/2' 9 3' oc 5/8" 4) g 32" oc 3X 490 W2 I5/32' ONE SIDE 0.131x2 -1/2 9 2'oc 3X CLIP 6 S' OC 0.162x 3 -1/2' 9 2 -1/2' oc 5/8" 4) g 24" oc 3X 640 NOTES: INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. INSTALL PANELS DIRECTLY TO WALL STUDS. (2) WHERE 51-EATHING 16 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X OR 3X FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. SEE PLANS FOR HOLDOIIN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT -UP HOEDOWN POSTS. (I) REFER TO THE HOEDOWN DETAILS FOR ADDITIONAL INFORMATION. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING 12' O.C. (1) BASED ON 0131 X 1 -1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131 X 2 -1/2' NAILS WHERE INSTALLED OVER SHEATHING (8) FRAMING CLIPS: A35 OR LTPS OR APPROVED EQUIVALENT (9) WHERE PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4'X3'X3'. EMBED ANCHOR BOLTS T MINIMUM INTO THE CONCRETE. (11) PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT- DIPPED GALVANIZED (ELECTRO- PLATING 15 NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS (12) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. (SPECIAL INSPECTION MAY BE REQUIRED) SHEAR WALL PER SCHED. TO MATCH WALL BELOW JOISTS PER PLAN 11/8" LSL RIM JOIST Ih10" TJI 110 (MIN) 6 24 "oc JOISTS PER PLA SHEAR WALL PER SCHED. TO MATCH WALL BELOW SHEAR WALL PER SCHEDULE w/ CLIPS PER SCHEDULE 10 1 3/4" L5L RIM JOISTS w/ CLIPS PER SHEAR WALL SCHEDULE SHEAR WALL PER SCHEDULE JOISTS PER PLAN %J H lid REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 8 2010 City of Tukwila BUILDING DIVISIDnI SLAB ON GRADE PER PLAN N lhI Glib HIu %1i11 o • /.��� o - • Ooo • •. •:O .o .o Ooo ..O .o 9.0 8" CMU TRASH ENCL. WALL REINF. PER GENERAL NOTES * 5 x 5' -0" PERT. DOWELS LAP 36" w/ MASONRY RE II'F. 17 18 I'E ITI =III= 24" NO 14c0 I II RECEIVED (2) * 5 Ci97 OF Tl1KWILA JUN 0 8 2010 PERMIT CENTER 20 cp 0 1 0 0 a) co c o coo c L rn ^ 0 0 ai o co CO ti 0 c 0 CO 0 > ii z N d co co i3); Q zQ oc� J G � U I 0 C6 C..0 co U c.i)! LL U 0_ t0 N _ cM � Go CO o O0) Z I-- w Q w Z � Cf) = w Z Y =< O0 U w C90 Zc DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BYGOVERNMMENTAGENCIES DRAWING TITLE TYPICAL WOOD DETAILS CAD FILE: PROJ, MGR.: DRAFTER: 1/4" =1' -0" JUNE 7, 2010 RLM KJT SHEET NO, S40.1 MECHANICAL LEGEND SANITARY WASTE SANITARY VENT DOMESTIC HOT WATER DOMESTIC HOT WATER RECIRCULATION DOMESTIC COLD WATER CD CONDENSATE DRAIN - RL REFRIGERANT UQUID PIPING - RS REFRIGERANT SUCTION PIPING _-I61 -- ELBOW, 90' ELBOW, 45' ELBOW, TURNING UP OR TOWARD ELBOW, TURNING DOWN OR AWAY BALL VALVE EXHAUST FAN MECHANICAL EQUIPMENT CROSSING UNES: NON - CONNECTING (TOP OR FRONT PIPE IS SHOWN AS SOUD UNE) BREAK IN PIPE (USE WHERE SECTION OF PIPING IS OMITTED FROM DRAWING FOR CLARITY) PLUMBING FIXTURE CALL -OUT EQUIPMENT CALL -OUT CFM CUBIC FEET PER MINUTE OA OUTSIDE AIR RA RETURN AIR SA SUPPLY AIR WH WALL HYDRANT QT THERMOSTAT CARBON DIOXIDE SENSOR GC GENERAL CONTRACTOR EC ELECTRICAL CONTRACTOR MC MECHANICAL CONTRACTOR GENERAL NOTES 1. DO NOT SCALE PLANS. FIELD VERIFY DIMENSIONS PRIOR TO FABRICATION AND INSTALLATION OF MECHANICAL SYSTEMS. 2. MECHANICAL DRAWINGS ARE DIAGRAMMATIC ONLY. ACTUAL SIZE AND LOCATION OF EQUIPMENT, DUCTWORK AND PIPING MAY VARY DUE TO MANUFACTURER OR ACTUAL FIELD CONDITIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE INSTALLATION OF MECHANICAL SYSTEMS WITH OTHER TRADES AND SYSTEMS SO AS TO PROVIDE ADEQUATE CLEARANCE AND ACCESSIBIUTY AS REQUIRED BY MANUFACTURER'S RECOMMENDATIONS AND AS SHOWN ON PLANS. 3. ALL DUCTWORK SHALL BE SEALED PER IMC AND SMACNA. 4. CONCEAL ALL PIPING AND DUCTWORK INSIDE WALLS AND ABOVE CEILINGS UNLESS SHOWN OTHERWISE. 5. REFER TO ARCHITECTURAL PLANS AND ELECTRICAL PLANS PRIOR TO INSTALLING MECHANICAL SYSTEMS TO VERIFY LOCATIONS OF OTHER BUILDING SYSTEMS. 6. REFER TO ARCHITECTURAL PLANS TO VERIFY ALL LOCATIONS OF NEW ARE RATED ASSEMBUES. ALL DUCT PENETRATIONS OF FIRE RATED ASSEMBLIES SHALL BE PROTECTED BY FIRE DAMPERS. 7. FIRE SAFE ALL DUCT AND PIPE PENETRATIONS THROUGH FIRE RATED ASSEMBLIES. 8. G.C. SHALL PROVIDE PREUMINARY REPORT AND COMPLETE SYSTEM COMMISSIONING PER WASHINGTON STATE ENERGY CODE SECTION 1416, AND THE COMMISSIONING GUIDEUNES, AS PUBUSHED BY THE BUILDING COMMISSIONING ASSOCIATION. 9. ALL DOMESTIC WATER PIPING SHALL BE INSULATED PER WASHINGTON STATE ENERGY CODE. FAN SCHEDULE MARK SERVICE LOCATION FAN DATA MOTOR DATA MAX. SON ES BASIS OF DESIGN NOTES WHEEL TYPE WHEEL DIA(IN) BLADE TYPE CFM TOTAL S.P. IN W.G. DRIVE TYPE AMPS V. PH. EF -1 TOILET CEILING CENT 6 BI 50 .1 DIRECT .2 120 1 .3 BROAN QTXE050 1 EF -2 RANGE H000 KITCHEN CENT 7 BI 100 .1 DIRECT 1.2 120 1 .9 GROAN QDE 30SS 2 EF -3 MEETING RM CEILING CENT 6 BI 150 .1 DIRECT .5 120 1 1.4 BROAN QTXE150 3 NOTES: 1. SWITCH WITH LIGHTS. 2. INTEGRAL FAN AND LIGHT SWITCH TO BE RE -WIRED TO WALL SWITCHES BY E.C. FOR ADA OPERATION. 