Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D08-394 - RIVERTON COURT BUILDING - MIXED USE BUILDING
RWERTON COURT BUILDING 12910 EAST MARGINAL wys D08 -394 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -433 -0179 Fax: 206 -431 -3665 Web site: http: / /www.TukwilaWA.gov Occupancy Group /Division: B and R -2 Type of Construction: V -A CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2006 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D08 -394 Occupant /Tenant: RIVERTON COURT BUILDING Building Address: 12910 EAST MARGINAL WY S Parcel No.: 734060 -0774 Property Owner: HAMAD SUFIAN +ABEER 4632 ME 89 ST, SEATTLE WA 98115 Use: MIXED USE - RETAIL AND MULTI - FAMILY Automatic Sprinkler System: Provided: Y Required: Y Design Occupant Load: Retail - M - 89 Multi - family - R -2 - 40 fed BUILDINKFFICIAL DAT e705/Zoil E THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Parcel No.: Address: Suite No: Contact Person: Name: Address: Phone: Value of Construction: Type of Fire Protection: Type of Construction: City Tukwila Owner: Name: HAMAD SUFIAN +ABEER Address: 4632 NE 89TH ST , SEATTLE WA 98115 Phone: Contractor: Name: BAUMEISTER LLC Address: 4632 NE 89 ST , SEATTLE WA 98115 Phone: 206 - 331 -1524 Contractor License No: BAUMEL *916NM 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 7340600774 12910 EAST MARGINAL WY S TUKW Tenant: Name: RIVERTON COURT BUILDING Address: 12910 EAST MARGINAL WAYS , TUKWILA WA IAN HAMAD 4632 NE 89 ST , SEATTLE WA 98115 206 - 331 -1524 DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCT 3 STORY MIXED USE BUILDING PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE CURB CUT /ACCESS /SIDEWALK, EROSION CONTROL, STREET USE (NEW WET TAP FOR DOMESTIC & FIRE LINE) PAVEMENT RESTORATION, STREET USE, STORM DRAINAGE, IRRIGATION BACKFLOW (.75" existing WM TO BE USED FOR IRRIGATION) . FIRE PREVENTION BACKFLOW (DDCVA) TO BE LOCATED INSIDE THE BUILDING UNDER A PLUMBING PERMIT. 1,096, 890.76 SPRINKLERS /AFA V -A * *continued on next page ** doc: IBC -10/06 D08 -394 Permit Number: Issue Date: Permit Expires On: Expiration Date: 08/14/2011 Fees Collected: International Building Code Edition: Occupancy per IBC: D08 -394 07/17/2009 01/16/2010 $38,306.48 2006 8 Printed: 08 -14 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Y Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be co . plied with, whether specified herein or not. The granting of this permi es construction or the perfo ; • w rk. am authorized to sign and obtain this developme i permit. 4 Signature: Print Name: doc: IBC -10/06 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 Y Y c, g City o*I'ukwila • Permit Number: DO8 -394 Issue Date: 07/17/2009 Permit Expires On: 01/16/2010 Private: Public: Profit: N Non - Profit: N Private: Public: Date: `10 t presume to give authority to violate or cancel the provisions of any other state or local laws regulating Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D08 -394 Printed: 08 -14 -2009 Parcel No.: 7340600774 Address: 12910 EAST MARGINAL WY S TUKW Suite No: Tenant: Name: RIVERTON COURT BUILDING Address: 12910 EAST MARGINAL WAYS , TUKWILA WA Owner: Name: HAMAD SUFIAN +ABEER Address: 4632 NE 89TH ST , SEATTLE WA 98115 Phone: Contact Person: Name: IAN HAMAD Address: 4632 NE 89 ST , SEATTLE WA 98115 Phone: 206 - 331 -1524 doc: IBC -10/06 Cityef 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 Contractor: Name: OMNI BUILDERS INC Address: 2715 CALIFORNIA AV SW , SEATTLE WA 98116 Phone: 206 938 -0128 Contractor License No: OMNIBI *996DG DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCT 3 STORY MIXED USE BUILDING PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE CURB CUT /ACCESS /SIDEWALK, EROSION CONTROL, STREET USE (NEW WET TAP FOR DOMESTIC & FIRE LINE) PAVEMENT RESTORATION, STREET USE, STORM DRAINAGE, IRRIGATION BACKFLOW (.75" existing WM TO BE USED FOR IRRIGATION) . FIRE PREVENTION BACKFLOW (DDCVA) TO BE LOCATED INSIDE THE BUILDING UNDER A PLUMBING PERMIT. Value of Construction: 1,096,890.76 Fees Collected: $38,306.48 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: V -A Occupancy per IBC: 8 * *continued on next page ** Permit Number: D08 -394 Issue Date: 07/17/2009 Permit Expires On: 01/13/2010 Expiration Date: 03/10/2010 D08 -394 Printed: 07 -17 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Y Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and = ed t s permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied whether specified herein or not. The granting of this permi construction or the perfo ji • Signature: Print Name: doc: IBC -10/06 City oliTukwila • 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 Y Y N (fq (A4 Private: Profit: N Private: Permit Number: D08 - 394 Issue Date: 07/17/2009 Permit Expires On: 01/13/2010 Date: Public: Non - Profit: N Public: cr4- es not presume to give authority to violate or cancel the provisions of any other state or local laws regulating f work. I am a thorized to sign and obtain this development permit. Date: 1 r / 6 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D08 -394 Printed: 07 -17 -2009 Parcel No.: 7340600774 Address: Suite No: Tenant: doc: Cond -10/06 • • 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 12910 EAST MARGINAL WY S TUKW RIVERTON COURT BUILDING 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -394 ISSUED 08/07/2008 07/17/2009 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: 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. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: 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. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: Masonry construction shall be special inspected. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 14: 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. 15: 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. D08 -394 Printed: 07 -17 -2009 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 16: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 17: 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. 18: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 19: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 20: 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. 21: 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. 22: ** *FIRE DEPARTMENT CONDITIONS * ** 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 24: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 25: 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) 26: 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) 27: 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) 28: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that 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) 29: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. doc: Cond -10/06 D08 -394 Printed: 07 -17 -2009 (IFC 1008.1.8.3 subsection 2.2) • 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 30: 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) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: 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) 33: 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. (IFC 1011.1) 34: 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 mm) 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) 35: 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) 36: 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. 37: Please switch the mounting locations of the FDC and the WIV shown on the civil drawings and mount the FDC on the west wall facing East Marginal Way S and the WIV on the north wall. 38: An approved automatic fire sprinlder extinguishing system is required for this project. (City Ordinance #2050) 39: All new sprinkler systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 40: U.L. central station supervision is required. (City Ordinance #2050) 41: Maintain a 4 foot clear space around the sprinlder riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 42: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) doc: Cond -10/06 D08 -394 Printed: 07 -17 -2009 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 43: All exterior components of sprinkler systems should be painted SAFETY RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2050) 44: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13- 7.6.1.3.2, NFPA 25.5.2.5) 45: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 46: All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 6.7.4.1, 6.7.4.2) 47: Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir allowed. (City Ordinance #2050) 48: Multi- family dwelling sprinkler systems shall be a minimum light hazard, no omissions allowed. (City Ordinance #2050) 49: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 13- 10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 50: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13- 6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 51: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser ". (NFPA 13) 52: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13- 6.8.3) (City Ordinance #2050) 53: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 54: Fire department connections ( FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 55: Sprinkler protection shall be provided for exterior balconies, decks, and patios of dwelling units where the building is of type V construction per IBC 903.3.1.2.1 (2006). 56: 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. 57: 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) 58: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. doc: Cond -10/06 D08 -394 Printed: 07 -17 -2009 • • 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 59: 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) 60: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 61: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 62: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #2051) 63: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 64: 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) 65: 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) 66: Provide a 20 ft. inside turning radius at both sides of entrance from East Marginal Way S. for fire apparatus access. 67: 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. 68: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 69: In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. (IFC 505.1) 70: Maximum grade for all projects is 15 %. 71: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 72: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 73: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 74: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 75: To schedule all construction fire - related inspections send an e-mail to fireinsprequest @ci.tukwila.wa.us. Include your name, telephone number, permit number, project name and address and type of inspection requested. 76: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: Cond -10/06 D08 -394 Printed: 07 -17 -2009 78: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 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 77: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 79: Minimum 48 hours in advance applicant shall call Public Works to schedule a Public Works pre - construction meeting with PW Project Inspector. The applicant must notify the City Project Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 80: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 81: 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. 82: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 83: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 84: 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 your work zone (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 85: Any material spilled onto any street shall be cleaned up immediately. 86: A copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally insured) shall be on file with Public Works (Certificate received by PW). 87: Contractor performing work inside the City Right of Way shall obtain a Business License with the City of Tukwila prior to any work inside the Right of Way. 88: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 89: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1 V 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. 90: 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. 91: 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. 92: Sidewalks and curb ramps shall comply with City standards. 93: INSTALLATION INSIDE THE BUILDING OF A (DDCVA) DETECTOR DOUBLE CHECK VALVE ASSEMBLY ON THE FIRE SUPRESSION LINE REQUIRES A PLUMBING PERMIT FROM THE CITY OF TUKWILA. 94: Applicant shall follow all conditions and ecommendations of the Geotech Consultants, Inc geotech report dated August 4, doc: Cond -10/06 D08 -394 Printed: 07 -17 -2009 2008. • • 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 95: Prior to final sign -off applicant shall submit a letter from the geotech engineer stating that construction has been completed per the subject geotech report. 96: Prior to final sign -off applicant shall submit AS -BUILT site utility plans on mylar and electronic AutoCad version on CD. 97: Water service lines shall be kept exposed until City of Tukwila inspection of the water service lines is performed, since WD #125 does not inspect downstream of the WM(s). 98: Prior to final permit sign -off applicant shall pay a pavement mitigation fee based on the aaaaarea of disturbed roadway pavement. This fee will be assessed by Public Works staff. 99: prior to final permit sign -off applicant shall submit AS -BUILT plans on mylar and ecletronic AutoCAD version in CD. 100: The property owner shall execute an Undergrounding Agreement /Obligation for future undergrounding of the existing overhead power along the frontage of the property. doc: Cond -10/06 * *continued on next page ** D08 -394 Printed: 07 -17 -2009 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 performance of work. O i f-(0,bt„cii0( Signature: Print Name: doc: Cond -10/06 • 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: hltp: / /www.ci.tukwila.wa.us Date: — 1 ° °C1) D08 - 394 Printed: 07 -17 -2009 SITE LOCATION Site Address: 12. (10 4', Hev 1 a I toi)a Tenant Name: toifict R. (re r f Mt Property Owners Name: I a 1 Ha 144 � a Mailing Address: 4 1x632 Nf '7 " 4 /- CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Mailing Address: 94 3 Z N( c / t .! - City E -Mail Address: 14 Li. 1161040 C bl X. Lie G Fax Number: GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: CITY OF TUKWILO Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htip://www.c 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 ** 73.2) Mailing Address: Zip City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: IAA Contact Person: E -Mail Address: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Jo L 1 S. A r o J/ J A f- E- Mailing Address: 3// /7 14 ' l v-c /t/E Contact Person: 1j 0LA1.� U . Aro I' f • E Mail Address: to lAH re& K C i � . Q:\Applications \Forms- Applican s On Line\3 -2006 - Permit Application.doc v Revised: 9.2006 bh .11 tt Building Per Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (For office use ont ) King Co Assessor's Tax No.: 73 ‘`O 6O - o 779 Suite Number: Floor: New Tenant: ❑ Yes ❑ ..No ?(1 /S' deq/94 City City kin State State / ! State State Zip Day Telephone: 2P6 — 331 - 1 CI if k eo 4► wf 9f / /r Zip Zip City Day Telephone: Fax Number: Ion 9 " / /kr State Zip Day Telephone:(.(,) C27— /288f Fax Number: (2_,,q C2. 7- 2.c 17 Page 1 of 6 BUILDING PERMIT INFORMOION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ Lc/y , if 23 °—° Scope of Work (please provide detailed information): L4.41/I6' Will there be new rack storage? ❑ Yes Existing Building Valuation: $ " 0 V No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 11 10 (a 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: /0 Compact: p Handicap: Will there be a change in uses y' Yes El a . No If "yes ", explain: > lb l4 t' teat e_ FIRE PROTECTION /HAZARDOUS MATERIALS: [ff Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes IR No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:\Applications\Forms- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l' Floor 37 2. -r r V-A 3 2nd Floor 27 g Z Tv V A R 3 Floor 31 z- T� VA R Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMOION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ Lc/y , if 23 °—° Scope of Work (please provide detailed information): L4.41/I6' Will there be new rack storage? ❑ Yes Existing Building Valuation: $ " 0 V No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 11 10 (a 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: /0 Compact: p Handicap: Will there be a change in uses y' Yes El a . No If "yes ", explain: > lb l4 t' teat e_ FIRE PROTECTION /HAZARDOUS MATERIALS: [ff Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes IR No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:\Applications\Forms- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 PUBLIC WORKS PERMIT IN2MATION — 206 - 433 -0179 • Scope of Work (please provide detailed information): COX.%,j etl / Q 3- Jf io `� r1 G� - e` e (.1• tin it, Gh (4 fap c.. /�rE f f r . v V Water District ❑ ...Tukwila [��... Water District #125 (.Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate Please refer to Public Works Bulletin #1 for fees and estimate sheet. [e� ValVue �...SewerAvailability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): [..Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easements) 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 , .Sanitary Side Sewer u . Cap or Remove Utilitie ..Frontage Improvements ❑ . Traffic Control ..Backflow Prevention - Fire Protection Irrigation Domestic Water [...Permanent Water Meter Size... g ❑ ...Temporary Water Meter Size .. ❑ Water Only Meter Size Sewer Main Extension Public ✓/ [ Water Main Extension Public et/.// cubic yards cubic yards r 0 .. Abandon Septic Tank l L 4) Lam'.. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Call before you Dig: 1 800 - 424 - 5555 ❑ .. H ighline ❑ .. Renton WO # WO WO Private Private Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours [1.. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Renton ❑ .. Seattle ❑ ... Deduct Water Meter Size ❑...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewa Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund /Billing: Name: Mailing Address: City Day Telephone: City State State Zip Zip Q:Wpplications\Forms- Applications On Line \3-2006 - Permit Application.doc Revised: 9 -2006 bh Page 3 of 6 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 /I00,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 I3TU Floor Furnace Ventilation Fan Connected to Single Duct 0 Thermostat 15-30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater r e Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent // J/ Hood and Duct 1 y 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 MECHANICAL PERMIT INFOVIATION - 206- 431 -3670 • MECHANICAL CONTRACTOR INFORMATION -� To14 r f t /JA &Q Company Name: Mailing Address: r / ♦ g� State Zip Contact Person: X IA 41� IC Q O C Day Telephone: 4 7 p e�te - �e / a ?' ter E -Mail Address: r L ^� Fax Number: 4,/ Q p p - (O (3g Contractor Registration Number: TO c( �J i (c 0 / (a Z Expiration Date: Valuation of Mechanical work (contractor's bid price): $ 1. f n too Scope of Work (please provide detailed information): It,�►JA ,K Fuel Type: Electric V O O .A.A..S • . dtt% _ r aocS Use: Residential: New .... [ Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Q:\Applications\Forms- Applications On Lin&3 -2006 - Permit Application.doc Revised: 9 -2006 611 City 6,0 iiitA IL fat L.LC Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath /shower Drinking fountain or water cooler (per head) Wash fountain _ Gas piping outlets Bidet — Food -waste grinder, commercial ._ Receptor, indirect waste — Clothes washer, domestic 4' Floor drain Sinks 4 Dental unit, cuspidor — Shower, single head trap — Urinals — Dishwasher, domestic, with independent drain li Lavatory Id Water Clos 10 Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and /or vent S Additional medical gas inlets /outlets — six or more '` Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors .� Repair or alteration of water piping and /or water treating equipment "- Repair or alteration of drainage or vent piping — Medical gas piping system serving one to five inlets /outlets for specific gas PLUMBING AND GAS PIPIN(RMIT INFORMATION - 206 - 43170 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Company Name: Valuation of Plumbing work (contractor's bid price): $ 14 ZOO Valuation of Gas Piping work (contractor's bid price): $ 1416t Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and /or gas piping outlets being installed and the quantity below: Q:WpphcationsWorms- Applications On Line\ -2005 - Permit Application.doc Revised: 9 -2006 bh Page 5 of 6 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. Print Name: 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). 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY 13Y THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR A ED Signature: Mailing Address: t / 32 A/( (�� fi CJ ►- 7-0 Er Q:\ApplicationsWorms- Applications On Line U-2006 - Permit Application.doc Revised: 9 -2006 bh Date: f ' Zd m Day Telephone: 2002 3 71- Al2.4 .4 tree / 41ft 7f //1 City State Zip Date Application Accepted: - 13- Date Application Expires: Staff Initials: 1 2 -09 Page 6 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R11 - 01094 Initials: User ID: Payee: doc: Receiot -06 LAW 1632 BAUMEISTER LLC Payment Credit Crd MC Authorization No. 00747S City of Tukwila TRANSACTION LIST: Type Method Descriptio Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.Qov 7340600774 12910 EAST MARGINAL WY S TUKW RIVERTON COURT BUILDING ACCOUNT ITEM LIST: Description Account Code PW PAVEMENT MITIGATION 000.344.101 RECEIPT Amount 216.00 Total: $216.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $216.00 Payment Date: 06/01/2011 09:01 AM Balance: $0.00 Current Pmts 216.00 D08 -394 ISSUED 08/07/2008 07/17/2009 Printed: 06 -01 -2011 Copy Reprinted on 11 -01 -2010 at 08:58:25 11/01/2010 RECEIPT NO: R10 -02071 Payment Date: 10/14/2010 User ID: 1165 Total Payment: 90.26 Initials: JEM Payee: ALL VALLEY HEATING & AIR SET ID: S000001432 SET NAME: Temporary Set SET TRANSACTIONS: Set Member Amount M10 -147 PG10 -143 TOTAL: ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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 66.11 24.15 66.11 SET RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 90.26 TOTAL: 90.26 Account Code Current Pmts 000.345.830 TOTAL: 90.26 90.26 Parcel No.: Address: Suite No: Applicant: Receipt No.: R10 - 00438 Initials: User ID: Payee: doc: Receipt -06 7340600774 12910 EAST MARGINAL WY S TUB:W RIVERTON COURT BUILDING WER 1655 IAN HAMAD TRANSACTION LIST: Type Method Descriptio Payment Credit Crd VISA - Authorization No. 076045 fi • 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 ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000.345.830 RECEIPT Amount 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Current Pmts 60.00 D08 -394 ISSUED 08/07/2008 07/17/2009 Payment Date: 03/12/2010 08:39 AM Balance: $0.00 PAYME RECEIVE T Printed: 03 -12 -2010 Receipt No.: R09 -01117 Initials: User ID: Payee: JEM 1165 Payment Credit Crd VISA - Authorization No. 025179 ACCOUNT ITEM LIST: Description BAUMEISTER LLC BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES PHOTOCOPIES /DUP SERVICES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES • 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 Parcel No.: 7340600774 Permit Number: D08 -394 Address: 12910 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 08/07/2008 Applicant: RIVERTON COURT BUILDING Issue Date: TRANSACTION LIST: Type Method Descriptio Amount 33,406.78 Account Code Current Pmts 000/322.100 304.345.852 301.345.851 000/341.690 000/322.100 000/342.400 000/345.830 640.237.114 104.367.120 RECEIPT Payment Amount: $33,406.78 Payment Date: 07/17/2009 09:50 AM Balance: $0.00 7,538.00 6,377.60 6,731.68 13.00 250.00 2,112.00 2,112.00 4.50 8,268.00 Total: $33,406.78 PAYMENT RECEIVED doc: Receiot -06 Printed: 07 -17 -2009 .t Receipt No.: R08 -02864 Payee: HAMAD ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5221 4,899.70 RECEIPT Parcel No.: 7340600774 Permit Number: D08 -394 Address: 12910 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 08/07/2008 Applicant: RIVERTON COURT Issue Date: Initials: WER Payment Date: 08/07/2008 08:54 AM User ID: 1655 Balance: $7,542.50 Account Code Current Pmts 000/345.830 4,899.70 Total: $4,899.70 Payment Amount: $4,899.70 5 09/07 R10 TOTAL AL 4934.4. . doc: Receiot -06 Printed: 08-07 -2008 COMMENTS: Type of Inspection: l e /A/A %SFf i •AM/ 4 g7 -- ' act ewe, ,dQSEA1V/ i)A 7 fi) 7 ` 1- 1 / SJPl+ /e, LFlfiser.s0✓7- 7 Q✓q Date Called: ;ID Per .4. ( fl Avre // A/'4 / p et 2/ , , , Ay Appr/we/ // " y o r e : T O D i i z i e i A - 411 1 7( Amao 7 Requester: af4 r.,P�A.977 .il,A 6</ Phone No: t Project: / ivf/7rVA/ fi Type of Inspection: l e /A/A Address: /c1/0 e /a-t,9RenaIeL Date Called: Speciaf Instructions: Date Wanted: 7 -2 G .. // a.m. p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit DoS3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V- 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. ' 8.00 REINSPECTION E REQUIR . Prior o inspection, fee must be paid at 6300 Southcent Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: Pro1'?ct: / /� / *UF/1 TO AI et)t Type of Inspection: cittIR GF:41 y Li '/"4'4 Address: /2.g / O P4sr ni9Q6 /A 4 - Date Called: Special Instructions: . Date Wanted: 5 — 3 - / / (,p'L p.m. Requester: Phone No: �a6 -331 -)_ 2 yu r , eZ! ^ n •- .rs�' ` r'b 7r-Fe^ ., /!`mr- :.'��,�.. :" -; `.r'' me .,. ; : -m 1 s°r;. . - - , . sw: :• , , ::- ; = • • INSPECTION NO. INSPECTION RECORD Retain a copy with permit b© & -39r PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 • 'Approved per applicable codes. a Corrections required prior to approval. S COMMENTS: n • ecto Date: NSPECTION FEE REQ IRED. Pr } 6r to next inspection. fee must be Aid at 6300 Southcenter B vd.. Suite 100,-Call to schedule reinspection. • COMMENTS: p ^ - J/ Ad ss: fisZ4 / d E i 1 ,9 /2.4,7a4/41., 0 Special Instructions: / ` ✓' /A✓err_ i : Requester: ..�"'/9A ./ Phone No: d d 6 -33/ -16 r Project' / le,4 17)AJ eih ""---- fi Type of Inspection: r►. aewe Z g J/ Ad ss: fisZ4 / d E i 1 ,9 /2.4,7a4/41., Date Called: Special Instructions: • Date Wanted: 'it /2. —/1 m ,� P.m. Requester: ..�"'/9A ./ Phone No: d d 6 -33/ -16 • INSPECTION RECORD Retain a copy with permit p Y+ INSPECT ON N . s PERMIT NO. CI OF TUKWILA BUILDING DIVISION 6300 Southyenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Approyed per applicable codes. Corrections required prior to approval: Date: f /91 INSPECTION FEE R QUIRED. Prwr to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. f • • '1 ::vq0Y4' :R Yit"JLM vazoil1'iS'y}p : }..A r...A _r�.s_ r at..M1+' ��•,3ii Pr ' ct 1 14. OW.V- . Type of Inspection: .:t ) Address: t).- t 0 € - t4i A ltb ' Date Called: Special Instructions: - Date Wanted: 1 2— Ito _ 10 Clit Requester: Phone No: ,-C, S51 —152 ii • `l■ INSPECTION RECORD . — Retain a copy with permit INSPECTION NO. PERMIT Na, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection RequestjLine (206) 431-2451 MI \ Approved per applicable codes: • 0 Corrections required prior to approval. ? . COMMENTS: 6.) -rbo Ais 6, L A - 2 , t vJ 0 IN - PECTION FEE REQUIRED. Prior to ext inspection, fee must be aid =t 6300 Southcenter Blvd.. Suite 100 Call to schedule reinspection. Project: RI Ve1/4 -CT Type of Inspe ti I: Address: t 2S 0 € fttitt6W Date ailed: Special Instructions: Date Wante : i] Requester: a Phone No: 1• V; t . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION p". 6300 Southcenter.Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 431 -2451 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206) 431 -3670 Corrections required prior to approval COMMENTS: • 1 j) t St if IAt (Aa0 :4 I is .x ,1 .1; I PECTION EE RE RED. P or to next inspection, fee must be id at 6300 Southcenter Blvd.. Suife 100. Call to schedule reinspection. 6 Project: ■ A /e 1 oti Type of I Inpectiof : � w 4L // —2 _ .44 art/ Address: Date Called: • Special Instructions: Date Wanted: U. Wanted: a.m. p.m. Requester: Phone No: ik INSPECTION NO. CO MENTS: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 El Corrections required prior to approval. /(/ W _ rtI. S ?a '* /D7 / e2 a _ � I e,/ /4/ Ins�ector. (Date: _doer, l /2/e / pJ E SPECTION FEE REQUI ED. Prio➢'to next inspection fee must be d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,• R "°....:e s`. =R� ..,, - : n. •• 1 71 '—� p '. 07..1.1,-...... •. .. .Y. c..,,T Proj� . KM/6 e A/ Type of In pection: 4.0 car il . Address: Date Called: Special Instructions: . Date Want d: • liZiN//V/ ,..m. Requester: Phone No: /6 Approved per applicable codes. ............ .• W6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. Y CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 , ,/! (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 Corrections required prior to approval. COMMENTS: ( I D / 2 f // f 1/ PECTI N FEE R UIRED. P or to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Projeey . RAfridoll) Type of Ipect . 41/4 ` l Address: Date Called: Special Instructions: Date ��ted� / � 2 SiR p.m. Requester: Phone No: 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 Approved per applicable codes. • • Corrections required prior to approval. COMMENTS: / 7 ,r4/571L-41 n RSPECTION FEE REQUI ° ED. Prior to nex inspection. tee must be p- o at 6300 Southcenter Blv... Suite 100. Cal to schedule reinspection. COMMENTS: 9 4,/;DA/,,,,.,Q,�/a - /'2 '/..lam //C A,..../4, 3�. ` / .. rJ �+ J ,,...a/ /9-� ,,,./.., „,./.., c'' _ /o ', /- ' 7/ to /4.rk .4111.4, 4/ /i ” // 3 e,G /r.? ..► / of 1,/.00ti . AlAf 1;?-vii ,r ,.►-- - -_ .At-f 10 ,ipmme "9/4379 4, , '- Apeu J " -AKA' 'r.- /01. fO /'.44/,16•110 e- ,/ d- Requester: Phone No: Proj t: /1/0/01 �Ly, Type of Inspection: aft, cdP4wM/ 2 a6 / Address: %. - Date Called: Sp ecial Ins coons: to Wanted: i Requester: Phone No: f INSPECTION RECORD Retain a copy with permit - � INSPECTIfl' NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 3 2 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 LJ Approved per applicable codes. nspect Pile.x�y.:Awl% . • ..a^Y ' A. • Corrections required prior to approval. 'Date: / INSPECTION FEE R UIRED. Priorio next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. COMMENTS: ` 0 do dT p S% 4 4.41 . - 4 ,1,701/c/ d kC / ;co Li �/- - •-,►n1 e _ ...5 45 /6 -- 'vS ex/ /S. - o � -- � ( / Special Instructions: • Date Want d: d /v a .m. P.m. m. Requester: Phone No: Project: � 1;<:, / /4n/ ( n,•f Type of Inspection: Gtb7 // S104 461i N; Address: Date Called: Special Instructions: • Date Want d: d /v a .m. P.m. m. Requester: Phone No: 1 ? bg- INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Southcenter Blvd., #100, Tukwila,'WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. tr• - nspec `'-'A $6 .00 REINSPECTION F REQUI D. Prior to inspection, fee must be p d at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection, ece pt No.: Date: / 0 'Date: /. Pro ect: I V I1 I Cpl &Pa , Type of Inspection: Ul) ..0 � � ' A,' Address: D Called: Special Instructions: Date Wanted: a.m. Requester: Phone No Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 121 . Corrections required prior to approval. COMMENTS: COAX-Fe ,/ •cAr• SLA {1%:►, 4 .- c • 8 .0 t Date: REINSPECTION FEE REQ IRED. Prio to inspection, fee must be 6300 Southcenter Blvd., Suite 100. CAil to schedule reinspection. Receip o.: Date: PROF: R.. 0 Type of Inspe Ion: MoD . Skew` - 46 Address: 174 e M ' ^A/ Date Called: Special Instructions: Date Wanted: a.m. �p.m. Requester: Phone Ci a _ 33 I -- /5 2.4 Loo8--11 INSPECTION RECORD Retain a copy with permit IN PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: lnsp e4lipt No.: 1kere t 'Date: ti Jsr4T-1 r te , t r: Date: 1 0.00 REINSPEC tON FEE REQUI ED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., S Ite 100. Call to schedule reinspection. COMMENTS: /f %c - 7 - 0 O ��/ 1 e - sue''; f1 C. . ../.AD 191"(1.04147 S - Y- ( 701 P ( . ,00ke To o 4 )1/FQ h/F /-5 11- 37A/SC 6 Qis'fM-1( - 4r - fil/r5dhfrIVX Special Instructions: Date Wanted: /- .2.6 -,v fm' p.m. Requester: Phone No: .2 (, 6- 33/ /jzV . Pro ect: / /Gera (� /yT Type of Inspection: SPe'r' / //L — /OA Sod obey \ Address: - /2 sfv f "A-74 PL/n/k9/ Date Called: . Special Instructions: Date Wanted: /- .2.6 -,v fm' p.m. Requester: Phone No: .2 (, 6- 33/ /jzV . Approved per applicable codes. INSPECTION RECORD l Retain a copy with permit 10OR —35 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 nspec $60. pa ipt No.: 2 Corrections required prior to approval. Dat REINSPECTION FEE REQUIRES Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Date: 6f Proj t: K ..J-triTh1 (mfr 8.),1c Type of Inspection: CD A LicrE f ( 4 Address: 2 9 1 f, AkAii IRki Date Called: Special Instructions: " ! Q C 2 f ` Date Wanted: r� / 2 ' ( ! Q a.m. Requester: Phone No: ?AO (to -331 -! 24 INSPECTION RECORD Ng _311 PERMIT NO. Retain a copy with permit INSPECT N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENT Ali/ Al eto � &Fr s (4 Date: 12 -7- Date: 1`^ Approved per a. plicable codes. ❑ Corrections required prior to approval. REINSPECTION FEE RF D. Prior to inspection, fee must be at16300 Southcenter Blvd., l uit. 100. Call to schedule reinspection. Project: , /y Ri ,/r-/On/ C A-,/ Type of Inspection: Cad .7-/A/. Address: /2 9 c' fl7 1N'9 Date Called: / Special Instructions: Date Wanted: //— 1 9 ^0 `7 a.m Requester: Phone No: UQ — 3.3/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit b.08- 3C PERMIT NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. O Corrections required prior to approval. td • COMMENTS: Inspec Date: .00 REINSPECTIO , FEE REQUI `D. Prior to inspection, fe: ust be id at 6300 Southcen er Blvd., Su' e 100. Call to schedule reinspection. Re? ipt No.: 'Date: COMMENTS: : >t 9 Goa (`.br S t edif 5f / A7 / OA -h ,ii¢ e,..,1 IA rit,) T / 4J r(1 A. ..c N- l) Ul r(! fiA (e 4- A s T- r 11 v ,-1r I ( la , 1 de-i-0 W4J cad '..41 .4 i P () P r, A (7 1 1 Ltra4 ?. (r)i1 c dr 51 -(( 1, k�.it�•� ie NI t ew/ 6 0. r7 /} /J -c : AA � ,A it e a J r "A S o (� ,11 0.4 r /x-1 P G . ' / ' dJ ` 7-1 ((LLo ( 8 t� / 4 Al( l lk n J cl.6 � �`� l . s 1 4 ` Cam+' / , L.j ,) c"N, r tL -e ) } 4- A-t p kJF-r pmx, r"A y ; ,, c � . i, 4 I d Pr pct: pp QQ ��� „1/4 C.d r�J� Type of Inspection: / f �li�cA / It,. A_ t Addres Z ail o � �u J am: w Date Called: I Special Instructions: f tl�'I 1 S(lStied r �/' ST to P to Wanted: Q - — a ' ` p.m. i[� ,-4( 8.4 v/7 , I eel) P {, s^ S (,t .t U P beeA I e J due Ck 2 i J a Jed �� 7 � J, Requester: Phone o ( QED Ai„rco, — e 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 El Approved per applicable codes. corrections required prior to approval. 17 $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: 00g 7 Projje t: ) / v!"�4AJ G2,' 7 Type of Inspection: l ,-'Ti i/6 `/.1/i9a�v5 Address: /.Z9 /D � /l?■lteE Date Called: Special Instructions: Date Wanted: �drrrn Requester: Phone No: c --.?