3. PARALLEL CONTROL WITH WALL SWITCH AND co. DETECTION: GET8012 ELECTRIC HEATER SCHEDULE MARK SENS CAP (MBH) ELECTRICAL DATA PH BASIS OF DESIGN NOTES KW STEPS VOLT EH -1 1432 .42 1 240 1 KING KCV 2404 1 - EH -2 4774 1.4 1 240 1 KING KCV 2415 1,2 EH -3 3387 0.7 1 240 1 KING KCV 2407 1.2 EH -4 3188 .94 1 240 1 KING KCV 2410 1,2 EH -5 716 .21 1 120 1 KING KCV 1202 1,2 NOTES: 1. PROVIDE WITH REMOTE LINE VOLTAGE THERMOSTAT TH110P 2. (2) OF THESE. FAN COIL UNIT SCHEDULE MARK CFM EXT. STATIC PRESS. (IN. W.G.) DX COIL DATA (R41OA) ELECT. DATA CONFIG. BASIS OF DESIGN NOTES E.A.T DB /WB (CLG) SENS. CAP. (MBH) TOTAL CAP. (MBH) E.A.T DB HTG. HEATING (MBH) O.A CFM HP. (W) V. PH. MCA SENS. CAP. (MBH) FC -1 178 0.00 75/63 6.0 8.5 70 8.5 0 70 240 1 0.5 WALL FRIEDRICH MWO9Y3G 1 .7 70 8.5 .7 240 1 3.3 10 15 20 3.6 46 FRIEDRICH MR09Y3G 1 NOTES: 1. FC -1 UNIT WITH HP -1 ELECTRICAL CIRCUIT. HEAT PUMP SCHEDULE - AIR SOURCE - R41OA MARK CONDENSER DATA COOLING DATA HEATING DATA ELECTRICAL DATA SEER COP EQUIP SOUND DATA DB BASIS OF DESIGN NOTES CFM S.P (IN. W.G.) E.A.T. DEG.F. E.A.T. DB /WB (DEG.F.) TOT. CAP. (MBH) SENS. CAP. (MBH) ELEC. INPUT (KW) E.A.T. DB ( DEG.F.) SENS. CAP. (MBH) ELEC. INPUT (KW) V. PH. FLA MCA MOCP CLG. HTG. HP -1 600 0.0 80 21 80/67 8.5 4.6 .7 70 8.5 .7 240 1 3.3 10 15 20 3.6 46 FRIEDRICH MR09Y3G 1 NOTES: 1. INSTALL ON GRADE NORTH OF BUILDING. PLUMBING FIXTURE CONNECTION SCHEDULE UNIT NO. FIXTURE LOCAL CONNECTIONS REMARKS NOTES CW. HW. WASTE VENT P -1 WATER CLOSET 1 /2 - 3 2 1.6 GPF TANK TYPE, ADA COMPLIANT P -2 LAVATORY 1/2 1/2 1-1/4 1-1/4 ADA COMPLIANT P -3 KITCHEN SINK 1/2 1/2 1-1/2 1-1/2 ADA COMPLIANT DRAWING TITLE FLOOR AND ROOF PLANS SCALE: 1/4" =11-0" PLOT DATE: MAY 3 2010 CAD FILE: M -O.DWG PROJ. MGR.: RL DRAFTER: ELA FD FLOOR DRAIN TRAP PRIMER -- 2 1-1/2 JR SMITH 2005 - 2" 1 WH WALL HYDRANT 1/2 -- -- -- WOODFORD B65 2 NOTES: 1. PROVIDE WITH TRAP PRIMER CONNECTION 2. MOUNT ON NORTH WALL BESIDE KITCHEN DOMESTIC WATER HEATER - ELECTRIC MARK SERVES LOCATION KW VOLTAGE GALLONS BASIS OF DESIGN NOTES WH -1 BUILDING KITCHENETTE 2.5 240/1 20 A.O. SMITH EJCS -20 1,2 NOTES: 1. MOUNT UNDER KITCHEN COUNTER 2. PROVIDE WITH BLADDER TANK BT -1; AMTROL ST -5 MISCELLANEOUS MECHANICAL EQUIPMENT SCHEDULE MARK DESCRIPTION SERVES BASIS OF DESIGN NOTES COS -1 CARBON DIOXIDE SENSOR MEETING ROOM GE T8012 IN CP -1 HOT WATER RECIRCULATING PUMP DOMESTIC HOT WATER BELL AND GOSSETT NBF -8S /LW 1,2 NOTES: 1. BRONZE WET ROTER CIRCULATOR. 100% LEAD FREE. 3 GPM ® 6 FT HEAD. 39 WATTS ® 120v 2. PROVIDE WITH AQ -1 /2 AQUASTAT. CONNECT AQUASTAT UPSTEAM OF PUMP ON COPPER RECIRCULATION PIPE. tho tq( e) RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER /Aardvark Engineering Services 2940 WESTLAKE AVE., SUITE: 301 \Seattle, Washington 9810' . E (206)281 -7319 fax (206) 35f1 �, A �D IN FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BYGOVERNMMENTAGENCIES DRAWING TITLE FLOOR AND ROOF PLANS SCALE: 1/4" =11-0" PLOT DATE: MAY 3 2010 CAD FILE: M -O.DWG PROJ. MGR.: RL DRAFTER: ELA SHEET NO. 4 -0 SIGHT GLASS BALL VALE 3/4 "CWTYPICAL SCHRADER CHARGING VALVE HEAT PUMP REFRIGERANT VALVE SCHRADER CHARGING VALVE '?1 r BT 1 R -10 INSULATING BASE fDIE— ELECTRIC WATERWAY CONNECTORS AQUA STAT 1 /2 "HWR THERMOMETER - 3 /4 "HW NOTE: G.C. TO PROVIDE CLOSURE PANEL UNDER COUNTER SEISMIC BRACES EXTEND P &T F.D. TO TO F.D. ELECTRIC WATER HEATER -1 CONNECTION DIAGRAM NOT TO SCALE RL — RS 0 1 /4" LIQUID 1 /2" SUCTION SIGHT GLASS R -410A THERMOSTATIC HEAT PUMP EXPANSION VALVE FILTER DRYER FAN COIL REFRIGERANT PIPING DETAIL NOT TO SCALE NOTE: ALL REFRIGERATION PIPING SPECIALTIES SHOWN SHALL BE PROVIDED BY MECHANICAL CONTRACTOR. REFRIGERANT VALVE PLAN NOTES: 0 1 -1 /2 "VTR / 3/4 "C D © GRADE 1 /4 "RL 1 /2 "RS / UNDER COUN <P -3) KITCHEN 10 WALL CAP 10 "X3 -1 /4 INSTALL BOTH SHUT —OFF BALL VALVES BEHIND STEEL ACCESS PANEL. Co) SPACE VENTILATED BY OPERABLE WINDOW. C3 SPACE VENTILATED BY EXHAUST FAN, ACTIVATED BY CO2 SENSOR. 0 EXHAUST TO ROOF CAP �5 36"X1 8" CONCRETE PAD BY G.C. 0 INSTALL LOCKING WALL HYDRANT. UNDERCUT DOORS 3/4" FOR VENTILATION AIR FLOW. 3" CONNECT TO EXISTING SAN. SEWER / I 1 1 1 /2" HW UNDER SLAB INSULATE 1 1 COMMUNITY SPACE t, 620 SF 0 1/2" UNDER SLAB INSULATE 3/4" CW UNDER SLAB HALL MEETING OOM / OFFICE 75 SF COMPU 75 G 1 -1 /4'A PACIFIC COURT COMMUNITY BUILDING FLOOR PLAN 1,454 SF 114" =1' -0" CO 3/4 "WATER FROM METER (SEE ; CIVIL) ` \ `\ 2" 1 -1/4" 4. \ L 3 "VTR RECEIVED CITY OF TUKWILA JUN 0 8 2010 PERMIT CENTER Aardvark Engineering 2940 WESTLAKE AVE., SUI Seattle, Washington 9 \(206) 281 -7379 fax (206) 35 1 IN FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMENT AGENCIES DRAWING TITLE FLOOR AND ROOF PLANS SCALE: 1/4" =1' -0" PLOT DATE: MAY 3 2010 CAD FILE: M -1 .DWG PROJ. MGR.: RL DRAFTER: ELA SHEET NO. 4 ---- P/r /c - - -- P/T/c C -0 CIRCUITING SYMBOLS.:. NEW WIRING. HASH MARKS INDICATE NUMBER OF #12 AWG WIRE UNLESS NOTED OTHERWISE, NO HASH MARKS INDICATES TWO WIRES PLUS GROUND UNLESS NOTED OTHERWISE. LONG HASH MARKS DENOTES NEUTRAL. —�— INDICATES GROUND WIRE. �— INDICATES ISOLATED GROUND WIRE, WHERE SHOWN. NEW WIRING RUN IN -OR BELOW SLAB OR BELOW- GRADE. EXISTING RACEWAY OR 'WIRING (IF HASH MARKS ARE SHOWN':: PULL NEW CONDUCTORS) RACEWAY STUB -OUT WITH BUSHING HOME RUN TO PANEL OR LOCATION NOTED CIRCUIT CONTINUATION JUNCTION BOX, CEILING /WALL PULL BOX HANDHOLE UNDERGROUND UTILITY SERVICE - POWER, TELEPHONE & CABLE AS INDICATED OVERHEAD UTILITY SERVICE - POWER, TELEPHONE & CABLE AS INDICATED POWER POLE /GUY POWER SYMBOLS'. DUPLEX RECEPTACLE 120V DOUBLE DUPLEX RECEPTACLE 120V DUPLEX RECEPTACLE - GROUND FAULT CIRCUIT INTERRUPTER TYPE DOUBLE DUPLEX RECEPTACLE - GROUND FAULT CIRCUIT INTERRUPTER TYPE DEDICATED DUPLEX / QUAD RECEPTACLE DUPLEX RECEPTACLE SAFETY TYPE DUPLEX RECEPTACLE - ABOVE COUNTER: MOUNT +6" ABOVE COUNTER /SINK/ BACKSPLASH OR MOUNT +54" AFF AS APPLICABLE GFI DUPLEX RECEPTACLE - ABOVE COUNTER: MOUNT +6" ABOVE COUNTER /SINK/ BACKSPLASH OR MOUNT +54" AFF AS APPLICABLE SINGLE RECEPTACLE 120V SPLIT SWITCHED DUPLEX RECEPTACLE FLUSH FLOOR BOX WITH _ DEVICE AS INDICATED FLUSH MOUNTED CEILING RECEPTACLE PEDESTAL TYPE FLOOR BOX WITH DEVICES AS SHOWN FLUSH FLOOR POKE THROUGH - DEVICES AS INDICATED SPECIAL RECEPTACLE, NEMA /VOLTAGE AS INDICATED SPECIAL RECEPTACLE, NEMA /VOLTAGE AS INDICATED DRYER RECEPTACLE DISCONNECT SWITCH FUSED DISCONNECT MOTOR STARTER COMBINATION MOTOR STARTER, DISCONNECT MOTOR CONNECTION EQUIPMENT CONNECTION CONTACTOR MOTOR' RATED SWITCH PANEL - 208/120 VOLT SYSTEM, +6' TO TOP U.N.O. PANEL - 480 VOLT SYSTEM, +6' TO TOP U.N.O. RISER SYMBOLS TRANSFER SWITCH CIRCUIT BREAKER DRAW OUT CIRCUIT BREAKER FEEDER DESIGNATION FUSED SWITCH _J_ GROUND PANG. PANEL GROUND FAULT CIRCUIT BREAKER TRANSFORMER:_ CABLE TO BUS CONNECTION 1> AVAILABLE SHORT CIRCUIT CURRENT METER SYMBOLS & ABBREVIATIONS XX NL 0 0 Eza NL �tl . as os PC 0 0 rii LIGHTING. SYMBOLS,. . FLUORESCENT FIXTURE, TYPE AS INDICATED ON PLAN "XX" INDICATES FIXTURE TYPE, "NL" INDICATES 24HR NIGHTLIGHT OPERATION FLUORESCENT STRIP FIXTURE, DRAWN TO SCALE FIXTURE CEILING MOUNTED FIXTURE WALL MOUNTED FULL - SHADED FIXTURES • SHALL HAVE • INTEGRAL B- ATTERY BALLASTS SERVICE .PANEL, "NL" INDICATES 24HR NIGHTLIGI-FT ,OPERATION - POLE MOUNTED EXTERIOR LIGHT FIXTURE BATTERY PACK EMERGENCY LIGHTING UNIT BATTERY POWERED EXIT SIGN - ARROWS AS INDICATED, SHADING INDICATES SIDE(S) ILLUMINATED. BATTERY POWERED EXIT SIGN WITH INTEGRAL EMERGENCY LIGHTS, ARROWS AS INDICATED SINGLE POLE SWITCH (LETTER INDICATES SWITCH LEG) OCCUPANCY SENSOR ' WALL SWITCH 3 WAY SWITCH INCANDESCENT DIMMER /SWITCH FLUORESCENT DIMMER /SWITCH DAYLIGHT SENSOR, # INDICATES CONTROLLED CIRCUIT DESIGNATION CEILING OCCUPANCY SENSOR PHOTO- CELL SWITCH MOUNTED ° UNDER SOFFIT, ORIENT NORTH TIMECLOCK FIXTURE PENDANT MOUNTED WALL SCONCE SURFACE MOUNT 2X4 TRACK LIGHTING SIGNAL & COMMUNICATION SYMBOLS MAGNETIC DOOR HOLD -OPEN. INTERNAL TO CLOSER HARDWARE WHERE SHOWN AT HINGE. FIRE ALARM MANUAL STATION +48" SMOKE DETECTOR SUBSCRIPT INDICATES DUCT DETECTOR. "H" SUBSCRIPT INDICATES HEAT DETECTOR "R" SUBSCRIPT INDICATES 120V RESIDENCE DEVICE WITH AUDIBLE TONE ALARM, BATTERY BACK -UP PO COMBINATION HORN /STROBE, WALL MOUNTED AT +80" UNLESS NOTED OTHERWISE PO COMBINATION HORN /STROBE, CEILING MOUNTED >0 FIRE ALARM STROBE _ONLY, - WALL MOUNTED AT +80" UNLESS NOTED OTHERWISE >0 FIRE ALARM STROBE ONLY, CEILING MOUNTED FACP FIRE ALARM CONTROL PANEL w I■ TELEPHONE OUTLET: "W" INDICATES WALL PHONE AT +54" D DATA OUTLET Po COMBINATION TELE /DATA OUTLET COMBINATION FIRE /SMOKE DAMPER CONNECTION MD MOTORIZED DAMPER - 120V ® MI MC MAGNETIC CONTACTS FOR WINDOW OR DOOR MONITORING © TV OUTLET 0 CEILING MOUNTED SPEAKER WALL MOUNTED SPEAKER © MICROPHONE CARD' READER. oSJ AUDIBLE DOOR ALARM DA VOLUME CONTROL AT +54" 1 —� /1/ XXX MISCELLANEOUS . FLAG NOTE REVISION SYMBOL EXISTING EQUIPMENT OR DEVICE REMOVE EXISTING ELECTRICAL EQUIPMENT EQUIPMENT IDENTIFIER TYPICAL ROOM DETAIL REFERENCES: XX - M — EY.Y - INDICATES DETAIL NUMBER INDICATES THAT DETAIL IS MIRROR IMAGE OF REFERENCED LOCATION INDICATES SHEET WHERE DETAIL IS FOUND DIRECTION OF ARROW INDICATES PLAN ORIENTATION IN RELATION TO DETAIL PROPERTY LINE FENCING CABLE TRAY Q INDICATES COMBINATION POWER/TELE /DATA POKE -THRU FLUSH O FURNITURE FEED JUNTION BOX. ABBREVIATIONS AC INDICATES ABOVE COUNTER MOUNTING AT +4" ABOVE BACKSPLASH OR +6" ABOVE COUNTERS WITHOUT BACKSPLASH AFF ABOVE FINISHED FLOOR A, AMP AMPERE AWG AMERICAN WIRE GAGE CB CIRCUIT BREAKER CKT CIRCUIT DED DEDICATED DW DISHWASHER (E) EXISTING EWC ELECTRIC WATER COOLER FA FIRE ALARM' FBOIC FURNISHED BY OTHERS, INSTALLED BY CONTRACTOR G, GND GROUND GD GARBAGE DISPOSAL GFI, GFCI GROUND FAULT CIRCUIT INTERRUPTER HT HEIGHT HWT HOT WATER TANK IGN IGNITION IH INSTA HOT J -BOX