-7/- 'may 7 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 k Approved per applicable codes. Corrections required prior to approval. COMMENTS: d Date .00 ,REINSPECTIOt FEE REQUIFjk Prior to inspection, fee must be aid at : 6300 Southcent Blvd., S�y.�rffte 100. Call to schedule reinspection. eceipt No.: IDate: -x-,�� :..� _.:;�:: -•;a _ � -fie � � <. COMMENTS: —* 1.—:1 Jam', eA ),thi ' r bv` - N J aT 61 QUe_.T co ; rr ice, . Address: I Zqt t? E li k-A.I P 6 o r k AS ' T ei (A z ,/ - ( ! rf l4JLek I t4 L/laf b'P4 ie M tJfd. A `T" E-r 1..0 of WkscvP r0 LA __ �e ,n :1)( 6. G 0 -f- to A ck j .e ST Jr : 4 q °A r-of GM v w Alt s ` f , c &'k 01 IAA ..yc -ft ck p , PIAce r le- . A(J A- 03(J( IL G0 Ali'/Xd 1 /,-D k i -Pc OPT ALk:".I i)& W rv,p 'j i c,.4> g d 1t r ef ! * 4 . or-'(-0 6t e- r vc4c a s* 5;Ae 'roo Pro jest_ k1 1∎ -6,N oily — Type of Inspection: .FDCJT 1 ki (-) b R A i N S Address: I Zqt t? E m AR61/.0 Date Called: WLf S Special Instructions: . Date Wanted: 9 - 3 - OS a.m. M Requester: Phone No: _e02.. — I5 - #tJo INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. Insp Date: > — O C El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call tb schedule reinspection. Receipt No.: IDate: 1 COMMENTn ('r'..0 re orr cm ilfaA e.:40AS�AIuA�`)4 A. 6. e to friked�J CP � 9) r 11 ltd/:Tiocz,r t).S(r. LiA -SL-ek Id ac Jir ( r,,.sLeel rock' of I "M AuS * WPi ¢Iee. kJ a v e d r `fi: t . l `f"ei i' ,n Inrl� � y_ eX ;� u_StA - iv : taF; . t�f6 0 o T Su A-6. 4WP c CA--; ( As • b- C3 !— SIA A- ro r h Ae eAf :N.Ge r A- JPJ.` 7 05: (ov(``'t S U - f` pre c. TTy w7tk fry j A AT u) I G Q p: !',), c A Lr�x2 A r * !Q v Q� 4 eJ v .P J1 c . ' A1/- 4t A i rep `a Li `r) p f O`F AI c. ,,I c reJ Gakie " I w /App (kit" fo i pi. or iv c'4cr 6/6 AS . its Lt r).1 e A- I ( C rv►s 1 (0 &PK 1r L-0 ASIA CC Imo (0 . btk Project: �� f R ' iie /h)�/ L'D» /74 Type of Inspection: o,4 Ale; d/r4'nfS Address: 1.a9 /U / v4/ Date Called: Special Instructions: Date Wanted: Ca p.m. Requester: Phone N aG 33 / - /sZ -/ El Approved per applicable codes. INSPECTION RECORD Retain a copy with .permit ©D -3s ' INSPECTION NO. PERMIT NO. CITY OF TUKWILA - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 orrections required prior to approval. 4 ❑ $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: c C COMMENTS: 1 0 Am ' ,A -J i; I J A a "\- 1 • � �: � 1 ,, J A S w :.(1 �N i/k N `j I C A } p Q r S S t r— a - , I i q n . c T •Q a I\ ( A C te-A fi C - -1- ( (1 '. M.TLJ ( S g di . f -AT A A-1 i iL . ir A- LAf i,Re 1 e 4eJ. - QQ a "f I_ \ I A Asi e5 i;1)t - , SLst. (Ati ('1 - i - D DJ 06 - p) r M . A4. e,e,A Proj ct:, Type of Inspection: /11r/7 — d?i '1¢fanV i V /9 r/ Add ess: c , Date Called: /-29,/ 0 G �4iav /1'/ Special Instructions: Date Wanted: - 8._ 2 7- 0' p.m. Requester: Phone No: 06 - 331 — /sz9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. Inspectof! Date: r $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Date: e x,.. -... INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. Inspectof! Date: r $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Date: e x,.. -... COMMENTS: } G•-o 1i-v1 a ``Iry r .II L 4 f ��; ,, ,0 . 6 u: ' e , e V-: 1 t /L 35(:4-e riv r i �- e - i ti (Or C ej:::::1 i `\ ~ D-) e r : ef 31 -� (—v ,,, : J A D.. r — T .j i t( /�.1A.e. ( s ".Tell, ) ( I 1�v -.4„, f f- r..�A r ro (- . rpi . * 1s ,6u� St ?. /AP: e t),/ SAP �C (.1 r ri\P k 1-; AI z-6 �AA (" J f P LV rrY��,) vl1 A. ^ t n/ Wei sM - i I (�/ 60 N I ,),. r ,,,./.7: (jr.>0 r e - t • t (,v t- ,.,,,5 ,-...,f A i( ( 4 A h ih,o,iie..9 A Projec ; ‘ J t_/ l 1, • — C43 ! ( Type of Inspection: 1-:1) J r ; & f n •_• `� �. tilt : J, Address: 1 7%) f_. ouivf-Am Date Called: 1 Special Instructions: D Wanted: r _ o f eszp Requester: Phone No: - �3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I " 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. l Insper or I :\ bn-311 orrections required prior to approval. Date: ( A e. $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: i Date: COMMENTS: rxiWA .11 pro JA( o 41 lip () k ^ - o p 0, r_ Ifvfve , 01 nf6,wt(t. Date Called: roo -1- I fi r , G,a. re,,, ( dA s 6 : () A- '4 5 A i k_r 1(" '514, . X‘. r 4) - a.m. c- Requester: Phone No: 2. -33I - I52y Y .. (. Ar JK-- - U 1 f S wat a - i u )sii. ,t r.bp,[1 _A-zge____ l,)/ 1 ,..--., A 1 t Project: R► vt',rfo , Ctr r -t - Type of Inspection: f X11r Ak{ it4 ;3A.‘ to ►A ( Addr U2 &As , 01 nf6,wt(t. Date Called: roo -1- I Special Instructions: Date anted: . - 25 - 09 a.m. c- Requester: Phone No: 2. -33I - I52y INSPECTION NO. ❑ Approved per applicable codes. (Receipt No.: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. 12, (206)431 -3670 Corrections required prior to approval. Inspec ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: R � 2,5-' 0 Date: r- . Projf� j t: - N /�/l' � ('/// � Type- Qf q'e - KldN s t. �e t Address: / e . /z6fil1 / Date Called: Special Instructions: Date Wanted: 7- a o- 6 9' �, �' p.m. Requester: 4. Phone No: cr A — .3%E/ - /52y 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 -3 7 'pproved per applicable codes. Corrections required prior to approval. COMMENTS: nspector• $6 P EINSP CTION FEE REQU RED. Prio to inspection, fee ust be 6300 Southcenter Blvd., Suite 100. C. 11 to schedule reinspection. Recei o.: Dat 2d -d Date: Project: ELIutr4-On COLAs+ Type f Inspection: N 10 Pima I Address: i:;i E t)ILUS Date Called: 64 00 Special Instructions: Date Wanted: (00/11 V P.m. Requester: SU Phone No 2 . 0 ( o - 3 3 1 — 1 5 - 7 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 DOB -WI ❑ Approved per applicable codes. D Corrections required prior to approval. COMMENTS: - ( wl i+ -ft e. pcjl A� -hradf5 �t c e iv? 0. 'IYaI Coc -filch k.-h fe..r rec.e td . fir! leaf Inspector: Date: (0 4 ) 11 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee , must he„ paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectiion. , 1 a .( COMMENTS: -. Va re/t'k 1x11;4 - -ec based on o�f.4P _5b ti -- Ake tt i el?. pt'( fp .r+ - 1 ,34( °-r Address: I9.g10 etnWS - r i - ood a ce . . 1:45fallcd c cf Aolle(J5 - ee fx 5 YV14o , D I' . . - I' in - C1? 's cl<a n . Fna Ic al — LLDU19 In5.1xtl ed per .s4un colds . Fi ..led - ietp curb and sicie.Aua f k t #S#(lyd . . 5.-fariefevotS ..F;10-Ted r PF461(i ce(rYtf . colvdi- oPs #qJ. q (p, #R0' . U 1 Proj i Ue (401) ( Type pf nspect n: na - Address: I9.g10 etnWS Date Called: - /a ? /t1 Special Instructions: Date Wanted: ,T /9:1 1 P.m. Requester: Phone No: // // ££ WI - 33t — fJg INSPECTION NO. '?; •iW-V- r re a•'S°x" - 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 Approved per applicable codes. Corrections required prior to approval. Inspector: VS Date: c /it ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectiori. • : .t t COMMENTS: Type of Inspection: Pace- OAA r A ceAc Ir N ac rosy L. i1. W. S - hAs Lem f ckf;((e( a -,I1 c dr/ea cla 4o c i -ly S 4Gn.(ar /5. 4, 0-f f 4 ,ri 44 h a v e . . 4 e c v--1 I a c .i( dory »1 7,, 3 RP-41 a�d� SeA da r r,,1S . (l e_a4 -k cl'ty _ .S4Lan.i(a �ave✓nenk" resf "vrc f ram rk . Pa */Q ervirt ell a -;on -Cc tro t (I need -' o be 04%4 c (Or -1 a -rj o i . ( R,.1c. t; c- wo r Pc S 3 i o Project: Vt vcr4on Coc- r- '614 Type of Inspection: Pace- Address: a ki°l 10 -k 1 l , 0 5 Date Called: j t o 122 161 Special Instructions: Date Wanted: 1 3 /OR a.m. p.m. Requester: Phone No: _ 2000- 331 - ISz Pa INSPECTION RECORD Retain a copy with permit IDOt PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Ei Corrections required prior to approval. Inspector: (95 Date: 10 l 2-60 LI $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: COMMENTS: Type of Inspection: PQE s1) — -Pre — c , . 6 .n Con4uc - fe4 w; 4-t -Hie ('on +rac.+ur o ,, - Sr . f 1 16.1ept Date Called: 1 1 is loci _ 6„ PLC cyc-1,ry? cori.sfrodee4 aroun - .4e. E )er(vie r o4- +Lte bld, 1�.4in 4 G1� S - o - y 1l r,+ r-�'C.t n ,..>l or n(s . 0 4i 6s c kt i 1 1 Requester: Phone No: Project: R;vu +dn &QA+ Zit Type of Inspection: PQE s1) Address: 1261 to r.YNI.I. S. Date Called: 1 1 is loci Special Instructions: Date Wanted: 6 1 Ile 1 e a.m. Requester: Phone No: Ltd SD INSPECTION RECORD Retain a copy with permit D015 -3a PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,.#100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. El Corrections required prior to approval. Inspector: Ps Date: a / 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: COMMENTS: Type of Inspection: SP — Co/4 c c.i• s �l t(SICn r St�vrem tri&4 - et ( d d - ea ar) t el S fa f ( ,4 per . c-f,tr, r, Sf'a,k rI5 _ C i +k ►Manea b k hock -1[[ . Special Instructions: Date Wanted: q / Q to i 9 0. Requester: Phone No: Proje t_ 4- Wer Covr4 `�(A Type of Inspection: SP Addre ( 2 (o 4-.Jn WWs . Date Called: 9 (5 I d 1 Special Instructions: Date Wanted: q / Q to i 9 0. Requester: Phone No: h 50 INSPECTION RECORD Retain a copy with permit D98 -3 '1q PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: v5 'Date: '1 1 fo c ❑ $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: Project: Rl•i,ert04 n1, * ,., Sc Type of Inspection: 71r.'. (...1.-) Address: 1 Z 9 'v Suite #: 001 iiiir s . Contact Person: Special Instructions: Permits: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT .Dorf -35 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 _ 206- 575 -4407 Approved per applicable codes. Corrections required prior to approval. COMMENTS: s ( CL)# S• ' rr . c A v C AAAee -4—e C)7347 . :,`vf3 sh I Inspector: cirtc3 Date: - 5 - 7/ r I / Hrs.: / n $100.00 REINSPECTION FEE REQU the pity of Tu Finance Departmen a l t o o schedule a reinspection. Billing Address Word /Inspection Reco ?d Form.Doc 6/11/10 . You will receive an invoice from Attn: Address: City: Comp. - ame: State: 1 Zip: T.F.D. Form F.P. 113 1 '1 Project iiiii Ty e of Inspection• Hood & Duct: Address: /0,4/0 � 1„ i c t ,..r S Suite #: Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor:. Pre -Fire: Permits: Occupancy Type: . -l ' � t ,•P-- .. v . y p:rrTr - '4gr - - ; 64' -15d --450---;71"0 : a -- ��� ti _ 7 -#g . ` . . ... , _�`..... • INSPECTION NUMBER Approved per applicable codes. Billing Address Word /Inspection Record Form.Doc I NSPECTION RECORD 11 Ret ain a copy with permit tNSPECTION RECORD CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 6/11/10 008 - 3f _ /0- �' ? PERMIT NUMBERS Corrections required prior to approval. COMMENTS: `Q - 1 Inspector: p c ylA Date: s' -23/1/ Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Attn: Address: City: Company Name: State: 1 Zip: T.F.D. Form F.P. 113 COMMENTS: M I k 0) £. s e. Type of I spection; -vii Sp cis() 4-C Address: 1 act 10 Suite #: E, N114R51,JAc w, S Conta Person: iJ•V'- t . Special Instructions: Occupancy Type:.. k' Phone No.: • t-19-04.A9le &zic4 cht k. m,ft 1 1x_. s,,04./i4-4 a A 6 N Syt-i b A e... ...J e .✓ 5 /l) S'!'T 4s d achkik- €sIN ti 4.L. -_ S'vV iok,P � { ,.I p 5 few ei�A t- v ... At p n I I S 7` Aft. < 5 f c1 fu &L r Ok. e iueea 'Oc_ Luck1 co. p Pro' ct: `v o i . o r M I k 0) £. s e. Type of I spection; -vii Sp cis() 4-C Address: 1 act 10 Suite #: E, N114R51,JAc w, S Conta Person: iJ•V'- t . Special Instructions: Occupancy Type:.. k' Phone No.: Needs Shift Inspection: rSprinklq: I Fire Alarm: Hood & Duct: ` '4, J Monitor: Pre -Fire: /Li Permits: Occupancy Type:.. k' - .i 1 1' INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit /D- F -177 / /j- 5 - 09 0 a V PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Corrections required prior to approval. Inspector: Date: V/a 7/// Hrs.: S -- n $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: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 Project: n l ■ v-fr A o I N ) ()ot,t*(`' Typeof . , 0 AL, Address: la 1 iv Suite #: & . iv 5 ,Ai wt, Contact Person: A�Jq- 1ltrA,) Special Instructions: Permits: Phone No.: 0vb - a s 3 Needs Shift Inspectio n: ' Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: - ta!t3 '.,7 '4+Y?FS c' +- 1_ri!r!M�.�i i's,¢ Sa: ;t:6'.: CS�'3 �Fi.fiw"M 4:r.A. iKt�"`y". l:.'2'tti €?S:3.i!i;RIS'�SfFCsM ;iA', 112 3{gk`•SfR'.73Ca11L+.::R1►�714 Gs r' INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT /0-S -0 bog - cq PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 • 206 -575 -4407 [ pproved per applicable codes. Corrections required prior to approval. COMMENTS: Coves S ct,eu - l� k Inspector: I Date: olayi its Hrs.: n $80.00 REINSPECTlON FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Pro' : i U 4 - 1 - oiJ C.. iAr- �4. ' `° t r Type of Inspection: C tp c r -" Address: j / 0 Suite #: e . 0 eir5( %,,,, 1 , 1 s Contact Person: Ai 64-Aw Special Instructions: Permits: Phone No.: Needs Shift Inspectionh.. Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: !n I3M'nMi:'kK:cS �1:�1KFIwfsXi 4TH.' ��i�ffit' .�i {1��L�Sv� 1�c "IE�S�i{i:R�rY_•�YVx`i'.�.�'1tV "5.•.'sli&:'](y.�/f.Lnati i �� 1'.. t:: a' fi" F.(.£ A r.6�IR+'.�# ;:s+n�2iYi1!:y INSPECTION NUMBER n Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA• FIRE DEPARTMENT Word/Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 . 206- 575 -4407 rrections required prior to approval. COMMENTS: �. 9.4 ', .) A 1 ( NC IN I .3 . A>ar) ce.4.1er � --�-0 / �► „ S & Jt4t 5 nspector: Tom` n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department: Call to schedule a reinspection. T.F.D. Form F.P. 113 s,e Project: Sprinklers: Type of Inspection: Address: / 11 / 0 Suite #: Owl L4- S . Contact Per .1l/ Special Instructions: Occupancy Type: Phone No.: . .ZJG . 2. ,sff li7 ,g 4 Needs Shift In spection: Sprinklers: Fire Alarm: Hood & Duct: _ Monitor: Pre -Fire: Permits: Occupancy Type: .t s r Ait e4kal.i�."4e7FN�:S'{Y�i1s•YM :+i14� r�:':ti: i�6�- ti�`:,?Hb•1f7.�J7` ':# i%.0'. S�l. {.�•. t INSPECTION NUMBER /c2 ael proved per applicable a -odes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT /0 -s— ? PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 n Corrections required prior to approval. COMMENTS: ,5,7 7 a;r,rpe ' / o© , .r ?4 1i)1U Z /S 13X Inspector: Date: Wi j ll) • Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Job Number: 10 -0050 Report Number: 110970 Permit Number: J8 -394 Project: Riverton Court Client: Baumeister Construction Address: 12910 E Marginal Way S, Tukwila Inspector & Date: Darren Reid 1/29/2010 Masonry Sub or Contractor: DESCRIPTION /:LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 • Level 2 1 SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17- 04.5.1/17- 04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 Grout placed solid and resteel placed per plans and engineer verbal direction for 8" CMU walls at north and west elevations From 4'0" up to 8'0 ". Approximate square footage completed on this date: 180 Are anchors in place? (if required) : Yes Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Yes Grade of reinforcing steel: 60 Manufacturer: Cascade Is high lift grouting approved ?: No GROUT INFORMATION (ASTM C 1019) (excluding paragraph 12.1 s) Mix no. /type: Course Grout supplier: Design Mix Grout preparer: Subcontractor Grout temperature: 56° Grout slump: 9 -10" Total yardage: Method of consolidation: Vibrate Grout ingredients & weights: Pre -mix - water as required MORTAR INFORMATION (ASTM C 780) Mix no. /type: S Mortar supplier: Design Mix l Mortar preparer: Subcontractor Mortar temperature: Mortar ingredients: Pre -mix — water as required MATERIAL INFORMATION (ASTM C 671 ASTM C 140) Block /unit supplier: Mutual Materials Block /unit type: N -1 SAMPLE INFORMATION Were any samples made? No If Yes — see attached report OTHER INFORMATION Weather & ambient temperature: 54° Cloudy Protection methods: Plastic Is this a re- inspection? No If yes — original inspection date: COMMENTS Verbal direction from engineer needs to be in writing per Pre Con Notes. Other ASTM Methods Used: Conforms X 1 Does Not Conform OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. Others MASONRY REPORT FEB 1 7 ?D;' Technical Responsibility: Y . Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US -- Fax (206) 723 -2221 Form No.: ADMIN -72 -05 (Rev 05/09) Job Number: 10 -0050 Report Number: 110904 Permit Number: 208 -394 Project: Riverton Court Client: Baumeister Construction Address: 12910 E Marginal Way S, Tukwila Inspector & Date: Paul Kanikkeberg, 2/3/2010 Masonry Sub or Contractor: DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 ►1 Level 2 • SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17- 04.5.1/17- 04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 Top lift of property corner walls. Resteel inspected per approved pland and details. Approximate square footage completed on this date: 200 Are anchors in place? (if required) : Yes Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Yes Grade of reinforcing steel: 60 Manufacturer: Nucor Is high lift grouting approved ?: No GROUT: INFORMATION (ASTM C 1019) (excluding paragraph 12 1.6) Mix no. /type: Design mix Grout supplier: Mixed on site Grout preparer: Mason Grout temperature: 57° Grout slump: 10" Total yardage: 1 Method of consolidation: Vibration Grout ingredients & weights: Bag mix, water MORTAR INFORMATION (ASTM C 780) Mix no. /type: Design Mix /S Mortar supplier: Mixed on site Mortar preparer: Mason Mortar temperature: N/A Mortar ingredients: Bag mix, water MATERIAL'! INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Mutual Materials Block/unit type: Split face CMU SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Cloudy Protection methods: Plastic sheets Is this a re- inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. Others MASONRY REPORT Technical Responsibility: (A4 Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -72 -05 (Rev 05/09) Inspections Performed Proprietary Anchors: Steel Decking Other (specify): Masonry Precon Meeting X • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 119402 Project: Address: Client: Inspector and Date Darren Reid 1/25/2010 Riverton Court 12910 E Marginal Way S, Tukwila Baumeister Construction Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Permit Number: IZ8 -394 Job Number: 10 -0050 Client Address: 4632 NE 89 th St, Seattle Remarks On site for masonry pre- construction meeting with contractor Ian Hamad with Baumeister Construction. We reviewed ; Weather requirements. Resteel, resteel laps (33 "). Mortar bed joints, mortar protrusions. Trim steel at openings. Epoxy type and embedment. Resteel clearances and clear spacing. Grouting and consolidation mixing of grout. Phone call with engineer John Apolis on verbal direction for Simpson Set XP, 6" embed for vertical dowels. Bond beams not required in initial course or under openings. (2) #5 bar vertical at openings greater than 5'0" and (1) #4 bar vertical minimum at openings 3'0" or less. Others Technical Responsibility: 9Y w_ FEB 10 20101 Co Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) O. Reinforcing Steel • Ali Thread Bar /Dowel Size & Quantity: #5 25 Anchor Size & Quantity: Rebar Manufacturer: Cascade Type of Steel (ASTM): • A -36 • A -325 • A -449 • Other: Rebar Grade: • 40 ►/ 60 • Other: Type of Bar: ►1 A -615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes ►1 No Anchor Length: 80" Hole Depth: 5" minimum Required Embedment: 5" minimum Hole Diameter: 3 /," Concrete Thickness: 8" Concrete Strength: 2500 Concrete Base Material: ►1 Normal Weight Concrete • Light Weight • CMU • Brick • Composite Deck Other: Compressed Air PSI: 80- 100psi Hole Cleaning: @ Compressed Air • Hand Pump • Hole Condition: Brushed: ►/ Yes • No • Dry ►/ Damp • Water Saturated • Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): ►I1 Yes • No Hole: • Yes ►I No Adhesive Type: Simpson Set XP Expiration Date: 10 -31 -2011 ICC ESR #: 2508 Weather: Overcast Ambient Temperature: 55° Substrate Temperature: 54° OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0050 Project: Riverton Court Address: 12910 E Marginal Way S, Tukwila Inspector: Darren Reid Intended Use: Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. FEB 1 DEVE .01-i -=. PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 121053 Permit Number: 208 -394 Others Client: Baumeister Construction Address: 4632 NE 89 St, Seattle Date: 1/25/2010 Description /Location: #5 bar epoxied per engineer John Apolis verbal phone direction dated 1/25/2010, vertically at openings in CMU walls along west and north elevations. Vertical CMU Dowels Comments Building Code & Year: IBC -2006 Technical Responsibility: Conforms X Does Not Conform (At 414 Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -86 -01 (Rev 09/09) Job Number: 10 -0050 Report Number: 110968 Permit Number: 208 -394 Project: Riverton Court Client: Baumeister Construction Address: 12910 E Marginal Way S, Tukwila Inspector & Date: Darren Reid 1/26/2010 Masonry Sub or Contractor: DESCRIPTION/ LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 ■ Level 2 1 SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17- 04.5.1/17- 04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 Grout placed solid and resteel placed per approved project documents for 8" CMU walls at west and north elevations from Slab up to 4'0 ". All work per plans and engineer verbal direction. Approximate square footage completed on this date: 180 Are anchors in place? (if required) : Yes Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Yes Grade of reinforcing steel: 60 Manufacturer: Cascade /Nucor Is high lift grouting approved ?: No GROUT INFORMATION (ASTM C 1019) (excluding Paragraph 12.1,6) Mix no. /type: Course Grout supplier: Design Mix Grout preparer: Subcontractor Grout temperature: 54° Grout slump: 9 -10" Total yardage: Method of consolidation: Vibrate Grout ingredients & weights: Pre -mix - water as required MORTAR INFORMATION (ASTM C 780) Mix no.ltype: S Mortar supplier: Design Mix l Mortar preparer: Subcontractor Mortar temperature: Mortar ingredients: Pre -mix - water as required MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block /unit supplier: Mutual Materials Block /unit type: N -1 SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: 53° Cloudy Protection methods: Plastic Is this a re- inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. Others MASONRY REPORT Technical Responsibility: B 1 eff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -72 -05 (Rev 05/09) INITIAL TEST PASSED (f DCVA / RPBA DCVA / RPBA RPBA PSID PVBA/SVBA PSID CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT AIR INLET OPENED AT PSID PSID #1 CHECK PSID LEAKED • l / • LEAKED • / • L I DID NOT OPEN • AIR GAP OK? FAILED • NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID • • • • • • • i ❑ • • ❑ • LEAKED • ■ • ■ • • CLEANED REPAIRED • • ❑ • ❑ ❑ • • TEST AFTER REPAIRS PSID PSID OPENED AT PSID AIR INLET PSID PSID LEAKED • LEAKED • #1 CHECK PSID CHK VALVE PASSED • FAILED • ACCOUNT # NAME OF PREMISE f V P fr 4VA C-Oiqp 0 I Commercial [ ResidentialQ SERVICE ADDRESS 11110 & , rf �"�� / 1.14 C CITY H k -- /� ZIP 1 e /�j e J 7 CONTACT PERSON PHONE ( ) FAX ( ) LOCATION OF ASSEMBLY ri r C S r r11 1< 1 e k DOWNSTREAM PROCESS r r r 14 NEW INSTALL, EXISTING ❑ REPLACEMENT ❑ OLD SER. # - MAKE OF ASSEMBLY 1 / k 1i MODEL 00 7 r i t2 1 S ERIAL NO. )- y. 7 5 SIZE _ /r AIR GAP INSPECTION: Required minimum air gap separation provided? Yes ❑ No ❑ Detector Meter Reading REMARKS: BACKFLOW PREVENTION ASSEMBLY TEST REPORT AVAILABLE BACKFLOW TESTERS (425 -652 -9970) G/nse f- DCVA k $ PBA ❑ PVBA ❑ OTHER PROPER INSTALLATION? YES KNO ❑ LINE PRESSURE PSI CONFINED SPACE? TESTERS SIGNATURE: CERT. NO.B5177 DATE TESTERS NAME PRINTED: Jonathan 11. Vangstad TESTERS PHONE # (425) 652 -9970 REPAIRED BY: FINAL TEST BY: CERT. NO. B5177 DATE CALIBRATION DATE 06/06/11 GAUGE # 231325 MODEL Conbraco 140AC-02-00 SERVICE RESTORED? YES NO ❑ 1 certify that this report is accurate, turd I have used WAC246 290 approved test methods and test egyipmenL DATE INITIAL TEST DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT PSID AIR INLET OPENED AT PS1D LEAKED PSID #i CHECK PSID LEAKED • q. r PSID AIR GAP OK? PASSED • DID NOT OPEN • FAILED NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID Q • K ■ (�ie� ■ ■ • ■ • • ■ • LEAKED • • • • • • CLEANED • • Q ■ 111 Q ❑ REPAIRED • TEST AFTER REPAIRS PASSED FAILED • LEAKED CI � / PSID OPENED AT PSID AIR INLET PSID LEAKED • 3 • PSID #1 CHECK PSID CHK VALVE PSID ACCOUNT # y�— NAME OF PREMISE gi v e r I £_- t ! Commercial,r Residential] SERVICE ADDRESS 0-1/0 6 f 1 a r4 ( L K 5 CITY y K t,r; / 4 ZIP - t pi c t CONTACT PERSON / PHONE ( ) FAX ( ) LOCATION OF ASSEMBLY r Y / : s 1< l eY C [ DOWNSTREAM PROCESS 1"r re S y f 4 f-'t DCVA QRPBA ❑ PVBA ❑ THER DC PI NEW INSTALL EXISTING ❑ REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YES NO ❑ �� MAKE OF ASSEMBLY Y1/ / ^�'�S MODEL 1 a 0 V /7 D A- SERIAL NO. V2 fro / SIZE ill MR GAP INSPECTION: Required minimum air gap separation provided? Yes 0 No ❑ Detector Meter Reading REMARKS: C V ) 6 • /r al ' /,0, iJ i".117T r f es 4- vr it r = �� TESTERS SIGNATURE: TESTERS NAME PRINTED: REPAIRED BY: FINAL TEST BY: BACKFLOW PREVENTION ASSEMBLY TEST REPORT AVAILABLE BACKFLOW TESTERS (425 -652 -9970) Jonathan H. Van t Ok LINE PRESSURE PSI CONFINED SPACE? DATE 7/ -11/ TESTERS PHONE # (425) 652 -9970 DATE — 7Z,L5 /1/ O. B5177 DATE ? /Lr/ /1 CALIBRATION DATE 06/06/11 GAUGE # 231325 MODEL Conbraco 140AC -02-00 SERVICE RESTORED? YES y- NO ❑ 1 certify that this report is accurate, and I have used WAC246 -290 -490 approved test methods and test equipment INITIAL TEST DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT PSID AIR INLET OPENED AT PSID LEAKED Ilf PSID #1 CHECK PSID LEAKED • / a r I PSID AIR GAP OK? PASSED • DID NOT OPEN • FAILED NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID • • k H CV • • • LEAKED • • • • • • CLEANED ❑ • • • ❑ • • REPAIRED • TEST AFTER REPAIRS PASSED FAILED • LEAKED ❑ J_. / PSID OPENED AT PSID AIR INLET PSID LEAKED • 2 , 5-- PSID #1 CHECK PSID CHK VALVE PSID REMARKS: REPAIRED BY: FINAL TEST BY: BACKFLOW PREVENTION ASSEMBLY TEST REPORT AVAILABLE BACKFLOW TESTERS (425 -652 -9970) ACCOUNT # NAME OF PREMISE l We P 41 6 Commercial Residential SERVICE ADDRESS 1 1 - I / 0 C M i, t! ; f+ ', t ! �C y 5--CITY I it K y 4 ZIP / ��O 9 CONTACT PERSON �� PHONE (dll6) 3 3 / /- 10- FAX ( ) LOCATION OF ASSEMBLY t ';r e $7'\ 'Cr lei 6 hie I DOWNSTREAM PROCESS rte. 5,., C7g41f DCVA arRPBA ❑ PVBA ❑ OTHER NEW INSTALL ❑ EXISTING REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YESNO ❑ SERIAL NO. 3 ? 5 l _r ‘ SI7,F W MAKE OF ASSEMBLY / /�f MODEL %.S c_. AIR GAP INSPECTION: Required minimum air gap separation provided? Yes ❑ No ❑ Detector Meter Reading TESTERS SIGNATURE: CERT. NO.B5177 TESTERS NAME PRINTED: Jonathan LINE PRESSURE PSI CONFINED SPACE? DATE 7 /If7"f TESTERS PHONE # (425) 652-9970 DATE 7 / ,f://f 5177 DATE 7jol // CALIBRATION DATE 06 /06/11 GAUGE # 231325 MODEL Conbraco 140AC -02-00 SERVICE RESTORED? YES NO ❑ 1 certify that this report is accurate, and I have used WAC246 290 approved test methods and test equipment // 08/26/2009 12:42 2065272617 RECEIVE[. AUG 26 2009 C OMMUNITY , ,.wkt4r` - - r" -. CSES Date: August 26, 2009 CSES Job N 27.079 Job Description: Additional information per inspector's request. Client: Ian Hamad, Director 4632 NE 89 Stret Seattle, WA 98115 Site Address: Baumeister LLC Mixed Use Building 12910 East Marginal Way South Tukwila, WA 98115 fc0a - 3 7 I/ y.,: ..3.1 "6P:, ;aa..'i.ifi +�, 5 ,. ... t. �.a� ..ti ,. ��'g, ..., .�.c:.. ,, .. -,. ii <•::... "iv..r... ,. .. '.11i.� -r... i 7��v� �/� 7 yy ���+ JOREl< � N !$~•: ,1 S,.P E. CosB41ting- chiral Engicieeriaag Servlcy Ti■e`. '. 631 1 - l7th. Menne NE, Seattle, WA 98115 hone (206) 527.1288 email ; • Fax (2 e , 527-2617 PAGE 01/01 cog - 3 5 `f ECEWVE An 2 ' 2009 BU LDiNG DEPARTMENT To the inspector, I am the structural engineer of record for this project, and performed the original structural design. This letter is to provide confirmation of information already located on the approved structural plan set, on page 7 of 7, Structural Notes, in the section titled "Cast in Place Concrete." The relevant paragraph is reproduced below. Cast In Place Concrete: ...Provide all wall and footing horizontal bars with 2' -0" x 2' -0" corner bars of the same size at all comers and wall intersections. Minimum lap splice 32 bar diameters for Grade 40 bars, and 48 bar diameters for Grade 60 bars. Per Detail F1, at all beam intersections, the smaller grade beams will require (4) #4 bars (24"x24 ") spliced with the horizontal bars. Per Detail F2, at all beam intersections, the larger grade beams will require (4) #6 bars (30"x30 ") spliced with the horizontal bars. The structural design for the foundation continues to conform to the intent of the original structural design, and with applicable structural codes. Please call me if you have questions or need anything further. Sincerely, y C7116 John S. Apolis, P.E., S.E. CSES, Inc. l -3 / II I( (JA_J 1 e`` F \oJe_ 1r4e. .. .f T'0 '�f' aF S (44 v AW5 � t�- cJ ✓ t-ne aril r_— Structural Calculations Cover Sheet Project Number: Project Name: 27.079 Date: July 1, 2008 Hamad Mixed Use Building Architect: Structural Design For: Structural design for changes to an existing residence Construction Type: Conventional wood framing with conventional concrete foundations. CODES 2006 International Building Code (IBC) 2005 NDS Material Design Values Soils (assumed) Concrete Reinforcing Sawn Lumber Microllam Beams Timberstrand Bms Structural Steel Steel Tube Anchor Bolts Joists, Rafters: Beams: FILE COPY LOADS Dead Loads As required Roof Load 25 psf Snow Floor Loads 40 psf floor live load Wind 85 mph, Exposure C, Per IBC Section 1609, Kzt = 1.0 Seismic Per IBC Sections 1613 through 1622 Peak Ground Accelerations (PGA) based on USGS Hazards Program 2003, by Lat/Lon. PGA 1 sec = .510 PGA .2 sec = 1.481 %V = .185 * DL 2,000 psf allowed bearing (subject to field verification) fc =2500 psi; 5 -1/2 sack mix, or alternate mix pre- approved by bldg. dept. Grade 40 unlesss noted otherwise; Fy= 40,000 psi 4x 6x Posts: Hem -Fir #2 and better DF -L #1 DF -L #1 DF -L #1 Studs & Plates: Hem -Fir Standard Glu -Lam Beams 24F -V4 for simple span beams, 24F -V8 for cantilevered be Parallam Beams 2.0E PSL, Fb =2,900 psi, Fv=290 psi, E =2.0* 10 ^6 psi (min' 1.9E LVL, Fb =2,600 psi, Fv=285 psi, E =1.9* 10 ^6 psi (minimum) 1.7E LSL, Fb =2,600 psi, Fv=400 psi, E =1.7* 10^6 psi (minimum) ASTM A36, Fy=36 ksi ASTM A500, Grade B, Fy=46 ksi ASTM A325 for hold down bolts, A307 for other bolts REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 CityofTukwlla LDING DIVISION DOS 39H RECEIVED AUG 07 2008 PERMIT CENTER 1 CONSULTING STRUCTURAL ENGINEERING SERVICES, INC. 6311 - 17th Avenue NE, Seattle WA 98115 (206) 527 -1288 Fax (206) 527 -2617 email john @raincity.com Structural Engineering Consulting and Design John S. Apolis, P.E. CSES, Inc. Project: Hamad Mixed Use Building Architect: SAWN LUMBER WOOD BEAM DESIGN (Simple Span, Uniform Load) BEAMS 4x AND SMALLER Beam Description: LOADS: Span: Trib. width: No. of floors: DL unit load: Add'1 uni£ DL: Member depth: DL uniform load: LL uniform load: Total load: With reduced LL: Material properties: Elastic modulus: Tabulated Fb: Size Factor, CF: (Allowed Deflection analysis: For total load: For LL only: Max. allowed total defl: Max. defl. * I: LL deft. * I: Actual deflections: Force analysis: Max. moment: lc a2 /4g - Enter '1' for snow load (15% stress increase on total load): 1 Enter '1' for repetitive member (15% stress increase on total load): Enter '1' for wet service conditions (15% stress decrease on total load): 6.00 ft 13.00 ft 1 15 psf lb /ft 7.25 in - -> for shear calc. at d 195 lb /ft 325 lb /ft 520 lb /ft 520 lb /ft 1.8 x 10 psi 1,350 psi 1.3 0.300 in 8 in ^5 5 in ^5 TOTAL: 2,340 ft-lb Job number: 27.079 Date: 10- Jul-08 Page number: 2006 International Building Code (IBC) 2005 NDS Trib. area: LL reduction: LL unit load: Add'l unif. LL: Add'1 trib. area: DL reaction: LL reaction: Total reaction: LL (reduced): Total reaction with reduced live load: Species and Grade: DF/L #1 & better Allowed Fv: Allowed Fc perp.: Allowed Fb: 97.75 psi 625 psi 2,018 psi Fb includes size factor, wet service, snow load and repetetive load adjustments) Allowed deflection criteria, span / Allowed deflection criteria, span / Max LL deft: Required I: Required I: 0.076 inches LL: Max. Shear: Shear @ d = Member properties: Provided: Moment of inertia: 111.1 in ^4 Section Modulus: 30.7 in ^3 Section Area: 25.4 in ^2 Bearing Area: Minimum bearing dimensions: 3.5 x 78 ft^2 0.00 % 25 psf lb /ft ft ^2 585 lb 975 lb 1,560 lb 975 lb 1,560 lb 240 600 0.120 in 28 in ^4 44 in ^4 0.047 inches 1,560 lb 1,246 lb SELECTED MEMBER: 3.5 x 7.251 Required: 43.9 in ^4 20.8 in ^3 19.1 inA2 2.5 in ^2 0.7 inches John S. Apolis, P.E. CSES, Inc. Project: Hamad Mixed Use Building Architect: Job number: 27.079 Date: 10- Jul-08 Page number: g Z ISAWN LUMBER WOOD BEAM DESIGN (Simple Span, Uniform Load) BEAMS 4x_ AND SMALLER Beam Description: N enif - AorQ-p0 " CF.AkIZAI geApA ( L j 1g LOADS: Span: Trib. width: No. of floors: DL unit load: Add'l unif. DL: Member depth: DL uniform load: LL uniform Toad: Total load: With reduced LL: Material properties: Elastic modulus: Tabulated Fb: Size Factor, CF: (Al lowed Deflection analysis: For total load: For LL only: Max. allowed total defl: Max. defl. * I: LL deft. * I: Actual deflections: Force analysis: Max. moment: Enter '1' for snow load (15% stress increase on total load): 1 Enter '1' for repetitive member (15% stress increase on total load): Enter '1' for wet service conditions (15% stress decrease on total load): 6.00 ft 23.00 ft 1 15 psf lb /ft 9.25 in —> for shear calc. at d 345 lb /ft 575 lb /ft 920 lb /ft 920 lb/ft 2006 International Building Code (IBC) 2005 NDS Trib. area: LL reduction: LL unit load: Add'I unif. LL: Add'1 trib. area: DL reaction: LL reaction: Total reaction: LL (reduced): Total reaction with reduced live load: Species and Grade: DF/L #1 & better 1.8 x 10 psi Allowed Fv: 1,350 psi Allowed Fc perp.: 1.2 Allowed Fb: Fb includes size factor, wet service, snow load and repetetive load adjustments) 0.300 in 15 in ^5 9 in ^5 TOTAL: 4,140 ft -lb Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Allowed deflection criteria, span / Allowed deflection criteria, span / Max LL deft: Required I: Required I: 0.065 inches LL: Max. Shear: Shear @ d = Provided: 230.8 in ^4 49.9 in ^3 32.4 inA2 3.5 x 138 ft ^2 0.00 % 25 psf lb /ft ft ^2 1,035 lb 1,725 lb 2,760 lb 1 ,725 lb 2,760 lb 97.75 psi 625 psi 1,863 psi 240 600 0.120 in 50 in ^4 78 in ^4 0.040 inches 2,760 lb 2,051 lb SELECTED MEMBER: 3.5 x 9.25 4x/0 Required: 77.6 in ^4 36.8 in ^3 31.5 in ^2 4.4 in ^2 1.3 inches (zo,OK 1` 14•Pi 2 8 P sl - '1/ 14'0 X 4x9z flwe s . = 4 1 3 LVL 9 0 -7y - 77,0/vg John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No Z Project Name Date Comments Revision Page r3 Of . Johh S. Apolis, P.E. PrOject: Architect: IMICROLLAM LVL 1.9E BEAM DESIGN (Simple Span, Uniform Load) Beam Description: ,ten Multiples of 1.75" width only ,�� 2006 International Building Code (IBC) p o l e p t ft t 4 kr UILY(4 ©U q/9 0 -Slpe v P ij f J6 2005 NDS Enter '1' for snow load (15% stress increase on total load): Enter '1' for wet use: IJ LOADS: Span: Trib. width: No. of floors: DL unit load: Add'l unif. DL: Member depth: DL uniform load: LL uniform load: Total load: With reduced LL: Material properties: Volume Factor for Fb: Tabulated Fb: Tabulated Fv: Tabulated E: Tabulated Fc perp.: Deflection analysis: Max. allowed total defl: Max. allowed LL defl: Max. defl. * I: LL deft. * I: Force analysis: Max. moment: Max. Shear: CSES, Inc. Hamad Mixed Use Building 16.00 ft 13.00 ft Trib. area: 1 LL reduction: 15 p:,f LL unit load: 300 lb /ft Add'1 unif. LL: Add'l = wall DL + 1' trib floor Add'l trib. area: 14.00 in —> for shear calc. at d 495 lb /ft 405 lb /ft 900 lb /ft 881 lb /ft DL reaction: LL reaction: Total reaction: LL (reduced): Total reaction with reduced live load: 0.979 (for Volume Factor, see 1991 NDS, Table 5A) 2,600 psi 285 psi 1.9 x 10 psi 750 psi 0.800 in 0.400 in 684 in ^5 300 in ^5 28,199 ft -lb 7,050 lb Actual deflections: Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Job number: 27.079 Date: 10- Jul -08 Page number: f - ' Allowed Fb: Allowed Fv: Allowed E: Allowed Fc perp.: Provided: 1,201 in ^4 171.5 in ^3 73.5 in ^2 5.25 x 208 ft ^2 4.64 % 25 psf 80 lb /ft ft^2 3,960 lb 3,240 lb 7,200 lb 3,090 lb 7,050 lb 2,546 psi 285 psi 1.9 x10^6 psi 750 psi Allowed for total load, span / 240 For LL only, span / 480 Required I: 855 in ^4 Required I: 749 in ^4 TOTAL: 0.570 inches LL only: 0.250 inches Shear @ d = 6,022 lb I SELECTED MICROLLAM: 5.25 x 14 I Required: 855 in ^4 133 in ^3 32 in ^2 9.4 in ^2 1.79 inches Address Verified More Data About this Address AM, FM & TV Climate Contributors City__Demographics Income Tax Home Sales Labor Statistics Nearest Mailing House Nonprofits Property Info Street Detail Address 12910 E Marginal Way S Tukwila WA 98168 -3171 MapG MapY MapV Address Type Street ZIP Code Type: Standard Area Code 206 Public Records Search Click here for available Public Records Number of Inquires 1 Click Here to monitor this address Carrier Route - DPC C004 - 105 County (FIPS Code) KING (53033) County . Demographics County Map Time Zone (Local time) Pacific Time ( 7/10/2008 9:07:52 AM ) Consolidated Metro Area (CMSA) SEATTLE- TACOMA - BREMERTON, WA ( 7602 ) Primary Metro Area (PMSA) SEATTLE - BELLEVUE- EVERETT, WA ( 7600 ) Representative, Party & District aim McDermott (D) (07) District Demographics Map Carrier Routes in a Radius Carrier Route Radius Latitude & Longitude 47.4876 Degrees North 122.2836 Degrees West Census Entities County 53033 King Map Tract 0272.00 Map Block 1006 City or Town 5372625 Tukwila Map Unified School District 5308130 TUKWILA Map Delivery Post Office RIVERTON HEIGHTS 15250 32ND AVE S TUKWILA WA 98188 MapG MapY MapV Phone: 206 - 242 -3522 U.J. Address Lookup AZ Verity Page 1 of 1 ki-Potw) 27,077 Mixgq use 31111/DrN1 http: / /www.melissadata.com /lookups /AddressVerify.asp ?Address =12910 +East +Marginal +... 