MW N P PROVIDE RO RECPT REF S TELCO TELE TYP UC UNO V W 0 W/0 WP JUNCTION BOX MICROWAVE - COORDINATE MOUNTING HEIGHT NEUTRAL POLE PNL• PANEL FURNISH AND INSTALL RACEWAY ONLY RECEPTACLE REFRIGERATOR SAFETY TYPE TELEPHONE COMPANY TELEPHONE TYPICAL UNDERCABINET UNLESS NOTED OTHERWISE VOLT WIRE OR WATT PHASE WITHOUT. WEATHERPROOF bt EPARAr� APp 41 rAND REQU �AL RED RECEIVED CITY OF TUKWMLA JUN 0 8 2010 PERMIT CENTER BrN Engineering, Inc. Electrical Consulting Engineering 2101 9th Avenue, Suite 215 tel: (206)223 -6446 Seattle, Washington 98121 fax: (206)223 -6465 0 Cizi co c o r` 0) N L N cow o N ai ar �o o • ti o � N c • ^ m co > 0 Q CV u Z C> 11 _J co ca < Z Q C� J G � °IT; 1—= I CD„; o co rr) CNI LL 0- co N _ M 00 Co C o O rn. �w Q 1- '- w w O F >- Z w O U w a Id N CO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE SYMBOLS AND ABBREVIATIONS SCALE: NONE PLOT DATE: JUN 7 2010 CAD FILE: E00.0.DWG PROJ. MGR.: ER QRAFTER: JG E00.0 NOT FOR CONSTRUCTION BLDG \CADD \E1 o.o.DwW 6/7/2010 10:50 AM U rL a co a] a a Lig 0 a. 0 GENERAL NOTES: 1. COORDINATE SEATTLE CITY LIGHT SERVICE AND INSTALLATION REQUIREMENTS WITH SCL REPRESENTATIVE TOSH SHARP (206)386 -1551. 2. COORDINATE TELECOM SERVICE AND INSTALLATION REQUIREMENTS WITH QWEST REPRESENTATIVE MIKE FUQUA (253)297 -3785. SERVICE REQUIREMENTS ARE ANTICIPATED- TO- BE. 6. 8 UNES .WITH PHONE/INTERNET SERVICE. VERIFY NUMBER OF LINES WITH OWNER PRIOR TO SUBMITTING. SERVICE: APPLICATION.: 3. CONTRACTOR TO PROVIDE COMPLETE INTERCOM SYSTEM WITH DUAL MASTER STATIONS AND REMOTE CALL STATION WITH ASSOCIATED PARTS AND WIRING TO MAKE FOR A FULLY FUNCTIONAL SYSTEM. SYSTEM SHOWN ON THIS SHEET IS FOR REFERENCE ONLY TO SHOW THE INTENT OF THE SYSTEM. r 0 x FLAG NOTES: RELOCATE EXISTING GATE MOTOR AND ASSOCIATED LOOP DETECTORS. INSTALL HANDHOLE AND EXTEND CIRCUIT. COORDINATE NEW GATE AND LOOP DETECTOR LOCATIONS WITH CIVIL SEE DWG SV -1 AND CUTSHEET ON THIS DRAWING FOR MORE INFORMATION. RELOCATE EXISTING GATE KEYPAD. INSTALL HANDHOLE AND EXTEND CIRCUIT. SEE DWG SV-1 FOR MORE INFORMATION. PROVIDE CONDUIT PATHWAY ONLY FROM SCL VAULT TO NEW METER. SCL WILL INSTALL AND TERMINATE CONDUCTORS. PROVIDE CONDUIT PATHWAY FROM POLE TO BUILDING AS SHOWN. CONDUIT INSTALLATION SHALL MEET QWEST REQUIREMENTS. COORDINATE LOCATION OF SERVICE AT THE BUILDING WITH THE ARCHITECT. TO SCL VAULT APP. ROX_. 85FT NORTH FROM THIS POINT ir 4 1 X X X 2"C. PVC 1 SCHLIQ GATE KEYPAD (I1IEW LOCATION) .1 EXISTING UTILITY POLE #1375068 PACIFIC COURT COMMUNITY BUILDING ENLARGED SITE PLAN 1/8" = 11-0" INTERCOM SYSTEM WILL HAVE TWO MASTER STATIONS, OFFICE AND MANAGER'S UNIT. SEE DETAIL #1 THIS SHEET FOR SYSTEM WIRING REQUIREMENTS AND COMPONENTS. CONTRACTOR TO PROVIDE ELECTRIC LOCK FOR GATE WITH SYSTEM. COORDINATE WITH SYSTEM SUPPLIER FOR APPROPRIATE PARTS. SEE DETAIL#3 THIS SHEET FOR BOLLARD MOUNTING REQUIREMENTS. SEE LIGHT FIXTURE SCHEDULE ON E3Q.0 P3R BOLLARD INFORMATION. PROVIDE VANDAL RESISTANT SPEAKER AND MOUNT AT ADA REQUIRED HEIGHT. DUCTBANK SHALL BE PER SCL CONSTRUCTION GUIDELINE U2- 10/NDK -50. 3/4"C PVC SCH40 _ -_ X X X X X 4 eAIPHONE LEM -1 DLC Multi- Master Access Sentry System Master Station for Multiple Master Use, including Occupied Lamp Please Mad and idgrstandall _: fnsbuetiens before installation. ;. - INSTRUCTIONS - Master #1 Master #2 Door LE-D I ; LEM -1DLC LEM -1DLC ' /----. \ I_� 1 1 1 R + EL ' 1 R + EL �_. ` PT -1210N PT c0 -1210N /---",.,. EL -12S �/ -1 ' IMPORTANT!!! Each master REQUIRES an individual PT-1210N power supply. OPERATION NOTES: t: Only one. master can b4 used at a time: • 2. When the answering master presses the TALK button, the red LED above the OFF switch will light on both masters. This feature is controlled by the "R" wire between masters. 3. When the OCCUPIED light is illuminated, do not press the TALK button on the non - answering master, or a feedback will be heard throughout the system. If this occurs, turn off one of the masters (depress OFF button). At that time, communication between the door and the answering master can continue normally. 4. There is no communication between masters. INSTALLATlOM GUIDELINES: 1. Separate power supplies (12 -16V AC or 12 -24V DC) are required at each master station. DO NOT CONNECT +1- WIRES BETWEEN MASTERS. Keep wires for power and communication in separate jackets. 2. The door strike can be powered from one of these power sources (as shown) or from an independent source. Door release contact rating on the LEM -10LC is 24V DC, 1A max_ 3. The EL -12S is designed for a standard wood framed door, and for light to medium usage. If a different type of door is used, install a strike appropriate for that door. 4. The LEM -1DLC provides a "normally open" contact closure for door release 5. If using a magnetic lock, eitherthe RY -18L or RY -24L relay wit be required to get a normally closed contact. (See diagram on back} Aiphone Communication Systems 1700 130th Ave. N.E. Toll Free Technical Support: Bellevue, WA 98005 1- 800 -692 -0200 (425) 455 -0510 E-mail tech alaiphone.com FAX (425) 455-0071 DETAIL #1 PEDESTRIAN GATE INTERCOM SYSTEM VEHICULAR LOOP DETECTOR INSTALLATION_ Guidelines for Vehicular Loop Detector Installation. 1. Prevent sharp corners in the geometry of the loop sensor. 2. Install the appropriate number of turns for your loop geometry based on the loop perimeter. Use Table C (below) as a guide. 3. Use XLP ( cross - finked - polyethylene} type of wire, This wire reduces the effects of moisture and other environmental events in altering the functionality of the vehicular loop detector. 4. Twist the lead wire at lease 6 turns per foot. 5. Use BACKER -ROD to minimize damage to the loop detector wire prior to using the sealant. 6. Place the loop detector wire and adjust the sensitivity of the vehicular loop detector unit in a way to minimize the effects of the gate over the loop detector wire. IMPORTANT - Some of the following parameters may affect the proper functionality of the vehicular loop detector (consult the installation manual and the manufacturer of the vehicular loop detector), • Gate size, + Number of turns in the loop sensor wire: • Distance from the loop sensor wire to the gate either at the open or dose position. saw cut 1" Min. Sealant Backer-Rod Vehicular Loop Detector Wire (3 Turns Sliawn) Table C - Recommended Number of Turns Perimeter in Feet Number of Turns 10 5 20 4 30 -40 3 50 -100 2 Provide Additional Saw Cuts to Eliminate Sharp Comers 1/8" to 1/4" Saw Slot Continueustywtmt Wire in Loop Slot furtive Required Number of Loops (2 Loops Shown) -. Twist Wire Outside the Loop 8 Twists/Foot Until t(s Connection to the Loop Detector VIKING -.I. ACCESS SYSTEMS' DETAIL #2 - LOOP DETECTOR INSTALLATION- LE NSTALLATEO External Signaling: Trigger and external bell or sounder when the door station button is pressed. LE Series Sub. LEM -1DL/C LEM -1 DLJC TO EXTERNAL . POWER Power NOTE: Supply 1. Use a 12V DC power source, 500mA or greater, for the RY -AC. An Aiphone PS- 1225UL can be used to power both the relay and the one LEM- IDLIC. The second LEM -1DL/C must be powered separately. 2. The LEM -1 DL /C that does not have the RY -AC connected may use the PT -1210N power supply. SYSTEM CONFIGURATION: LEM -1DLJC with Door Release contact activating a Normally Closed relay far Magnetic Lock Note: For applications requiring a Normaity Closed (N /C) contact (Magnetic locks, etc), an external retay should be chosen based on the lock's power source. • When using a 12 -18V DC magnetic lock, Aiphone's RY -18L may be used. • For 24V DC magnetic locks, Aiphone's RY -24L relay may be used. • A 3rd party relay of similar specifications may also be used Refer to manufacture's documentation for connection details. LE Series Sub LEM -1DLtC PT -1210N Leave juniper between E and - altached Magnetic Lock RY -181 / RY -24L Use Brown & Yellow wires when connecting to Maglock. Red BILL MAGNETIC LOCK WIRING-METHOD: (Normally Closed contact). Lock Power: Poker source for Magnetic Lock When using 12---18V DC; use the RY -18L. When using 24 -36V DC, use the RY -24L. LEM -1DLC Instr. 0- 110.10 MOOS 01 ION12lVd BOLLARD TUBE n6.63", REF. 5/16-18 UNC FLAT HEAD SCREW TYP. 3X AT 120- - SUITABLE • CONDUIT (SUPPLY - WIRES) BY OTHERS 7 FLUSH MOUNTING FLUSH MOUNTING DOES NOT REQUIRE LEVELING / NUTS AND WASHERS. f/ USE BASE PLATE WITH f FLAT SIDE DOWN / CONCRETE FOUNDATION BY OTHERS WHD C I 08 -039 IJGB 8/22/08 WHO D 1 09 -012 1 AID 3/26/09 WHD E 09 -065 ALD 8/4/09 - APPR REV, ISO DOC BY DATE LEVEING NUr MOUNTING _ MOUNTING WITH LEVELING BASE NUTS : CAST BASE MUST BE LEVEL NUTS AND WASHERS MUST BE TIGHT ASSEMBLY AGAINST BOTH SIDES (OVER AND UNDER). USE DETAIL BASE PLATE WITH FLAT SIDE FACING UP. (3) 1/2 -13 UNC X15.00' PLATED STEEL ANCHOR BOLTS, EACH WITH (2) HEAVY PLATE WASHERS AND (2) 1/2 -13 UNC HEX NUTS (SUPPLIED) BOLLARD TUBE FOOTPRINT 6.63 -0, REF. (SCALE 1:4} - BOLT CIRCLE 4.50" DIA. REF. BOLLARD BASE FOOTPRINT 6.00 "5, REF.,' PATH OR STREET SIDE I (FORWARD) IVER1FYTO1D LINE I Is 6" LONG TEMPLATE FOR: CLV8,CF73,RCHDI, RDHI2t,P ilDI,AB410 AB08,LL- 305,LL -303, LL -304 'WARNING' NOT TO SCALE CONSULT FACTORY FOR RILL SIZE TEMPLATE. l /fSLARAINCEIHOLE FOR 1 /2 -I3UNC ANCHOR BOLT ,., \36>' 120'.0.56.5 REF. L \`- CONDUIT STUB AREA PHILIPS 100 Craflway, PO Box 128 €itl:estown. PA 17340-0128 Phase. 7t7- 55'9.7)31 Fa, 17- 359-9515 1todco,.<wti CONFIDENTIAL: msaras.in B canuaennolondprop1e7vyto .9700 ET frr:s 5505v5il0nwdul575 0iand Iton nioynotberepra poi wr, Carcenl 07 57000. My use hereof Or of any of the hformollon ordsIcl he.ein 4!aRbe fa the wee 7ES*PI at HAD c0. €18X555500 ,al76*Urw,Fbrand TITLE: TEMPLATE FOR CF7LB TECHTRA 5 CAST LOUVER VANDAL BOLLARD (CAST BASE PLATE 01500152) DWG 710: 1015152 15 E: B u EKES O11YR1VlaE SPECIFED: 'Ali RS AREld woo. ...TR -READS ARE UNC-28 OR LW- AFTER 557 75. 