7/10/2008 Project Name = Hamad Mixed Use Bldg 27.079 Date = Thu Jul 10 09:10:47 PDT 2008 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4876 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 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.481 (Ss, Site Class B) 1.0 0.510 (S1, Site Class B) (ioogle Map rs4 E L IS S A WAWA 7! Buy! Newsletters Search Products Solutions Downloads Support Resources Lookups Contact Us IGoogle Map :". _ t r._ I I • ,.. • ',,, ',%.. :•?: ....._ . - Fauntteroy c - • 1,u1_111ti En:rien 6i) Seanurst SUrlflyCaie Fvc- Nermanay Park Seattle-Tau:ma International m tx 077 1431 Seatac 3 z Bagriten 'Aralcrway Dclr Raw if Georgetown s.• , Vallcy Boeing !•olly Fui•c ' p • t igt and King Ccuray " . Mar.Ciec•c Internahoria! Dunlop ? . . I , ZiVe '7.-oitlu _ :y RI Oiit..fiq,7 •-a , P.'hile . , . , . ., .‘, . 0 ' 121 rrIon- arc! ... % 1. . • • •••■•) K "..1 Rainier .: 1 .: . . . . ..:„... ::: ,. :. .. .. ,.. ; c: . . Beacn "--: Kennycale ' .:‘-p,i • [ 1 ( .;...:.-i . l : i'l :... : irZy , Wf 3c-atil Fpvc ' ', Like, -dg Cenier i I , ',:e,•;^ . I 3.ole ‘....., B Bryn ut n Allentown Co) ne - Maro-Skyway 2 . 1 -4.-1.3tra. IrrgIcscr: . , ,, : . ! .. . . , . , Nort Ed Munro Lvansville I , Scat Pa . '• \ Tukwila ' • Longacres .; Racetrack Page 1 ot • 1 27 011 Sign In Help • i. r Haio,,,o0, • .... , Pres i Ilay Cucc1 Park , • ,Renton r Index I Coi Newcastle Casca SE per..0.7v1 R ©2008 Tele Atlas - Terms of Use . 1.11,.. • .• /11, 48,...tal1211.88=074.14.• . 12910 E Marginal Way S Tukwila, WA 98168-3171 Ne 1 1-uticies 1 1 ft:•r. Ca, 1 Bat:..t Processing 1 Email to Friend 1 Free Catalog 1 Forums http://www.melissadata.com/lookups/mapG.asp?lat=47.487620&lng=-122.283592&add=1... 7/10/2008 CI) l CD • ail. _, vi ' i s- 3AV S 9 P N , , S sme,. DB .1 y `J' rq I S of 1 + 1 >Y_s" tiroj $ f r 3AV ..,. 4 4i c}' X s 5 • fi t, g b 4_ -_ '9", ba h . y S 3AV 1{"168 s 3AV nice `' f h Qt z - ^' : ti tZt ' '� � ' ^^ j ,S 1 j ti •« . j ' er —r 43, z : = , `( 7 r y r , si \ ' - � � '�'' 0� �~ a� -� ` .. V M165 � S�V M11S P�'�S S 31nV MISS 3Ad Om A � V 9 , "� ?1, S 3AV f f 4" p.�P MN PL S S S ►fir' N Nr 38Tiri AVE 3 PJE 'P • 'SWAM= = g' , rij 9 . { ( k °' ! S 3AV 01 1St. V KW, t. RD S ,I M ` ti" le 1 V kikiii■SI'Ajiogg'PE:tE OMIIMEVI CSES:inc. . Ll King minty The kftxinetlon incgided on this map ims been connaied by fang County stall from a vadety'd sowtes and Is subject to change without notice_ King no representalbns or warranties, express or knpffed as to accuracy, completeness. tmneanes% or rights to the use of such Irdonnaliion. This t Is not for era as a survey product. !Ong County shall not be fable for any general, spedal. Indirect. Incidental. or consequential damages tndudtng fiat not forted to, lost revenues or lost pr ofds resulting horn khe use or misuse of the information contained on this map. Arty sale of MIS map or Infornhtlonan tt'ds'irieji is prohisited except by written permission of King County. Date: 7/10/2008 Source: King County IMAP - Property Information (http: / /www.metrokc.gov/GISIiMAP) � S3AV °j , �' . _ n'' w • r � - 0.) oat Tor t ^ �jj j `rQpj 40 � 'r \ '� ,,. • .a / 4,1* ` N. S 3AV Kum �, .\. r1yY" r -62ND AVE 8 ) ��` ` _-- r . �j 6 3A -- ..-• i _ z ��""_ °.I 0 S3AV111AS v7 / v.' -- I V 0+ S 3AV - ` N a1 ' S 3AV isiz N' call,,,_ s 3na11�o¢ • ' • . .. - -. -.� r y toluTARY P JB t S+3di0 3 WI 141SZ Q S TdKur 0 1 O � �ti � L S S 3AV Hlbt (1 . - - P1 , ;; • • John S. Apolis, P.E. CSES, Inc. Project: Hamad Mixed Use Building Architect: WIND LOADS 85 mph Basic Wind Speed Ps = lambda * Iw * Ps(30) Exposure Least Horizontal Dimension, feet: 41 lambda = 1.090 a = Iw = 1.00 KzT = Tabulated Ps(30): Zone Pressure Pressure (Refer to ASCE 7 -02, Figure 6-2) ( *lambda *KzT) (horizontal) A 15.3 psf 16.7 B -4.6 psf -5.0 C 10.3 psf 11.2 D -2.6 psf -2.8 E -13.8 psf -15.0 F -9.4 psf -10.2 G -9.6 psf -10.5 H -6.8 psf -7.4 (uplift on overhangs) E(oh) -19.3 psf -21.0 G(oh) -15.1 psf -16.5 II II B Roof Slope: Mean Roof Ht, feet: 4.1 ft, 2a = 1.00 Calc'd Tabulated Design SEISMIC LOADS rho = 1.0 R = 6.5 (Seismic Parameters Group I Site Class: D per IBC Chapter 16) PGA (.2 sec) 1.481 Fa = 1.00 PGA (1 sec) 0.510 Fv = 1.50 Seismic Design Categories per Tables 1616.3(1) and (2): Based on Sds: D Based on Sd l : PGA's based on peak ground accelerations per the USGS Hazards Program Ss = 1.5000 Figure 1615 (1) Sms = Fa * Ss = S1 = 0.5100 Figure 1615 (2) Sm 1 = Fv * S 1 = Equation 16 -40 Equation 16 -56 Sds = 2/3 * Sms = 1.00 Sdl = 2/3 * Sm 1 = %V =(1.2 *Sds /R)= 0.185 Floor Dead Load Roof 12 psf Floors 25 psf Total Seismic DL: 92 psf, average on floor plan area dist. over floor area: 6 psf 12 psf Job number: 27.079 Date: 10- Jul -08 Page number: L 1 LATERAL LOADS DESIGN per IBC 2003 2003 International Building Code (IBC) 2001 NDS : 12 = 18.4 (degrees) 4.00 40 8.2 Min Design Pressure 16.7 10.0 11.2 10.0 ft Table 1617.6.2 (Per section 1609.6.2.1.1, minimum wind pressure is 10 PSF for zones A,B,C,D) IBC Table 1615.1.2 (1) IBC Table 1615.1.2 (2) D (2003, by lat/lon). 1.50 Equation 16 -38 0.77 Equation 16 -39 0.51 Base Shear = %V * W * 0.7 = 11.89 psf, uniformly distributed over floor area (0.7 reduction factor per ASCE 7 -02, Section 2.4.1, Equation 5.) Dead Loads for roof - 2 elevated floors Wall Dead Load, Lateral Load (psf) 233 psf 4.78 psf se 92 N 1 Art 1 0 MiCE11111111111 mommENNE vEral_NMENIMIREMMEMIIIM ■ ■omr1110■ ilmmil■ ■ .1■ ■■ EMEIMMOIMEMENM - FA■ ■ ■BIll ■ ■■■ ■ ■■ ■■ ■■■■■ IM■■■■NE ■ ■ ■■ ■ •11■■ ■ ■ ■ ■ •■111■ ■r■ Ml► - ■!'SIN IMI■NT -, NIE f �►� ■ ■■■■ ■■■■i■■ ■11■■■■■ 4 NIZEI ` �MEIMIEMILINESIMM 11111111/1111 III ■ ■■M idMEi1E■QNI MIN•11 - ii ■r■■■ ■r�ai� - _I ■ �■■■■■� ETIMMEMEOMMIEUENZERIEFIRS ■ ■■ ■■ ■ ■11i ■■ ■M ■■•MEMME■N■ MEMONE rc ■ ■■■NOVIMP ■MIN ■rc i a • i mmair/,mmEni John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No. 2 Ais Date 7/6/ Project Name Comments Revision Page /% Of IMMEENEVAIMEIIMEIVER 8 9 11111111111111111111111111111111111•11 gIEIEJIIIIIIIIII IMINMEEIERMINEEM III NRENEIMINISEHMEILIMINAINESENNII / J r ■g l■• 11111II , r a � i .tolitimiu ........../.. . peormiranffirmumwmin IHNIEKIMMULIMEMMIIII= RUM•UI■■IUI FIREI lei .: MSC Z 11111 110 /b John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john@raincity.com Project No �7, O'/ Date 7 Project Name / Comments Revision Page Of E■E ■ ■■M■M■■ ■ ■ ■OMEM mummE m■■■■■O■■■M�l■■ ■■�fu ■ ■�9■T ■ ■3'ME■IIIUMME_/ NMEMMOMMINIMMOIMMEMMEMUM MEMEMEMOMIEMEMMUMNSIMEDI moultamimminamgmumis 11111111111111111111 ONOMEMEMEMMUMMEEMMEM •■■NN■M■■■■■ ■■■■■RM NEMEMMIMMEMMEMENEfill MMEMMEMMEMMEMMummo MMEEN NEW® ■ ■�iM►l�Ull /[�Cl M ■■■■■■■M■ ■■■■u ■■ ■r■ WREEMERUMEMEMEMMEME ■■■■ ■■11■■■■ ■■U■■ ■ ■P ■■■■■■■■■■■■ ■■■ ■ AMMEMMEMEMMMMMEMEMff ■mummilmm■M■■■ M�l■■E ■■■i■ ■■ IMM■ �I�l■Eic- ■� ■ ■I■ ■ ■TEI E 111111111.111MMEMMEMMEEM ■ ■ ■■ ■ ■i■ERME■T •■ IIIP 1 Av 2 T b qc‘ John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No � -7? Date 7 J Project Name ?AP Comments Revision Page 1-4' Of • Art u 3 Gf John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com UZ 7 021 G 5 sw Project No 2 7-01 <' Date 1 / Project Name #Mk Comments Revision Page 5 Of WASLMPJLiEMMEMM■■■■ ■■ ■■■■■■■ mmummommimmOMMUMEMOMMEMM FAMMENORMUMMUMMEEMEMMUMMEM M■■■M■■MMOMM ■E::■■■■■■■■■■ OMMEEMNOMMIEMMERWEEMEMMEM MMEMMEMMEMBWOMMMENNOMMEMEM 111 MEMEMEIMMEMENERMEOMUMMEMME 11111111161111 IIIIIIIIIIIIII ■�■■i■ ■■����!�I ■�! ■!�C1■■■■■ - , lEMEN 1 1 ' 1 w41 e f af 1, 71■ i■Ii.:��1« 1©1■■ r1 1■17E ■ ■■ IIIMENAIIMMI1111111111111 . I ■■M■■■■■„ ■■■■■ ■■■ME■■■■■ ■■■■■■ ■■■■M■MN■MM ■■■ORS- I co MEMEEMMEOMMEEMEMEMEMEMMUM ,■■ mmisn , ■M■M■■■MEMO■��■M■ ms maissmoummm mammmo s w ■ IF! . ■■ ■■ i■■■■■■■■f■■��z' - _ ■■( ll U E ■M■ i■■■■■■■■■ ■ MEMM lM■i`7■MEMM■M■■■■■■MM ■ John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No. ? D7 9 Date - f2 Project Name I"It'] Comments Revision Page L Of 12:111111 NEREM/ MIEREMISTAMINMpEEINBIEW ■ 11111111101111 I INF:�ILIEL� F%LZ►i�iE�► SI= O. u ����� � . • 11111111111111 I 1 iiiiPs airMa g'we 1 111 c3/ 1111MESIMEIRVAIMAIIIIMAM c I D 3 IA) z John S. Apolis. P.F. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No. 2 0 Date Project Name HAM f� Comments Revision Page L Of ■M ■ ■EEMMIM■r ■ ■ ■E ■ ■M■■■■■■■■ r1■■■■■■mimmammim■■ ■■■■■ ■■■ ■/1 �. ri NM MEME OMMUMrr�MM■■■ MMIN M � UMMM �/ �. Illi:[[ ■ 11 ■ ■ ■■i11'MJ -■ -■ ' = _■ /1■Q ■■■■■■■■ 111113111M1111/1111111111111 ■■■■■i . ■■EM ■■■ 101 ■■■■■■■■ ON■MMTI I i C�■ ■MME - ■E MYMMEMMUM C ■UO MME ■SQ ■E /CAN ■' ■ ■■■■ ■41i�Zi ' ■'M�il�■F�1' ' ■ ■� ' 1 ■ ■ ■ ■ ■ ■ ■■ � MEMINOMMEMMENEMEMEMEMMEM •MMEMME■ NSIM■©MEMM(E■■■■■■■■■■ ■■■■■■ ■■■■■ ■■■■■■■■■■■■■■ ©. MFG UE ■`' ■■■ ■ ■ ■fL,yl."■F]M ■t ■■ ■! ■■ M"EMME■■■■■■■IE■■■ ■ ■■ ■■■■E ill■ ■■ ��u■■■rM■ ■ ■ ■©r�aavJ■ ■ ■� ■■■ ■■■■■■■■r� ■I■�R�U_ Iillllllliuiiiiiiiiii John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john@raincity.com Project No Date A " Project Name Comments Revision Page L C/ Of L 5 W d r D / 1 ir 1116111 MI o _ CIMMIECHINEINSIMINEW 1 mmagammammommam • ■ ommomi'iri UM /RIM . ........... i,„,„ ANIIMINEWIFIWFM1111 1 1111111111111 NM = E • r1 i r 1111111 T I 7 21 C M5 r John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Pro No. 1 7 , � 0 / Date t'► Project Name /v`IA7 Comments Revision Page L q Of �� ■ ■■ MIEMEIMErmssim r ■■■ MINIM ■■■■ ■NE ■§ ■■■■ MIEN= ■ ■■ ■ AMMO ,T I M ■E■I■■■ MOM M ■■■_. �■ ■N ■ ■ ■� - iiQ�f(�E ■■" �illiCu: NENA 11111111111131121111111111 ■■ ■1116► OEM= ■EN 111• ■1. ,., il 1 . ME iE ME '16 NM' .- *0 AIM I lam ■ ■ ■ ■ MEI Eni 4li i MECUM e.z remormwommamsonwAtt N■N■ ______ �mmism ' MIMI ■■■■ \N■ ENCEIIIIME INEIMEIBIELL s NEED ■■■■ MEIN ■■M �■ ■ •■ 111111 I«i X z - � NaEll►E NIEM A/ W Nb INE'RENIIIM N■ ■rE ■ IN Mi_ ■■ i l■► ' NI'11� 6f ■ ■■ ■■■ ■ ■N ESZMENIE1 John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No 75 Date 7 N68 Project Name Comments Revision Page Li 0 Of V 142 u x 3, 01)0 r = % 1 # + 16c6# • ( s w Cc jz/{Z i ' 4 z- 11 = 23 8q x44EE - 1d¢S2/ 2 John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com (c c /C4 -7 3./d/4 1.0 i,J / pf Pa ?5 /Go Project No v .1 ‘0 1 / Date 7/2( Project Name Comments / / Revision Page / 1/ Of • 111•1.11 G� EMPO 11 EFOM MEM= 11111111M • III ppm EsimmummEmg pin , AliiiiiiIMPAEMEMMINE NM • ■i E ■GEINI ■■■■ NMI 111111111E04/MMINIIIM ■ ■ ■■■ EMMEN INIVANFAXEMEMOBE • • 11111111111111 ■■E■■■■ ■ ?z MNMEMENI iNICHER —MENU • • 1111111111ME ■■■■_■■ ■=E ■ ■. _ /-/;, r�■■■ ■�.ii■ ■a■■■■ ■■ MEILINEWASIEVAIN EMEIN E EI ffiv P et/ IFEEFIELT immor • Nom r■ • ■ ■ ■■ • ■■_ ■_■ ■ • sm_u, ■ __ -- ■■_w ■■ •EMI EMIECEMILIMEMCOMEMTAIr ■� •111■111•111■ � ■■■ ■i■■■rr I 11111 F E z3 John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No. 2 / 7 t 1' Project Name O Date D, Comments Revision Page L' 2 Of idt 09R-1-t L = /b / 4-. 0 c td v A/ 6f.512 c -1'Z P055 pf John S. Apolis. P.F. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john @raincity.com Project No 2 7 0 / 9 Date Project Name Pik/ Comments Revision Page Z-13 Of -7 L 1111111111111111111111111111111111111111MEMIIIMINEMEMEI MEW 111111111111111111111111111 ■11e111oMEMEIN11111111111111111111E111111117111111 4 M EE. 11111111111111111111111 allIl John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john@raincity.com Date ?/30/a 6 Project No ? 9 Project Name H ' 4 A0 Comments Revision Page Of John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john@raincity.com Date 7 ho/'o $ Project No 27 o79 Project Name HA gl AD Comments Revision Page Of . G my D E A! a c/ A.42,1411 _ c isn k ' i . 9' (Al= 90 psr 3'.F fs )2'4- 1 ,5'x55 p5f 1- 3o'0n %Q -2` vv/t(A, /8 e/ %1420 FLO R ( 4'N C,�li�' /ND C M(1 /V) 1:\ /s =. ,M11AA,6Nr C t/Er2 \n/ AI.L$ 0, 1.: G�i,�` = i �dt9 ' {? - - I ¢ 67 iC94 ' A s HE PtR . 6 w — 7 g3a' I\ f'M = ISCO p si r-s , 9,00n t (s; ft,, -1 = (9 33 , a3' /9_ ), « As= 1 , r6a 0.00 s.2 u= ki )Qi. 211,0 - /i/° f_ / - 6 5 = - 3 ): (-) = 0.6,6 14 6G 4 "" _ 7 7t6 O 944(7 tat / 4°0 /2 s; 11%7' :4? ' S p` 5-9 , 6 - 1 c I M_. '� „ 5; 4 1I , VS E (A) °fir 1 3A25 oP j - iylAv ;vrl Q r . ( 7 51.-IE_ A2 ^ c �, S n a 76 x0 M = 4T00 ,3 V = i nn C ,Y = a,nC- Al AX .•I 4I2 COQ;' ice% - '�- _- a 3' a' fl l -'r F1Pyr DAR V S c tg gE i∎I FT i r r ti <<, �i ' G,C , 4 M2 r ? F , 2 John S. Apolis. P.E. CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Tel: (206)527 -1288 Fax: (206)527 -2617 email: john@raincity.com Date 7 ho/'o $ Project No 27 o79 Project Name HA gl AD Comments Revision Page Of EXPIRES 06 / 30 / 10 App- mve¢ MI E COPT Prepared kly, Vaa.sghn Efre Brett M. QDDen, Po LE. Project # ©7-061 CORRECTION LTR# 1 ur erin PL TECHIMCAL EN F O. R TEO 1 REPORT FOR RIV T• COURT BLDG, G TU MLA, W S FJ G I 670114 NOVEMBER BER 20 08 Prepared For Han Hamad, Eaaum &stew LLC 4632 NE 8 Street Seattle, WA 91115 REVIEWED FOR CODE COMPLIANCE APPROVE JUN 2 9 2009 - _ � I ot� T3i I BUILDING DIVISION • art DEC 05 2008 PERMIT CENTER I hereby state that this Preliminary Technical Information Report for Marginal Way Mixed Use Development has been prepared by me or under my supervision and meets the standard of care and expertise that is usual and customary in this community of professional engineers I understand that City of Tukwila does not and will not assume liability for the sufficiency, suitability or performance of drainage facilities prepared by Contour Engineering PLLC. This analysis is based on data and records either supplied to, or obtained by, Contour Engineering, PLLC. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. -31/1 PAGE 1.0 PROJECT OVERVIEW 2 1.1 PURPOSE AND SCOPE 2 1.2 PRE - DEVELOPED CONDITIONS 2 1.3 DEVELOPED CONDITIONS 2 Figure 1, TIR Worksheet 3 Figure 2, Site Location Exhibit 4 Figure 3, Basin Exhibits 5 Figure 4, Geotechnical Report 6 Figure 5, Engineering Design 8 2.0 CONDITIONS AN ' REQUIREMENTS SUMMARY 8 3.0 OFFSITE ANALYSIS (LEVEL 1 DOWNSTREAM) 10 TASK 1: DEFINE AND MAP STUDY AREA: 10 TASK 2: REVIEW ALL AVAILABLE INFORMATION OF THE STUDY AREA: 10 TASK 3: FIELD INSPECT THE STUDY AREA: 10 TASK 4: DRAINAGE SYSTEM DESCRIPTION AND ITS EXISTING AND PREDICTED PROBLEMS' 10 4.0 PRELIMINARY FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN DISCUSSION 10 4.1 EXISTING SITE HYDROLOGY (PART A) 10 4.2 DEVELOPED SITE HYDROLOGY (PART B) 10 4.3 PERFORMANCE STANDARDS (PART C) 11 4.4 FLOW CONTROL SYSTEM (PART D) 12 4.5 WATER QUALITY SYSTEM (PART E) 12 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 12 6.0 SPECIAL REPORTS AND STUDIES 12 7.0 OTHER PERMITS 12 8.0 CSWPPP ANALYSIS AND DESIGN 12 9.0 BOND QUANTITIES, FACILITY SUMMARIES & DECLARATION OF COVENANT 13 9.1 BOND QUANTITY SHEETS 13 9.2 FLOW CONTROL AND WATER QUALITY FACILITY SUMMARY SHEET AND SKETCH 13 9.3 DECLARATION OF COVENANT 13 10.0 MAINTENANCE AND OPERATIONS MANUAL 14 TABLE OF CONTENTS iTS Appendix "A" Level 1 Downstream Analysis Figures and Exhibits Appendix "B" Flow Control Design Calculations Appendix "C" Water Quality & Conveyance Design Calculations Appendix "D" Maintenance Manual for Stormwater Facilities Appendix "E" Bond Estimate 1.0 PROJECT OVERVIEW 1.1 Purpose and Scope This technical information report accompanies the site plan review as submitted to the City of Tukwila. This document provides site information and the analysis used for the storm drainage design. The 1998 King County Surface Water Design Manual ( KCSWDM) and the requirements of the City of Tukwila will establish the methodology and design criteria used for this project. This project is proposed is subject to the full drainage review as prescribed by the 1998 KCSWDM 1.2 [Pre - Developed) Conditions The project site is located just north of the intersection of. 130 Avenue South and East Marginal Way. The site is currently developed with one single family residential home. A gravel driveway provides access to the garage and home from East Marginal Way. The site slopes downhill from the east to the west at about 3.5 %. The overall flow direction of the system is to the west due to topography. Abandoned storm lines exist beneath the property entering from East Marginal Way. Soils on site have been modified by disturbance of the natural layers with additions of fill material several feet thick. The fill ranges from 1.5 to more than 6 feet thick, and from sand and gravely silty sand in texture. The erosion hazard is slight to moderate. (See Geotech Report - Figure 4). 1.3 Developed Conditions The proposed redevelopment of the site will involve demolition of the existing buildings and gravel driveways and replacing with site development. The site development will include the construction of a single three story mixed use (commercial on ground floor, residential on upper floors) building with available onsite parking, underground utilities and storm detention /water quality facilities. Surface water runoff will be provided per the 1998 KCSWDM and the City of Tukwila requirements. This site meets the requirements for Full Drainage Review, and lies within a Level 1 flow control area (see City detention exhibit in appendix B). Onsite runoff will be collected onsite and enter the stormwater filtration facility and into the underground detention facility. 2 Figure 1, T]IR Worksheet eet 3 King County Department of Development and.EnvirOrtmental Services TECHNICAL INFORM *TiON EPORT (TM) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner c.....vv■ 4(.32 (v 119 11 - .S1 ttLe._ L.)6, Address Phone Project Engineer erdzir- CompanyCavcrovs dvtj Address/Phone _2- 6 3 - - 5 •Part TYPE OF PERMIT , APPLICATION Subdivison Short Subdivision efaclirr Other Part 2 PROJECT LOCATION AND DESCRIPTION ProjRct Name _14 oletsr Location Etei Township Range Sedtibn ( Part 4 OTHER REVIEWS AND PERMITS DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands ■•■ Shoreline Management Rockery Structural Vaults Other Part 6 SITE CHARACTERISTICS River Stream Critical Stream Reach Depressions/Swales Lake Steep SlOpes Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Part7 .SOILS Soil Type Slopes A 3\Aveftr r+ 54.J — P Additional Sheets Attached Erosion Potential Lc W Erosive Velcoties Part 8 DEVELOPMENT LIMITATIONS LIMITATION /SITE CONSTRAINT REFERENCE Ch. 4 — Downstream Analysis I Z'/ -I t /0 Additional Sheets Attached Part 9 ESC.REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION edimentation Facilities Stabilized Construction Entrance) (Perimeter Runoff Control (6 and Graing Restrictions Cover Practices i nstruction Sequence Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other Part 10 SURFACE WATER SYSTEM Grass Lined Channel Open Channel Dry Pond Wet Pond Tank Energy Dissapator Wetland Stream Facility Related Site Limitations et7 �� Reference Facility Limitation Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis Compensation /Mitigati on of Eliminated Site Storage Brief Description of System Operation S L A 1 a to s vin 1 i etAn. C aw. t Part 11 STRUCTURAL ANALYSIS Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other Part 12 EASEMENTS/TRACTS Drainage Easement Access Easement Native Growth Protection Easement Tract Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Signed/Date �,¢°u lore 2, Site Location Exhibit 4 THURSTON __. _ _. ..,_t1i1Nf e G RIV.J. 77 oN • ____ } i ns,i r rs San, er • 1 ,J SI t 1 u r 1 Everett t 1-5 Four County Area \ skim f7a Loc COI.NCU N111'; ""2'H it ice Inlet PIERCE H1131H Ar 10 1 W nu\ 111TH IT l t DRI v . � .'. '` • i ill ' t 111171,}15; ,��^ �de � I HJI; 11 �pj A AO"' r , • r,tnl�;� " tlsl til® u x1 41 k44 4 HON M a' • J I7jiN {[; '.; tq.7t. FnsRf u+ ��i r. . ' 'YYbA �71 r, �1. 't \:.7::‘‘\ tE .1 " t k'ti J contour engineering, PLLC CIVIL ENGINEERS LAND PLANNERS 3309 56th Street NW, Suite 106 Gig Herber, Washington 983335 Phone: 253 -652 -5454 Far. 253- 852 -5458 VICINITY MAP Figure 3, Basin/Downstream Exhibit 5 Legend Streams Water BodyNVetland 1:=1 Basin Boundary Neighboring (Jurisdioitions) 1 Study Area 0 • • 0 t r," • • 0.5 1 Miles Data hown in this map are in Washington State Plane North. MAD 1983 Figure 2 Drainage Basins City of Tukwila Comprehensive Surface Water Management Plan ++ 4C) 2008 King County % ° Cu my Bdittedary Cent Jrs {5ft dark) i y a ;14411 :e, °the Highway Incorporated Anaa TOPOGRAPHY , - I� t ` I I I t ti Legend Streets Highway Arterials Laud Parcels Lakes sad Large Rivers The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liable for any general, special, indirect, Incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County.'• . ' Date: 11/13/2008 Source: King County NAP - Stornwater ( http: / /www.metrokc.gov /GIS/1MAP) - 194ft S#.na King County 8 Lv - .889'09'44"E 109.98' N89'09'4- 109 98' DEVELOPED CONDITIONS IMPERVIOUS SURFACES (PAVEMENT /SIDEWALK) = 5861 SQ. FT. IMPERVIOUS SURFACES (ROOF) = 3902 SQ. FT. PERVIOUS SURFACES = 2775 SQ. FT. TOTAL AREA = 12538 SQ. FT. contour a ;ngineeruu'ogJ, PLLC CIVIL ENGINEERS. LAND PLANNERS 3309 56th Street NW, Sake 106 Gig Harbor, Washington 983335 Phone: 153 -857 -5454 Fu: 253 - 857-5458 DEVELOPED BASIN MAP FIGURE 3(B) Figure 4, GeotedI n kaI Deport 6 G to O 4 CH CONSULTANTS, INC. Baumeister, LLC 4632 Northeast 89th Street Seattle, Washington 98115 Attention: Ian Hamad Subject: Transmittal Letter = Geotechnical Engineering Study Proposed Mixed -Use Building 12910 East Marginal Way South Tukwila, Washington 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 August 4, 2008 JN 08212 Dear Mr. Hamad: We are pleased to present this geotechnical engineering report for the property at 12910 East Marginal Way South in Tukwila. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and pavements. This work was authorized by your acceptance of our proposal, P -7627, dated May 9, 2008. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project: GDB /JHS: jyb Respectfully submitted, GEOTECHCONSULTANTS, INC. Gerry D. Bautista, Jr: Geotechnical Engineer GEOTECHNICAL ENGINEERING STUDY Proposed Mixed -Use Building 12910 East Marginal Way South Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the property at 12910 East Marginal Way South in Tukwila. We were provided with a site plan showing the existing site conditions and the location of the proposed building footprint. Cramer Northwest prepared this plan, which was dated November 21, 2007. Based on this plan and conversations with Ian Hamad of Baumeister, LLC, we understand that the existing buildings on the subject property will be demolished and replaced with a multi -story mixed -use building. The basement level of the new structure will be near or at the existing grade on the western end of the site (approximate elevation 52 feet), and a temporary excavation of up to 6 feet is anticipated for the east end of the building. Proposed building setbacks are shown as 20 feet from the east property line; 6 feet from the west; and 9.8 feet from the south. The proposed building is shown well away from the north property line. On -grade parking will be provided around the new structure. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in Tukwila. The rectangular - shaped property occupies approximately 114 feet of frontage along the eastern side of East Marginal Way South and measures approximately 110 feet in the east -west direction. An old residence is currently situated on the northern portion of the subject property. This residence contains a basement with an approximate elevation of 48 feet. A garage is situated on the northeast corner of the subject property, and a carport is situated on the south - central portion of the subject property. The remainder of the subject property is covered with grass, a gravel driveway, and old vehicles. The property is generally level, except for the extreme eastern portion which contains a steep slope up to 4 feet in height. A two -story building with a basement is located to the south of the subject property. This building has an approximate basement elevation of 50 feet and is set back approximately 10 feet from the southern property line of the subject property at its closest point. A one -story single - family residence with a basement borders the subject property to the north. This residence has an approximate basement elevation of 56 feet and is set back at least 25 feet from the northern property line of the subject property at its closest point. An asphalt driveway separates the northern property line from this residence. Another one -story residence borders the subject property to the east. This residence has an approximate main floor elevation of 62 feet and is set back at least 15 feet from the eastern property line of the subject property at its closest point. GEOTECH CONSULTANTS, INC. Baumeister, LLC August 4, 2008 JN 08212 Page 2 SUBSURFACE The subsurface conditions were explored by excavating four test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on July 17, 2008, with a mini - trackhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions The test pits encountered varying depths of loose fill and old topsoil (from 1 to 6.5 feet) directly underlying the surface. This fill generally consisted of sand and gravelly, silty sand with varying amounts of construction debris and garbage. Underlying the loose soils in all the test pits (except for the southwest test pit — Test Pit 3) was dense to very dense, gravelly, silty sand with fragments of siltstone. This very dense soil was exposed to the maximum explored depth of the test pits. Test Pit 3 exposed very stiff, sandy silt directly underlying the loose soils. This soil was exposed to the maximum explored depth of the test pit. The test pits were excavated to depths of 6.5 to 8 feet below existing grade. No caving was observed in the test pits. Although our explorations did not encounter cobbles or boulders, they are often found in soils that have been deposited by glaciers or fast - moving water. Groundwater Conditions No groundwater seepage was observed in the test pits. The test pits were left open for only a short time period. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in more permeable soil layers, and fracture zones in the siltstone. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. GEOTECH CONSULTANTS, INC. Baumeister, LLC August 4, 2008 CONCLUSIONS AND RECOMMENDATIONS GEOTECH CONSULTANTS, INC. JN 08212 Page 3 GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study generally encountered very dense, silty sand within 1 to 4 feet of existing grade, except in the southwest portion of the proposed building where very stiff silt was exposed approximately 6.5 feet below existing grade. It is our opinion that the proposed building can be supported on a conventional foundation bearing directly on the very dense, silty sand or very stiff silt. Overexcavation will be required in order to remove the looser, near - surface soils and expose the competent native soils. Once competent bearing soils are exposed, either the foundations can bear directly on these soils, or the overexcavations can be restored to footing grade with 2- to 4 -inch ballast rock or quarry spalls. The large crushed rock should be placed in uniform lifts and tamped into place with a trackhoe bucket. Further recommendations regarding conventional foundations and the placement and compaction of structural fill are given in subsequent sections of this report. Some of the on -site soils are silty, and thus are very moisture sensitive. It may be necessary to protect bearing surfaces with a layer of crushed rock to protect the subgrades from disturbance during periods of wet weather. The ballast rock will also be used for this purpose. In addition, it may be possible to reuse the silty soils as structural fill, provided that the material is placed in dry weather and is at, or near, its optimum moisture content. If these silty soils are to be used as wall backfill, a minimum 12 -inch width of free - draining sand and gravel should first be placed against the walls. Due to its high organic content and the presence of construction debris, the existing fill soils should not be reused as structural fill. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Trucks should not be allowed to drive off of the rock - covered areas. Existing catch basins in, and immediately downslope of, the planned work areas should be protected with pre- manufactured silt socks. Cut slopes and soil stockpiles should be covered with plastic during wet weather. As with any project, additional erosion control measures may be required depending on conditions encountered during construction. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential Baumeister, LLC August 4, 2008 GEOTECH CONSULTANTS, INC. vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. As with any project that involves demolition of existing site buildings and /or extensive excavation and shoring, there is a potential risk of movement on surrounding properties. This can potentially translate into noticeable damage of surrounding on -grade elements, such as foundations and slabs. However, the demolition, shoring, and /or excavation work could just translate into perceived damage on adjacent properties. Unfortunately, it is becoming more and more common for adjacent property owners to make unsubstantiated damage claims on new projects that occur close to their developed lots. Therefore, we recommend making an extensive photographic and visual survey of the project vicinity, prior to demolition activities, installing shoring, and /or commencing with the excavation. This documents the condition of buildings, pavements, and utilities in the immediate vicinity of the site in order to avoid, and protect the owner from, unsubstantiated damage claims by surrounding property owners. Additionally, any adjacent structures should be monitored during construction to detect soil movements. To monitor their performance, we recommend establishing a series of survey reference points to measure any horizontal deflections of the shoring system. Control points should be established at a distance well away from the walls and slopes, and deflections from the reference points should be measured throughout construction by survey methods. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. JN 08212 Page 4 SEISMIC CONSIDERATIONS In accordance with Table 1613.5.2 of the 2006 International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type C (Very Dense Soil and Soft Rock). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S and 1.0 second period (S equals 1.48g and 0.51g, respectively. The 2006 International Building Code (IBC) states in Section 1802.2.7 that a site - specific seismic study need not be performed provided that the peak ground acceleration be equal to S /2.5, where Sips is determined in Section 21.2.1 of ASCE 7. Section 21.2.1 indicates that Section 11.4.7 of ASCE 7 should be used. In Equation 11.4 -3 it is noted that Sips is equal to 2 /3S Based on Equation 11.4 -1, S equals F times Ss, where F is determined in Table 11.4 -1. For our site, F = 1.0. Thus, the peak ground acceleration = 0.40g. The site soils are not susceptible to seismic liquefaction because of their dense nature. Baumeister, LLC August 4, 2008 CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, very dense, silty sand or very stiff silt, or on ballast rock or quarry spalls placed above this competent native soil. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose' or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Overexcavation will be required below the footings to expose competent native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2- foot -wide footing must be at least 4 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil or crushed rock, as described previously. A one -third increase in this design bearing pressure may be used when considering short -term wind or seismic loads. For the above design criteria, it is anticipated that the total post- construction settlement of footings founded on competent native soil will be less than one inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: Where: (I) pcf is pounds per cubic foot, and (ii) passive earth pressure is computed using the equivalent fluid density. JN 08212 Page 5 If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: GEOTECH CONSULTANTS, INC. Baumeister, LLC August 4, 2008 Where: (i) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. GEOTECH CONSULTANTS, INC. JN 08212 Page 6 The values given above are to be used to design permanent foundation and retaining walls only. It is not appropriate to back - calculate soil strength parameters from the earth pressures and soil unit weights presented in the table. The passive pressure given is appropriate for the depth of level structural fill placed in front of a retaining or foundation wall only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Wall Pressures Due to Seismic Forces The City of Tukwila may require that a dynamic analysis of the structure and retaining walls be conducted. To model the surcharge wall loads that could be imposed by the design earthquake, we recommend adding a uniform lateral pressure to the above - recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well - compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Baumeister, LLC August 4, 2008 GEOTECH CONSULTANTS, INC. JN 08212 Page 7 Retaining Wall Backfill and Water aroofin Backfill placed behind retaining or foundation walls should be coarse, free - draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the silty soils can be adequately compacted, they may be used as wall backfill, but a minimum 12 -inch width of free - draining sand and gravel should first be placed against the walls. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free - draining soil. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold - joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact a specialty consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On- Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop existing non - organic soils, or on structural fill. The loose existing fills as encountered in Test Pit 3 should also be removed from Baumeister, LLC August 4, 2008 beneath the slabs. The subgrade soil must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered_ should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. All interior slabs -on -grade must be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor, and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture - sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well - graded compactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be _placed over the vapor retarderr.or barrier for protection of the retarder or barrier and as a "blotter" to aid in the curing of the concrete slab. :Sand was not recomm ended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection /blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier /retarder. . Therefore, if there is a potential that the protection /blotter material will become wet before the slab is installed, ACI now recommends that no protection /blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of tlie blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E- 1643 -98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E -1643 for installation guidelines and guidance on the use of the protection /blotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. GEOTECH CONSULTANTS, INC. JN 08212 Page 8 Baumeister, LLC August 4, 2008 GEOTECH CONSULTANTS, INC. JN 08212 Page 9 EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above - recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet. weather. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement- sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS We recommend that foundation drains should be used at the base of all foundation and earth - retaining walls. These drains should be surrounded by at least 6 inches of 1- inch - minus, washed rock and then wrapped in non - woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 5. For the best Tong -term performance, perforated PVC pipe is recommended for all subsurface drains. If the structure includes an elevator, it may be necessary to provide special drainage or waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will be necessary to provide a footing drain and free - draining wall backfill, and the walls should be waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it will likely be necessary to install a pumped sump to discharge the collected water. Alternatively, the elevator pit could be designed to be entirely waterproof; this would include designing the pit structure to resist hydrostatic uplift pressures. Baumeister, LLC August 4, 2008 GEOTECH CONSULTANTS, INC. JN 08212 Page 10 Drainage inside the building's footprint should also be provided if the excavation encounters significant seepage. We can provide recommendations for interior drains, should they become necessary, during excavation and foundation construction. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. No groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. PAVEMENT AREAS The pavement section may be supported on competent, native soil, or on structural fill compacted to a minimum 95 percent density based on Modified Proctor (ASTM Test Designation D- 1557). Because the site soils are silty and moisture sensitive, we recommend that the pavement subgrade must be in a stable, non - yielding condition at the time of paving. Granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. In most instances where unstable subgrade conditions are encountered, an additional 12 inches of granular structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt- treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. Increased maintenance and more frequent repairs should be expected if thinner pavement sections are used. Water from planter areas and other sources should not be allowed to infiltrate into the pavement subgrade. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. Cracks in the pavement should be sealed as soon as possible after they become evident, in order to reduce the potential for degradation of the subgrade from infiltration of surface water. For the same reason, it is also prudent to seal the surface of the pavement after it has been in use for several years. To provide for a design without the need for any maintenance or repair would be uneconomical. Baumeister, LLC August 4, 2008 GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Beneath footings, slabs or walkwa s Filled slopes and behind retainin• walls 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557 -91 (Modified Proctor). GEOTECH CONSULTANTS, INC. JN 08212 Page 11 The General section should be reviewed for considerations related to the reuse of on -site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions Baumeister, LLC August 4, 2008 JN 08212 Page 12 and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Baumeister, LLC, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials and selective laboratory testing. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. 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. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The scope of our work did not include an environmental assessment, but we can provide this service, if requested. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 — 4 Test Pit Logs Plate 5 Typical Footing Drain Detail GEOTECH CONSULTANTS, INC. Baumeister, LLC August 4, 2008 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. GDB /JHS: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. Gerry D. Bautista, Jr. Geotechnical Engineer James H. Strange, Jr., P. Associate GEOTECH CONSULTANTS, INC. JN 08212 Page 13 !rachnic ' '.::Seatt n5,1 .n 5 1'40th: St St <.,,Q gbh' A ..v •li S2nd . •2 S 13ath St .5 e2nd St Foster HS S °156th Military Rd PKWY • ' Eveas l Black DI. aker Blvd 141st 5 5 : r . 5 173r 5172nd PI 5 �5 ti a ^aka 5- 124th x v.n ; .P•r . tar m , SKYWAY P ����oo it PA t S 124 St S 125th1 J` Q�'I( Y1 y1� - ' - - .., S f� li•7 .65 Q� 25ib eon JI ,S 1 5th 26th t, 5 126th u1 152 Y byo 51 1271 ` 'S o RK � and Dr - STRANDER Truk D Minkle Bieck River H5 .5126 t t �I �5l5lst 5 8th. h•{. 75159th; g;o 'l. GEOTECH CONSULTANTS, INC. �t. BLACK RIVER FOR EST ',Eihbry Rtddle . ..i.: A'eionBUtit'3 SedttleRi • ' :center-4 VICINITY MAID 12910 East Marginal Way Tukwila, Washington Job 08212 j July 2008 Scale: Not to Scale N Pate: TP -4 • - TP -3 : • GE O Jl Yl 'J C H CONSULTANTS, INC. EXISTING BUILDING PROPOSED BUILDING TP -2 'EXISTING BUILDING Job 08212 EXISTING BUILDING TP -1 Legend = Approximate Test Pit Location SITE EXPLORATI N PLAN 12910 East Marginal Way Tukwila, Washington Date: cale: Plate: July 2008 Not to Scale 2 1 15 5 10 15 9 eY G o„� � , S 6 NP � O � Description FILL Dark brown to gray, gravelly, silty SAND, fine- to medium - grained, moist, dense (Fill) r s : RX' � \ o� KN N � a� ti a Goa Q , 'g Oo � ,�a 5 FILL Orange /brown, gravelly, silty SAND, fine- to medium- grained, moist, very dense -large siltstone fragments * Test Pit terminated at 6 feet on July 17, 2008. * No groundwater seepage observed during excavation. * No caving observed during excavation. Dark brown, silty SAND, fine- to medium - grained, moist, medium -dense (Fill) Gray SAND, medium - grained, moist, loose Fill Old Topsoil Orange /brown to brown, gravelly, silty SAND, siltstone fragments, fine- to medium- grained, moist, very dense * Test Pit terminated at 6.5 feet on July 17, 2008. * No groundwater seepage observed during excavation. * No caving observed during excavation. GJEOTE(CH CONSULTANTS, INC. TEST PIT 1 TEST PST 2 Description TEST NT LOG 12910 East Marginal Way Tukwila, Washington IJob 08212 Date: Aug. 2008 Logged by: GDB Plate: 1 15 10 15 G TEST PIT 3 Description FILL Brwon SAND, fine - grained, moist, loose (Fill) Dark gray, silty SAND, organics, garbage, fine- to medium - grained, moist, loose (Fill) FILL ML FILL Gray with orange, sandy SILT, non plastic, moist, very stiff * Test Pit terminated at 8.5 feet on July 17, 2008. * No groundwater seepage observed during excavation. * No caving observed during excavation. Gray, silty SAND, fine- to medium - grained, moist, loose (Fill) -old sidewalk Old Topsoil Brown, silty SAND, fine- t� medium - grained, moist, medium -dense - becomes gray, very silty, medium -dense to dense * Test Pit terminated at 6.5 feet on July 17, 2008. * No groundwater seepage observed during excavation. * No caving observed during excavation. GEOTEC CONSULTANTS, INC. TEST POT 4 I Job 08212 Description TEST PIT LOG 12910 East Marginal Way Tukwila, Washington Date: Aug. 2008 Logged by GB Plate: 4 Washed Rock (7/8" min. size) 6" min. Slope backfill away from foundation. Provide surface drains where necessary. NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. Backfill (See text for requirements) Nonwoven Geotextile Filter Fabric_ GCEOTEECH CONSULTANTS, INC. 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Tightline Roof Drain (Do not connect to footing drain) 0 ' 0 ° 0 o 0. 0 o ea i o o °. °n° o Q o o° , o e ° • o. u p £ . o.uoq o p • . °.o FOOTING DRAIN DETAIL 12910 East Marginal Way Tukwila, Washington Job 08212 Date: July 2008 Scale: Not to Scale Plate: 5 IFucjwe 5, Enguneeu1ni IDes gn ASPHALT D' IVEWAY ( PROPOSED BLDG I FOOTPRINT =3.902 50.E WORK MW.V0FURDIG LIMITS DELINEATED ET PROERTY BO NWRT LINE @ RAN, 1:11Ma SLOPE W N °i10®EgN° x ,Njl BL cc. OVERHANG N89'09'44 "W (09.98' 12910 MARGINAL WAY S. FF= 600 59.11 1 1 7 � JI aDCau I DRIVERAT 0511 PEADe1301 STM 2016 1,_'T } { IS.i :n 2.009 GRAPHIC SCALE 1I asa • omen lEw ATVT TAM CONCRETE CURDS GUT. ES T7 37 9' NSUQ�1A puma EMT =.YORE ST 079 0367 PAL V CONCRETE CURB DETAil 9@T7 0. k. 0 mnaele a ®6'amel STA- 40161,16.94 0. 30' CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424-5555 0007 0300 cfv 1ler. s>gT6 21 REMADE =emu( T. litl511190 DRAW RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON TESC & SITE DEVELOPMENT HOUSE FOUND 1/2 REBAR WITH CAP LS 15025" 0.5' WEST OF ORIG, PL ATED 20' R -0 -W ZONING: NCC 734060 -0760 589'09'44T 109 98' I - CONC. WALL 15 ±3' S. OF LINE ZONING: NCC 734060 -0775 CONC. WALL 1' SOUTH PROPERTY LINE CARPORT I5 1.0.7' S./ OF PROPERTY LINE END OF 8' WOOD FENCE 15 32.3 S. OF PROP, LINE .101.1012DCIRCLET! Om 1131 DETAIL BEET 0 00 A F TESC NOTES 1. 1ECH ISOLATOR ROW MAT IF N ROCT! SEDIMENT FOR SEDIMENT MpnT OAMm RCCDNIMTIOF MO AFTER SITE 9ABU2A22DN PRIOR TO TRW EATION O COSTRUCTIDM DISTRICT UTILITIES WATER DISTRICT •I7S (7116I9.9M7) VALLEY VIM SEw2R DISTRICT (26794136) RECOMMENDED CONSTRUCTION SEQUENCE (1) MEC0e1RUCIORMEa1RG l27 PROVIDE 43 NA III NOTICE CET f INSPECTED T010IO Mm SIiC 01AD1NG211.WM (SEE GENERAL GRAMS W16 0x SHEET C.71 (3) FUG OR FEND CLEMONS UNITS 19 (76 S 0 G MTN TUNE 0 WONC 11 AMBER O TESC .1334931. (f) INSTALL CATO( BASIN FR 0OI I/ MOW. (6) OWN MO INSTALL COSTRUCL10N EMMNO(S1 (7) INSTML MwPETER FROEECTIDN (SILT EIEC WW1 6V RVA ETC! (9) CONSTRUCT SEDIMENT PO S (9) ORME MO STABUUE WAI000 ROCS ( 10)CONSTRUCE SURFACE WATER CONAOS ON 1000 I DIGS MK SIDE CELM4 ETC.) SLNIA MlWSr win( CLFMUIG MO 011121. FOR ROAR DEVELOMIET. (ll)NMMMNER®OL cam. MEASURES TN Ar RDNCE NTM WC cow,. STANDARDS AND NMMEARURExs RJ 97S76 TO. (17) 0.0EROSION 0 ERON CONTROL MEASURES OR DST R SNARES IN Srlf COOTTIONS Ow. RN EROSION ma .ITWNF P T N. II93MT NYOLAVIO MTTN TIE KING COMITY TEX MIAOW REWIRD+DITS (13)COWA ALL AREAS TOUT wILL BE UNARMED KR MOLL TON 4hN MK WRING Lw000FIERORMULOI�COMFPOSr�MASfCa0milGOR EGIBWxf r.WENTSTwM. (19)9ORUIE ALL MWS T READ FINAL GMI RM. SEVEN ORn (ISAM U( SOU MN MEM TO RFMMN UMWR.° KR NORM TWA DAYS (16)11Wx CMONCf TNEFROM, 111 CESIUM) WAS MST H SOUDIIIO PLE W e °\ ZONING: LDR 0 (1 Z 734060 -0773 o \ OIIR19 T613D1 oFRmLro 1nreCAADc mLLYBl ) END OF 6' WOOD FENCE IS ±8' E OF S.E. CDR. FOUND 1/2 REBAR WITH CAP L5 15025" ± WEST OF CALCULATED POSITION SHEET UST C - TESC 6 SITE PLAN C -6 TESC NOTES 6 DETAILS 0-3 SITE GRADING PLAN C-4 COMPOSITE UTILITY PLAN C -5 DETAILS 6 NOTES C4 DETAILS 6 NOTES C -7 DETAILS 6 NOTES C -6 DETAILS 6 X0715 C 4 DETAIL 6 NOTES C -10 DETAILS 6 NOTES R STTF 1 E1CATI ON D Mr. 13 501 EII 46 LLC 37 M MN STREET SEATTLE WA SRI if SURVEYOR ITF TO SCALE TRENCH NOTES: S 2134 i i 37 VICINITY MAP PARCEL INFORMATION M 00151: ]N0f0O7N M S17910 IA T0 ON FT S. TUIIMLA WR ME OWNER 9.151 MM1TWISE DC 913 N mom 5220.102 KENT, WA WM RCM 949-037 FM 70494935 BASIS OF BEARINGS FOUND CONCRETE MO9NENT IN CASE PRIM S BRASS DISC MVO SS (My • 900) BENCHMARK 2 12,9 SWINGS %TOWN MREOI ME WSW °N TT. 140R4NNEDC[x1e0.1M 6C MNCINAL 53EING NOM UO2 SWN DST A59RYNx ON 7 P.M OF 911MT FILM IN BON TOR OR SURVEYS AT MOE 101. UWER RECORD W. 0337.R[WPMO KING COUNT, WENINGTOI VERTICAL DATUM w.S.D.O.T. OMMENT (OWNER 603 311 BRASS DISK STOWED 1S NO 17199 TX 177E911E INCASE TWYOF CONCRETE UMW. W OF SW COMER OR MONO IID2ITTD ONE SOO SA 9 ELEV. - 7E376 EET METHODS AND EQUIPMENT: EEO SEW, CONTROL 2W11■00 QOM LOW TRW.. MowlER CORM 1 212000 coww(90/ win( RIOLERemeNTS Of w.R.C. 22,1 WORE GEOTECHNICAL REPORT IF ENTER ENR Y IRO. OR 0111ERF# ITSO NT I FO OR MGE FEET IN CUM TUT ODES NOT MEET TIE OFFN WT R[9UIREWNTSO WSCOT SECTION 3493(30. SART. MCO YH>Y�S1STIS NOiL MEET TICROWIRUR�TSO wwB1w P.usnuM SAETI 21w1I MT, owNEital, KW LECIATt POMO Emm@ e REEDUSIS 41 216 SEEM o v SSP mat afo mm Calm am Jae GEM am — MI. MOO= ROILY e.E MOO. m 1710 sad Q MOT AOe 6- MN woes SS m® F° PO= 7060 —fD ----- 6a yoT Ammo D---00:0 LW MORRO MISTF�T CCf1UX 9E CONSTRUC DETAD r'i U EMIRANCE SEE DETAIL FRONTAGE IMPROVEMENT DEMOLITION FILTER FENCE SEE DETAIL LIMITS M 35 T a m ;0I IS T E ROUE W DATE 1E11E07 Reemay 20.2202 PROJECT. 07071 DURI MARE 074014 BEET C -1 9 y 2 M = - N MI I MN - IIIIII MI M OM MI 1.. . ... .. . (arm. aMnagaa•Anna... 711114.1waw a Ur palnanma 4). obieler .11 pa .. Nay strecoope. disebarge my amerm. slurry. cr lino mires oto sire. 6110ra mow Os.. or 0. Me. Pais. s sob. weri no. ottem the elem. of mplrearimi aral mu...p.a. will b. ondue. and abor tbe nme sew coMolled lin .I. weeprable w dtrone dn. sem aart rItem re a 6.........16.......0 10 ...i...., •■■•, ........*, Com.. prols eta od mores me also a.. for roar. Pam ....sr d0(5 • . Roo. ...... Serop 6.... ares al Or eftlerfrob doe .......1 egedgel Col. kr. appesa. don. itert Mut. Orr no bow do . Cr areal. a.m. =Off= Car 6.1. UAW. are ....1. roleas . Weer .... .-....1...d osir... we pre........ we.: 4, 11.4.1.• on. amt. Ws. coonseni Mr. be ems. by se Nemy or ca. Ninpla ritna. st........ teldt nnefoll r. A co..: Siam at.i.nred for sad. remool racy res. some ef M.o.. al rusolT En. tbn am. T. ir ,..11, .4.1 rt . am. nos owe. on may dock MP Mao ma. rem. sem sp. Coe. work O all mos Nada 6 es. elevaud pH la rwoll..9 , .. br raw...1. 50....1 WO.. arte der. tie ul Jr suwIT scem Or. So DOP la. Slaw 10 is Ch. 15....... MM.. AaPlEla EaT5H• (l re.ye Concrete and Asphalt Application at Temporary Sites 71. ourny app. to N.M. 444 .6.... ...... 6.6......... cr. emu.. tide.. cob . maner .6 NA comeronassealism a.m., .d ro... NAN .9.1,5.50.0 .050. outiNei an l)5050 Woe ea • lempanry **Ad bon moi ...a., iss.c.,0,. Aso., .... come WO .t.........5. eerteas mom Of .5* h0.54.0 othe Nroc.0.:.. 66 66 P... nor.. Nona. nuorT. Cow. issurig Pe po......... Arad me. W W.. dooPm . .... "..• elonota. naroll And pros PH ====111 T. felt.. 034, er .1.1.1 mown. me... 455 (00054. ••• .4.6. E.. mosed la esar........... soplaa. al mot.. shea . U. arm pr... clodn. and per. Nmels. codbood am .> r plyar.......coplaalt. mad sobab P.m Pon. auel drip age Ltely lo fall uniromionslly.suPO....... PORN hour umina ..... O.. swan drain env. tele onarcom se siplarly ea.. 40 . .. co... des.fl all nearby dr ..SO. 45 00 ...se, AU accumOssiona ne ontriE apos. etw....d or51.5 66 666 0.1000054 *50 1.0. 644.31 n Ns earl of n...mmosy IN nort Sepocadyl prior to renaming . coo.......6 IE. . dam. am oramecully amiLable re mom N. coo.. be. sosaa ow of The masa dram. ty. Coo. sad Wk. Or Mary Erant eV. ....... mb. tbe . la. el ameba*d moo.4 hosed ramp. afT so le. an op. sloes. se rom. fin. Hem.. rotor. dory to s attsta doia. drtels root. Mo. or prat IEse • Mava Mara cove. War pew. ar . coma.. device wth sra • 1.6.1. two Allem Joy can Ile [Wm. N. mel eastaum2 Om ban 4 belmr). AR collemed mann ,ur be property daspowl ol ...1 M. ..2 Lamy a.m.* rnalaann Pe* Inadule ........................... as T.. r... Nara. • • a r nmyy••■ I* a Put. swum.* +.....e..,.....-_ rim ................ num if 0.............. .1.1.. na• a Cana) a *Palau a Ion.. Yowl Amon 100a NOTE: CITY OF TUKWILA HAS ALL JURISDICTION OVER SITE. ALL REFERENCES TO KING COUNTY SHALL BE CHANGED TO CITY OF TUKWILA. GENERAL NOTES TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES xei. cm a* macs mi.. mina Cnunto Cow. ••.• f *an*. appocanY an paw.. .2.1. en* A .rn nowsms. N.. nornyceen• 0.1. a I no ndelercy. no • • • ••••.4 •• ntnal Ova* owe haw la.n rem. al.nr le IA Owers. ea 0...pment and Emma S00.0010006 Sao a.. rem harm been Mona. or nos.. DOES Nan *re My van* nom am. standar.. aw. Mess spePacall■ morn. by K. Cm, ow to IA agso. al et this taaa Naar, aria Nan. clan do. net conmucton p acme. wow owe.. sawar woman. po M / Pr DN. any con.. Wm.. scOrbe • pootmers....0 . DOES% Pana.meni. n lant alb An.* and Ina NA*. y Con.. 6 A coos orNew woo. plan mat ot on ow pro common owl. MI Oen.. nose ..1 or so.. P. R. ater. 6 . • E • 6 le 10 p m *Pays and Oa m P rn on** IT 9 NOS. appacanomeramich raw.. m ortme. wars we. els 16 O.. uNer. cd. *a No am nes m.o. *AA la tag DOE. Wm ort. otra.m. MI Dawn ma OCAS moss P.m• Nomad or DOES 1160r00ee504t ays. on... PM 2. 5.055 • mope corm.. own:once orbSoron en 3 02 of . APWA StaMare tl 0 Ay cum Aarran. abay se boo. a. pm.. ps pos. m rpm., be owe.. con.. to. perm. 111,01en wren. KVA. by COES ard robd on Neu app. gam Any op. cul mo m rowed naccomar.... lerERSSER6 11515.5 Corm.. S 595(5. pd. and irt prowo Nopenvoommegon ors prommonte owes comwt, cv... Any.P.Orn NO mai awm. nom. selha tio.n. mow *Ora sa. omlana ...a. ••• Nom.. v61DOT 1.0 23 • Ts. Con... DRAINAGE NOTES amaron oared be app. • **a FRI.. a all kw Inci.ne 111 Mom a... DOES or .5 050' , • 0 0.00 Or . •a••• YY• YY•a. on • PAP. veSOUT 7.01 3,1, To Shall In..... me comma . ven6 bolembs.d. * Paw *FPI and any rec. op. ...0. to • umfors ga• so um.rnly deno unmsidna mot 5.1. pror M. as 5.0d.49 nare wohall sot. on NON Nom. o.a. OCRS 106 6 droop Oworo. st. ptm bes. an4 mannol. nal samesa, no• so... • fa demo.. ...In •••0:01.1•••• paw.. an* lany. sok I ...lung beheY0157 levity NY I Ily.• ceenolarad In • mew 54 .5 .5500059 • Ye. waS C.I ) al wiMp ma.. or nom.. Nompos. or.or so... re. No conouwe ar. temerler... mit Pm Va.. ye •••■••■ Wm, nir. and Mee brawn ru coo nay. coree. to ROMS drawnp non. 2-012. 2615.160. 2•020 onclue. mampore 1:6114. TO STNE. Ouk. NO palm MTS.'S/0*d M. Case, 116. 7 OM 16 . mew. nOtem Pro. a n arm. to ise 4154450 aso .... aoson Name .. No. (054S 5111, Do. No .0011 i71 Rom moon o room. p.m more mow.. mot be an* pun,. ati* 01 loal and row row. woe. spoNcemna • r nammormAN pau , 7 e• rank/M.N. pas. me • 2 rocs60.-2014 woos ....... **dance we KC. 7 066 Oar. nu. 2•024 Draa. weets shss pro. wrol is ots Pon by vnal lc ▪ Fon OP. snadi be Aunt. la* at... c.a. on . los so as serma al P. mei era. ere. wars we.. owe .psorsio tne ice Nee meneed Eadi ay. Waal o. P.N. pow... an appro. Yonne... comna • n al O.* An 25*400 • Ma* tap," mr.a. TM Nub. wari wow Now stela..... •nel mesa. tr. 1. et Poe ma. map eon.m 43.0. •p•.. do* •■ KCIPS7 o. con. we or *Wt. 0 00955405 1.5610. am row. Ice maw5.4• sm2•l* osvp•e **We gl roormaa lor omeNn. Inas wan rasp.. ,a ts• uNgam o 5 Ai nay. onlym PA**. pmeoly and in** • STRUCTURAL NOTES mt 1. pans are sporac..standant row awl Oasis, moo... Oucto. sum as borloo Ms. and r.o. NO • • DOES pr. in construct.onti<CC IC 04. 6 70.14 A 6 No.. am con.. •3 ee • m.o./ Poe and ee. embol MA no bs .6.1.4toserm . re, sop Oh ammo. sen MORS Aar. mr.ors See04 5-046 3465. oryl SUP RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON (1) *al al PM banp.ry *AP we ("ESC) plan do-aro coo. sr. and *Pl. *a MO, res.*. *a* ma*** way at, C21 T. *I. a.•.MSC NW... sopa. or taaMes a Ng respen... ambransTESC mom. ow. cons... (6 TM 4.40095 fl.100554 0*.5 On Pan st. OA ..^.....rn•••••,”......69. Nov V a ose...21 Damalla .1.* by*. *ono P. . *a*. **A. ay*. lor . aura. at* TM TEX la. a. on NY plan must Or 466.4.1 Nor Is •W . W. .6.• of 03 wrIam.ra sr.. and Wount Now. mos. 16 Mr TESC .11.• ON. on No. Nan ma Ne ono. wpm.. cone. Ow. Ne per.. Nem TESC tor be, Mal Icr unwire. Oton Nero me Pm m nOccoon W.. ...s NI 10. 1955 ow ay • ...ad ttory by . appwarePTESC sow. ma no.. sera. oar.. proper Wneen records am. be W.. IESC Mc ow m • Mot 1 .6.31, nwron 6.1. 1 sa Sot 111 Pay ars. 0 opmerl.... or N.. ON. appro. TESC enoMels m 0. sae. *am. Nasacco..... Any **Ono TESC Noe. M. se we. Owen says 16 TM TESC 11.6. on be Imo. ane a mon. ono• • rroon 411.. fobenna a** (ION no Ism inoir.n one It, .31 ce sawn AP calch owns •nc comm. bus TM.. ow. OW nor. solimeriNs. so. 1.6.4. ow... entrances a. meta Mal. . d orwodion to ....ma le ma.. O. ay.. y • a • •ay tle• n ley Ow our.= d M AM. used as • Nopows .0. Pew M.N.. rats worn (9(4 *55 arm sm. . No. .P.Pen ulerno•ly *SS inflYrOm muse marled so an... loom. d STANDARD GRADING NOTES 1 T. clorr.• speak areas saerObro . spoor.. The wpree. comes. Nom. mei M.. a meg r n7papon et. wooed pram om. 03 ow. a Nor. Rass.a... City Ns.. one 003•0763531, sa rearm. amPeopon • E.P.a.....110 App. 0 d Co.v Sur. Want Cm. btanue 5 6.11. An. F.. pump. a rester OW wo ol. own as. rotom barna. s. 0 Any are• am. TUC m.o. 55 0 4 5 0045 05500004440111 TESC leoumerer ap. erolommemwer Aoen. of Ns Er, Coun. S.. 16.1... 5 TVs W. bap., . arson (001, O.. ay.. Mall ea •••••... kr Nee. reNon ono on... Itooer.on Ter . ram Orms.rnas 0.1be an. ■••■ of O. begynnnyg 1 N.. annoy A ome ve seas. am mom mom.. rm. 13....4 0 Arrr ssa mores oy eseagman. . Man• use . *Pan LAW (217.57.531)10 *St 0**Van 10 A copy o asora...01. TUC It Haas ol m0066111 11.ra at. •nY Jason Two eon phen• (20(0 .770.6531 aratiaaalagalaallaa. PROVIDE CS 116E01 STREAPIGUAAD FOR SMOOT OR 66RLTED Eq. MANUFACTURETTS N661 FOS EMARONMENTAL *0(0 0(0140. STREET SEATTLE, WA SAMS 101004 FOR irimaissnoit mimosa,. NOTES INSERT SHALL RE INSTALLED ODOR TO CLEARING NO GROCOG.TIVITY. OR UPON PLACEMENT OT A NEVI CAT. TOSIN SEDIMENT WALL SE REMOVED FROM THE We MEN IT MCC.. RAL SEDIMENT 16.3161. SHALL SE ACC.6.16ED .TOOM TE INSERT. .P111. AND RE-INSERTING IT INTOTE CATOI ECM 0 INLET PROTECTION0 wict 400511 0 AMR 00SC 10AU. SRA= si PM& uSt SUOLlik c¢ ROSS Ca CavasOn 10 Ana. rACRC TO AOSIS. '5 11 LITLI L'ii.;1417 1 1 W sox Fag SFACNO 0955 (5 09 5454 1=0 0000 55 50(0 SILT FENCES NOTES: AOS oSTIS 04751. I. TYE CECITOMILI USED MUST MEET 716 STN.. LISTED BROM A COPY OT TEE MANUFKNILOYS FABRIC 9E0E47106 MUST FE STOW. rumen, FABRIC REQUIRES MART 66611463 OCREN2 Drab entsneni co TM FENCE WIRE 6.006 CA CLOSER POST STACMG MAT Et REQUIRED FOR UT. STRENGTH MINK If REID 0. 1...064413605 Ws. PERFORMANCE WARRANTS ASIRCM301 FORM WHERZ TVIE FE. IS INSTOLLIM. THE SLOE SPILL la TO STEEPER Lame. ...I.. DORM 1451 00 THAN 211.1V. IF A TYPICAL SILT FENCE (PER ROURE 10.3.163 USO3,114 STNOARD .4 TRENCH MAY MDT la REDUCED PS LONGA. [CRTC. DO. *(0t5l11fl100 ISOM SUMO, NO SECURED,. CIRO. TMT STASILIEES TC FEMEE MD DOES NOT .06 MATER TO 061. CA UNDERISPE T6 SILT FENS a5=1151=126 ANT DAMAGT SMML DE REPAIRED INKEINATELY. IF CONCENTRATED ROWS API VIDOR UNTELL OT TIE FENCE. TEY MUST OE INTERCEPTED AND CONVEYED TO A SEDIMENT TROPON PC. IT IS IMPORTANT TO 060( THE URDU SIDE OF TE FENCE FOR 606 OF TIE FENCE CLCOONG AND KTNG ASA MINER TORO. AM THEN CUM. CIONNEUEATION OF FLO...AMOS TOTE FOXE IF THIS CCCURS. REPLACE THE FENCE OR REMOVE TrE TRAP.) SEESPIENT SEDIMENT MUST IN REMOVED WIEN THE SECTMENT 1.1106S NOS LM1PANOLLM ORDADOWN, SO, 1.10:11 IT TA FILTER FAERIC (GEOITICTILI1. DE56.14.621C46 TO a SW 1=1. rota rIlli=C-•-■ yr- 310 sCCO P0511. SAM RCS A000 121107, 1405009.095 NOM 90010 00¢C RAMS 0.0. 11010(0) ALONG COMO unDestA POSS01 SECTION 0 SILTATION FENCE DETAIL® 1 I U X012 CsOsij =AMY MMUS W Ix= • COAISSOS 0101 01:000. AS 6:00 001.¢0 SOSO SLICSACOS • -W . WA= SPAS" nr Er, 5. cm. exi 1000¢1¢ Ft 1110¢•¢D SIMON ha= uSSO =mos ewe VISAO. MOM 111000 cors mow Ina Oa .9¢0 Ga00. sr 00. 00011 IS 0 03 pa r am... PM= C0.1 DIOSTIS/DISTIS AS Ks c[01 03100 1:00 111801COS. 0(07111 11 MSS 10 134 COSI at 0-0-o PCOS TO satALLAS02 11¢ 001100101 0110110 TO ASA ruNACIAs a: MI 1:00300 ▪ 000=t1019 MS 11¢ D M= CI CAM= SO 1110 =AIR =OS aft 10I 0 CONSTRUCTION ENTRANCE® CONSTRUCTION ENTRANCE NOTES: TIE TEMPORARY CONSTRUCTION ENTRANCE WIRD El CLEARED ALL VEGETATION. ROOTS, AND OTER COTECTIOYAKE WIER. ANY 01.916GE FACILITIES REQUIRED RECAUSE OF WASHING 60111.17 LE 0761RUCTED ACCORDING TO SPECIFICATIONS (0114. 0451 7056(959 APE USED THEE SNOULD BE INSTALLED.ORDING TIAMEACTUNIGSKORCATICNS. GRAVEL SHAL1. (ECRU.. BALLAST RCCE, rTO IT DEMAND INST.EDIT TNE SPEORED 00.610. AT TIE EMU. THE GRAVEL EALIAST ROO( SHALL RE T0 V 0.6.01 NO RACED TE FULL MD. OT THE VOCEU.R 11.24 NO MIMS MD. TE LENOTH OF ENTRANCE PI A whiMUM CE 6 MT. If CCROTTIONS 61 THE SITE Ma SU. TNT NOSY OF TE NUNS NOT .6650 VEPR011 TRES EN CONTACT WITH TE GRAM, TEN TE T. MUST El WAS■40 WC. VEHICU5 MIR ONTO A TUNA .641. V661 WATER MUST SE 6ARIED AWAY F11014 EMU.. A SETTING NEA TO REMOVE SEOMENT A WASH PACN MAY .0 SE USED113.2.6.10 MORT CONVENI.T NO EFsecnw_ TV ENTRANCE SHALL BE MANTAINED IN ,00W10I0fl0(0411900001 TRACKING OR FLOW OF MUD ONTO PUIRIC RICHTSOMWAY. DISKO REQUIRE PERIODIC TOP DRES51. WITH ST61, AS COMTE. COOND, AND REPAIR ANO/OR CLEAN OUT MN STRUCTURES USED ID TRAP SEDIMENT. *1, 00150164 SPILLED, DROOPED, WASTED OR ntAcao FROM vent,. afro 110•DIMY INTO STCAM DRAM MUST BE REKNED11.6NATELY. 54 51 51 DESIONET RYAN FEROT INDINEER BRETT All. ONANN SIS TE3 R•E DATE 1612661 RVASECT 6601 PROJECT: 07.21 060 IT7430it SHEET r C2 , L V v., 2 OF 6 MIN =I MI NM I= 111111 - MI MN MI IOW MI I= ME MI IMO MN / 52 129101MARGINAL WAY S. FF =54.00 (PROPOSED Bl DC. FOOTPRINT=3, 902 SO G7 . .......... ........... ............ n _CATCH BASIN PM= 51.65' ■E(w)= 45.1 GRAPHIC SCALE 11001 _ 10 FEET LT 9 / V h RIVERTON COURT BLDG. LOCATED IN THE N E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON GRADING PLAN HOUSE FOUND 1/2 REBAR WITH CAP L5 15025" 0.5' WEST OF ORIG PLATED 20' R -0 -W /.)4UbU - U /bU ZONING: NCC 7 34060 -0775 CARPORT I5 ±0.7' S. OF PROPERTY LINE END OF 8' W000 FENCE 15 ±2.3 S. OF PROP. LINE 56 \ r, 58� /V 4 3 30'10 3F�E�T C - J a c 21 O C 2 11 c • D Y o • 0,1 6 �� DEMMER ENGINEER EREn� DRAWN 1 RYAN w DATE a 12.12.S. 313 7 REVISED 10.00 aw x .F 07.001E M MN = I' - - • MN MI MI - I N i MI NM i CATCH 8,65114 11 HIM 49 i 1T \` PROPOSED BLDG. FOOTPRINT =3,902 50. TT-: SFNL' RON= a9 in GRAPHIC SCALE 11NO1. 10 FEET C ATCH BASIN #_ 4■14- .`17 f /6 CA TCH 8A51NIJ4 I E w 51.65 - 45 1 Co CALL AT LEAST 48 HOURS BEFORE YOU DIG Q1] (800) 424-5555 U LF CD 37.9 0 20 •VNAPam a SALM RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON COMPOSITE UTILITY PLAN MST = it WRIE10001210e 1®RI lAI1150J V EI 021.101 WA .1012D OP021.02 I2eeRID1191IN1100NYN.N .90310151@IO102 fi@p1.1 SEE 112120211.41 0.15M 010912 11.0.111 FOUND 1/2 REBAR WITH CAP LS - 15025" n S' wrct AF ARIA ZONING.. NCC 734060 -0760 S8 GRASS SARA CR. s•o.+a H OWNER! 16001FT0W S DE021IL 10 PSI MEND= CONDO '0944 " mime CARPORT IS 10.7' S. OF PROPERTY LINE END OF 8' WOOD FENCE IS ±2.3 1: AC 0RAP Iha" ( -5 6 58 S FOUR WITH R) aqN .• PAE 71 E Ir CC. WATER SERVICE INSPECTION NEM CTIV WATER INST!1R 81755 DOES x011 DD0M1REM1 CF 0111, 9HY WA1P METER NOTES 1. TAPPING S.WIIE: 9NOE STRAP ROAAC (IRON NN TAW. CONVATION STOP. NUEIIER 62502 OR 2.2021 1 ANGLE STOP. MOELLER SALL VKVI. ATN MAKE CONAOWO WEL OECK VMKE R. AAETER SERER' ND SELLERS ///HARD. S. NNE: TYPE KCTfWI TAM 6 INTER A. FOR 1 FRY /x105/"11 STATE INSTIL VAIN DI. UD 11 - 6 FOR -1x 2 FOG ,OCT E5 1Ed100TAT RASTIC 04 010.I. 1D 7. NAME NETER ./E5 0 ALLOWED INI R OEY. MUD OEM 11I 01•71.7 PLATE N TRAFFIC PLATE LID IAFFIC AREAS. !0125 US50SED IN TRA AREA FRC AREAS REQUIRE FRIER APPROVAL I. CONTRACTOR TO UTILI@ 01101110E IC SERVICE FOR LANDSCAPING IRNGAOO1 2. CONTRACTOR TO PROVIDE IRRIGATION SERVICE FOR LANDSCAPING PER 10/27701/101801/RCT PIPE LINE NOB 1. All ORES FITTINGS VALVES, 11921121112 QUITS MOOf1Ol C070010N159MLL CO E°. TO ANN. ~PASCOE ST20202 ANC BE ACCEPTABLE FOR USE BY 112 CT OF TRd51A 1 NN ILE IRON fl N, CEMENT LINER STNOMO TN I1l . OAS SI 1T1100 0110, , CONFORM. TO ON STAIdIVSO ANANC -PSI 1 MINTS ION10- UST IROR OR DUCTILE IRON 12111 20 001 M NV APE USED ALL FUMED DOL. COON X AS ALCM.. WTTT1 RNVw OId. 2 FIRE UNE SIZING IS R2UMINANT AND 91521.0 Bt PERIM CITE R. PROTECTION f GM. =1:71.27•1 DmONER RYAN BEINNtsT POWDER BRµ N. ORA. BLd.1sT TO B R AE D om% O DATE 120.207 , d DWD NAME 07-0014 9E,T C-4 . OF 10 O d 2 s _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 3r11351111 ageT555 wmcmysTmex City of Tukwila CA1151.1. TO 115 0.4711. araCON35 wan 5511.15. a/15.5.35K153 gral) 5531.1c .03 5.5.555 01 .401.0X P1,43 010401. R5 3 Pala" 553 go/MC. • U.N. .OF a 13 50u011 NC. Sawa FC571 Mar 55,SEr, 5.50EON. [N1NC 1.5.0075 ; 1 m1. 1 MVP 1315104. Sarea 1 11. CD TYPE 1 CATCH BASIN TYPE O COVER - narTissozr - BF 1 Nall■Cla Marra O 5 g 5.053 Nava NaLrxrul 11A,135 51 Saa.ar PaV TOCK InegiaLLEL 1 1.1.1 la anaa0.5.17 a/Winn He. Sa. siau. 131 fa. TOP/. 4L1:1 CAP:POW:PP PYLI TOPES] Z SPt CP1r-CPCINS MOM. 714 STRIP.TX PECLORPlar FElltit p rp ocasNaaaaNG an It .531151, Gana, RECUR TO 0103 FA PI CR. MP CATO Pm. CATCH BASIN IMAM& PLAP - 711 RAIDS." MaR_RIVIRVIDDL I L PAM,. p R___lit IV,NN MDR IN RH Th ...TTIEFTLAs r ;C " ...11 ° 131fr POO 575 015 .1 ; CO55.5 5•5•55 unatan 55■354 a5.5 traret5 saava .31Exiata 7575%.15 „ t5 . r ., 1 SINa1.1 UNE, 1 5,0 1 111,5•3511.157 5 53110 5701 apc,a33,51., : 110.11311 On - 1150,5050 5515 N17.1.130 CN • wai SC x 1 .103( NI1N cr,110 1363 LAM:EP City of Tukwila MANHOLE os.c. r oaLT. RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON KC113.105,511. ,70/1134171 MANHOLE City of Tukwila - 0 MANHOLE ACCESS & CATCH { 10 MALI I 1.1.10. APPRONIM “PAL aaR City of Tukwila MANHOLE PplY1410,17: owe ••• MOP 0 MANHOLE STEP SOCIOSLAIS MOB PANC.3■133 RP. OP /1.•111ENT ECI SU.. i•uve TIPP 0.1-PPANCP CATCH WWI PM. KOS ■Ir MERU. 10 P,P11,17E • LE= KPaf TOM. 0•83 0111PCS.151,1 2 MGM' .14/1,1MAKCIIRSMI. 900.•■■• AM. V6,11 - -• • KRE au.. 193aN Mae OMR DANT %IBC, 111.7......745.[ nWir tift: - 3 ...L. [WC nONTMCND Na. 6[1...crow al., CPR. r • DE 1101T. WA. 051 540 CO .101.45430 SPA. /4•317..Cri PA, D. 11.7.RLED 510AN 0 •00.5131a City of Tukwila CATCH BASIN *. a aR CD TYPE 2 CATCH BASIN MDT TO RAI FAICII Pon F.11,npa %PPP erTSCPY 10156 0.1141,5N1,19037raiv. alaNia.751 NO. MITA NM ELNICIPA5CCNIMat4 1 aa. 11•1111.10,13/511 fa. 01,...71115 114131. 4.11 5,104110 MO 0505, a ETI =Iv N PL5C■C:=1■150 1553 RE 450.3117E0 N City of Tukwila PAVEMENT RESTORATION mom mom sa03 r CD PAVEMENT PATCH - arrirrou -- City of Tukwila CATCH BARN I.. Nan... C.. ow- Wei go...4 • WM,. 0 TYPE 1 CB SOLID LID -- nura - § ISMS. RIPPU.AS 1 71.511 N.IER15.55.043-5.0135 WED Ona.,01411117110■NO 01.011ENESS 01 ORIVEVAYS, OWEWAYS.11.1011vEaute nOiro Br 0,FROMOFCla N1FRaafaacx 1, ACCLBO " =7 . 1:■14 1 73 re1=1=5?:= 5 INIFECIV3N nalm03111.311”3-401001:0.10115ia 57 MAW,. 10/ 5 - r eao TO 71315Vaa ROLE VaaNatlerarNAN= T peen Calta..550 ,0147.70.41,40•0 MM.& WALL PFPFLIMMO APCOROPPC[MIPP•■ PUNS .0 VECIFICA OPLIPEDIN Pit CII• PlP•PLA ".= V3.0. .SCrO4 .1COns 6.111/ APOPF. IONT City of Tukwila COMMERCIAL DRIVEWAY ow. •••••• T ••••••.. 5NE5a. 0 COMMERCIAL DRIVEWAY -num:roar -a 6 c 6 a 6 5 OESPONER RYAN CDROM ENGINE. BRETT NIA DRARN RYAN BERMS! SID T23 R. W DATE ISISSO7 REND. MM. PROJECT 01.00 OWS NAME 07.0014 SHEET C-6 A • OF 10 MN NM MI MI MI I= NM MI MI II•11 NM NM MI II•111 • NMI I= NM fetteLILINVI. 1.101•011.04 1 ARTERIAL' LIMMANCENTER (ME MAX L. = BpAyoul• w W. co in NA Won Am ca v.,. Ix ••■•••■••• dd. ON room. TRy..3 =et.. am Cp. lea 1 COIN MOWN On. 2' Of •a• CAUSED RC. aft AS AIEC•11D3 TAI CLOWILM •••40.1•30 SIWIONO VACVICATION• RA IMMO CCIIME71 CAM WTI. CA SLIDIMIXTO 11.11 WARM ANT. 11CORA ILAYMIII ...CEO MIN NEW City of Tukwila SIDEWALK maw... CACI 1.8.70.1 CD TYPICAL SIDEWALX NOY TO SOU •LOCKA•7 Or• ••■,__ IVA WA3111.1X7 City of Tukwila BLOCKING (HORIZONTAL] - -7„„ HORIZONTAL BLOCKING RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON «01: -- r _....__.,„ _ —__ City of ..... .........-”..•--.-.. Tukwila .....,..,. 0 UTILITY ADJUSTMENT - . 1 ..1 I E AA A A y A ■ I ; a 7 I I AA V E . • i I it i IA Alk THRUST BLOCKING 951119•• a a E 1""MiHriii A X X BLOCKING City of _ Tukwila — r:".•=r, vats [MIS ar City of Tukwila L - alk DETECTOR CHECK VALVE ASSEMBLY gir • '" FDC NOTE: OFIECR:0 OKI( VALVE ASSEMBLYT3 St LCCATED IN BUM. MAT OEM IS FOR 11.1.1STRATM PURPORS OW me SOL. ONLY & uSED FOR FCC 10EQUIREMEX70 w. swicsICA0c0a sNALL 11.7 worm" 014000.0. TANI.] liVe047.13 1•13411., •SIYAIF Nal AOACP. ccranncrar 2 an OEM R011 .1 iy0 soewmAY401 3 STREn CLASSurinel C•43.71.0 OSIL•MK. • .VVIONI IECTION MUS7 SS DIESOMED l(01 6.••■••■ .422C 1.041•03 010,1 SCCTION cp ROADWAY & SIDEWALK SECTION NOT YO SLALE City of Tukwila CROSS CONNECTION CONTROL INTICTOPIOCu•L• CI•ArA v*I.V. • v•ukl — 1 0 02 DO 0 I /V` M. JONV =CU= 0 ." WI MD ® r 1 r po ow. 2:reNsz .0.0t &Wel. 0 MOODY.. VIAICAL NI AL .1071 =T• MLR 6" CURB TRANSITION 0 TYPICAL PERIMETER SIDEWALK NOT TO SALT 0 EXTRUDED CURB MK TO SLAT IMMEMALSEMII omameammumermmammarcem ORME. W.Y. .//04 •11.PAISOI City of Tukwila CROSS CONNEGMLI CONTROL MIST. IIINIKA P.M WY,. AMC VALLI' WOLI• IA 7 •4I I wow... WY • ORAL7011 0 DETECTOR CHECK VALVE NOTES MOTTO SLAti 2 3 MEET C-7 g A DEMMER RYAN INER¢RST ENGWEER BRETT ADM DRAWN RYA.. DEMIST 815 723 w DAYM 1010.7 REV10232 104. PRCWECT 07 401 PRO n.E. 07.14 NMI INN = Ili MIN 1111111 111111111 MN MI MI MI NM NM - MI NM MI NM m2700 1 ST VIRSTEPH ISOL ATOP POW PEAR LE San 6171,05 14. n. 11131MITTALLEOCAMIMIMI EIBTEM MALL PROW. 3.211 FACTORS SITSCIMED IN 1MB ASSNTO OREM OECLIR SPECIRGICTIO. BECTON 121:31TOR EARTII /MUM LONA WITH COMMERATON IMPACT AM MULTPLE SEM= MEMOS. SC.MOCHAAMER ADS 001 OFOTErTILE OR EQUAL orrfonce■ ROOR REVAL136L FOR STOR,WECH INFORMATEw CALL 1.886891.3. - SEE sr om.crEcH DESCH MA., M . INCH WASHED. SC•740 WC CAP CRUSHED, ANGULAR STONE DESIGN ENGELEFR IS RES:POEMS. FOR ENSURING mAIAMLfl, Of 9.11.11.13E SOILS TIES CROSS SECT TON PETALS THE REWIRE.. 1 S NECESSARY TO SATISFY WE SUEIY FACTORS SPECIFIED IN THE RASE'. LAM BRIDGE DESIGN SPECIFICEI IONS SECT ION 2212 FOR EARTH AND LIVE LOADS LIMN° STORSITECH CHAMBERS CRATABERS SHALL TAEET AST m MISEESTANOARC SPEORCAMON POR Eo_wqSpqtAIElpp,C040UGOTSO WALL STORMNATEP COLLECTOR CHAPOOST PANVLAR WELL GRADED 30tUAGOREONSE MIXTURES AVM FINES COMPACT ler IN OPTS 70 PAL PROCTOR CENSE SEE THE TABLE OF ACCEPTABLE RLL MATERIALS PAVIDAEN DEPTH OF STONE.. NOTE CTAWBER SESTET., GEM. MUST BE IN AC.RDANCE ATER STCRIATECIT DEMON MEL. a :. SloPTITECH TYP,r42 CPOSS sEcmoN STORMTECH 0 STORMTECH PLAN VIEW DETAIL TYPICAL CROSS SECTION NICOM10111. COON MAU. NOTE. CRASSER SYSTEM DESON MUST EE ACOOHNNCE AVM STORM DESIGN MANUAL A wetrao...