5 'ALL 1R7AD5 ARELO BE VERIFIED ROM A Y"EAD GAGE. VAWrf . J. RE NE MAIEREA1: DAT'c 6/3722 WAKE FROM 1I "X 17'WHITE BOND PAPER 'RED DORON DA 8/4189 8Y: E. HADDAD DATE 6/3/ 1E0401.11 Re .08 5CALE: NISI SHEET 1 OF ' DO NOT SCALE THIS DRAWING h 0 a DETAIL #a - BOLLARD. INSTALLATION boo - 14(0 4Pp /7-441 RECEIV ►R9P CITY OF TUKWI JUN 0 8 2010 PERMIT CENTER BrN Engineering, Inc. Electrical Consulting Engineering 2101 9th Avenue, Suite 215 tel: (206)223 -6446 Seattle, Washington 98121 fax: (206)223 -6465 L co N co co O N ca co N CO CO CY a' DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE ELECTRICAL SITE PLAN SCALE: AS NOTED PLOT DATE: JUN 7 2010 CAD FILE: E10.0.DWG PROJ. MGR.: ER DRAFTER: JG SHEET NO. E10.0 NOT FOR CONSTRUCTION 6/7/2010 10:47 AM Q:\PROJECTS\2010 PRQ IECCTS \10016 - PACIFIC COURT ADMIN BLDG \CADD\E20.0.DWG LOCATED BELOW COUNTER WH -1 2.5KW e D-0 30AS 20AF #12 0 #10 EFRI #15,17 RWaii'Ets.72* 1 11 #12 #8 DISHWASHER OVEN 240V/1P/50A #2,4 - 3/4 "C -3#8, 1#10G #10 PANEL ERATOR #19,21 #!9,21 t Bt -2 1.4KW HP -1 0.7KW FC-1 0.12KW OFFICE 220 SF COMMUNI SPACE 620 SF +72" J X20 141 EE 1 G 0 SF M 0.42KW EF -3 0.6KW #16 EH -5 0.21KW 1il EH -3 0.7KW MEEIIG FFICE #18,20 EH -3 0.7KW SF COMPUTER 75 SF WOMEN EH -4 0.94KW STORAGE MEN O J PACIFIC COURT COMMUNITY BUILDING FLOOR- PLAN' POWER AND. COMM.: 1/4" =1' -0" GENERAL NOTES: 1. ALL WIRING IS 1/2" C — 3 #12's UNLESS NOTED OTHERWISE. 2. ALL OUTLETS ARE 18" A.F.F. UNLESS NOTED OTHERWISE. FLAG NOTES: SEE DRAWING E10 FOR UTILITY REQUIREMENTS. EXHAUST FANS CONTROLLED BY LIGHT SWITCH. SEE DRAWING E10 FOR ADDITIONAL INFORMATION. PROVIDE _ J -BOX - AND PATHWAY FOR SECURITY CAMERA.. SEE SECURITY SYSTEM REQUIREMENTS THIS SHEET FOR ADDITIONAL INFORMATION. COORDINATE WITH MECHANICAL TO PROVIDE ADA REMOTE SWITCHES FOR LIGHTS AND FAN OPERATIONS. HOT WATER CIRC PUMP WILL BE FURNISHED WITH A CORD AND PLUG. LOCATE RECEPTACLE UNDER COUNTER. COORDINATE LOCATION WITH MECHANICAL PRIOR TO ROUGH —IN. EXHAUST FAN OPERATES VIA CO2 DE EL 10N PROVIDED BY MECHANICAL. COORDINATE INTERFACE REQUIREMENTS PRIOR TO ROUGH —IN. COVE HEATERS FURNISHED WITH INTERNAL DISCONNECT. MECHANICAL TO PROVIDE LINE VOLTAGE T —STAT. TV SERVICE WILL BE PROVIDED BY DIRECT TV AS PART OF THE QWEST SERVICE PACKAGE. COORDINATE REQUIREMENTS AND P/ LOCATION WITH OWNER AND QWEST. SEE DRAWING E10 FOR QWEST CONTACT INFORMATION, PROVIDE "FIRE ALARM PANEL WITFf FULL DE I LCT10N; PULL STATIONS AND MONITORING PER CITY OF TUKWILA REQUIREMENTS. DEVICES TO BE SHOWN ON FIRE ALARM SHOP DRAWINGS. INTERCOM MASTER STATION #1. SEE DRAWING E10.0 FOR ADDITIONAL INFORMATION. SECURITY SYSTEM REQUIREMENTS: 1. PER DIRECTION OF KING COUNTY HOUSING AUTHORITY REPRESENTATIVE, THE SECURITY SYSTEM WILL BE PROVIDED AND INSTALLED BY CREATIVE SURVEILLANCE SOLUTIONS AND CARRIED AS PART OF THE ELECTRICAL CONTRACTORS SCOPE. SYSTEM CONSISTS OF THE FOLLOWING: 1. 1 — LPC MATRIX 1308 DVR 2. 3 — CD55NV36S PTZ CAMERAS 3. 1 — RS485 CONVERTER 4. 1 _— APC1500 UPS 5. 1 = HP 17` FLAT FATE DISPLAY. 6. 500FT = SIAMESE CABLE WITH 18 /4AWG 7. 1 — MISC CONNECTORS AND OTHER ITEMS AS NEEDED CONTACT INFORMATION IS: CSS INC ROBERT CASPERSON 18650 142ND AVE NE WOODINVILLE, WA 98072 (425) 487 -1393; 14(0 :EPA RATF APBMITg ROVAL ND Rt? CITY OF TU ,JUN 0 8 2010 PERMIT CENTER BrN Engineering, Inc. Electrical Consulting Engineering 2101 9th Avenue, Suite 215 tel: (206)223 -6446 Seattle, Washington 98121 fax: (206)223 -6465 0 a) M cid G3 �■ L a) C 0 PPz 34303 !STEER rQNAL a4 IDtPIRE5:1 /17/ ao/Z V 0 00 co co > 4C ZQ O ■ �,.. v J I..L.00 f0 U; V cc CD d- LL U 0 CO N Or) M co CO Ce, % D w J < v— w Z w .. F co < oa- U w 0 o L N CO DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES DRAWING TITLE POWER AND COMM PLAN SCALE: 1/4" =1-0" PLOT DATE: JUN 7 2010 CAD FILE: E20.0.DWG PROJ. MGR.: ER DRAFTER: JG SKEET NO. E20.0 NOT FOR CONSTRUCTION. Q:\PROJECTS\2010 PROJECTS \10016 - PACIFIC COURT ADMIN BLDG \CADD \E30.O,DV 6/7/2010 12:40 PM GENERAL NOTES: 1. ALL CIRCUITING IS 1/2 "C- 3 #12AWG UNLESS NOTED OTHERWISE. 2..- PROVIDE UNSWITCHED .HOT LEG TO ALL. EXIT- SIGNS -AND - BATTERY OPERATED EGRESS FIXTURES. 3. WHERE TWO SWITCHES ARE LOCATED IN SAME AREA GANG SWITCHES UNDER ONE COMMON WALLPLATE. FLAG NOTES: PROVIDE DUAL TECHNOLOGY WALL MOUNTED OCCUPANCY SENSOR WITH DUAL RELAY OUTPUTS, WATTSTOPPER MODEL DW -200 -W OR APPROVED EQUAL COORDINATE AUTO/MANUAL SETTINGS WITH OWNER. PROVIDE DUAL TECHNOLOGY CEILING MOUNTED OCCUPANCY SENSOR, WATTSTOPPER MODEL DT- 200 -VITH POWER PACK OR APPROVED EQUAL MOUNT AT ."LOFT AFF. USE SMARTSET FUNCTION FOR AUTOMATIC ADJUSTABILITY. PROVIDE DUAL TECHNOLOGY WALL MOUNTED OCCUPANCY SENSOR, WATTSTOPPER MODEL DW -100 -W OR APPROVED EQUAL COORDINATE AUTO/MANUAL SETTINGS WITH OWNER. PROVIDE DUAL BALLAST IN FIXTURE TO TURN ONE BULB ON /OFF INDEPENDENTLY OF THE OTHER. PROVIDE EXTERIOR - FIXTURE WITH INTERNAL, PHOTOC.I -1 FOR AUTOMATIC. OPERATION.= PROVIDE WITH EXTERNAL BATTERY PACK. ENERGY CODE NOTES: 1. ALL LIGHTING NOT INDICATED AS A 24- HOUR NIGHT -LIGHT SHALL BE CONTROLLED BY TIMECLOCK OR OCCUPANCY' SENSORS` . ALL LOCAL .SWITCHES' SRALL BE DOWNSTREAM.. OF AUTOMATIC CONTROLS. - - 2. COMMISSIONING REQUIREMENTS: IN ACCORDANCE WITH WSEC 1513.7, ALL AUTOMATIC LIGHTING CONTROLS (INCLUDING 'TIMERS & OCCUPANCY SENSORS) SHALL BE TESTED TO ENSURE THAT CONTROL DEVICES, COMPONENTS, EQUIPMENT AND SYSTEMS ARE CALIBRATED, ADJUSTED AND OPERATE IN ACCORDANCE WITH APPROVED PLANS AND SPECIFICATIONS. SEQUENCES OF OPERATION SHALL BE FUNCTIONALLY TESTED TO ENSURE THEY OPERATE IN ACCORDANCE WITH APPROVED PLANS AND SPECIFICATIONS. A COMPLETE REPORT OF TEST PROCEDURES. AND RESULTS SHALL BE PREPARED AND FILED WITH THE OWNER LIGHT FIXTURE SCHEDULE LAMP TYPE MANUFACTURER SERIES NO. (CATALOG NO.) VOLT NO. TYPE BALLAST FIXTURE WATTS DES RP11CN FLAG NOTES Fl L16'FiIOEIER BA9ELYTE -BSL1 4ft DUeeFjiidfeef' i2ti F3218 6seho�t 6+F _ Pendant. mount_ liners fluorescent .fiad ore via _a . cable. two four foot fixtures mount together toloan an.8ft. Section... F2 UGHTOUER EYE —QL Series Oft Diroot,4ndtroct 120 2 F3218 Electronic dOXiHD 84 Surface mount linear fluorescent fixture with dud ballast for independent operation of eaoh hub F3 UGHTOUER EYE—QL Series 4ft DEect/indrect 120 2 F32713 Eectronic <IOXTHD 84 Surface mount linear fluorescent fixture with single ballast F4 UGHTOUER BELMONT 8' Cloud — 24' Length 120 2 F1718 Electronic dOXTHD 42 Surface mount fluorescent — Vanity F5 HADCO Vandal- Resistant. Ballard CILVB - 120 - 1 CFL32 Electrcrxic- <toocTHlr 32 Coordinate roof style- with a cb1tect. -provide- with optional -photoccntrol - . . Lt DOCEL8IE fisoSt pee-MRxF E:ED. , , `f2O = . f CEp F3 Architecture waif scam provide h- 400nd' pRotW.rontrat .- GENERAL NOTES NUMBERS REPRESENT A DESIGN BASS ONLY AND CORRESPOND TO THE USTED MANUFAC1URERS SERIES NUMBER. AND/OR FIXTURE COMPONENTS MAY NOT BE REFLECTED IN THIS NUMBER AND CONTRACTOR RESPONSIBLE FOR PROVIDING IN FIXTURE DESCRIPTION AND/OR SPECIFICATIONS SUBS111UTtON OF FIXTURE TYPES WILL ONLY BE ACCEPTED IF QUALITY AND DESIGN NiEGRITY ARE SHOWN TO BE EQUAL TO THE DESIGN INTENT. FINAL DISCRETION ENGINEER. ALL SUBSTITUTIONS SHALL NCWDE PHOTOMEiRICS AND BE RECEIVED (5) BUSINESS DAYS PRIOR TO ANALYSIS CEI NG CONDITIONS FOR PROPER MOUNTING HARDWARE 1. ALL INDICATED CATALOG ALL OPTIONS, ACCESSORIES ALL SUCH ITEMS DISCLOSED PHOTOMETRICS, CONSTRUCTION/COMPONENT TO BE DETERMINED BY CLOSING FOR ENGNEERNG 2 CONTRACTOR TO VERIFY FLAtG NE}'fES I. L1 L1 al i9 L1 o PANEL P1 rn KITC '`4 os EIS F1 a COMMUNITY SPACE 620 SF F1 a F1 a F1 b : PANEL SCHEDULE PANEL: pi AMP: 150 MLOIJ MCB TYPE: EXISTING ri NEW El LOCATION: PACIFIC COURT COMMUNITY BLDG VOLTS: 240 Y1 AIC RATING: 10,000 STYLE: NEUTRAL: 100% 120 P1 W:3 MOUNT: : SURFACE FED FROM: UTILITY FLUSH CIRCUIT DESCRIPTION GENERAL LIGHTING COMMUNITY SPACE; MEETING ROOM LARGE OFFICE OFFICE/COMP RM/RESTROOMS HEAT PUMP & FAN COIL UNIT LOAD TYPE LTG LOAD KVA 1.50 CKT BKR 20 1 CIR REC 1.08 20 1 3 REC 1.44 20 1 5 WATER HEATER REC REC 1.62 20 1 7 1.26 20 9 MISC 0.50 20 2 11 MISC MISC 0.50 1.25 20 2 13 15 COVE HEATERS COMMUNITY SPACE: MISC T.25 17 MISC. : .1_40 , .20 2 : 19. MISC 1.40 21 P H 13 A B B B A Et_ CIR 2 4 6 1 CKT BKR LOAD KVA 50 4.00 4.00 20 0.25 20 1.20 1.64 SPARE 20 1 23 25 A 27 29 31 33 B 37 39 ESTIMATED MAXIMUM DEMAND (EMD) CALCULATIONS LOAD SUMMARY: LIGHTING RESIDENT LTG/RECPT RES SMALL APPLIANCE RES • LARGEST MOTOR REMAINING MOTORS • MTR GEN PURPOSE RECPT :,REC COMPUTER RECPT MISC EQUIP/OTHER MISC HEATING MISC LOAD TYPE: CONNECTED ELEVATOR ELEV KITCHEN. EQPT KITCH TOTALS' E.M.D. CALCULATED 1.50 KVA 1.88 -KVA (125%) 0.00 KVA 0.00 KVA ( 100/35/25 %) 264 KVA . 2.64 ; KVA( 100/35/25 %) • 0.50 KVA 0.63 KVA (125%) -0.50 KVA • -0.50 'KVA (100%) 5.40 ;KVA 5.40 KVA ( 50% > 10KVA) 1.08 . KVA 1.08 -KVA (100%) 0.00 KVA 0.00 KVA (100%) 9.98 :KVA 9.98 KVA (100%) 0.00 KVA 0.00 KVA c 100% a45 KVA 8.51 ',KVA @. :90% 41 B 12 14 16 18 20.. 22 24 26 28 30 32 34 20 20 20 - 20 1.00 1.08 0.50 1.59 1.59 LOAD TYPE KITCH KITCH KITCH KITCH RES RES MISC MISC MISC MEC CIRCUIT DESCRIPTION OVEN/RANGE ! : RANGE HOOD DISHWASHER SMALL APPLIANCE SMALL APPLIANCE COMPUTER ROOM COVE HTR HALUVVOMENS RM COVE HEATERS MTG RM/MENS/COMPUTER/OFFICE SPARE SPARE 40 42 CONNECTED PHASE LOADING PHASE A: 15.91 KVA PHASE13:. 