“1<to. • S1 120P2 AN el DE I AIL m ...A RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, WM., KING COUNTY, WASHINGTON ( A111111_ I 11 '11111'. au+ Irrrma WENT...FLOM FLEW 45.64 ZIOMEgire—AMMEMEGAIN. INLET OVTLIIT DETAIL, ROT TO.. NOTE CRAWLER SYSTEM DEMON MIST BERL ACCORDANCE WITT STORTATECH DESIGN LW.. SC-71.0 HIS I.E1 012,1 7 C•F TAO- Y••• 117 PAR Num 1•• STORMTECH INLET/OUTLET PROFILE CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424-5555 WI 10 Well BED Pell DETERTIER ELTNAMST .r. TO OIMET CONTROL STRUCTURE 0 RESIDENTIAL SEDIMENT CONTROL UNDERDRAIN DETAIL cra MUM fr7Fr/ZTA.'" CHMAIIER 61,70.10ESIGH IASI BE 111 NITX 51 nese++ ••■••.w. ERRE Mfromne SECTION A_A mr=r,rors= SECT ION B_B • NOTE OTTABER SYSTEN LEMON MUST BEET ACCORDANCE MITE STORIATEOL DESIGN MENU. OESONER RYON BERME EMOTHEER BRETT AMEN ORMAN RVAN BEROUr 315 T25 R. Val DATE 1113.9 RFASED PROJECT' 07-031 Os. NAME CE MEET C9 '" NIB MI NMI VIII 11•111 11•11 11•111 NM NM MI UM IMO =II DCTENTICS FLO. ELEV45. 4 • - ' PLUM NOM ...CT many 0020.11.01.1 FOR ONLY. TOSCO. MAFT AL. OS NAPPED CRI.E0 AWOL. PCP Pe STOW .ST 3317.1.21.7.164 CM.. ANWAR /M. • SIONL af1210.1.5.123321e- 1.1.310111161=6.1.10.6..1. • NOTE 03343EP SYSTEMLESS:1i MUST EE ACOCROANCE W. STORMTECHCESPNI267431. .6+1 • £213.:TE r ST6WITE,H ACePlLa F FILL HATER., 52.3 0 STORMTECH ACCEP1ABLE FILL MATERIALS STORMTECH PRODUCT SPECS. RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON STORMTECH PRODUCT SPECIFICATIONS 13.36.1.51.1.12..1.023.13.411171 • SICAAIALP ISS27.12 MM.. TO Of AS2PAESSURE f20121.6.21A Fps:. AS A 62111SURA•GrsellINTICH 1,21. STOROMP 12.SISVIS .2.1 Ana ALL. WW1. INIASTRAToN Sal At 2 ZS al•A•0612 PALL AT 1110121 CM RS DOS OSP 20 A PlOr2SAA.OEIP PSIS. SlOarriSCA VIRIAL •48.c1110.120 A SOWS ann. LP21114 PAAMIERPANAMITI.Al 7 , 2. c.IASSII 8.4.1. NISCION0A0U24001 P01.11,40 ALAN TO AA p.SSIIII,fas7A DerASPup2AL AS CRAC40.1.3012m0 TO ApcoyAr..,AA... ::=21Alts kAASANSICLD aditP2 HsTALtATON " T3.701:27=0==11S7ALA. SI 7 • 2. CAASsILS PALL SS C• nava Or 1 m2 L.01,70 MS CluAisa CORMOATCX 2.2012 .2•12412A2ALL SE : En IMP foiNiaSs NSIALUO ASS SIOSA.0! vOLDAK Of AN ••522212+2 varmi CPP1172AAPILAS Alrear Nal• ASS... NIA SCOOP, TANS [WAIFS MI 2 DAC Par of STOMOASSOAASS 02.1 • umwas Poorr.s. THO SintroAll ALLOW/nem LAMM AONVSAANCI .11, 2 *a rat pAtAltli shAL,AAys coARLANT232. " : tr l Ortiat■L PM OR r AAA rt , 2. c.A.A4.• 4.2•240 A.A.° SIMON POS 11.12.1011A.S. CULVERTS 420212.1ta LAPO MO. PESO. SA2COCATIONS, EI2110.1.00210•00 HAMA :17/42. SI PE A CC SD COASIDAS P11721ANO27/“OADSASAMMOMA. KA 2. 0.11101.1i0 SOAXDAJOA SISCI1.0 MITI 0/ MAL . SSP 2 a. 22 ASSP , L 2 732.111003.626•16:154.6233 AMA wen. AOAOLIATS STOT.SS 711A000 21:SPERAAJASS [2.2 COMM INSTAL422,•• PO MANCE I 2 11. DOC,. PULS. DIES2.237 20 ITINMAXV 00.00.010. 01 ouTNN AN. AL.. 073.6 611.3112 ROA. yAln.22, LA2■22. 7 IN PO CAA PALL NAVE SAA/0 70 ALLOW FAS, " I7e itt= n:1747 AT AN1 meN [MANN " "."" ° ■V "*C- 7:■=t1=WO ..s22 2. gross as sp., 1 7. 00 CAP SAW, AS DAAnisFACTURID, /02120 Tem zoo comma 22.3 • NOM CIPATOER SYSTEM M.6 BE m .001.63. 22/17 STOW.. GCS. mANI. IX re 4 L3F: T...tr:=4.."... ST64 PROCATC SPEC KW,. "" I r2 SC TM 022AMER PASHTO 23/21.2.52 3.6.0vENGEOTLIFTAI • NOTE 044,3.12 SYSTELICE_SCP MUST BE M .CORDANCE PATH 370RIWECH DESK. MANUAL SZIEVAir SK .7. INSPEC 1 P. PCP! DE 7 IP = eaferaLb. 2 CA ., A0. 2 - 22 - 1, AA -Fp 0 STORMTECH INSPECTION PORT DETAIL STORMTECH GENERAL NOTES STORMTE. 66C rSTORMTECH, REWIRES INSTAL.. CONTRACTORS TO USE AND UNCERST.0 STORMECMS LAT.1 MST ALLATION INSTRUCTIONS PRIOR TO BEGINS. SYSTEM iNSTALLATION OUR TECHNICAL SERVICES DEPART...OFFERS I.TALLATION CONSULTATIONS TO INSTALL!. CONTRACTORS C.TACT OUR TECHNICAL SERCCES REPRESENT ATIVE AT LEAST ...PRIOR TO SYSTEM INSTALLATION TO ARRANGE A PREWSTALLAT. CONSULT ANON OUR REPR.ENTATIVES .6 THEN A.VVER ACORESS COMMEM, . THE STORMTECH CHAMBER SYSTEM INO INFORLI THE INS, ALLING CONTRACTOR OF THE MINIMUMINSTAUATION RECTA/2E1.MS BEFORE BEGINNING THE SYSTEMS CONSTR.TION CALL 1.1•4331134 TO SPEAK TO TECHNIC. SERV. REPRESENTATIVE OR BST WWW.MORTATECH.0061 TO RECBVE A C063 OF OUR INSTALLATION WSTRUCTIONO STORMTECHIL REOLOREMENTSFOR SYSTEMS.. PAVEMENT DESIGN TASPH.T. CONCRETE PAVERS ETC COv. TS 16 INC., .T INCLUDI. PAVEMENT. MAL...COVER TS 00 INCHES INCLUDING PAVEMENT FOR IWTALLATIONS THAT DO NOT INCLUDE PAvEM.T, YVHERE RUTTI. FROM VEHICLES MAY OCCUR. WNW. REOURED COVER LS N iNCTIES. MAXIMUM COvEll IS El INCHES TI. .NTRACTOR M. REPORT mP OISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS.... CAPWSIES TO TNE DESIGN ...ER 5 WENTO WU CLASS 3 50700.500N GEOTEPTILE 311320 WPM. MUST BE USED AS 7000700 .0 THE PROJECT RAW Oa 000070 ISSISTISOSS. CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424-5555 STONE PLACEMENT BETS.. CM.ERS .WS ANO AROUND PERIMETER MUST FOLLOW INSTRUCTIO.. OIDICATED IN THE MOST CURRENT VERSION Of STOW/TECH, INSTALLATION IWTRUCTIONS THE CONTRACTOR MUST REFER TO STORMED. INSTALLATION INSTRUCT.. FOR A TABLE OF ACCEPTA.E VEHICLE LOADS AT VARIOUS DEPTHS OF COVER TMS INFORMATION IS AL. AVAILABLE AT STORMTECMS WIESSITE WWW.STORMEOLCOO1 COMPACTOR LS RESPONSIELE FOR PREVENTING VEHICLES THAT EXCEED STORMECIMREOUIREMENTS FROM TRAVEL., .RO. OR PARIO. OVER THE STORIONATER RISTEM TEMPORARY FENCING, WARNING TAPE A. ARIMIOPMATELY LOCATED BIG. WE COMMON.. USED TO PREVENT UNAUTHORIZED VEHICLES FROM EYRE.. SENSITIVE CONSTRUC7MN AREAS TW.NTRACTOR MUST APPLY EROSION AJO.C.EM COMROL MEASUR. TO PROTECT THE STORMATATER SYSTEM DURING ALL P.-SES OF SITE CONSTRUCTOR PER LOCAL COOES .10 DESIGN ENGINEERS SPECIFICATONS 10 MORMECH PROOUE7 WARW. L5 LIMITED S. CURRENT PRODUCT WARRANTY FOR DEM. TO AOMARE A COPY CALL STORMTECH W 1.6471.34 OR VLSI wWW.STORYTDOUTON BACWILUNG OVER THE CHATWERS MUST FOLLOW REO1PREMENTS AS INDICATED IN THE MOST CURRENT VERSION OF STORMTECHS INST.LATION INSTRUCT.. • NOTE CH.PER srsr. DESIGHIMS3 OEN ACOCROANCEM.STOISFFECH DESIGN .NMAL se,„Aa, ST OPTITC CH GENERAL NOTES , K,415 Se 0 TO.. Rood 546 Waal CONG. DAVI 0■3.12, C)STORMTECH GENERAL NOTES NOTE VENT KM ALSO BE C.CANEETED THROUGH THE 050 02? 00 .00007 PORT CUT.OUT • INCH WISHED CRUSHED ANGULAR STONE DEPTH OF FOLINOATIGN SION TO BE OVER/WED 1. DESIGN ENGNEER GRAPULAR SELL GRADED SOLAGGREGATE *1070705. 725* FARES COOMACT N Nal LIFTS TO 05 PROCTOR DENSITY SEE THE TABLE OF ACCEPTABLE FLL MATERIALS N STORMTECNS DESIGN INST.LATON MANUAL OR LMAMWTORMTECH COM 50.750 0000051 AND ENO CAP 00080 10001070070 RESPONSIBLE FOR ENSURNO THE SUITE.? OF SUBGRACE SOL. TOM.. CUSS 3 503450VEN OEOTEPTILE fors CHAMEER srsrer. CE-9011 MUST BE IN 000RDAM1E WTH STOROTTECH DESIGN 56741AL =mast .4 J.64•3324, SC -740 CHAIIBEN VENT OCTAL le.0 les ,e.1 STORMTECH CHAMBER VENT DETAIL w • 1 of • a STORMTECH FICATIONS 2ANMAI .07A,LL:i701 .Tygg PARTI.IIMP PAM ASP 41 4(0-411\ /wa 4 Or. 111/2,80, •1•02eK SC. SCLIAC rwer 71 WI RUSS A1,0220■10•12210CAI POP PAATS 241A14[12• c=======EGELD=III:=MIZM MEZOM CD= =MC 1=1•11:7•=12=1 M=CIO121:=1== IIM== MMCNI El=121=U IC= C=11•37 1=1 ==I 1=3 M:MM =ILO =2= =1111E:= LECI:=1 ECC:=1=1=1:=U1 1== WM:11 LCZ=1 Ll= 1:1= OZ177=1 CE:=1M3=MIELX=1 C== M=MNICIM=1 • • NOTE 0.5NER SINTIO DELDrx HURT RE of 00,0003.401 reTHATCNNISCHOESK. SC-740 TECTERC21, SPECEICATP. ‘7.3 or. No 33. IN 3. 4 10 OF 10 C10 A F DESONER RYAN BEROUE ENONEER BRETT KLEN OMAN RYAN INTROUT .5 T R Hu DATE 1.1.0. RENSED 109■02 PRO.r.CT 07401 ONO KNAE 070014 .EET RE EMI ME ME NMI 1E11 NMI =I ME IME ME 1E11 MEI NMI =I 2.0 CONDITIONS AND REQUIREMENTS SUMMARY Core (Requirement: 1. Discharge at the Haturai Location: Runoff from the proposed development will discharge to the storm system within East Marginal Way. 2. Off Anaiysis: Negligible offsite flows currently enter the developed portion of the site from adjacent properties to the east. A qualitative downstream analysis has been performed on the downstream system (see appendix A for downstream path & exhibits). 3. Flow Control: Flow control is proposed for this development because it is a requirement of Core Requirement #3. The project lies within Level 1 Flow Control Area (see appendix B). The basin was determined to be 0.29 acres tributary area flowing to the downstream path. The project encompasses development of the entire site. The total imperviousness (roof, pavement and sidewalk) was estimated at 74% of the developed based on the provided site plan. The areas are proposed for the site: A. Developed Impervious = 0.225 acres B. Developed Landscaping = 0.064 acres The Detention required for the site was determined to be 951 cu. Ft. Due to site constraints it was determined that an underground vault is the best option for the site. The vault will be underneath the parking lot north of the proposed building. The vault will be provided with access to each cell through inspection ports. The vault will outlet to a control structure designed per the peak analysis in KCRTS (Level 1). Water quality flows will drain from the filtration catch basin into the vault, then outflow to the control structure. Flows released from events greater than the Water Quality can handle will still enter the vault, and will be regulated by the control structure. Any flows, exceeding the peak flows designed to, will overflow directly into the downstream public storm system. 4. Conveyance Syste : The proposed 8" diameter onsite conveyance system will be analyzed and according to the calculations, has adequate conveyance capacity to convey the 25 yr design storm event. The proposed storm system will also reach the required cleansing velocity during lower frequency design events. These calculations are shown in appendix E. 8 5. Temporary Erosion Control: An Erosion Control Plan meeting the requirements of the 1998 King County Surface Water Design Manual and City of Tukwila requirements, is prepared as part of the Construction Plans. 6. Maintenance and Operation: A Maintenance and Operations Manual is included in this report (see appendix D). The system will be privately maintained. 7. (Financial Guarantees and Liability: According to Chapter 1.2.7 of the 1998 KCSWDM, a Drainage Facilities Restoration and Site Stabilization Financial Guarantee will be required for the project. The Guarantee must be an amount sufficient to cover the cost of any corrective work performed specifically for the project. Prior to release of the guarantee, the applicant must do the following: A. Construct the drainage facilities. B. Receive final construction approval from the City of Tukwila. C. Pay all required fees. Financial guarantee's will be provided at the time of submittal of the final TIR and construction plans and have not been included in this report. 8. Water Quality: Water quality treatment is a requirement of this project per KCSWDM section 1.2.8 threshold requirements and by the City of Tukwila stormwater management. See section 4.5 for a more detailed discussion. 9. Special requirement #1 Adopted area requirements: This project does not lie in any are specific region that has adopted requirements. 10. Special requirement #2 Flood) hazard area delineation: Not applicable. 11. Special requirement #3 Flood protection facilities: Not applicable. 12. Special requirement #4 Source control: is applicable to this project because is a commercial /residential development per KCSWDM section 1.3.4. Source control measures that apply to this project include source controls applicable to the activity related to: o Clearing, grading, and preparation of land for small construction projects o Demolition of buildings o Building construction 9 r�q OFFSITE so u rce control measures applicable m are designed into the site plan. 3.0 ®F(� Irsx 0 i (LE�1 ^ YFI EL il Do ��b/ S V y� REAM) TASK 1: Define and Map Study Area: See Appendix 'A' for Downstream Basin Exhibits. TASK 2: Review app AvaipauIbpe linfou•matiouv of the Study rea: Information was provided to Contour Engineering by City of Tukwila staff, Cramer Northwest Inc, and site visits made by Contour Engineering PLLC. The three sources combined produced adequate maps to start the downstream as well as accomplish an inventory of the downstream features. The downstream exhibits can be found in appendix A of this report. TASK 3: Field IInspect the Study Area: Onsite reconnaissance was performed on December 11 2007. The subject site is currently vacant. A field inspection was performed of the visible downstream drainage path shown in the downstream exhibit beginning with the catch basin in the sidewalk adjacent to the site (appendix A). Visual inspection of the closed system was performed from this point on. Visual inspection of the system revealed the existing catch basin adjacent to the site is constructed with stacked brick wall and a downstream brick storm line extending across to the opposite side of East Marginal Way. Three upstream storm lines enter into the site from the catch basin. One is 4" servicing the existing house. The other two are 8" and 12" diameters and are said to be abandoned or unused by the City of Tukwila Public Works. TASK 4: Drainage System Description and its Existing and Predicted Problems: We predict no problems will result from the development of this lot; storm detention is an added protection measure in evading downstream conveyance issues. 4.0 PRELIMINARY FLOW CONTROL ANALYSXS AND DIESIIG r � `IIISCUSSIION WATER 4i Existing Site Hydrology (Pant A) UALIITV FACILITY The site is currently developed with one single family residential home. A gravel driveway provides access to the garage and home from East Marginal Way. 10 The site slopes downhill from the east to the west at about 3.5% until East Marginal Way. The existing downstream path from there is north along East Marginal Way which is the existing drainage path for the area. Abandoned storm lines exist beneath the property entering from East Marginal Way which have been abandoned per talks between the City of Tukwila and the property owner. Soils on site have been modified by disturbance of the natural layers with additions of fill material several feet thick. The fill ranges from 1.5 to more than 6 feet thick, and from sand and gravely silty sand in texture. The erosion hazard is slight to moderate. (See Geotech Report - Figure 4). 41 Developed Site Hydrology (Part ) The proposed redevelopment of the site will involve demolition of the existing buildings and gravel driveways and replacing with site development. The site development will include the construction of a single three story building with commercial retail on the lower floor and the upper two levels providing four residential units. Surface water management runoff will be provided per the 1998 KCSWDM and the City of Tukwila requirements. All runoff from the proposed building roof will be tightlined directly into the underground detention system while all proposed drivable surface (PGIS) will be treated prior to entering detention. The detention system is designed using Level 1 flow control practice. The developed site areas are described below. Pavement 5861 sq. ft. (0.135 acres) Rooftop 3902 sq. ft. (0.090 acres) Landscape 2775 sq. ft. (0.064 acres) The Detention required for the site was determined to be 951 cu. Ft. Due to site constraints it was determined that an underground vault is the best option for the site. The vault will be underneath the parking lot north of the proposed building. The vault will be provided with access to each cell through inspection ports. The vault will outlet to a control structure designed per the peak analysis in KCRTS (Level 1). Water quality flows will drain to from the filtration catch basin into the vault, then outflow to the control structure. Flows released from events greater than the Water Quality can handle will still enter the vault, and will be regulated by the control structure. Any flows, exceeding the peak flows designed to, will overflow directly into the downstream public storm system. 4.3 Performance Standards (Park C) Level 1 Flow Control per King County Stormwater Manual. 11 4.4 Flow Control System (Part D) See section 4.2 for discussion. 4.5 Water Quality System (Part L) Water quality treatment is a requirement of this project per KCSWDM section 1.2.8 threshold requirements and by the City of Tukwila stormwater management. Filtration will be provided by Contech using a Steel Catch Basin Storm Filter configured with one filter element. This single catch basin storm filter will satisfy water quality requirements for the site and filter stormwater prior to entering the underground detention vault (see calcs and approval letter, appendix C). 5o0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The proposed storm pipe is proposed to be 8in diameter. The 1998 KCSWDM was used for calculating storm water runoff for conveyance design. The proposed conveyance system will be sized to handle the 25 -year peak flows from the site. 6.0 SPECIAL REPORTS AND STUDIES None with this report. 7.0 OTHER PERMITS Right of Way Permit ® CSWPPP ANALYSIS AND DESIGN This small site will not require much erosion control if developed during the summer months. The following are the simple BMP's that are required for erosion control on the site and should be utilized as a minimum standard for erosion control. These BMP's are obtained from the Appendix D of the KCSWDM, which the Erosion Control lead of the contractor should be familiar with prior to commencing construction. o Clearing Limits to be set according to the requirements of the construction plans (Section D3.1) o Mulching steep slope areas (Section D3.2.2) Temporary and Permanent Seeding (Section D3.2.6) o Silt Fence (Section D3.3.1) o Stabilized Construction Entrance (Section D.3.4.1) o Storm Drain Inlet Protection (Section D.3.5.3) 12 Wet Season Requirements should be adhered to as follows: Any site with exposed soils during the wet season (October 1 to April 30) shall be subject to the special provisions below. In addition to the ESC cover measures (see Section D.4.2, p. D -8), these provisions include covering any newly seeded areas with mulch and identifying and seeding as much disturbed area as possible prior to September 23 in order to provide grass cover for the wet season. Wet Season Special Provisions All of the following provisions for wet season construction are detailed in the referenced sections. These requirements are listed here for the convenience of the designer and the reviewer. 1. The allowed time that a disturbed area can remain unworked without cover measures is reduced to two days, rather than seven (Section D.4.2). 2. Stockpiles and steep cut and fill slopes are to be protected if unworked for more than 12 hours (SectionD.4.2). 3. Cover materials sufficient to cover all disturbed areas shall be stockpiled on site (Section D.4.2). 4. All areas that are to be unworked during the wet season shall be seeded within one week of the beginning of the wet season (Section 0). 5. Mulch is required to protect all seeded areas (Section 0). 6. Fifty linear feet of silt fence (and the necessary stakes) per acre of disturbance must be stockpiled on site (Section D.4.3.1). 7. Construction road and parking lot stabilization are required for all sites unless the site is underlain by coarse - grained soil (Section D.4.4.2). 8. Sediment retention is required unless no offsite discharge is anticipated for the specified design flow (Section D.4.5). 9. Surface water controls are required unless no offsite discharge is anticipated for the specified design flow (Section 0). 10. Phasing and more conservative BMPs must be evaluated for construction activity near surface waters (Section D.5.3). 11. Any runoff generated by dewatering shall be treated through construction of a sediment trap (Section D.4.5.1) when there is sufficient space or by releasing the water to a well- vegetated, gently sloping area. Since pumps are used for dewatering, it may be possible to pump the sediment -laden water well away from the surface water so that vegetation can be more effectively utilized for treatment. A straw bale filter shall be placed around the discharge from the dewatering pump. If there is not space for a sediment trap or 25 feet of suitable vegetation, other filtration methods shall be required consistent with KCC 9.12. 12. The frequency of maintenance review increases from monthly to weekly (Section D.5.4) 9.0 OND QUANTXTXES, FACXLXTY SUP/NAMES -f DECLARATXON OF COVENANT 9.1 i ,ouvdl Quantity Sheets See appendix E for Bond Estimate. 9.2 Flow Control and _ °'ateir Q aiity Facility Summary Sheet and Sketch See appendix B &C for facilities summary. 13 9.3 Declaration of Covenant 1O .0 litrd ENTENANCE AND OPERATIONS 5Vd MAL Privately maintained and included with this report (see appendix D). 14 APPENDI Levee 1 Downstream Analyses Figures and Exhibits - I M NM Basin: Duwamish River OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Subbasin Name: Subbasin Number: Symbol see map CB -1 CB -2 to CB -7 MH -1 CB -8 to CB -11 CB -12 to cb -14 CB -15 & cb -16 MH -2 Drainage Component Type, Name, and Size Type: sheet flow, swale, stream, channel, pipe, pond; Size: diameter, surface area Solid lid catch basin w/ 12" concrete pipe Solid lid catch basin w/ 18" CMP. Grates in flowline Storm System manhole. 18" pipe inlet, 24" pipe outlet Solid lid catch basin w/ 24" CMP. Grates in flowline Solid lid catch basin w/ 24" CMP. no grate in flowline catch basin grate w/ 8" pipe. flows east to 24" main. Storm System manhole. 24" pipe inlet . Drainage Component Description drainage basin, vegetation, cover, depth, type of sensitive area, volume 6.5' pipe cover 6' to 8' pipe cover 6' to 8' pipe cover 3' to 6' pipe cover 6' to 8' pipe cover 3' to 4' pipe cover N/A Slope 2 -3% 1 -2% 1 4 2% N/A N/A Distance from site discharge '/4 ml = 1,320 ft. 0 45' to 382' 417' 562' to 902' 1092' to 1267' 1322' to 1372' 1412' Existing Problems constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion None observed Potential Problems None observed None observed None observed None observed None observed None observed None observed None observed None observed None observed None observed None observed None observed Observations of field inspector, resourca . reviewer, or resident tributary area, likelihood of overflow pathways, potential irr 3a s None observed None observed None observed None observed None observed None observed None observed i/1/05 12910 E. MARGIUAL WY PEND B Row Control Design Calculations PROJECT LOCATION • Date: September 23, 2003 DETENTION REQUIREMENTS OS 1 r p ' s.l 1 'A .2K t,a Map Legend Level 2 Detention Required r City Limits s Not to Scale Retention /Detention Facility Type of Facility: Detention Vault Facility Length: 17.81 ft Facility Width: 17.81 ft Facility Area: 317. sq. ft Effective Storage Depth: 3.00 ft G-- Stage 0 Elevation: 0.00 ft Storage Volume: 951. cu. ft Riser Head: 3.00 ft Riser Diameter: 12.00 inches Number of orifices: 1 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.86 0.035 �' Top Notch Weir: None Outflow Rating Curve: None PTH OF STO•[L+C it It l4 3rrAcw.044114-13CILS (see alltAike4 S 1o"aa -c V tom'- ) 8� F Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 3. 0.000 0.002 0.00 0.02 0.02 6. 0.000 0.003 0.00 0.03 0.03 10. 0.000 0.003 0.00 0.04 0.04 13. 0.000 0.004 0.00 0.05 0.05 16. 0.000 0.005 0.00 0.06 0.06 19. 0.000 0.005 0.00 0.07 0.07 22. 0.001 0.005 0.00 0.17 0.17 54. 0.001 0.008 0.00 0.27 0.27 86. 0.002 0.011 0.00 0.37 0.37 117. 0.003 0.012 0.00 0.47 0.47 149. 0.003 0.014 0.00 0.57 0.57 181. 0.004 0.015 0.00 0.67 0.67 212. 0.005 0.017 0.00 0.77 0.77 244. 0.006 0.018 0.00 0.87 0.87 276. 0.006 0.019 0.00 0.97 0.97 308. 0.007 0.020 0.00 1.07 1.07 339. 0.008 0.021 0.00 1.17 1.17 371. 0.009 0.022 0.00 1.27 1.27 403. 0.009 0.023 0.00 1.37 1.37 434. 0.010 0.024 0.00 1.47 1.47 466. 0.011 0.025 0.00 1.57 1.57 498. 0.011 0.025 0.00 1.67 1.67 530. 0.012 0.026 0.00 1.77 1.77 561. 0.013 0.027 0.00 1.87 1.87 593. 0.014 0.028 0.00 1.97 1.97 625. 0.014 0.028 0.00 2.07 2.07 656. 0.015 0.029 0.00 2.17 2.17 688. 0.016 0.030 0.00 2.27 2.27 720. 0.017 0.031 0.00 et( Fr}te� CLEC.ZQ 2.37 2.37 752. 0.017 2.47 2.47 783. 0.018 2.57 2.57 815. 0.019 2.67 2.67 847. 0.019 2.77 2.77 878. 0.020 2.87 2.87 910. 0.021 2.97 2.97 942. 0.022 0.031 0.032 0.033 0.033 0.034 0.034 0.035 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 3.00 951. 0.022 0.035 0.00 PEAK VOLUME 3.10 3.10 983. 0.023 0.344 0.00 3.20 3.20 1015. 0.023 0.907 0.00 3.30 3.30 1046. 0.024 1.640 0.00 3.40 3.40 1078. 0.025 2.430 0.00 3.50 3.50 1110. 0.025 2.710 0.00 3.60 3.60 1142. 0.026 2.970 0.00 3.70 3.70 1173. 0.027 3.200 0.00 3.80 3.80 1205. 0.028 3.420 0.00 3.90 3.90 1237. 0.028 3.630 0.00 4.00 4.00 1268. 0.029 3.820 0.00 4.10 4.10 1300. 0.030 4.010 0.00 4.20 4.20 1332. 0.031 4.180 0.00 4.30 4.30 1363. 0.031 4.350 0.00 4.40 4.40 1395. 0.032 4.520 0.00 4.50 4.50 1427. 0.033 4.670 0.00 4.60 4.60 1459. 0.033 4.830 0.00 4.70 4.70 1490. 0.034 4.980 0.00 4.80 4.80 1522. 0.035 5.120 0.00 4.90 4.90 1554. 0.036 5.260 0.00 5.00 5.00 1585. 0.036 5.390 0.00 Hyd Inflow Outflow Peak Target Calc Stage Elev 1 0.12 * * * * * ** 0.11 3.02 3.02 2 0.06 * * * * * ** 0.04 3.00 3.00 3 0.06 0.04 0.04 3.00 3.00 951. 0.022 PEAK VOLUME 4 0.06 * * * * * * * 2.73 2.73 867. 0.020 5 0.07 * * * * * ** 0.03 2.49 2.49 788. 0.018 6 0.07 0.03 0.03 1.84 1.84 584. 0.013 7 0.05 * * * * * ** 0.02 1.14 1.14 363. 0.008 8 0.06 * * * * * ** 0.02 1.08 1.08 342. 0.008 1+141Lit€o FzowS (Cu -Ft) 959. 952. Storage (Ac -Ft) 0.022 0.022 Storni Tech® Detention -Retention -Recharge Subsurface Stormwater Management" Required Storage Volume (Vs) Stormtech System Stone Foundation Depth Storage Volume Per Chamber Total Cover over Chamber Number of Chambers Required Required Bed Size (S) Tons of Stone Required (Tst) Volume of Excavation (Ex) Area of Filter Fabric (F) # of End Caps Required Length of ISOLATOR ROW ISOLATOR FABRIC Width Length # of Chambers Long # of Rows Actual Length Actual Width C S Tst Ex F Ec SC -740 Controlled b Width I FT 20.00 FT 6" ■ 74.9 CF Inches 2 EA 7 EA 15.93 FT 33.75 FT CF 14 Each 521 SF 58 Tons 85 CY 160 SY Each FT SY Length Width # of Chambers Long # of Rows Actual Length Actual Width Project: 07 -061 Marginal Way Mixed Use Development By: Vaughn Frei POC: Date: 11/12/08 System Requirements MIN. PAVEMENT . 4• A re'•• Ar1 _Irg� _Ir _•r� _Ir_•ra_I �•�. _Ir,�_IGa� _ I gar I III —III 1 11E111 .. .1.. •.. 5; ..5; � .4.. 4...z.. s ii= 1l ;%1� Ill 1 =1 I I l' i I � - 111 -11 1 =111 - 111- 111- 111- 111- 111 111 111 111 111 111 111 -111 '= 111- 111= 111= 111 =111= 111_= 111 =111 = 111 = 111 = 111 - 1 I,� 1 1 1 1 1I It I ; I I- III- 1I- 1 II — Ti 1 i 1 =1 —I FOR UNPAVED INSTALLATION WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24 INCHES Controlled b Len • th 30j FT 17.37 FT IrL_Ir r� Irri_If'le1r ?i- _Irr'i;_1n _Ir ice, 11= 111 =111= 111 =111 111= 1111111111111��� 1111=111 -- 4 EA 4 EA 30.17 FT 19.50 FT 30" System Cost - CONCEPTUAL BUDGET * PLEASE CALL STORMTECH @ 888 - 892 -2694 FOR CONCEPTUAL COST ESTIMATES DUE TO GEOGRAPHICAL VARIABLES. *Budgetary Installed Costs for StormTech Systems range from $3.50 - $7.00 / CF of Storage. *Many geographical variables can effect Installed Costs and should be taken into account when estimating budgets. 6" MIN. 12" MIN. PRE - DEVELOPED Flow Frequency Analysis Time Series File: Project Location :Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.032 5 2/09/01 2:00 0.066 1 100.00 0.990 0.024 7 1/05/02 16:00 0.038 2 25.00 0.960 0.038 2 2/27/03 7:00 10.035 3 10:00 0.9001 'Dip? 0.023 8 8/26/04 2:00 0.034 4 5.00 0.800 0.028 6 10/28/04 16:00 0.032 5 3.00 0.667 0.035 3 1/18/06 16:00 10.028 • .10 0.500] a tit_ 0.034 4 11/24/06 3:00 0.024 7 1.30 0.231 0.066 1 1/09/08 6:00 0.023 8 1.10 0.091 Computed Peaks 0.057 50.00 0.980 Till Pasture = 8661 sq. ft (0.199 acres) Pavement = 827 sq. ft (0.070 acres) Roof = 3049 sq. ft (0.019 acres) Total Pre - Developed Area = 12538 sq. ft (0.288 acres) LEO EC_. 1 EJEOr ZO. OD / I ASPHALT DR'VEVVA GRAVEL DRIVEWAY ZONING: NCC T.L. 734060-0774 AREA: 12,538 SQ. FT N89 4"W 109.98' WA.. ir 1 L _ _ , CARPORT IS ±0.7' S. S89'09'44 "E 109.98' OF PROPERTY LINE PRE DEVELOPED CONDITIONS IMPERVIOUS SURFACES (PAVEMENT /SIDEWALK) = 0.019 ACRES IMPERVIOUS SURFACES (ROOF) = 0.07 ACRES PERVIOUS SURFACES = 0.20 ACRES TOTAL AREA = 0.29 SQ. FT. ROCKERY Contour engineering, IPLLC CIVIL ENGINEERS LAND PLANNERS 3309 5661 560ot NW, Suite 106 Gig Harbor, Washington 983335 Phone: 253 -857 -5454 Fes 253- 857 -5458 PRE DEVELOPED BASIN MAP FIGURE 3(A) DEVELOPED Flow Frequency Analysis Time Series File ev.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.060 6 2/09/01 2:00 0.120 1 100.00 0.990 0.051 8 1/05/02 16:00 0.083 2 25.00 0.960 0.072 3 2/27/03 7:00 0.072 3 10.00 0.900 0.057 7 8/26/04 2:00 0.068 4 5.00 0.800 0.068 4 10/28/04 16:00 0.064 5 3.00 0.667 0.064 5 1/18/06 16:00 0.060 6 2.00 0.500 0.083 2 10/26/06 0:00 0.057 7 1.30 0.231 0.120 1 1/09/08 6:00 0.051 8 1.10 0.091 Computed Peaks 0.108 50.00 0.980 Till Grass = 2775 sq. ft (0.064 acres) Pavement = 5861 sq. ft (0.135 acres) Roof = 3902 sq. ft (0.090 acres) Total Developed Area = 12538 sq. ft (0.288 acres) Ni cc r • 30.00 52 LRwEiAA S89'09'44 "E 109.98' _4 '09'4 " .VV 109 98' DEVELOPED CONDITIONS IMPERVIOUS SURFACES (PAVEMENT /SIDEWALK) = 5861 SQ. FT. IMPERVIOUS SURFACES (ROOF) = 3902 SQ. FT. PERVIOUS SURFACES = 2775 SQ. FT. TOTAL AREA = 12538 SQ. FT. rp contour enguneerOng, IPLLC CIVIL ENGINEERS••LAND PLANNERS 3309 56th Street NW, Suite 106 Gig Harbor, Washington 987575 Phone: 253- 657 -5054 Fax: 257-857 -5458 DEVELOPED BASIN MAP FIGURE 3(B) - A P!NDIX c Water Quality & Conveyance Design Calculations (i w4 ) STORM FILTER Flow Frequency Analysis Time Series File:dev filter.tsf Project Location:Sea -Tac - -- Annual Flow Rate (CFS) 0.057 0.040 0.114 0.046 0.062 0.066 0.079 0.156 Computed Peaks Peak Flow Rates-- - Rank Time of Peak 6 8/27/01 18:00 8 9/17/02 17:45 2 12/08/02 17:15 7 8/23/04 14:30 5 10/28/04 16:00 4 10/27/05 10:45 3 10 /25/06 22:45 1 1/09/08 6:30 Till Grass = 1250 sq. ft (0.029 acres) Pavement = 5216 sq. ft (0.12 acres) Total to filter = 6466 sq. ft (0.148 acres) - - Peaks - (CFS) 0.156 0.114 0.079 0.066 0.062 t 0.046 0.040 0.142 L (p. I 05 _ Flow Frequency Analysis - Rank Return Prob Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500) 7 1.30 0.231 8 1.10 0.091 50.00 0.980 02.034 cFs 1# It ° J o P� arpooa o �o v STORiV WATER SOLUTIONS INC. co ntechstormwater.com Prepared by Christina Totland on November 12, 2008 Riverton Court Blldg — Storm: stab Treatment System Tukwila, WA Information provided: o Total contributing area = 0.148 acre o Impervious area = 0.12 acre o Water quality flow, Q = 0.03 cfs (60% of 2 Year) • Peak hydraulic flow rate, Q peak = 0.156 cfs Assumptions: o Media = ZPG cartridges o Cartridge = 15gpm o Drop required from RIM to outlet = 2.3' minimum Sae and Cost Em ©2006 CONTECH Stormwater Solutions 12021 -B NE Airport Way, Portland OR 97220 Toll -free: 800.548.4667 Fax: 800.561.1271 Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by using KCRTS and provided to CONTECH Stormwater Solutions Inc. The StormFilter for this site was sized based on treatment flow rate of 0.03 cfs. To accommodate this treatment flow rate, CONTECH Stormwater Solutions recommends using a steel one - cartridge CatchBasin StormFilter (see attached detail). The estimated cost of this size system is $5,300, complete and delivered to the jobsite. The contractor is responsible for setting the CatchBasin StormFilter and all external plumbing. The steel CatchBasin StormFilter has an internal bypass capacity of 1.0 cfs, which does not exceed the peak flows from this site. Page 1 of 1 TS -P026 Project Description Friction Method Solve For Input Data 0.014 . - VAdeA4;ny5 i�Q W(Z Roughness Coefficient J Channel Slope 0.01000 ft/ft 4— tfrA' w. s tops Diameter 0.67 ft -4-- $" _ Discharge 0.21 ft' /s 2 S 7 ` ► 1 5 ^' `^ rat 5 r. azie.�fa ? aq) .w' wr:r31 4a�ed -Perael.5 Results Normal Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type 07-081 8" (conveyance Manning Formula Normal Depth SuperCritical 0.19 ft 0.08 ft' 0.76 ft 0.61 ft 0.21 ft 29.0 % 4- 0.00745 ft/ft 2.44 ft/s 0.09 ft 0.29 ft 1.16 1.21 ft' /s 1.12 ft /s 0.00033 ft/ft GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 28.96 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity Ws Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 11(13/2008 9:39:10 AM 27 Slemons Company Drive Sulte 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 GVF Output Data Normal Depth Critical Depth Channel Slope Critical Slope O7 -®61 o. conveyance ce 0.19 ft 0.21 ft 0.01000 ft/ft 0.00745 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 11/13/2008 9:39:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2 Flow Frequency Analysis Time Series File:dev_15min.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.107 0.075 0.205 0.086 0.113 0.120 0.146 0.270 Computed Peaks 6 8/27/01 18:00 8 9/17/02 17:45 2 12/08/02 17:15 7 8/23/04 14:30 5 10/28/04 16:00 4 10/27/05 10:45 3 10/25/06 22:45 1 1/09/08 6:30 5cc- acv \7C$&\ 1/04- Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.270 1 100.00 0.990 10.205 2 25.00 0.960-- ceave.3a( - e p£S; 64 0.146 0.120 0.113 0.107 0.086 0.075 0.249 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 0.900 0.800 0.667 0.500 0.231 0.091 0.980 A PEND X D Maintenance Manual for Stormwater Facilities M INT RIVE CITY F TUKWILA, WASHINGTON FOR: TOLN COURT %LOG. bar 2O Prilar d For: 4■1 Han Hamad, 4632 NE SealtDe, WA 9 CE Prepared By: Vaa,oghn Frei Brett ME, Men RE. Project # 07-061 aumelister LLC 9 Street 11 .• LC Maintenance and Op eTatko®us Enfi®o•mation Lo PROPOSED PROJECT Df SC RIIPTIION This technical information report accompanies the site plan review as submitted to the City of Tukwila. This document provides site information and the analysis used for the storm drainage design. The 1998 King County Surface Water Design Manual (KCSWDM) and the requirements of the City of Tukwila will establish the methodology and design criteria used for this project. This project is proposed is subject to the full drainage review as prescribed by the 1998 KCSWDM The following is a description of pertinent site information associated with the proposed project: Address — ADDRESS: 12910 MARGINAL WY S. TUKWILA, WA Legal Description — LEGAL DESCRIPTION: (PER STATUTORY WARRANTY DEED RECORDING NUMBER 20070709001151) BEGINNING AT THE SOUTHWEST CORNER OF TRACT 50, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON; THENCE NORTH 64.67 FEET TO THE POINT OF BENGINNING; THENCE EAST 119.98 FEET THENCE NORTH 114 FEET THENCE WEST 119.98 FEET THENCE SOUTH 114 FEET TO THE TRUE POINT OF BEGINNING. EXCEPT THE WEST 10 FEET OF SAID PREMISES HERETOFORE TAKEN BY KING COUNTY FOR ROAD, SAID PREPMISES BEING OTHERWISE DESCRIBED AS LOTS 7 AND 8, UNRECORDED PLAT OF THE SOUTH HALF OF TRACT 50, RIVERSIDE INTERURBAN TRACTS. Tax [Parcel Number — 734060 -0774 The proposed redevelopment of the site will involve demolition of the existing buildings and gravel driveways and replacing with site development. The site development will include the construction of a single three story mixed use (commercial on ground floor, residential on upper floors) building with available onsite parking, underground utilities and storm detention /water quality facilities. Surface water runoff will be provided per the 1998 KCSWDM and the City of Tukwila requirements. This site meets the requirements for Full Drainage Review, and lies within a Level 1 flow control area (see City detention exhibit in appendix). Onsite runoff will be collected onsite and enter the stormwater filtration facility and into the underground detention facility. This development will enhance the current drainage on -site. Erosion /Sediment Controls during Construction: Stabilization adequate to prevent erosion of outlets, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. The contractor shall remove sediment that has been transported off -site. This will include, but not be limited to, cleaning storm drain lines, cleaning of catch basins, infiltration facility, etc. Since the site is currently developed, inlet protection and pavement sweeping will be the measures utilized for controlling sediments from leaving the site. Permanent erosion control stabilization shall be accomplished through the construction of the buildings, parking areas, sidewalks and landscaping. See the Erosion and Sedimentation Control Report for additional procedures for erosion control maintenance and inspection. Long -term maintenance of the storm drainage system will be the responsibility of the property owners. The average annual cost for inspection and maintenance is approximated to be $750.00. Long -term maintenance shall be done in accordance this Maintenance Manual, Attachment "A" and as follows. All conveyance systems shall be inspected for sediment and blockages on yearly basis or after large storm events. Catch basins sumps shall be removed of sediment and debris on a yearly basis or if a blockage occurs. The main contributors of sediment to the storm system are the street and driveway. Therefore, the street shall be swept by a City street sweeper twice a year to prevent sediments from entering the storm system. Instructions for Use of Maintenance Checklists The following pages contain maintenance needs for most of the components that are part of the drainage system, as well as for some components that may not be there. Ignore the requirements that do not apply to the system. The owner should plan to complete a checklist for all system components on the following schedule: 1. Monthly from November through April. 2. Once in late summer (preferably in September). 3. After any major storm (use 1 -inch in 24 -hours as a guideline), items marked "S" only. Using photocopies of these pages, check off the problems that were looked for each time an inspection was preformed. Add comments on problems found and actions taken. Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. Maintenance Checklists See the following pages for these attachments. REQUX .IED ACTIONS: The following actions shall be taken to ensure that pollution generated on site shall be minimized: 1. Warning signs (e.g., "Dump No Waste- Drains to Stream ") shall be painted or embossed on or adjacent to all storm drain inlets. They shall be repainted as needed. Contact Pierce County regarding availability of stenciling supplies. 2. Parking lots shall be swept when necessary to remove debris and, at a minimum, twice a year. Use of newer model high - velocity vacuum sweepers is recommended, as they are more effective in removing the more harmful smaller particles from paved surfaces. 3. No activities shall be conducted onsite that are likely to result in short -term, high- concentration discharge of pollution to the stormwater system. Such activities may include, but are not limited to; vehicle washing, vehicle maintenance and cleaning of equipment used in the periodic maintenance of buildings and paved surfaces. 4. Employees shall receive basic instruction regarding the control of pollution from commercial operations. Contact Lori Crews (360- 407 -7538 Spill Prevention, Preparedness & Response) and Ann Butler (360- 407 -6480 water quality) with the Department of Ecology for assistance in completing this task. Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: ATTACHIrVIENT "A" MAINTENANCE PROGRAM COVER SHEET FOR PIERCE COUNTY Frequency Drainage System Feature J Problem Conditions To Check For Conditions That Should Exist M, S General Trash, debris, and sediment in or on basin Trash or debris in front of the catch basin opening is blocking the capacity by more than 10 %. No trash or debris located immediately in front of the catch basin opening. Grate is kept clean and allows water to enter. M Sediment or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. No sediment or debris in the catch basin. Catch basin is dug out and clean. M, S Trash or debris in any inlet or pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. M Structural damage to frame and/or top slab Corner of frame extends more than' inch past curb face into street (if applicable). Frame is even with curb. M Top slab has holes larger than 2 square inches or cracks wider than % inch (intent is to make sure all material is running into catch basin). Top slab is free of holes and cracks. M Frame not sitting flush on the top slab, i.e., separation of more than' inch of the frame from the top slab. Frame is sitting flush on top slab. A Cracks in basin walls/bottom Cracks wider than /inch and longer than 3 feet, any evidence of soil particles entering the catch basin through cracks, or maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. Contact a professional engineer for evaluation. A Cracks wider than %: inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering the catch basin through cracks. No cracks more than'/. inch wide at the joint of inlet/outlet pipe. Contact a professional engineer for evaluation. A Settlement/ misalignment Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Contact a professional engineer for evaluation. M, S Fire hazard or other pollution Presence of chemicals such as natural gas, oil and gasoline. Obnoxious color, odor or sludge noted. No color, odor or sludge. Basin is dug out and clean. M, S Outlet pipe is clogged with vegetation Vegetation or roots growing in inlet/outlet pipe joints that are more than 6 inches tall and less than 6 inches apart. No vegetation or root growth present. Maintenance Checklist for Catch Basins and Inlets ATTACHMENT "A" (CONTINUED) If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: A= Annual (March or April preferred) M= Monthly (see schedule) S= After Major Storms (use 1 -inch in 24 hours as a guideline) Frequency Drainage System Feature Problem Conditions To Check For Conditions That Should Exist A Rock Pad Missing or moved rock Only one layer of rock exists above native soil in area 5 square feet or larger, or any exposure of native soil. Replace rocks to design standard. A Rock - filled trench for discharge from pond Missing or moved rock Trench is full of rock. Add large rock ( +30 or Ib. each) so that rock is visible above edge of trench. M Dispersion trench Pipe plugged with sediment Accumulated sediment that exceeds 20% of the design depth. Pipe cleaned/flushed. M Perforations plugged Over 1/2 of perforations in pipe are plugged with debris and sediment. Clean of replace perforated pipe. M, S Not discharging water properly Visual evidence of water discharging at concentrated points along trench (normal condition is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Trench must be redesigned or rebuilt to standard. Elevation of lip of trench should be the same (flat) at all points. M, S Water flows out top of "distributor" catch basin Maintenance person observes water flowing out during any storm or it is causing or appears likely to cause damage. Facility must be rebuilt or redesigned to standards. Pipe is probably plugged or damaged and needs replacement. M, S Receiving area over- saturated Water in receiving area is causing or has potential of causing landslide. Stabilize slope with grass or other vegetation, or rock if condition is severe. Contact a professional engineer for evaluation. Maintenance Checklist for Energy Dissipators If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: ATTACHMENT "A" (CONTINUED) A= Annual (March or April preferred) M= Monthly (see schedule) S= After Major Storms (use 1 -inch in 24 hours as a guideline) Frequency Drainage System Feature Problem Conditions To Check For Conditions That Should Exist M General Missing or broken parts /dead shrubbery Any defect in the fence or screen that permits easy entry to a facility. Fence is mended or shrubs replaced to form a solid barrier to entry. M, S Erosion Erosion has resulted in an opening under a fence that allows entry to people or pets. Replace soil under fence so that no opening exceeds 4 inches in height. M Unruly vegetation Shrubbery is growing out of control and is infested with weeds. Shrubbery is trimmed and weeded to provide appealing aesthetics. Do not use chemicals to control weeds. A Wire Fences Damaged parts Posts out of plumb more than 6 inches. Posts plumb to within 1- 1 /2inches of plumb. A Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. A Any part of fence (including posts, top rails, and fabric) more than 1 foot out of design alignment. Fence is aligned and meets design standards. A Missing or loose tension wire. Tension wire in place and holding fabric. A Missing or loose barbed wire that is sagging more than 2 -1/2 inches between posts. Barbed wire in place with less than 1/4 inch sag between posts. A Extension arm missing, broken, or bent out of shape more than 1 -1/2 inches. Extension arm in place with no bends larger than 1/4 inch. A Deteriorated paint or protective coating Part or parts that have rusting or scaling condition that has affected structural adequacy. Structurally adequate posts or parts with a uniform protective coating. M Openings in fabric Openings in fabric are such that an 8- inch diameter ball could fit through. No openings in fabric. ATTACH ro t ENT "A" (CONTINUED) Maintenance Checklist for Fencing /Shrubbery Screen /Other Landscaping If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: A= Annual (March or April preferred) M= Monthly (see schedule) S= After Major Storms (use 1 -inch in 24 hours as a guideline) Frequency Drainage System Feature ,\ 1 Problem Conditions To Check For Conditions That Should Exist M, S Pipes Sediment & debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Pipe cleaned of all sediment and debris. M Vegetation Vegetation that reduces free movement of water through the pipes. All vegetation removed so water flows freely through pipes. A Damaged (rusted, bent or crushed) Protective coating is damaged; rust is 50% causing more than 50 deterioration in any part of the pipe. Pipe repaired or replaced. M Any dent that significantly impedes flow (i.e., decreases the cross section area of pipe_by more than 20 %). _ Pipe repaired or replaced. M Pipe has major cracks or tears allowing groundwater leakage. Pipe repaired or replaced. M, S Open ditches Trash & debris - Dumping of yard wastes such as grass clippings and branches into basin. Unsightly accumulation if nondegradable materials such as glass, plastic, metal, foam and coated paper. Remove trash and debris and dispose as prescribed by the City. M Sediment buildup Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned of all sediment and debris so that it matches design. A Vegetation Vegetation (e.g., weedy shrubs or saplings) that reduces free movement of water through ditches. Water flows freely through ditches. Grassy vegetation should be left alone. M Erosion damage to slopes See Ponds Checklist. See Ponds Checklist. A Rock lining out of place or missing Maintenance person can see native soil beneath the rock lining. Replace rocks to design standard. Varies Catch basins See Catch Basins Checklist. See Catch Basins Checklist. M, S Swales Trash & debris See above for ditches. See above for ditches. M Sediment buildup See above for ditches. Vegetation may need to be replanted after cleaning. M Vegetation not growing or overgrown Grass cover is sparse and seedy or areas are overgrown with woody vegetation. Aerate soils and reseed and mulch bare areas. Maintain grass height at a minimum of 6 inches for best stormwater treatment. Remove woody growth, recontour and reseed as necessary. M, S Erosion damage to slopes See Ponds Checklist. See Ponds Checklist. M Conversion by homeowner to incompatible use Swale has been filled in or blocked by shed, woodpile, shrubbery, etc. If possible, speak with homeowner and request that swale area be restored. Contact the city to report problem if not rectified voluntarily. A Swale does not drain Water stands in swale or flow velocity is very slow. Stagnation occurs. A survey may be needed to check grades. Grades need to be in the 5% range if possible. If grade is less than 1% underdrains may need to be installed. ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Conveyance Systems (Pipes, Ditches, and Swales) If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: A= Annual (March or April preferred) M= Monthly (see schedule) S= After Major Storms (use 1 -inch in 24 hours as a guideline) Frequency Drainage System Feature Problem Conditions To Check For Conditions That Should Exist M General Weeds (nonpoisonous) Weeds growing more than 20% of the landscaped area (trees and shrubs only). Weeds present in less than 5% of the landscaped area. M Insect hazard Any presence of poison ivy or other poisonous vegetation or insect nests. No poisonous vegetation or insect nests present in landscaped area. M, S Trash or litter See Ponds Checklist. See Ponds Checklist. M, S Erosion of ground surface Noticeable rifts are seen in landscaped areas. Causes of erosion are identified and steps taken to slow down/separate out the water. Eroded areas are filled, contoured and seeded. A Trees & Shrubs Damage Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trim trees /shrubs to restore shape. Replace trees /shrubs with severe damage. M Trees or shrubs that have been blown down or knocked over. Replant tree, inspecting for injury to stem or roots. Replace if severely damaged. A Trees or shrubs, which are not adequately supported or are leaning over, causing exposure of the roots. Place stakes and rubber coated ties around young trees /shrubs for support. Maintenance Checklist for Grounds (Landscaping) ATTACHMENT "A" (CONTINUED) If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: A= Annual (March or April preferred) M= Monthly (see schedule) S= After Major Storms (use 1 -inch in 24 hours as a guideline) Frequency Drainage System Feature Problem Conditions To Check For Conditions That Should Exist One Time General No access road exists If ponds or other drainage system features needing maintenance by motorized equipment are present, either an access road or access from public streets is required. Determine whether an easement to drainage feature exists. If yes, obtain the County permits and construct gravel (or equal) access road. If not, report lack of easement to the Municipality. M Blocked roadway Debris, which could damage vehicle tires (glass or metal). Roadway free of debris, which could damage tires. A Any obstructions, which reduce clearance above road surface to less than 14 feet. Roadway overhead clear to 14 feet high. A Any obstructions restricting the access to less than 15 feet in width. Obstruction removed to allow at least a 15- foot -wide access. A, S Road Surface Settlement, potholes, mush spots, ruts When any surface irregularity exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect, which hinders or prevents maintenance access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots or ruts. Occasionally application of additional gravel or pitrun rock will be needed. M Vegetation in road surface Woody growth that could block vehicular access. Excessive weed cover. Remove woody growth at early stage to prevent vehicular blockage. Cut back weeds if they begin to encroach on road surface. M, S Shoulders and ditches Erosion Damage Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Shoulder free or erosion and matching the surrounding road. Maintenance Checklist for Access Roads /Easements ATTACHMENT "A" (CONTINUED) If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: A= Annual (March or April preferred) M= Monthly (see schedule) S= After Major Storms (use 1 -inch in 24 hours as a guideline) AP NiiX E Bond Estimate 111= Clearing greater than or equal to 5,000 board feet of timber? yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 BOND WORKSHEET10- 31- 08.xlsx Site Improvement Bond Quantity Worksheet Oct -08 Web date: 11/28/2007 Project Name: Marginal Way Mixed Use Development Date: Location: 12910 East Marginal Way South, Tukwila Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 10/29/2008 Site Improvement Bond Quantity Worksheet Web date: 11/28/2007 Page 2 of 9 BOND WORKSHEET10 31 08.xlsx ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: $ 4,506.34 $ 1,351.90 $ 5,858.24 A Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 10/29/2008 Reference # Unit Price Unit Quantity # of Applications Cost EROSION /SEDIMENT CONTROL Number Backfill & compaction- embankment ESC -1 $ 5.62 CY Check dams, 4" minus rock ESC -2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacing 1 1/4" minus ESC -3 WSDOT 9- 03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY Excavation -bulk ESC -5 $ 1.50 CY Fence, silt ESC -6 SWDM 5.4.3.1 $ 1.38 LF 200 1 276 Fence, Temporary (NGPE) ESC -7 $ 1.38 LF 400 1 552 Hydroseeding ESC -8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC -9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3" deep ESC -10 SWDM 5.4.2.1 $ 2.01 SY Mulch, by machine, straw, 2" deep ESC -11 SWDM 5.4.2.1 $ 0.53 SY 1400 1 742 Piping, temporary, CPP, 6" E SC -12 10.70 $ 10 LF ri Piping, temporary, CPP, 8" ESC -13 $ 16.10 LF Piping, temporary, CPP, 12" ESC -14 $ 20.70 LF Plastic 6mm thick, sandbagged ESC -15 SWDM 5.4.2.3 $ 2.30 SY 250 1 575 covering, Rip Rap, slopes ESC -16 WSDOT 9- 13.1(2) $ 39.08 CY machine placed; Rock Construction Entrance, 50'x15'x1' ESC -17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464 Construction Entrance, 100'x15'x1' ESC -18 SWDM 5.4.4.1 $ 2,928.68 Each Rock Sediment riser assembly ESC -19 SWDM 5.4.5.2 $ 1,949.38 Each pond Sediment trap, 5' high berm ESC -20 SWDM 5.4.5.1 $ 17.91 LF trap, 5' high, riprapped spillway berm section ESC - 21 SWDM 5.4.5.1 $ 68.54 LF Sed. Seeding, by hand ESC -22 SWDM 5.4.2.4 $ 0.51 SY ESC -23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1" deep, level ground Sodding, 1" deep, sloped ground ESC -24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC -25 $ 74.75 HR 2 6 897 Water truck, dust control ESC -26 SWDM 5.4.7 $ 97.75 HR WRITE -IN -ITEMS * *** (see page 9) Each 1 Site Improvement Bond Quantity Worksheet Web date: 11/28/2007 Page 2 of 9 BOND WORKSHEET10 31 08.xlsx ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: $ 4,506.34 $ 1,351.90 $ 5,858.24 A Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 10/29/2008 Page 3 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx Site Improvement Bond Quantity Worksheet SUBTOTAL 3,643.94 1,266.90 4 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Existing Right -of -Way Future Public Road Improvements & Drainage Facilities Private Improvements Quantity Completed (Bond Reduction)* Quant. Complete Co Unit Price Unit Quant. Cost Quant. Cost Quant. Cost GENERAL ITEMS No. - Backfill & Compaction- embankment GI - 1 $ 5.62 CY Backfill & Compaction- trench GI - 2 $ 8.53 CY Clear /Remove Brush, by hand GI - 3 $ 0.36 SY Clearing /Grubbing/Tree Removal GI - 4 $ 8,876.16 Acre Excavation - bulk GI - 5 $ 1.50 CY 200 300.00 Excavation - Trench GI - 6 $ 4.06 CY 32 129.92 44 178.64 Fencing, cedar, 6' high GI - 7 $ 18.55 LF Fencing, chain link, vinyl coated, 6' high GI - 8 $ 13.44 LF Fencing, chain link, gate, vinyl coated, 2 GI - 9 $ 1,271.81 Each Fencing, split rail, 3' high GI - 10 $ 12.12 LF Fill & compact - common barrow GI - 11 $ 22.57 CY Fill & compact - gravel base GI - 12 $ 25.48 CY Fill & compact - screened topsoil GI - 13 $ 37.85 CY Gabion, 12" deep, stone filled mesh GI - 14 $ 54.31 SY Gabion, 18" deep, stone filled mesh GI - 15 $ 74.85 SY Gabion, 36" deep, stone filled mesh GI - 16 $ 132.48 SY Grading, fine, by hand GI - 17 $ 2.02 SY Grading, fine, with GI - 18 $ 0.95 SY grader Monuments, 3' long GI - 19 $ 135.13 Each Sensitive Areas Sign GI - 20 $ 2.88 Each Sodding, 1" deep, sloped ground GI - 21 $ 7.46 SY Surveying, line & GI - 22 $ 788.26 Day 1 788.26 1 788.26 grade Surveying, lot location /lines GI - 23 $ 1,556.64 Acre Traffic control crew ( 2 flaggers) GI - 24 $ 85.18 HR 32 2,725.76 Trail, 4" chipped wood GI - 25 $ 7.59 SY Trail, 4" crushed cinder GI - 26 $ 8.33 SY Trail, 4" top course GI - 27 $ 8.19 SY Wall, retaining, concrete GI - 28 $ 44.16 SF Wall, rockery GI - 29 $ 9.49 SF Page 3 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx Site Improvement Bond Quantity Worksheet SUBTOTAL 3,643.94 1,266.90 4 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Page 4 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx Site Improvement Bond Quantity Worksheet SUBTOTAL 11,088.21 2,025.40 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Existing Right -of -way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction` Quant Complete Cost Unit Price Unit Quant. 1 Cost Quant. ( Cost Quant. 1 Cost ROAD IMPROVEMENT No. AC Grinding, 4' wide machine < 1000sy RI - 1 $ 23.00 SY AC Grinding, 4' wide machine 1000-200C RI - 2 $ 5.75 SY AC Grinding, 4' wide machine > 2000sy RI - 3 $ 1.38 SY AC Removal /Disposal /Repair RI - 4 $ 41.14 SY Barricade, type I RI - 5 $ 30.03 LF Barricade, type III ( Permanent) RI - 6 $ 45.05 LF Curb & Gutter, rolled RI - 7 $ 13.27 LF Curb & Gutter, vertical RI - 8 $ 9.69 LF 133 1,288.77 Curb and Gutter, demolition and disposa RI - 9 $ 13.58 LF 133 1,806.14 Curb, extruded asphalt RI - 10 $ 2.44 LF Curb, extruded concrete RI - 11 $ 2.56 LF 185 473.60 Sawcut, asphalt, 3" depth RI - 12 $ 1.85 LF 133 246.05 Sawcut, concrete, 1" depth RI - 13 $ 1.69 LF per Sealant, RI - 14 $ 0.99 LF asphalt Shoulder, AC, ( see AC road unit price) RI - 15 $ - SY Shoulder, 4" thick RI - 16 $ 7.53 SY gravel, Sidewalk, 4" thick RI - 17 $ 30.52 SY 133 4,059.16 45 1,373.40 Sidewalk, 4" thick, demolition and dispos RI - 18 $ 27.73 SY 133 3,688.09 Sidewalk, 5" thick RI - 19 $ 34.94 SY Sidewalk, 5" thick, demolition and dispos RI - 20 $ 34.65 SY Sign, handicap RI - 21 $ 85.28 Each 1 85.28 Striping, stall RI - 22 $ 5.82 Each 16 93.12 per Striping, thermoplastic, ( for crosswalk) RI - 23 $ 2.38 SF Striping, 4" reflectorized line RI - 24 $ 0.25 LF.� .. ,. Page 4 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx Site Improvement Bond Quantity Worksheet SUBTOTAL 11,088.21 2,025.40 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Page 5 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx SUBTOTAL a Site Improvement Bond Quantity Worksheet 590.70 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Existing Right -of -way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction` Quant. Complete Cost Unit Price Unit Quant. 1 Cost Quant. 1 Cost Quant. 1 Cost ROAD SURFACING (4" Rock = 2.5 base & 1.5" top course) For '93 KCRS (6.5" Rock= 5" base & 1.5" top course) For KCRS '93, (additional 2.5" base) add RS - 1 $ 3.60 SY AC Overlay, 1.5" AC RS - 2 $ 7.39 SY AC Overlay, 2" AC RS - 3 $ 8.75 SY AC Road, 2 ", 4" rock, First 2500 SY RS - 4 $ 17.24 SY AC Road, 2 ", 4" rock, Qty. over 2500SY RS - 5 $ 13.36 SY AC Road, 3 ", 4" rock, First 2500 SY RS - 6 $ 19.69 SY 30 590.70 AC Road, 3 ", 4" rock, Qty. over 2500 SY RS - 7 $ 15.81 SY AC Road, 5 ", First 2500 SY RS - 8 $ 14.57 SY AC Road, 5 ", Qty. Over 2500 SY RS - 9 $ 13.94 SY AC Road, 6 ", First 2500 SY RS - 1C $ 16.76 SY AC Road, 6 ", Qty. Over 2500 SY RS - 11 $ 16.12 SY Asphalt Treated Base, 4" thick RS - 12 $ 9.21 SY Gravel Road, 4" rock, First 2500 SY RS - 12 $ 11.41 SY Gravel Road, 4" rock, Qty. over 2500 SY RS - 14 $ 7.53 SY PCC Road, 5 ", no base, over 2500 SY RS - 1E $ 21.51 SY PCC Road, 6 ", no base, over 2500 SY RS - 1 E $ 21.87 SY Thickened Edge RS - 17 $ 6.89 LF ._w._____ _.,:.- .- Page 5 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx SUBTOTAL a Site Improvement Bond Quantity Worksheet 590.70 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Page 6 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEETI0- 31- 08.xlsx Site Improvement Bond Quantity Worksheet SUBTOTAL i 3,190.35 5,685.71 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4 /22/02 Report Date: 10/29/2008 Existing Right -of -way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction` Quant. Complete Cost _ 1 Unit Price Unit Quant. ] Cost Quant. Cost Quant. 1 Cost DRAINAGE (CPP = Corrugated Plastic Pipe NI2 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe. Access Road, R/D D - 1 $ 16.74 SY Bollards - fixed D - 2 $ 240.74 Each Bollards - removable D 3 $ 452.34 Each include frame and lid) (CBs CB Type I D - 4 $ 1,257.64 Each 1 1,257.64 CB Type IL D - 5 $ 1,433.59 Each CB Type 11, 48" diameter D - 6 $ 2,033.57 Each 1 2,033.57 for depth over 4' D - 7 $ 436.52 FT 2.65 1,156.78 additional CB Type II, 54" diameter D - 8 $ 2,192.54 Each 1 2,192.54 for additional depth over 4' D - 9 $ 486.53 FT 1 486.53 CB Type II, 60" diameter D - 10 $ 2,351.52 Each for depth over 4' D - 11 $ 536.54 FT additional CB Type 11, 72" diameter D - 12 $ 3,212.64 Each for depth over 4' D - 13 $ 692.21 FT additional Through Inlet Framework (Add) D - 14 $ 366.09 Each -curb Cleanout, PVC, 4" D - 15 $ 130.55 Each Cleanout, PVC, 6" D - 16 $ 174.90 Each 10 1,749.00 Cleanout, PVC, 8" D - 17 $ 224.19 Each Culvert, PVC, 4" D - 18 $ 8.64 LF Culvert, PVC, 6" D - 19 $ 12.60 LF Culvert, PVC, 8" D - 20 $ 13.33 LF Culvert, PVC, 12" D - 21 $ 21.77 LF Culvert, CMP, 8" D - 22 $ 17.25 LF Culvert, CMP, 12" D - 23 $ 26.45 LF Culvert, CMP, 15" D - 24 $ 32.73 LF Culvert, CMP, 18" D - 25 $ 37.74 LF Culvert, CMP, 24" D - 26 $ 53.33 LF Culvert, CMP, 30" D - 27 $ 71.45 LF Culvert, CMP, 36" D- 28 $ 112.11 LF Culvert, CMP, 48" D - 29 $ 140.83 LF Culvert, CMP, 60" D - 30 $ 235.45 LF Culvert, CMP, 72" D - 31 $ 302.58 LF - -- — -- Page 6 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEETI0- 31- 08.xlsx Site Improvement Bond Quantity Worksheet SUBTOTAL i 3,190.35 5,685.71 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4 /22/02 Report Date: 10/29/2008 DRAINAGE CONTINUED Existing Right -of -way Future Public Road Improvements & Drainage Facilities Improvements Private Bond Reduction* Quant. Complete_ Gost No . Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Culvert, Concrete, 8" D - 32 $ 21.02 LF Culvert, Concrete, 12" D - 33 $ 30.05 LF Culvert, Concrete, 15" D - 34 $ 37.34 LF Culvert, Concrete, 18" D - 35 $ 44.51 LF Culvert, Concrete, 24" D - 36 $ 61.07 LF Culvert, Concrete, 30" D - 37 $ 104.18 LF Culvert, Concrete, 36" D - 38 $ 137.63 LF Culvert, Concrete, 42" D - 39 $ 158.42 LF Culvert, Concrete, 48" D - 40 $ 175.94 LF CPP, 6" D - 41 $ 10.70 LF Culvert, Culvert, CPP, 8" D - 42 $ 16.10 LF CPP, 12" D - 43 $ 20.70 LF Culvert, Culvert, CPP, 15" D - 44 $ 23.00 LF Culvert, CPP, 18" D - 45 $ 27.60 LF Culvert, CPP, 24" D - 46 $ 36.80 LF Culvert, CPP, 30" D - 47 $ 48.30 LF CPP, 36" D - 48 $ 55.20 LF Culvert, Ditching D - 49 $ 8.08 CY Dispersal Trench (1,436 base +) D - 50 $ 25.99 LF Flow Drain depth) D - 51 $ 22.60 LF French (3' laid in trench, D - 52 $ 2.40 SY Geotextile, polypropylene testing D - 53 $ 74.75 HR Infiltration pond Access Riser, 48" dia, 6' deep D - 54 $ 1,605.40 Each Mid -tank Spillway D - 55 $ 14.01 SY Pond Overflow /Oil Separator, 12" D - 56 $ 1,045.19 Each 1 1045.19 Restrictor /Oil Separator, 15" D - 57 $ 1,095.56 Each Restrictor /Oil Separator, 18" D - 58 $ 1,146.16 Each Restrictor D - 59 $ 39.08 CY Riprap, placed Reducer diameter) D - 60 $ 1,000.50 Each Tank End (36" Rack, 12" D - 61 $ 211.97 Each Trash Rack, 15" D - 62 $ 237.27 Each Trash 18" D - 63 $ 268.89 Each Trash Rack, Trash Rack, 21" D - 64 $ 306.84 Each Page 7 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xisx SUBTOTAL Site Improvement Bond Quantity Worksheet 1045.19 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Page 8 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx SUBTOTAL SUBTOTAL (SUM ALL PAGES): COLUMN: B if it I 1 Site Improvement Bond Quantity Worksheet 1,500.00 20,013.20 30% CONTINGENCY & MOBILIZATION: 6,003.96 GRANDTOTAL: 26,017.16 C 34,936.50 44,959.70 13,487.91 58,447.61 D 4 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 Existing Right -of -way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction Quant. Complete Cost Unit Price Unit Quant. I Price Quant. I Cost Quant. 1 Cost PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL - 1 $ 15.84 SY 600 9504 2" AC, 1.5" top course & 2.5" base cour PL - 2 $ 17.24 SY 4" select borrow PL - 3 $ 4.55 SY 1.5" top course rock & 2.5" base course PL - 4 $ 11.41 SY WRITE -IN -ITEMS (Such as detention /water quality vaults.) No. 25' wide concrete commercial approach WI - 1 $ 1,000.00 Each 1 1000 24 Stormtech chamber (SC -740) WI - 2 $ 7.50 CF 1791 13,432.50 Two element StormFilter Catch Basin WI - 3 $ 12,000.00 Each 1 12,000.00 Residential driveway approach WI - 4 $ 500.00 Each 1 500 WI -5 FT WI - 6 WI - 7 WI - 8 WI - 9 WI -10 Page 8 of 9 *KCC 27A authorizes only one bond reduction. BOND WORKSHEET10- 31- 08.xlsx SUBTOTAL SUBTOTAL (SUM ALL PAGES): COLUMN: B if it I 1 Site Improvement Bond Quantity Worksheet 1,500.00 20,013.20 30% CONTINGENCY & MOBILIZATION: 6,003.96 GRANDTOTAL: 26,017.16 C 34,936.50 44,959.70 13,487.91 58,447.61 D 4 Web date: 11/28/2007 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 • ' M = • I I Original bond computations prepared by: Name: PE Registration Number: Firm Name: Address: Stabilization /Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Road Improvements & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right -of Way and /or Site Restoration Bond * / ** (First $7,500 of bond* shall be cash.) Performance Bond* Amount (A +B +C +D) = TOTAL Reduced Performance Bond* Total * ** Maintenance /Defect Bond* Total NAME OF PERSON PREPARING BOND* REDUCTION: Page 9 of 9 BOND WORKSHEET10- 31- 08.xlsx Site improvement Bond Quantity Works ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* PUBLIC ROAD & DRAINAGE AMOUNT BOND* AMOUNT MAINTENANCE /DEFECT BOND* REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY * ** 5,858.2 (A) $ (B) $ (C) $ (D) $ (A +B) $ (T) $ 90,323.0 Minimum bond* amount is $1000. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES 26,017.2 58,447.6 31,875.4 (E) $ feet Date: Tel. #: Project No: T x 0.30 $ 27,096.9 OR (T -E) $ 90,323.0 Use larger of Tx30% or (T -E) Check out the DDES Web site at www.kinacountv.goe /permits Date: (B +C) x 0.25 = $ Web date: 11/28/2007 * NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. ***NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be I $ 58,447.6 I(C +D) -E 6,504.3 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2008 GC SCALE 0 $ 10 2o 111101 10 FEET • = ;27 • .;;-1__; TOMO TEE PM fl •3 81E0 \ MEMO ERE 58 FT. 70 PROP. ERN HORNE \ bra ; - - .5 , -030111131811 1 4 RONNE 8 REPLACE 11313351PY 4re 11704, EOM LID FOWLS% NM01 EG • r, M ono cam < LJ OM ADS NU e).45A4 I CALL AT LEAST 48 HOW" BEFORE YOU DIG = (800) 424-5555 55* LP 1TEK COPPER 40 OW ■io !pro ore ta2 s-o.sx POSER POLE LIEff r most PETER PER RETAIL I 9E08 SWAY 5EVER , S.2011 LOCATED IN THE N.E. 1 F 0071110 If WRYER SEEM TO 0 USED FOR INC6048/113100101011 W/ PONtOW0 003137N PREVENTION PER INOSEAPE RAN ," • / - 7 7 - 1 ,„ F' " 5 25 12910 EAST MARGINAL WAY SOUTH 74 OVIEIERS 130/.15,64 110101 FT STORAGE SEE SHEETS 9 13 10 FOR CETEmze OEMS LW* LP l• 1 :::•;;. 98' GRASS LINED 01701 , lg C; 13.8.5% Iva!) • _ R13143.65 MOM FLEE OEM DASDS 87 SEE Kl CECEL514 I sew 5 • 0344L55 2.49.43 (845. 01/1) ELVERMIN . ‘1%. NIMILV n a ; near mocoms PER DETIEL8 SHEER 7 b y GE 4 EAST, W.M., tOCiffiov7... Veillay 61/, CORRECTION Trz#' VI;•;" CAP & ABANDON r • KEW a• PVC 'E. if: LE4544 4t r 0101 y 50107.1.1t \ rePIPRI DI MA 4 ■184 . •> •71.".'",f WRIER SEEMEE DEEE01011 NED RRE UR51070 FILE COPY I. AL NPEE MOOS. 150/13, MORNI18.3031113, MD OTHER ccoolawas MOIL =FON TO AV" PAVVVISDOVIONONDS. NO MEEPTERE /OR USE 0 TIE OW 0,11110551A. 2. *PE - MODE MEN NYE 0301f WED, 87/80/03 TUNE% CIAO NEENLIN. E0/150110112 TO INE EIN00135 OP MVO 045L 3. MEM NO 081173 - EAST DEN OR CUE= MEM 0131 RNOED OR NEOINCOLOVIT ON/NEE= NO THE RIO TOMES EIA21 OE OPE USD. 111.1.111111103 SNAIL 0 WENT NOIMMLNED IN AO0FONICE rani AIWA 0404. 4. RIM LEE 60948 PRELDENPAY NO SKOLD EIE VERIREDINEOFEE NOIELTION 01138510. RECEIVED CITY OF TUKVALA DEC 0 5 2008 PERMIT CENTER OPOMERMIEREMEN OPERTIRSEINEE UNE II REWIRED 311110E ELMER DEM= 0213 00811077/6511a CONNITIENI CP POIER. mum pans Nora p LA, vid LT Appnsa swam dim num ROOM (WU POE TWO. 2. ECINWIMION STOP: MUER mom ORB-2013U. 3. NNW STOR OMER ass. WOE MTH OOP= COMM= MEE 01E0C WM 4. NEIERSETTER /0 SETTEE AUDIVID. IL SIPE ME REOPPER110110. IL MIMEO A. FOR Or -MAID MOW 0055/110 MIES RAMIE WM/ ELL LID oacer MOB NT11011HDJ. CD 7. RAMS NOM MOM AWNED DI UMW@ MEM MLY. 7510 MEEL 112 COMO MEE 12D IX 111PFRENEN1 81303 USED IN WERE saws MIME PRIOR 0303/0. 1. CONTRACTOR TO MEE easmele SEW= F C IMINCIPB1131151810/Cf1 5. W112011010PRENCIMMIELMON SEM= FOR LEINEPPEIN PERLAIINENOO ARO01EE7 LOA 1#U� .4.0C._4-7 APPrIbuz a ca.,6 /2-5 1 1 1 OP 10 8tEET C-4 PRELIMINARY 1 tn g lg 5 CEOPPER RYAN BEROUIST MOINEENEMETT ALLEN ORWat RYAN BERQUIST 815 TO 114E MN OMR 1242.2007 REYNED 1W PROME 07.051 DWO NAM 07.051Z PEV. July 29, 2010 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 RE: Request for Extension Development Permit No D08 -394 Riverton Court Building —1290 EMWS Dear Mr. Hamad, This letter is in response to your written request for an extension to Permit Number D08 -394. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 180 days from the date of expiration, through January 21, 2011. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, arshall hnician File: Permit No. D08 -394 W:\Pennit Center\Extension Letters\Pennits\2008\D08 -394 Permit Extension.doc jem Jim Haggerton, Mayor o" Department of Community Is evelopme, f Jack Pace, Director a,- 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 -431 -3665 Ian Hamad 4632 NE 89` St. Seattle, WA 98115 206 - 331 -1524 Bill Rambo City of Tukwila Department of Community Developmet 6300 Southcenter Blvd, Suite # 100 Tukwila, WA 98188 7/18/2010 Permit No. D08 -394 12910 East Marginal Way S, Tukwila Dear Sir 1 herewith request the 180 day extension for the above mentioned projects. Due to the extensive rain during spring we are running behind schedule. Best regards, FZECEIVED JUL 2 0 2010' Gonnm i� r� 6 l124 d OK' /F.extAeJ lefe 0( OJ -ZJ -/D IAN HAMAD 4632 NE 89 ST SEATTLE WA 98115 Dear Permit Holder: Sincerely, -or- Bill Rambo Permit Technician File: Permit File No. D08 -394 • CityofTui»tla Jim Haggerton, Mayor Jack Pace, Director Department of Community .' evelopment RE: Permit No. D08 -394 12910 EAST MARGINAL WY S TUKW In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 07/25/2010. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before i1: is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 07/25/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DCD- PW- PERMIT CTR 6300 SOUTHCENTER BLUD TUKWILA, WA 98188 DCD- PW- PERMIT CTR 6300 SOUTHCENTER BLUD DCD -PW- PERMIT CTR TUKWILA, WA 98188 6300 SOUTHCENTER BLUD CLERK AUDI1 Jul 17, 09 16:29 ' TUKWILA, WA 98188 MERCHANT 0: 800800081214181 TERMINAL ID.: 01781593 TERMINAL 01781593 MERCHANT 8: 362313263885 ALL ACQUIRERS UISA CIK. 1165 TERMINAL ID. : 01781593 MERCHANT Al 000000001214187 CLERK 1165 I1108 TRANS CLERK bulH #$$$$$$$$$$$2016 Sunman Trans Total Sunmary SALE BY ISSUER Jul 17, 09 16:30 CARD NUMBER CARD TYPE BATCH: 000868 IHUOICE 1247131868 BATCH: 000068 TOTAL DATE: Jul 11, 89' TIME: 09:47 SEQ: 0002 AUT H 1025179 ' 1247131867 SALE 1165 017114 UISA $$$$$$c$$$$$$7291 UISA SALES 3 $33336.78 $110.80 TOTAL REFUNDS 0 -$0.00 1247131868 SALE 1165 025179 TOTAL 3 $33336.78 $$401$$$$$2876 UISA IAN HAMAD $33106.78 1247131869 SALE 1165 042615 K _ GRAND TOTALS $$1:$$$$01$$$3111 UISA I A 0 'A A80UE Ti" AMOUNT SALES 3 $33336.18 $68.00 ACC0RDI16 10 CARD ISSUER A EEHEHI REFUNDS 0 -$0.00 MERCHANT AGREEMENT IF CREDIT VOUCHER TOTAL 3 $33336.78 DCD -PW- PERMIT CTR 6300 SOUTHCENTER BLUD TUKWILA, WA 98188 1ERMINAL ID.: 01181593 MERCHANT 8: 000000001214187 Trans Total Su nar9 BY ISSUER CLERK 1165 Jul 11, 09 16:30 BRAND 101ALS SALES 3 $33336.78 REFUNDS 0 -$0.80 TOTAL 3 $33336,78 • • DCD- PW- PERPTIT CTR 6300 SOUTHCENTER BLUD TUKWILAr WA 98188 TERMINAL ID. : 01781593 MERCHANT 8: 800000001214167 Trans Total Sur BY ISSUER Jul 17, 09 16:29 UISA SALES 3 $33336.18 REFUNDS 0 -$0.00 10TAL 3 $33336.78 GRAND TOTALS UISA SALES 3 033336.78 SALES 3 $333336.78 REFUNDS 0 -00.00 REFUNDS 0 -00.80 TOTS! 2 333 36.78 TOTAL 3 033336.18 y --Settlement Report. -- DCD -PW- PERMIT CTR 6300 SOUTHCENTER BLUD TUKWILA, WA 98188 TERMINAL ID.: 01181593 BATCH: 000068 MERCHANT 0:080000001214187 FIRSIDATA Jul 17, 09 16:30 0K011716380068 SALES 3 REFUNDS 0 $33336.78 -$0.00 MERCHANT COPY $33106.78 Item # Description Fee Amount Pmt Amount Balance Account code 900 PHOTOCOPIES /DUP SERVICES $13.00 $13.00 $0.00 000/341.690 1001 BUILDING - NONRES $7,538.00 $7,538.00 $0.00 000/322.100 1101 PLAN CHECK - NONRES $4,899.70 $4,899.70 $0.00 000/345.830 1103 PLAN CHECK - WATER METER $0.00 $0.00 $0.00 000/345.830 1200 STATE BUILDING SURCHARGE $4.50 $4.50 $0.00 640.237.114 1400 BUILDING INVESTIGATION $0.00 $0.00 $0.00 000/322.800 2200 WATER CONNECTION $0.00 $0.00 $0.00 401/379.002 2210 WATER SPECIAL CONNECT $0.00 $0.00 $0.00 401/379.001 2400 WATER INSPECTION FEE $0.00 $0.00 $0.00 401/342.400 2500 WATER TURN -ON FEE $0.00 $0.00 $0.00 401/343.405 2600 WATER TEMPORARY METER $0.00 $0.00 $0.00 401.245.100 3900 TRAFFIC MITIGATION FEES $8,268.00 $8,268.00 $0.00 104.367.120 4100 WATER - ALLENTOWN /RYAN $0.00 $0.00 $0.00 401/379.004 4102 WATER - HOME /DEVELOP $0.00 $0.00 $0.00 401/379.002 5100 SEWER - ALLENTOWN /RYAN $0.00 $0.00 $0.00 402/379.004 5102 SEWER - HOME /DEVELOP $0.00 $0.00 $0.00 402/379.002 8100 FIRE IMPACT FEES $6,377.60 $6,377.60 $0.00 304.345.852 8200 PARK IMPACT FEES $6,731.68 $6,731.68 $0.00 301.345.851 30100 PW BASE APPLICATION FEE $250.00 $250.00 $0.00 000/322.100 30200 PW PLAN REVIEW $2,112.00 $2,112.00 $0.00 000/345.830 30210 PW ADDL PLAN REVIEW $0.00 $0.00 $0.00 000/345.830 30300 PW PERMIT /INSPECTION FEE $2,112.00 $2,112.00 $0.00 000/342.400 30310 PW ADDL PERMIT /INSP FEE $0.00 $0.00 $0.00 000/342.400 30400 PW PAVEMENT MITIGATION $0.00 $0.00 $0.00 000/344.101 30500 PW LAND ALT PLAN REVIEW $0.00 $0.00 $0.00 000/345.830 30510 PW LAND ALT PERMIT FEE $0.00 $0.00 $0.00 000/342.400 30600 PW ADDL INSPECTION FEE $0.00 $0.00 $0.00 000/342.400 30700 PW TYPE 'A' PERMIT $0.00 $0.00 $0.00 000/322.400 30800 PW TYPE 'B' PERMIT $0.00 $0.00 $0.00 000/322.400 32000 CASCADE WATER ALLIANCE $0.00 $0.00 $0.00 640.237.500 Fee Items- D08 -394 • Total Rows: 30 Page 1 09:17 08/17/2009 • Brenda Holt - Fwd: Re: Riverton Court Bldg (Traffic impact fees) D08 -394 From: Joanna Spencer To: Brenda Holt Date: 08/17/2009 7:51 AM Subject: Fwd: Re: Riverton Court Bldg (Traffic impact fees) D08 -394 CC: Joanna Spencer Brenda - FYI, I assume that's what you need from Ian. Joanna »> Ian Hamad <ian.hamad @gmx.net> 08/16/2009 8:28 PM »> Joanna, The proposed tenant I have Tined up for the space is a custom manufacturer of kitchen cabinets. He also has a line of granite counter tops, that he mostly imports. The business is mostly wholesale, as he targets builder and developers. I understand that in the event of a different use of the commercial space, the city will charge a different traffic impact fee depending on the actual use. Ian At 11:03 AM 8/14/2009, you wrote: >Ian - >The City assessment of Traffic Impact Fees for commercial - retail >portion of your building was based on a furniture store category >($0.13 sq ft/GFA). Please let us know,who the furniture store tenant will be. >Please note in the event that a different use of commercial /retail space >be utilized the City shall adjust the Traffic Impact Fee to reflect >the current use. >Please confirm that the applicant agrees to the above condition. > >Joanna Spencer >Development Engineer >City of Tukwila >Public Works Department >6300 Southcenter Blvd., Suite 100 >Tukwila, WA 98188 -2544 >phone: 206 - 431 -2440 >fax: 206 - 431 -3665 >jspencer @ci.tukwila.wa.us • Page 1 of 1 NEM file: / /C: \Temp \XPGrpWise \4A890C 1 Atuk- mail6300 -po l001736677119A591 \GW }0000... 08/17/2009 August 25, 2009 Ian Hamad Baumeister LLC 4632 NE 89 St Seattle, WA 98115 Dear Mr. Hamad, ifer Marshall it Technician File: Permit No. D08 -394 Encl • • Ciy of Tukwila Department of Community Development Jack Pace, Director RE: Request for Refund Development Permit No. D08 -394 Riverton Court Building —12910 EMWS Enclosed is a refund in the amount of $6,177.42. This amount is refunded due to a recalculation of the Traffic Mitigation fee by Public Works. If you have any questions, please feel free to contact the Permit Center at 206 - 431 -3670. Sincerely, W:\Permit CenterrRefunds\Refunds\DO8 -394 Permit Refund.doc Jim Haggerton, Mayor Page 1 of 1 i c znn Cn..hl.ennh., D Q..ihi. 41114 ex 71.1 / rd/ At.. /1 01 00 - 716 ._ - wet •ft - n_.. nne in n-e- August 17, 2009 To: Laurie Anderson Fr. Brenda Holt' Re: D08 -394 Please refund the following for the above referenced permit. The traffic impact fee for this project was calculated incorrectly, therefore a refund is due to the applicant. The applicant paid by credit card on July 17, 2009. I've attached a copy of the transaction receipt and reports for your reference. Traffic Impact Fee: $6,177.42 (acct number 104.367.120) Xc: File No. D08 -394 H:\Documents\Letters',D08 -394 - refund memo.doc bh • • • Joanna Spencer - Re:TRAFFIC MITIGATIONS D08 -394 ee From: Ian Hamad To: "Joanna Spencer" Date: 07/02/2009 11:00 PM Subject: Re:TRAFFIC MITIGATIONS D08 -394 Hello Joanna, There are a total of four residential units and 2694 sq ft of retail/commercial space. p�T ff I 0 - 16fr tiO ktodeAr Dos -395 Ian At 03:42 PM 7/2/2009, you wrote: Ian, Our Traffic Engineer, Cyndy Knighton is going to assess Traffic Mitigations. How many residential units are you proposing and what will be remaining area; need sq ft of new commercial or retail. tePC C 1 M PAC r <2(906 i 3 � 4 • ' ice %�A • Page 1 of 1 IMMIECEP 209 5 " kit 6y + 5226 , X268 % d)s PERMANENT FILE COPY )> DOB334 me:iik.,:wocuments ana Jettmgs\joanna.l UKWILA\Local Settings \Temp\XPgrpwise \4A... 07/16/2009 Land Uses Unit of Measure Zone 1 Zone 2 Zone 3 Zone 4 Cost per Trip All Other Uses $1,736.80 $1,357.77 $1,061.20 $819.38 Commercial - Retail Shopping Center up to 9,999 sq ft sq ft/GLA $4.18 $3.27 $2.55 $1.97 10,000 sq ft- 49,999 sq ft sq ft/GLA $3.51 $2.75 $2.15 $1.66 50,000 sq ft- 99,999 sq ft sq ft/GLA $3.03 $2.37 $1.85 $1.43 100,000 sq ft- 199,999 sq ft sq ft/GLA $2.61 $2.04 $1.59 $1.23 200,000 sq ft- 299,999 sq ft sq ft/GLA $2.38 $1.86 $1.45 $1.12 300,000 sq ft- 399,999 sq ft sq ft/GLA $2.82 $2.21 $1.72 $1.33 over 400,000 sq ft sq ft/GLA $3.17 $2.48 $1.94 $1.49 Miscellaneous Retail Sales sq ft/GFA $3.17 $2.48 $1.94 $1.49 Supermarket sq ft/GFA $7.73 $6.04 $4.72 $3.64 Convenience Market sq ft/GFA $14.39 $11.25 $8.79 $6.79 Nursery/Garden Center sq ft/GFA $2.62 $2.05 $1.60 $1.24 Furniture Store sq ft/GFA $0.22 $0.17 $0.13. $0.10 Car Sales - New /Used sq ft/GFA $4.56 $3.57 $2.79 $2.15 Auto Care Center sq ft/GLA $2.62 $2.05 $1.60 $1.24 Quick Lubrication Vehicle Shop Service Bay $2,899.10 $2,266.42 $1,771.37 $1,367.73 Auto Parts Sales sq ft/GFA $3.34 $2.61 $2.04 $1.58 Pharmacy (with Drive Through) sq ft/GFA $3.44 $2.69 $2.10 $1.62 Pharmacy (no Drive Through) sq ft/GFA $3.36 $2.63 $2.05 $1.58 Free Standing Discount Store sq ft/GFA $3.13 $2.44 $1.91 $1.47 Hardware /Paint Store sq ft/GFA $2.66 $2.08 $1.62 $1.25 Discount Club sq ft/GFA $3.13 $2.44 $1.91 $1.47 Video Rental sq ft/GFA $4.88 $3.82 $2.98 $2.30 Home Improvement Superstore sq ft/GFA $1.33 $1.04 $0.81 $0.63 Tire Store Service Bay $1,938.32 $1,515.31 $1,184.33 $914.45 Electronics Superstore sq ft/GFA $3.11 $2.43 $1.90 $1.46 Commercial - Office Administrative Office up to 9,999 sq ft sq ft/GFA $8.10 $6.33 $4.95 $3.82 10,000 sq ft- 49,999 sq ft sq ft/GFA $8.10 $6.33 $4.95 $3.82 50,000 sq ft- 99,999 sq ft sq ft/GFA $4.70 $3.67 $2.87 $2.22 100,000 sq ft- 199,999 sq ft sq ft/GFA $3.56 $2.78 $2.17 $1.68 200,000 sq ft- 299,999 sq ft sq ft/GFA $3.10 $2.43 $1.90 $1.46 over 300,000 sq ft sq ft/GFA $2.91 $2.27 $1.78 $1.37 Medical Office /Clinic sq ft/GFA $6.29 $4.91 $3.84 $2.97 • Attachment A Traffic Impact Fee Schedule 2007 • GLA= Gross Leasible Area GFA= Gross Floor Area VFP= Vehicle Fueling Positions (Maximum number of vehicles that can be fueled simultaneously) 3 • •mss- 3q g 1216, F cC,ou, b‘( _ 'to Aac,i„„<jf-u, r-/ 1 ‘ -07 RECEIVE AUG 14 2009 PERMIT CENTER Other _ a 0 ,.,.3 f r" POSTED on:. - 3 (" d0 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION /CODE ENFORCEMENT 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Tel: (206)431 -3670 ) f rg 0`I;.. , Request for Action #: h NOTICE & ORDER All persons engaged in doing or causing work to be done are hereby ordered to forthwith STOP WORK, pertaining to construction, alterations or repairs on these premises. Chapter 16.04 Tukwila Municipal Code. Located at: 71 i - "' . ` 1 `) _, = �. r ) VIOLATION: t t A, 7) 0, ? -.. A Time: S ? A.M /P.M. • BY FILE COPIr CORRECTIVE ACTION REQUIRED: ❑ Apply for a building permit within 15 days of this notice. ❑ Remove illegal construction within 15 days of this notice & call for re- inspection. ❑ Discontinue use of structure or portion thereof ❑ Vacate building and secure against entry. / e1 DO NOT REMOVE THIS NOTICE CODE OFFICIAL Jennifer Marshall - Bad permit From: Paul Cesmat To: Date: 07/31/2009 1:53 PM Subject: Bad permit • • Page 1 of 1 Hi Jennifer As I discussed with you we do not have anything to do with the project at 12910 East Marginal way. I can be contacted at 206 940 2080 if you have any further questions Thank You Paul file: / /C:\ temp\ XPGrpWise \4A72F758tuk- mail6300 -po 10016B6D3615E761 \GW }00001.... 08/13/2009 07 -02 -2009 IAN HAMAD 4632 NE 89 ST SEATTLE WA 98115 • city of Tukwila Department of Community Development Jack Pace; Director RE: Permit Application No. D08 -394 12910 EAST MARGINAL WY S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 08/07/2008, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 08/03/2009. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, dr - 4 14JP/s Bill Rambo Permit Technician File: Permit File No. D08 -394 • Jim Haggerton, Mayor f ?nn Corr thnontor Rnrrlo1iarr1 quite .ltlnn • Tirlruiila 1Nachinntnn OR1RR • Phnno• 211A 421.2A7/1 • ray. 911A_A21_2AAC June 9, 2009 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 RE: CORRECTION LETTER #3 Development Application Number D08 -394 Riverton Court Building —12910 East Marginal Way S Dear Mr. Hamad: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Department. The Fire, Planning and Public Works Departments have no comments at this time. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D08 -394 Cli)' of Tukwi W:\Pemrit Center \Correction Letters\2008\D08 -394 Correction Ltr #3.DOC wer • • Department of Community Development Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 • • Building Division Review Memo Date: May 1, 2009 Project Name: Riverton Court Building Permit #: D08 -394 Plan Review: Allen Johannessen, Plans Examiner Tukwila Buildings Division' 1 Allen Johannessen r 1 The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Floor /ceiling design is shown as 1 hour separation. Building construction is indicated as non sprinkled building with a fire alarm system. Therefore as a non - sprinkled building, a two hour separation shall be required between the R and M occupancy. Provide a 2 hour floor /ceiling type design separation between the R & M occupancies. In addition revise "Code Summary" Building Type (V -A) to indicate Two Hour separation between R -2 and M occupancies. (IBC Table 508.3.3) 2. Since a Two Hour separation shall be required between R -2 and M occupancies all supporting walls beams, post including stairways and elevator shafts shall be required to be rated two hour. Provide details and indicate on the floor plan a wall type detail for two hour construction. All supporting beams and elements shall have the same fire resistance rating. (IBC Section 704, 706.5, Section 707, 708.4 and Section 712) 3. At least one accessible route shall connect each level in multilevel buildings and facilities with an aggregate area of more than 3,000 square feet. When a building or portion of the building is required to be accessible, an accessible route shall be provided to each portion of the building, to accessible building entrances connecting accessible pedestrian walkways and the public way. Therefore an elevator extending to all floors shall be required. The elevator shall be provided with emergency backup power. (IBC 1104.4, 1104.3, 1105.1, 1105.1.1, 1105.1.6, 1107.6.2, 1007.6.2.2 *, Table 1107.6.1.1 and Chapter 30) * Washington State Amendments 4. Type A and Type B accessible units shall be provided in apartment houses. Accessible and type A units shall be apportioned among efficiency dwellings units, single bedroom units and multiple bedroom units, in proportion to the number of such units in the building. Identify which units is Type A or B and revise design if necessary to meet the accessible requirements. (IBC 1107.6* and 1107.6.2) * Washington State Amendments 5. The total rise of the stairway is approximately 13.4 feet. A flight of stairs shall not have a vertical rise greater than 12 feet between floor levels or landings. Revise plan to reduce vertical rise of stairs between landings or floor level to not exceed 12 feet. (IBC 1009.6) 6. The exterior sidewalks indicate a width of 3 feet. Clear width of an accessible rout shall comply with ICC A117.1 Table 403.5. For exterior routes of travel, the minimum clear width shall be 44 inches. • • In addition, at least 60 percent of all public entrances shall be accessible. Revise plan to show exterior sidewalks comply with width with the accessible route requirements to each entrance. (ANSI Table 403.5, IBC 1105.1 and 1101.2.2 *) * Washington State Amendments 7. Identify all exit signs at exit access doors and stairways. Exit signs shall be illuminated with emergency power or battery backup. (IBC 1011.1 & 1011.5.3) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. April 29, 2009 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 RE: Request for Extension #2 Development Application No. D08 -394 Riverton Court -12910 East Marginal Wy S Dear Mr. Hamad, This letter is in response to your written request for an extension to Permit Application Number D08 -394. The Building Official has reviewed your letter and considered your request to extend the above referenced permit application. The City of Tukwila Building Division will be extending the expiration date an additional 90 days, through August 3, 2009. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer shall it Technician File: Permit No. D08 -394 • Cizy of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director P:\Permit Center\Extension Letters\Applications\2008\D08 -394 Application Extension #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 Ian I Iamwd 4632 NE 89 St. Seattle, WA 98115 206 -331 -1524 Bob 1.3enedikto City of Tukwila Department of Community Developret 6300 Southcenter Blvd, Suite # 100 Tukwila, WA 98188 4/29/2009 BAUMEISTER /HAMAD Permit Application No. D08 -394 12910 East Marginal Way S, Tukwila 206 985 2559 P.01 Des regards, so()■■ t v ( • • Dear Sir I herewith request the 90 day extension for the above mentioned projects. The changes requested by the Department of Development have been incorporated into the plans, and have been submitted. 6f _&7.raa 9 - :94/4 el/.*h? e 0409 �-�-r 1 nil 21 04 -02 -2009 IAN HAMAD 4632 NE 89 ST SEATTLE WA 98115 RE: Permit Application No. D08 -394 12910 EAST MARGINAL WY S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 08/07/2008 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 05/04/2009 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 05/04/2009. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, elat (R outil Bill Rambo Permit Technician xc: Permit File No. D08 -394 • Cizy of Tukwila • Department of Community Development Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 4.31 -3665 March 27, 2009 Ian Hamad 4632 NE 89 St Seattle, WA 98115 Dear Mr. Hamad, Bill Rambo Permit Technician Enclosures File: D08 -394 • City O, f Tukwila RE: Letter of Incomplete Application # 1 to Correction Letter #2 Development Permit Application D08 -394 Riverton Court Building — 12910 East Marginal Way S P:\Permit CenterUncomplete Letters\2008\D08 -394 Inc Ltr #1 to Corr Ltr #2.DOC wer Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, e" ).#1 .0 q aAn i p.tr. Jim Haggerton, Mayor This letter is to inform you that your response to Correction Letter #2 received at the City of Tukwila Permit Center on March 25, 2009, is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Dave Larson at 206 431 -3678 if you have any questions concerning the attached comments. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenzer service. Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 Determination of Completeness Memo Date: March 26, 2009 Project Name: Riverton Court Building Permit #: D08 -394 Plan Review: Dave Larson, Senior Plans Examiner Tukwila Building 'Division Dave Larson, Senior Plan 'Examin' r The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please refer to item #2 on the last correction letter dated 12 -11 -08 by Allen Johannessen, Tukwila Plans Examiner. He noted that all plan sheets need to be stamped by an appropriate design professional. You returned everything as requested with the exception of the architectural pages. These pages will need to be stamped by a registered architect licensed in the state of Washington. Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. February 3, 2009 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 RE: Request for Extension #1 Development Application No. D08 -394 Riverton Court -12910 East Marginal Wy S Dear Mr. Hamad, This letter is in response to your written request for an extension to Permit Application Number D08 -394. The Acting Building Official has reviewed your letter and considered your request. While a 180 day extension was requested, it has been determined that the City of Tukwila will be extending the permit application expiration date an additional 90 days, through May 4, 2009. This smaller extension is due to the provision in the 2006 International Building Code stating that application extension dates are to be only 90 days each. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, City of Tukwila Department of Community Development Jack Pace, Director r Marshall Technician File: Permit No. D08 -394 P:\Pemut Center\Extension Letters\Permit Applications\2008\D08 -394 Application Extension.doc jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Jan Hamad 4632 NI 89 St. Seattle, WA 98115 206-331-1524 Best regards, BAUMEISTER /HAMAD Bob 13encdikto City of Tukwila Department of Community Developmet 6300 Southcenter Blvd, Suite # 100 Tukwila, WA 98188 Permit No. E:08 -1078 Development Application No. D08 -394 • • 206 985 2559 P.. 01 cITY JAN 2,7 Z009 PERMIT CENTER Dear Sir 1 herewith request the 180 day extension for the above mentioned projects. 1 just received the 2 °1i correction letter, and need to address the mentioned issues. -Iv -ey/a.dir, /9L 3'Cg January 26, 2009 0 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 RE: CORRECTION LETTER #4 2. Development Application Number D08 -394 Riverton Court Building —12910 East Marginal Way S Dear Mr. Hamad: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Fire, Planning and Public Works Departments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Fire Department: Al Metzler at 206 - 575 -4407 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 - 431 -2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throuMh the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Jennifer Marshall Permit Technician encl File No. D08 -394 • C of Tukwila P:\Permit Center\Correction Letters \20080D08 -394 Correction Ltr #2.DOC jem • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 Building Division Review Memo • • Date: December 11, 2008 Project Name: Riverton Court Building Permit #: D08 -394 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building. Division, . Allen Jo I hannessen,PlarrExarutin r The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet: stamped, not copied.) 1. The revised plan pages index is not consistent with the plan set. Some pages have no page numbers. Please provide a new plan set with all pages numbered and indexed in order with the new changes. In addition the previous correction letter requested "Provide a site plan separate from the civil plan that identifies parking, streets, cross streets, property lines relative to location of the building and that identifies location of side sewer, water and gas ", please provide the site plan. The new pages "index" may perhaps be indicated on that site plan. 2. All plan sheets shall be wet stamped and signed by a registered design professional in charge of the plan design. The engineered sheets already do show an engineers stamp and signature. Please provide all remaining sheets with the design professionals stamp and signature. (IBC 106.1) 3. Masonry construction shall be special inspected and evaluated. Provide a special inspection table that specifies Masonry level Type I or Type II Special Inspection for the masonry wall construction. (IBC 1704.5) 4. The new detail sheet A8.01 for the slab on grade shows insulation stopping at the bottom of the slab at the exterior wall. Slab on grade insulation shall extend to the top of the slab. Revise detail to show slab insulation extending to the top of the slab. (2006 WSEC 502.1.4.8) 5. For the detail #4 on sheet A8.01, show a 1" minimum vented air space between the underside of the roof sheathing and top of the insulation. (2006 WSEC Table 6 -1 # 3.) 6. The retail spaces show a unisex bathroom for each tenant. Please note that occupancies with 15 or fewer person's one unisex bathroom shall be allowed. Otherwise based on the number of occupants calculated by the square footage for each space, one bathroom for each sex shall be required (For your information only). Please note the square footage of each separate space on the plan. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Project Name: Riverton Court Bldg. 12910 East Marginal Wy S Permit File No.: D08 -394 Date: December 17, 2008 Reviewer: Al Metzler Fire Protection Project Coordinator (206)575 -4407 FIRE DEPARTMENT REVIEW COMMENTS 1. The fire department connection (FDC) must be within 50 ft. of a fire hydrant. Install a new fire hydrant located within 50 ft of the FDC or relocate the FDC to the west end of the building as discussed with Mr. Ian Hamad. 2. It is recommended that the fire line to the building be a minimum 6 inch line to allow for any future changes to fire protection requirements that increase demand. 3. The backflow preventer needs to be a DDCVA not a DCVA. 4. The detention vault lid needs to be rated for a load of 45,000 lbs. Please indicate this on the plans. DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS January 22, 2009 Ian Hammad D08 -394, Conditions 12910 East Marginal Way S NCC The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved subject to the following conditions(s): 1. Prior to issuance of the certificate of occupancy the applicant shall submit a revised site plan showing the details for the pedestrian plaza located in the front of the building. The plan shall include the location of benches, landscaping, and other pedestrian amenities. The final plan shall be approved by the Director of Community Development ". The site plan still shows an ADA ramp, however the BAR had approved a plaza in the front which is not shown. It was intended that the grades of the plaza area would allow for ADA access to the retail suites without the need for a ramp. 2. Prior to issuance the certification of occupancy the applicant shall have approved a right of way use agreement for the plaza area which will be located within the City's right of way. The agreements shall specify that the property owner is responsible for maintenance of the plaza area including landscaping. 1 PUBLIC WORKS DEPARTMENT COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: January 21, 2008 PROJECT: Riverton Court Bldg 12910 East Marginal Way s REVIEW #: 1 PERMIT NO: D08 - 394 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Provide explanation of relationship between ADS, Inc and StormTech. Was StormTech purchased by ADS, Inc. Who is going to certify in writing that the StormTech system was installed per manufacturer's recommendations? 2) A bond or other form of financial guarantee in the amount of 150% of right -of -way construction cost in the amount of $39,026 shall be submitted together with an Insurance Certificate naming City of Tukwila as additional insured. Contractor(s) performing work in the right -of -way shall obtain a Tukwila business license. 3) PW will grant a waiver to power undergrounding along property street frontage and is in the process of determining what paperwork shall be executed. 4) See attached mark -up for additional comments. (P:Laurie Admin/Joanna/Comments 2 D08 -394 PW) 01 -02 -2009 IAN HAMAD 4632 NE 89 ST SEATTLE WA 98115 RE: Permit Application No. D08 -394 12910 EAST MARGINAL WY S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 08/07/2008 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 02/03/2009 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 02/03/2009. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: er Ma shall Technician Permit File No. D08 -394 • city of Tukwila • Department of Community Development Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 Ian Hamad 4632 NE 89 St. Seattle, WA 98115 12/2/2008 Allen Johannessen City of Tukwila Dept. of Community Development Building Division 6300 Southcenter Blvd. #100 Tukwila, WA 98188 Best regards, .Q • • Subject: 12910 E Marginal Way S/ Riverton Court Building/ Permit D 08 -394 1. Building specifics have been added to the cover sheet (A0.00) 2. All requested information has been added to the site plan. There is no gas for this project. 3. Methods of weather proofing are shown on sheet A8.01 and A8.02. 4. Quality assurance program (special inspections for the CMU part are on the cover sheet (A0.00) General Notes #35. 5. Smoke alarms are on the floor plans. They are denoted as "SD ". 6. Concrete floor and slab insulation are shown on sheet A8.01 and A8.02. 7. Bathroom ventilation symbols are shown on the floor plans referenced in the General Notes (sheet A0.00) #31 to 34. Whole house ventilation is shown on the site plan. Roof ventilation is shown on page A8.01 detail 3 and 4. 8. UL listings for fire separation walls are listed on page A0.00 under Wall Type Notes. The floor plans show the specification of each fire wall. Fire /smoke separation in the attic is shown on sheet A3.02 detail 1. The attic access is shown on the floor plan of the third floor. 9. Window and door schedule is on sheet A9.01. 10. This project does not have any exterior porches only sliding glass doors with guardrails. 4 Ian Hamad 4632 NE 89 St. Seattle, WA 98115 12/2/2008 Al Metzler City of Tukwila Dept. of Community Development Fire Department 6300 Southcenter Blvd. #l00 Tukwila, WA 98188 1. Water availability statement from Water District 125 is attached 2. Location of nearest fire hydrant added to site plan 3. Location of fire line connection added to utilities plan (sheet C -4) 4. Location of Double Detector Check Valve Assembly added to utilities plan (sheet C -4) 5. Location of Fire Department Connnection added to utilities plan (sheet C -4) 6. Location of Post Indicator Valve added to utilities plan (sheet C -4) 7. Exemption letter for the fire access on the North side of the building is attached. Ian Hamad 4632 NE 89` St. Seattle, WA 98115 12/2/2008 Brandon Miles City of Tukwila Dept. of Community Development Planning Devision 6300 Southcenter Blvd. #100 Tukwila, WA 98188 Subject: 12910 E Marginal Way S/ Riverton Court Building/ Permit D 08 -394 1. The metal awnings along East Marginal Way South have been extended to four feet. (sheet A3.00 and roof detail) 2. A detail showing the finishes for the windows has been added (detail 12 on sheet A8.02) 3. Per Brandon Miles: Plaza design will be agreed on at a later stage. 4. Per Bandon Miles: Right of way use agreement will be provided at a later stage. 5. Verbiage regarding the fence on the East property line has been added to the site plan. 6. Irrigation plan has been added to the site plan. Best regards • • contour November 17, 2008 engineering, PLLC Joanna Spencer City of Tukwila, Dept. of Community Development 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 • • Subject: 12910 East Marginal Way South / Riverton Ct Bldg Permit D 08 -394 phone (253) 857-5454 fax (253) 857 -5458 email infoacontourpllc.com 2) Submit a separate construction cost estimate for work inside the city right -of -way. Submitted with report 3309 56`" Street NW Suite 106 Gig Harbor WA 98335 1) Submit a construction cost estimate for site work associated with your development on private property. Submitted with report 3) Submit Water Availability letter from water district #125 at (206) 242 -9547. Client to submit. Label the size of proposed new domestic meter. Note Added. 4) Sheet C -6 Detail 8 shows City of Tukwila DDCVA, however, I was unable to fmd location of proposed fire vault on your plans. Since water to your property is supplied by water district #125, please check with the district if City of Tukwila DDCVA detail shall be used or if water district #125 has their own detail. DDCVA located in mechanical room 5) Add a note "City of Tukwila Inspection of water service line(s) is required since Water District #125 does not inspect downstream of the meter." Note added 6) Show the nearest existing fire hydrant and it's distance to the property corner. Are any new hydrants being proposed? Hydrant located across street, 68 ft from property corner. No new hydrants proposed 7) Submit your water plans to water district #125 for review and approval and submit proof of their approval to public works. Client to submit Q' ABC t eOf 8) Submit a Sewer Availability letter from Valley View sewer district at (206) 242 -3236 and submit your plan for (i4C 4 0 ( District's review and approval. Submit proof of their approval to public works. Client to submit 4 . 9) Submit a letter from Contech Stormwater Solutions approving your storm drainage design and sizing. Was there a storm drainage report prepared? None was submitted to public works. Submitted with report 10) What is the roof cover material? Asphalt Shingles. Does roof drainage need to be treated or does the roof cover material not trigger roof run -off treatment requirement per 1998 King County Surface Water Design Manual? Roof drainage does not need to be treated • • 11) CBs #6 and 8 are private structures and shall be located on private property and not in the right -of -way. If not, provide justification why they need to in the right -of -way. CB 6 and 8 removed from plan 12) Show location of proposed construction entrance. Construction entrance added. 13) Cross reference the geotech report on your plan (title and date of the report and name, address and phone number of the geotech firm) Note added to plan. Geotech report submitted with report 14) Submit a separate plan (scale 1 " -10') showing frontal improvements and work inside the city right -of -way. Offsite plans submitted One street light (if none exists along your frontage) is required. One street light exists at NW property corner. If existing power is overhead, it shall be put underground along your frontage. Client to apply for —• a fiat exemption. Show how gas and power /telecommunication service will be brought to the property. Dry utilities added to plans 15) A bond or other form of financial guarantee in the amount of 150% of right -of way construction cost shall be submitted together with an insurance certificate naming City of Tukwila as additional insured. Contractor(s) performing work in the right -of -way shall obtain a Tukwila business license. Client to submit 16) Applicant shall execute a Hold Harmless Agreement for work in the right -of -way (see attached form) f+acLeot 17) See attached mark -up for additional comments. See Rev. 2 plan set Client to submit October 6, 2008 Mr. Ian Hamad 4632 N.E. 89 Street Seattle, Washington 98115 Re: 12910 East Marginal Way South Dear Mr. Hamad: We received your letter dated September 23, 2008, requesting permission to use a modified traffic aisle width for your project. The Fire Prevention Bureau will allow you to modify the standard City traffic aisle by reducing the width from 26 feet to 25 feet. If you have any questions, please call us at 206 -575 -4407. Yours truly, Battalion Chief Don Tomaso Fire Marshal Enclosure DT:ncd Headquarters Station: 444 Andover Park East City of Tukwila Steven M. Mullet, Maer Fire Department Nicholas J. Olivas, Fire Chief FILE COPY RECEIVED CITY OF TUKWILA DEC 0 5 6008 PERMIT CENTER • Tukwila, Washington 98188 • CORRECTION LTR #.