14.14 KVA 30:05 KVA 29.61 :KVA 12521 AMPS 123.35 AMPS GENERAL NOTES: 1 SERVICE RATED FLAG NOTES: LOAD TYPE NOTES: COMB =COMBINATION LOAD TYPES ON INDICATED CIRCUIT "RES" = :RESIDENTIAL LTG/RECPT OR SMALL APPLIANCE LOAD TAKEN AT INDICATED DEMAND "MISC" =: EQUIP, COMPUTER REC OR HTG LOAD ON INDICATED CIRCUIT AT 100%; Lighting Summary 2006 Washingto n State No nresidential Energy Co de Co mpliance Fo rms LTG-INT Revised July 200T Project Info Project Address . Pacific Court Apartments Date • ;5/2612010 4028 S. 146th Street For Building Department Use 1Tu kw ila, WA 98168 Applicant Name: BrN Bigineering, Inc Applicant Address: 2101 9th Ave Suite 215 -Seattle, WA 90121 :Applicant Phone:: potty 223-6446 - roiect Description • El New Building Addition Alteration Refer to WSEC Section 1513 for controls and com missioning requirements. ElFlans Included Compliance Option ['Prescriptive n Lighting Pow er Allow ance D Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box- sec.113Z3) INo changes are being made.to the lighting EiLess than 60% of fixtures new installed lighting w attage is not increased, and space use is not changed Maximum Allowed Lighting Wattage (Interior) Location (floor/room no.) Occupancy Description Allow ed Watts per ft2** Area in ft2 Allow ed x Area LEVEL 1 OFFICE 1.0 1380.0 1380.0 ** From Table 15- (over) - document all exceptions on form LTG-LPA Proposed Lighting Wattage Totals 1380.0 1380.0 Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture . Watts Proposed PI ; Fluorescent 4ft 2-lamp T8 64 512.0 F2 :Fluorescent 4ft 2-lamp T8 64 384.0 F3 Fluorescent 4ft 2-lamp T8: 1 64 64.0 ; Fluorescent 2ft Z4amr.rT0 2 34 68.0 Total Roposed Watts may not exceed Total Allow ed Watts for Interior Notes: 1. For proposed Fixture Description, indicate fbeture type_ lamp type (e.g. T-8), number of lamps in- the fixture, and ballast type (if included). For track lighting, list the length of track (in feet) in addition to the fixture, lamp and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input w attage of the fixture (not simply the lamp w attage) and other criteria as specified in Section 1530. For hard-w ired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luminaire w attage or length of track multiplied by 50, or as applicable, the w attage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting note section and exception number and leave Watts/Fixture blank Total Proposed Watts 1028.0 Exterior Lighting Summary •2006 VVashington State Nonresidential Energy Code Compliance Forms LTG-EXT Revised July 2007 Project Info Project Address Pacific Court Apartments Date 5/26/2010 4028S 146th Street For Building Department Use Tukwila, WA 98168 Applicant Name: ,BrN Engineering, Inc Applicant Address:2101 9th Ave Suite 215 -Seattle, WA 98121, APplicant Phone: (206)223-6446 Project Description New CI CI Add Building ition Alteration " Refer to WSEC Section 1513 for controls and commissioning requirements. Flans Included Compliance Option X Lighting Pow er Allowance Systems Analysis Building Grounds (luminaries >100_VVatts) [3 Efficacy > 60 lumens/W Exeniphon DControlled by traiurt Sensor Alteration Exceptions (check appropriate box- sec. 1132.3) No changes are being made to the lighting Less than 60% of fixtures new , installed lighting w attage is not increased, and space use is not changed : . Tradable Maximum Allowed Lighting Wattage Tradable Locations Description _ Allow ed Watts per ft2 or If Area (ft2), perimeter (If or # of items Allow ed Watts _x ft2 (or x lf) Landscape 13uild mg Grounds 020 1-800.0 360.0 Tradable Proposed Lighting Wattage Totals 1800.0 360.0 Use mfgr listed maximum input w attage. For fixtures w ith hard-w ired ballasts only, the default table I the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Roposed Landscape B1 Bollard - 1 lamp 26W CFL. 32 128.0 Proposed Watts may not exceed Allow ed Watts for Category Non-Tradable Maximum Allowed Lighting Wattage Total Proposed Watts 128.0 Non-Tradable Locations :Description Allow ed Watts per ft2 or If Area (ft2), perimeter (if or # of items Allow ed Watts 'x ft (or x If) Building ' :Facade 5.0 160.0 800.0 Totals 160.0 acaa Use mfgr fisted maximum input w attage. For fixtures w ith hard-w ired Non-Tradable Proposed Lighting Wattage only, the default table 1 the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Roposed Bldg Facade LEDWallpack 6 20 120.0 Proposed Watts may not exceed Allow ed Watts for Category Total Proposed Watts 120.0 REVikvvEDFOR CODE COMPLIANCE 4 DOOnVE e-' 8 2010 City of Tukwila BUILDING DIVISION BrN Engineering, Inc. Electrical Consulting Engineering 2101 9th Avenue, Suite 215 tel: (206)223-6446 Seattle, Washington 98121 fax: (206)223-6465 0 Q Cn co 0 N- 0) C C\I (%1 (1) CU CO 0 (NI e cn co 1- C•1 z 0 0 MIRES C:] Go cc) 2c2, >- < o. o C/3 ce 00 0 (-3 ffi c.0 0 8 C.) co - c=1 cNi FcO co LL 0 w a) < 0 Lic, cf) (0 DRAWING ISSUE PERMIT SET: JUNE 8, 2010 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATIONS BY GOVERNMMENT AGENCIES 11,9EPARiirt. 4=-Ror giii C PPRov4 hn/i4 RECEIVED CITYOFTUKVVILA JUN 0 8 2010 PERMIT CENTER DRAWING TITLE ELECTRICAL SCHEDULES SCALE: NONE PLOT DATE: JUN 7 2010 CAD FILE: E40.0.DWG PROJ. MGR.: DRAFTER: 40.0 NOT FOR CONSTRUCTION