®o Phone: 206 -575 -4404 • Fax: 206 - 575 - '(439 Ian Hamad 4632 NE 89 St. Seattle, WA 98115 12/2/2008 Joanna Spencer City of Tukwila Dept. of Community Development Public Works 6300 Southcenter Blvd. #100 Tukwila, WA 98188 Subject: 12910 E Marginal Way S/ Riverton Court Building/ Permit D 08 -394 Overhead power lines. Joanna, I talked to the local City Light representative Percy Schlimm (206- 386 -4246) regarding the overhead power lines. In order to bring those lines under ground, City Light would charge around $70.000.00. He also stated, that due to the nature of the power lines along E. Marginal Way (I understand they are high -power lines) City Light is opposed to this idea. I therefor request an exemption from the request to bring the power lines under ground. Best regards, CIT OF TUKWILA DEC 0 51008 PERMIT CENTER CORRECTION LTR# 3�� City of Tukwila Public Works Department 6300 SouthCenter Boulevard #100 Tukwila WA 98188 Attn: Joanna Spencer Subject StormTech Project: 12910 East Marginal Way South Dear Joanna, Looking at the drawings and the details on drawings for the referenced project, I concur that Contour Engineering has designed the system within the guidelines set fort by Stormtech. Contour Engineering has done numerous Stormtech designs and does a very exemplary job of utilizing the benefits and features of the Stormtech systems. If you have any specific questions about the Stormtech Systems and how they operate/function please call. Sincerely, Tom Hemphill CC Ian Hamad Baumeister, LLC THE MOST ADVANCED NAME IN DRAINAGE SYSTEM :3 October 1, 2008 Tom Hemphill Southern Puget Sound District Manager W ise 31 ADVANCED DRAINAGE SYSTEMS, INC., 4916 Pt. Fosdick Dr. NW #156, Gig Harbor WA 98335 PHONE: 253.279.1617 www. Ads- pipe.com — tom.hemphill@ads- pipe.com CITY OF TUKKWILA DEC 0 5 /111)R PERMIT CIENTER CORRECTION LTR# s September 16, 2008 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 RE: CORRECTION LETTER #1 Development Application Number D08 -394 Riverton Court Building —12910 East Marginal Way S Dear Mr. Hamad: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Fire, Planning and Public Works Departments. Building Department: Dave Larson at 206 - 433 -7163 if you have questions regarding the attached comments. Fire Department: Al Metzler at 206 -575 -4407 if you have questions regarding the attached comments. Planning Department: Brandon Miles at 206 - 431 -3684 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 - 431 -2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, encl wer Department of Community Development 6e t Holt Permit Coordinator • File No. D08 -394 P:\Permit Center\Colrection Letters \2008\D08 -394 Correction Ltr #1.DOC • Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 • Building Division Review Memo Date:. August 15, 2008 Project Name: Riverton Court Building Permit #: D08 -394 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examine i.I The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide a plan cover sheet that identifies the building specifics for type of construction, occupancy use, square footages for each occupant type and all relative building specifics for this project. Building statistics shall include number of each type of parking space, percentage of building foot print on the lot etc. Indicate if the upper levels are to be condominiums or apartments. 2. Provide a site plan separate from the civil plan that identifies parking, streets, cross streets, property lines relative to location of the building and that identifies location of side sewer, water and gas. The site plan shall identify exterior building windows and doors. 3. Provide details to show methods of weather proofing and other protections of the building envelope. Details shall include methods of weather proofing around windows and doors. 4. Please identify a quality assurance program with special inspections for the masonry construction of this project. (IBC Section 17 and section 2105) 5. Identify smoke alarms on the plans, throughout the building as required per 2006 IBC Section 907. 6. Identify slab on grade insulation or how insulation shall be provided to meet requirements of 2006 Washington State Energy Code 602.4. In addition revise the concrete floor cross section detail (pg.15) to reflect specifications recommended in the geotech report pages 7 & 8. 7. Identify bathroom ventilation, whole house ventilation and exterior roof ventilation. (2006 WSEC, WSVAIQC & IBC 1203.2) 8. Provide details for fire separations to include UL listing for the separations. In addition provide details for fire /smoke separations within the attic. Identify location for attic access. 9. Provide a window and door schedule. Not all windows and doors are identified on the plan. Identify all doors and windows with sizes. The window schedule shall identify egress windows and applicable safety glazing. Provide details for the storefront doors and windows. 10. Provide details for the exterior porch decks. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. FIRE DEPARTMENT REVIEW COMMENTS Project Name: Riverton Court Building 12910 East Marginal Way S Permit File No.: D08 -394 Date: August 27, 2008 Reviewer: Al Metzler Fire Protection Project Coordinator (206)575 -4407 1. Provide a water availability statement from Water District 125. 2. Show location of nearest fire hydrant by vehicular travel on site plan. 3. Show the fire line connection to the building on the utilities plan. 4. Show location of the Double Detector Check Valve Assembly on the utilities plan. 5. Show location of the Fire Department Connection on the utilities plan. 6. Show location of the Post Indicator Valve on the utilities plan. 7. The fire access on the North side of the building is required to be a minimum of 26 ft. The site plan shows 25 ft. f DATE: CONTACT: RE: ADDRESS: ZONING: • August 15, 2008 Ian Hammad D08 -394 12910 East Marginal Way S NCC PLANNING DIVISION COMMENTS • The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. The project was subject to design review and there were certain conditions placed on the design review approval. The proposed project does not comply with the approved design review application. 1. Per the condition that was placed on the project by the BAR "The metal awnings along East Marginal Way South shall be extended an extra foot in length to bring the total length of the awning is four feet ". This is not reflected on the elevations. 2. The BAR provided the following condition, "The windows details shall be updated to include windows sills and /or trim. The final detail shall be approved by the Director of Community Development ". Include a detail showing the finishes for the windows. 3. The BAR provided the following condition, "Prior to issuance of the development's building permit the applicant shall submit a revised site plan showing the details for the pedestrian plaza located in the front of the building. The plan shall include the location of benches, landscaping, and other pedestrian amenities. The final plan shall be approved by the Director of Community Development ". The site plan still shows an ADA ramp, however the BAR had approved a plaza in the front which is not shown. It was intended that the grades of the plaza area would allow for ADA access to the retail suites without the need for a ramp. 4. The BAR provided the following condition, "Prior to issuance of the development's building permit the applicant shall have approved a right of way use agreement for the plaza area which will be located within the City's right of way. The agreements shall specify that the property owner is responsible for maintenance of the plaza area including landscaping ". According to City records there not right of way use agreement pending with the City's Public Works Department. 5. Clarify what is proposed for the fence along the east property line. The BAR provided the following condition, "The fence along the east property line shall either be repaired or replaced. If replaced it shall be constructed to match the fence that is proposed along the recreation area ". 6. A irrigation plan needs to be included with the landscaping plan v Comments 1 D08 -394 Page 2 September 12, 2008 PUBLIC WORKS DEPARTMENT COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: September 12, 2008 PROJECT: Riverton Court Bldg 12910 East Marginal Way s REVIEW #: 1 PERMIT NO: D08 -394 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Submit a construction cost estimate for site work associated with your development on private property. 2) Submit a separate construction cost estimate for work inside the City right -of -way. 3) Submit Water Availability letter from Water District #125 at (206) 242 -9547. Label the size of proposed new domestic meter. 4) Sheet C -6 Detail 8 shows City of Tukwila DDCVA, however, I was unable to find location of proposed fire vault on your plans. Since water to your property is supplied by Water District #125, please check with the district if City of Tukwila DDCVA detail shall be used or if Water District #125 has their own detail. 5) Add a note "City of Tukwila Inspection of water service line(s) is required since Water District #125 does not inspect downstream of the meter." 6) Show the nearest existing fire hydrant and its distance to the property corner. Are any new hydrants being proposed? 7) Submit your water plans to Water District #125 for review and approval and submit proof of their approval to Public Works. 8) Submit a Sewer Availability letter from Valley View Sewer District at (206)242 -3236 and submit your plans for District's review and approval. Submit proof of their approval to Public Works. 9) Submit a letter from Contech Stormwater Solutions approving your storm drainage design and sizing. Was there a storm drainage report prepared? None was submitted to Public Works. 10) What is the roof cover material? Does roof drainage need to be treated or does the roof cover material not trigger roof run -off treatment requirement per 1998 King County Surface Water Design Manual? 11) CBs # 6 and 8 are private structures and shall be located on private property and not in the right -of- way. If not, provide justification why they need to be in the right -of -way. 12) Show location of proposed construction entrance. 13) Cross reference the geotech report on your plan (title and date of the report and name, address and phone number of the geotech firm). 14) Submit a separate plan (scale 1 " -10') showing frontal improvements and work inside the City right - of -way. One street light (if none exists along your frontage) is required. If existing power is overhead, it shall be put underground along your frontage. Show how gas and power /telecommunication service will be brought to the property. 15) A bond or other form of financial guarantee in the amount of 150% of right -of -way construction cost shall be submitted together with an Insurance Certificate naming City of Tukwila as additional insured. Contractor(s) performing work in the right -of -way shall obtain a Tukwila business license. 16) Applicant shall execute a Hold Harmless Agreement for work in the right -of -way (see attached form). 17) See attached mark -up for additional comments. (P:Laurie Admin/Joanna/Comments I D08 -394 PW) Work Location: Abbreviated Work Description: Indemnification and Hold Harmless and Permit Temporary in Nature NOW, THEREFORE, the parties agree as follows: Page 1 of 3 Reference Number(s) of Related Document(s): ')C ' / (- Grantor /Borrower: SC (f 1414 Hama 0( Grantee /Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington 141 10 6". Ha.r i Aa( G(11 '. 74 ilq, LQ4 . W ®r k rxrf o r aA..eo( I /0L4 (J' c. c,J Kt. co og-L< (a coon okA tritaileA 4Sove f ro f LT R# CITY OF TUKWILA DEC 0 5 2008 The Permittee shall indemnify, defend and hold harmless the City, its officer agents and employees, from and against any and all claims, losses or liabilitOWTCENTER including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. CORRECTION f DATED this t� day of 46 tie je t+ , 200 GRANTOR(s): GRANTOR(s): GRANTOR(s): individual(s) COUNTY OF KING STATE OF WASHINGTON On this / day of //O it'I+ r , 200Sy, before me a Notary Public in and for the State of Washington, personally appeared 6 (f i'a.rN tkiY i cr( , and , to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he /she /they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Jct1E A. I li (seal) = ,�.`gsio'p...... ; 4 OT 'fo �4i0 i =C' ol !", n 41 8 oc Name: ss. an >° / - rthKI NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: ( 019 - I U Page 2. of 3 1 - rh DATED this 10 day of (u 200 GRANTEE: CITY of TUKWILA By: csrKl�,b- Print Name: James Morrow Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. „.•\‘"``‘ I %I l i o .W 3T Ai? 4 ep', (seal) - • CO 9 ' s 29_ \o Washington, residing at /1 - Name: A C NOTARY PUBLIC, in and for the State of LL My commission expires: J 5 9-- ( Page 3 of 3 DEPARTMEN B I ding Divisio Public Works Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 • PEWIT COORD COP \• PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 - 394 DATE: 10/25/10 PROJECT NAME: RIVERTON COURT BUILDING SITE ADDRESS: 12910 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 after Permit Issued ❑ Structural IV Prevention Prevention Incomplete n [t9 Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10/26/10 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 Structural Review Required ri No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE: 11/23/10 Approved Approved with Conditions ri Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Not Applicable Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ° PE IT If • PLAN REVIEW /ROUTING SLIP DEPART ENTS: T ing D sion Wiz z of ,0 P is Work V Complete APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 Structural Incomplete ACTIVITY NUMBER: D08 -394 DATE: 10 -30 -09 PROJECT NAME: RIVERTON COURT SITE ADDRESS: 12910 EAST MARGINAL WAY S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ X Revision # 1 After Permit Issued Atireveintfn DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Prh- kr M111,1 Planning Division 4 Permit Coordinator DUE DATE: 11 -03-09 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 21 Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE: 12-01-09 Approved n Approved with Conditions X Not Approved (attach comments) u Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -394 DATE: 06 -12 -09 1 PROJECT NAME: RIVERTON COURT BUILDING SITE ADDRESS: 12910 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter X Response to Correction Letter # 3 Revision # After Per. EPARTM ENTS: L 1bo Building i Lon Fire Prevention Planning Division Public Works ❑ Structural n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 VERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP Incomplete ❑ Structural Review Required DUE DATE: 06 -16-09 No further Review Required DATE: Approved n Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Not Applicable n DUE DATE: 07-14-09 n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: F � e k off' J AS m lylslon Public Works Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 • MI CU • Q 4+ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -394 DATE: 04 -20 -09 PROJECT NAME: RIVERTON COURT BUILDING SITE ADDRESS: 12910 East Marginal Way S Original Plan Submittal X Response to Incomplete Letter # 1 X Response to Correction Letter # s» Revision # After Permit Issued APPROVALS OR CORRECTIONS: Fire Prevention Structural DETERMINATION OF CO LETENESS: (Tues., Thurs.) Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required Approved Approved with Conditions Notation: REVIEWER'S INITIALS: Planning Division n Permit Coordinator DUE DATE: 04 -21-09 n No further Review Required DATE: DATE: Not Applicable n DUE DATE: 05-19-09 Not Approved (attach comments) n Permit Center Use Only (� CORRECTION LETTER MAILED: l // o I — D - 1 p Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -394 DATE: 03 -25 -09 PROJECT NAME: RIVERTON COURT BUILDING SITE ADDRESS: 12910 EAST MARGINAL WAY S Original Plan Submittal X Response to Correction Letter # 2 DEPARTMENTS: cjl 3?(M Building Division �- Public Works Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 • r:f G4►oi PLAN REVIEW /ROUTING SLIP 0 A ilk kiA1C1 1D? ►_ Fire Prevention Incomplete Structural Review Required Response to Incomplete Letter # Revision # After Permit Issued Structural 1 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03-26-09 Permit Center Use Only INCOMPLETE LETTER MAILED: 7" LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: n No further Review Required DATE: DUE DATE: 04 -23 -09 Not Approved (attach comments) DATE: Planning Division Not Applicable n I 1 n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -394 DATE: 12 -05 -08 PROJECT NAME: RIVERTON COURT BUILDING SITE ADDRESS: 12910 EAST MARGINAL WY S X Response to Correction Letter # 1 DEPARTMENTS: Buil•i%g Division Public Works r I a.arn�,ll i-n-01 ERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Original Plan Submittal Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route Structural Review Required ri No further Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP WA/ ftii Bldg 14 ill (t&Wiuk \,"PiGS Fire Prevention Structural I 1 Permit Coordinator ❑ Incomplete Fire [ C Response to Incomplete Letter # Revision # After Permit Issued Ping ❑ PW Staff Initials: AN 0 I -22 Pla Wing Division Lbl DUE DATE: 12-09-08 DATE: Not Applicable DUE DATE: 01 -06-09 DATE: 1 DEPA TM TS- AI( ++',.fit Bf!]ildi g Division h ublic Works t� PAM est ?1.1,...015 Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 * PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -394 DATE: 08 -07 -08 PROJECT NAME: RIVERTON COURT BUILDING SITE ADDRESS: 12910 EAST MARGINAL WAY S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # /) (ID d . , � Q ,21 -Qa Fire revention U X Structural D ETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Revision # After Permit Issued n Permit Coordinator DUE DATE: 08-12 -08 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DATE: DUE DATE: 09 -09 -08 Not Approved (attach comments) r/ DATE: 1 /IV 1 b Planning Division ►_, Not Applicable Permit Center Use Only CORRECTION LETTER MAILED: 1 1110'M Departments issued corrections: Bldg IN Fire L7 Ping 12' PW Staff Initials: �� REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE STAFF INI[T • LS 1 10'30 0 Received by: tiL 3 - U A111111 Summary of Revision: - S i 2,f_ L - k. - [ �Q.. AA vAeCA4 vii CAA (V 0 wl , 1»CVA revisio„►.s , Received by: k l\__J\ Received by: Ta,t,, Ha k4Q o( REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS r ).-- InI 211_° Received by: Summary of Revision: Summary of Revision: Jd1 (t (pp PM ?-7 c-koov - c D FA, tk-t k 'f (. v`` ll 1 in 'f l L Received by: k l\__J\ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INI'T'IALS S ummary of Revision: Received by: Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS S ummary of Revision: Received by: Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS S ummary of Revision: Received by: Summary of Revision: Received by: REVISION NO. DATE RECEIVED 1 STAFF INITIALS ISSUED DATE STAFF INITIALS S ummary of Revision: Received by: • PROJECT NAME: MVP, d'iv\ ( 0 rt PERMIT NO: . 1)10 6- � R SITE ADDRESS: 1a- ID Each I"avi4 -w( 3 ORIGINAL ISSUE DATE: `7- t 7--07 REVISION LOG ease print) (please print) (please print) (please print) Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l I 0 Plan Check/Permit Number: A O ' _ ( 1 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # /— after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: 2 r r v e t, C e,(_ tl Project Address: I� T(0 i o r f i Loi (,rJ o f Contact Person: _Li f7 ? I,c r eta* 4hone Number: Zi 3 1/ - tf 2- Summary of Revision: - i l'C „2„ ( a 3r4 //oor - Sheet Number(s): City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.ci.tukwila.wa.us l i'rc C4) , ( 1 -< 44 "Cloud" or highlight all areas of revision including date ofrevision Received at the City of Tukwila Permit Center by: k --- Entered in Permits Plus on [0 H:\Applications \Forms - Applications On Line \2010 Applications \7.2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 REVISION SUBMITTAL OC T 2 5 2010 PERMIT cEM'EA Date: (o / 0 4 l0 9 Project Address: 2.9 t O Contact Person: 1 t it owe G- .S C City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: iL //wyw yil Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: R 4J `-t-e3 v. C r \ wdoz:ii .i 5 1 t Summary of Revision: Ret.) i 5, ova C `t, C-Ig 1 L,.\5T6 D r 'rtft C.. d 4 C.t „n _ - -� !�C.�/� y am, 61.1. Add P n t 1 J C. V lA Wccrex- k Rt ,l 2u \5\ \su1 -3 p S mlA rs`)-R- - re5 ocC p( `S� OS- ( t `6 5- 3- Sheet Number(s): C c-{, C 4, C. `t; , 0 5- 1, 0 5- 3 "Cloud" or highlight all areas of revision including dat o revis Aas aulil paniaaad DOS'39 Phone Number: 2. 610 - 331 • t S Z RECEVED CITY OF TUKWILA OCT 3 0 2009 GeNTER Received at the City of Tukwila Permit Center by: Entered in Permits Plus on W--301) 7 H: 1Avolication .ffomma- AODliealioo9 On Linc12009-08 Revision Submitlal.doc Z8S -3 Z00 /Z00d SEZ -Z S99EZEt7903 pop /s5tromorTgnd -WOH3 9S:01 60, -LZ -60 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 ^REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: LP -- l2 — D Plan Check/Permit Number: - 39 y ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner AECEIVep CITY of ALA JUN 12 2009 PERMIT CENTER Project Name: LI Vc ( 69(A r Project Address: /2 6 1 / 0 C- Hak , tAg f G'a S Contact Person: 17 4 Phifne Number: 2a , 33 1 —/r2 Summary of Revision: /.P (r {_ca..— UrJJ 4 . & t. /flak 0 40 c, eAe,/ 0 I, Sheet Number(s): /le ( i f "Cloud" or highlight all areas of revision includin date of revision Received at the City of Tukwila Permit Center by: 4 Entered in Permits Plus on NO (1,24 c \ \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • City of Tukwila • REVISION ° SUBMITTAL . Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I L - LC) do i Plan Check/Permit Number: D08-394 • Response to Incomplete Letter # 1 ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: RIVERTON COURT BUILDING Project Address: 12910 East Marginal Way S Contact Person: f {C} a? Phone Number: Summary of Revision: 1 ) Cc fMl (A W( 0 TCM. ' (A G o • Sheet Number(s): "Cloud" or highlight all areas of revision including date of revi Received at the City of Tukwila Permit Center by: - in Permits Plus on 2 0 — er \applications \forms- applications on Iinc\revision submittal Created: 8 -13 -2004 Revised: 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 �2 0 4 F&.��d d � arr.A.iy46- Steven M. Mullet, Mayor Steve Lancaster, Director ivrlF TLIKWRA I ?R 2 0 2009 PERMIT CENTER Date: • 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Riverton Court Building Project Address: 12910 East Marginal Wy S Contact Person: TA LA r (,t (A00 C Plan Check/Permit Number: D08 -394 Summary of Revision: A ec Q (c' 4 L{c Sheet Number(s): "Cloud" or highlight all areas of revision includit t(of revis • t ( Received at the City of Tukwila Permit Center by: i ntered in Permits Plus on \applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Phone Number: 2t' 6 7 31 /S 2- 7 RECEIVED PERMIT catirER • City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2. - 2- f Plan Check/Permit Number: D08-394 ❑ 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: RIVERTON COURT BUILDING Project Address: 12910 East Marginal Way S Contact Person: Ian Hamad Phone Number(2o41 33/ -1 (2 i i f Summary of Revision: c ovvve c'L' .. -& flo a - u e C(A L ' t, le a( tat,- 1, G U V Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by y J Entered in Permits Plus on 121 \applications\forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: 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 CITY O TUKWILA DEC 0 5 2008 PERMIT CENTEh, ; : (To e Completed by Applicant) Part A B Purpose of Certificate: . Building Permit ❑ Preliminary Plat or PUD ❑ Other 1 ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi - Family 4 Commercial ❑ Other Applicants NameT NCB- A0-A Phone:(7%,)33 —1524 // Property Address or Approximate Location: Tax Lot Number: I 2-q I C� I, h')C<.r . -? 066X) 7 - 74- ,J S ( �,'.cv��.� Legal Description(AttachMap and Legal Description if necessary): p 7&L - 7 — i+2 50 R I vey's i cue— Z v - -er1-4-r bcw, �ac "S Vo 1 i � o Part (To Be Completed by Sewer Agency) II 1. t a. Sewer Service will be provided by side sewer connection only to an existing ( size sewer 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): DF.C, P5 4App "E 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. gl 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. 4. Service is subject to the following: PERMIT: $ P3 2 m; v► i 14,./.._v.-._ a. District Connection Ch, arges due prior to connection: Es-t--1 w,w cG �s +� 1v7.a.-re.d C O R R E C T 10 GFC: $ 3 0 SFC: $ `1Lo O UNIT: $ TOTAL: $ (Subject to Change on January 1st) LTR# 1 King County/METRO Capacity Charge: Currently, $5,721.40 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: Q Required ❑ May be Required , MS Imo 3 c. Other: -- tee c 1 4i ova c4 eXiSli oc r 'e�Gt-cLiz r. lo iv< c) p•P.�^rna� . c b-� d t Uvm , � € por By "N�ORAt aT irA1D ; BE NIIRt rtiEN Residential: $50 14816 Milan/ Road South P.O. Box 50 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY g Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby c= ify that the from - date of sign ve sewer agency information is true. This certification shall be valid for one year Commercial: $100 A 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 applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or 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 represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the 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. ..5. Application for and possible provision of sewer service to the Property shall be subject to and co 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. Tacknowled; e t at I have received the Certificate ofSewerAvailability/Non- Availability and this Attachment, and fully un , , /. t the terms and conditions herein. 1 I f Applican s 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental 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. j-"\ ,. „ . � • • ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON - AVAILABILITY Date Owner /Agent Sig , ature CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206 -433 -0179 Planning Division: 206 -431 -3670 h, CO. LOA rER i AgendifiPhone Z U E} -- z. - Y Sei .7 \applications \water availability (7 -2003) Printed: 9 -16 -03 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district Site address (attach map and legal despription show g hydrant location and size of main): /c9 'M) e mar nab U S OWt`IBI" l orlatio Name: ? a r- m Q d Address: 4 (®3 6 (.1-Th 5- -- Phone: s Q_ q I1 J on Name: Address: Phone: Jot" 3..1 1s.: This certificate is for the purposes of: [Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the �oloseettgjgt t5I a,I'r ra js,-,. 1 5 54 f . Area is served by (Water Utility District): VVl1 Grl a I till✓ ❑ Preliminary Plat 1-1.11.2 1. The proposed project is within 2. ©No improvements required. 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: RECEIVED CITY OF TUKWILA f I hereby certify that the above information is true and correct. By PERMIT NO.: ❑ Short Subdivision ❑ Other Date /O /T - (City /County) DEC 0 5 1008 PERMIT CENTER (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2 7 08 gpm at 20 psi residual for a duration of 2 hours at a velocity of 2-1 fps as documented by the attached calculations. CORRECTION LTR# 5. Water liability: Acceptable service can be provided to this project O 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. This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" PDS - /b /0-- �5 Date CAP feS • Attachment to Certificate of Water Availability King Co u try ', star District ' a oo 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 land use jurisdiction or governmental 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 real 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's Signature Date Og District Representative yL(� ye � Date to -to -og Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 1 United 100093999 08/07/2009 Until Cancelled $12,000.0008/14 /2009 Specialty 1 Insurance 0S10163708/07/200908/07/2010 $1,000,000.0008 /14/2009 Com Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 American Contractors Indem CO 100093999 08/07/2009 Until Cancelled $12,000.0008/14 /2009 Name Role Effective Date Expiration Date Hamad, Sufian PARTNER /MEMBER 08/14/2009 Untitled Page General /Specialty Contractor A business registered as a construction contractor with L&tI 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 Phone Address Suite /Apt. City State Zip County Business Type Parent Company Baumeister LLC 2063311524 4632 NE 89th St SEATTLE WA 98115 KING Limited Liability Company UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 602091042 ACTIVE BAUMEL *916NM CONSTRUCTION CONTRACTOR 8/14/2009 8/14/2011 GENERAL UNUSED Business Owner Information Bond Information Insurance Information • 1 Page 1 of 1 https://fortress.wa.gov/lni/bbip/Detail.aspx 08/14/2009 License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status WESTSCL965B7 WEST SEATTLE CONSTRUCTION LLC CONSTRUCTION CONTRACTOR GENERAL UNUSED 1/27/2004 1 /27/2010 ACTIVE OMNICC *144DS OMNI CONSTRUCTION CO CONSTRUCTION CONTRACTOR GENERAL UNUSED 3/10/1986 3/1/2002 ARCHIVED Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 2 CBIC SD4865 03/01/2002 Until Cancelled $12,000.00 02/05/2002 1 CBIC SD4865 03/01/2001 03/01/2002 $6,000.00 03/07/2001 Name Role Effective Date Expiration Date CESMAT, PAUL J PRESIDENT 03/07/2001 BUTLER, STEVEN W VICE PRESIDENT 03/07/2001 Untitled Page Other Associated Licenses Business Owner Information Bond Information Insurance Information • • General /Specialty Contractor A business registered as a construction contractor with LBtJ 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 Phone Address Suite /Apt. City State Zip County Business Type Parent Company OMNI BUILDERS INC UBI No. 2069380128 Status 2715 CALIFORNIA AVE SW SEATTLE WA 98116 KING Corporation License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 602083861 ACTIVE OMNIBI *996DG CONSTRUCTION CONTRACTOR 3/7/2001 3/10/2010 GENERAL UNUSED Page 1 of 2 https: // fortress .wa.gov /lni/bbip /Detail.aspx 07/17/2009 Parcel # 734060 -0774 12910 E. Marginal Way S Tukwila WA Site Area 12,538 + /- sqf. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Surveyor: Cramer Northwest, Inc. 945 N Central, Ste # 104 Kent, WA 98032 (253) 852 -4880 Civil Engineer: Contour Engineering, PLLC 3309 56th St. NW, Ste #106 Gig Harbor, WA 98335 (253) 857 -5454 Structural Engineer: John S. Apolis, P.E. 6311 17th Ave NE Seattle, WA 98115 (206)527 -1288 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Building Design: Flow Design Studios, LLC 3515 NE 67th Ave. Portland, OR 97213 (971) 238 -0911 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 CORRECTION LTR# 3 / R \ 02/16/09 pOS .... 56 1.1 Permit #: D08 -394 BUILDING NOTES/ PROJECT INFORMATION Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. 5344 REGIST t D j ARC / CT r t LYNN E. ' ERSON STATE OF W NINGTON A / , 1 O 1. STORAGE, DISPENSING OR USE OF ANY FLAMMABLE AND COMBUSTIBLE LIQUIDS, FLAMMABLE AND COMPRESSED GASES, AND OTHER HAZARDOUS MATERIALS SHALL COMPLY WITH THE UNIFORM FIRE CODE REGULATIONS AND 2006 WASHINGTON STATE AMENDED INTERNATIONAL BUILDING CODE. INTERIOR FINISH SHALL CONFORM WITH 2006 WASHINGTON STATE AMENDED INTERNATIONAL BUILDING CODE. ALL DIMENSIONS ARE TO FACE OF STUDS AND CENTERLINE OF COLUMNS, FACE OF CONCRETE UNLESS OTHERWISE NOTED. 4. ALL ELECTRICAL, MECHANICAL AND STRUCTURAL DESIGN IS "DESIGN- BUILD ", UNDER SEPARATE COVER CONTRACTOR TO PROVIDE ENERGY CALCULATIONS AND ANY REQUIRED DRAWINGS. 5. DO NOT SCALE DRAWINGS. 6. CONTRACTOR SHOULD VERIFY ALL DIMENSIONS. 7. FOOTINGS DESIGNED FOR 2000 P.S.F. ASSUMED BEARING. BEARING STRATA, GRANULAR MATERIAL AND COMPACTION TO BE INSPECTED AND APPROVED BY SOILS CONSULTANT PRIOR TO POURING CONTRETE. 8. HEATING AND ELECTRICAL BY OTHERS. ENSURE BUILDING MEETS CURRENT VENTILATION REQUIREMENTS. 9. GRADES FOR SOIL AND FLOOR LEVELS ARE BASED ON A 0' -0" ELEVATION FOR MAIN FLOOR AND ARE ASSUMED. 10. ALL CONSTRUCTION WORK SHALL BE DONE IN STRICT COMPLIANCE WITH THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, AS AMMENDED BY THE STATE OF WASHINGTON, ALL OTHER STATE AND LOCAL CODES AND BUILDING REQUIREMENTS THAT APPLY. 11. THE CONTRACTOR AND SUBCONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON DRAWINGS AND AT THE EXISTING BUILDING. NOTIFY DESIGNER OF ANY DISCREPANCIES PRIOR TO START OF WORK. 12: Biri live CONTRACTORS AND SUBCONTRACTORS SHALL CAREFULLY EXAMINE THE SITE AND THE CONSTRUCTION DOCUMENTS OF THE WORK. ERRORS AND OMISSIONS IN THE PLANS OR SPECIFICATIONS SHALL BE CALLED TO THE ATTENTION OF THE DESIGNER PRIOR TO SUBMISSION OF BID SO THAT ADDENDA MAY BE ISSUED. FAILURE TO DO SO ON THE PART OF THE CONTRACTOR DOES NOT RELIEVE HIM OF THE RESPONSIBILITY TO PROVIDE A CORRECT AND FINISHED PRODUCT. 13. IF REQUIRED, SUBCONTRACTORS TO OBTAIN AND PAY FOR ALL PERMITS. THE OWNER SHALL PAY FOR ALL UTILITIES USED DURING CONSTRUCTION. 14. CONTRACTOR SHALL KEEP AREAS FREE OF DEBRIS (I.E., NAILS, SCREWS) AT ALL TIMES AND SHALL BE RESPONSIBLE FOR IMMEDIATE REPAIR OF ANY DAMAGED MEMBRANES OR SURFACES. 15. NO STORAGE OUTSIDE OF BUILDINGS SHALL BE ALLOWED WITHOUT AUTHORIZATION BY OWNER. 16. OWNER SHALL NOT BE RESPONSIBLE FOR TOOLS OR MATERIAL GOODS STOLEN OR DAMAGED ON SITE. 17. ALL SUBSTITUTIONS SHALL BE SUBMITTED TO AND APPROVED BY OWNER AND DESIGNER PRIOR TO IMPLEMENTATION. 18. ANY CONTRACTOR- DESIGNED ITEMS TO BE SUBMITTED TO AND APPROVED BY OWNER AND DESIGNER PRIOR TO IMPLEMENTATION. 19. ALL GYPSUM BOARD TO BE MINIMUM 5/8" THICK AND SHALL BE SCREWED TO 3 -1/2" MINIMUM) STUDS AT 16" O.C. 20. CONTRACTOR SHALL WARRANTEE ALL PARTS, LABOR, EQUIPMENT AND MATERIAL PROVIDED UNDER THIS CONTRACT FOR A PERIOD OF ONE (1) YEAR, UPON COMPLETION OF CONTRACT. 21. ALL FINISH MATERIALS TO BE SELECTED BY OWNER. ALL FINISH SCHEDULE COLORS TO BE SELECTED BY OWNER AND APPROVED BY OWNER, IF NOT INDICATED. GENERAL NOTES 22. ALL STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND HVAC WORK TO BE DESIGN BUILD. 23. DISPOSE OF ALL PAINT MATERIALS OFF SITE. DO NOT POUR DOWN THE DRAINS, CATCH BASINS OR IN LANDSCAPING. 24. PROVIDE LABELED TOUCH -UP PAINT AND STORE AS DIRECTED BY OWNER. 25. ALL GYPSUM BOARD SURFACES TO BE PAINTED SHALL BE SMOOTH UNLESS NOTED OTHERWISE. 26. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES SUCH AS: SANITARY AND STORM SEWER, WATER, NATURAL GAS, AND ELECTRICAL LINES. CONTRACTOR SHALL VERIFY EXISTING ELECTRICAL SERVICE AND SHALL PROVIDE ADDITIONAL SERVICE AS REQUIRED. 27. UPON COMPLETION OF WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE RETURN TO OWNER OF ALL MASTER KEY ORIGINALS OR SHALL PAY EXPENSES REQUIRED TO RE -KEY BUILDING. 28. ELECTRICAL ENGINEERING AND CIRCUIT LAYOUT TO BE PROVIDED BY CONTRACTOR. 29. SUBMIT, IF REQ., ELECTRICAL AND MECHANICAL DRAWINGS TO OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. 30. UPON COMPLETION OF THE WQRK, THE CONTRACTOR SHALL THOROUGHLY CLEAN THE PREMISES AND WASH THE INSIDE OF ALL WINDOWS SO THAT SPACE IS READY FOR OCCUPANCY BY OWNER. 31. VENTILATING FAN SHALL BE OF THE CEILING MOUNT, ENERGY STAR RATED TYPE, WITH NO LESS THAN 90 CFM AND NO MORE THAN 0.7 SONE AS CERTIFIED BY THE HOME VENTILATING INSTITUTE (HVI) AT 0.1 STATIC PRESSURE IN INCHES WATER GAUGE. POWER CONSUMPTION SHALL BE NO GREATER THAN 21 WATTS AND ENERGY STAR RATED WITH EFFICIENCY RATING OF NO LESS THAN 4.3 CFM/WATT. THE MOTOR SHALL BE TOTALLY ENCLOSED, FOUR POLE CONDENSER TYPE ENGINEERED TO RUN CONTINUOUSLY. 32. POWER RATING SHALL BE 120V/60HZ. DUCT DIAMETER SHALL BE NO LESS THAN 4" AND TERMINATE TO THE OUTSIDE OF THE BUILDING. FAN SHALL BE UL AND CUL LISTED FOR TUB /SHOWER ENCLOSURE WHEN USED WITH GFCI BRANCH CIRCUIT WIRING. 33. FAN CONTROLS: 24 HOUR CLOCK TIMER WITH CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL @ ACCESSIBLE. 34. OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. 35. QUALITY ASSURANCE PROGRAM (SPECIAL INSPECTIONS) FOR THE CMU PART PER IBC SECTION 17 AND SECTION 2105 ARCHITECTURAL A0.00 BUILDING NOTES /PROJECT INFORMATION A0.01 WALL /FLOOR ASSEMBLY NOTES /ADA NOTES SITE PLAN /FIRST FLOOR PLAN SECOND FLOOR PLAN THIRD FLOOR PLAN AND ROOF PLAN EXTERIOR ELEVATIONS BUILDING SECTIONS WALL SECTIONS WALL SECTIONS STAIR PLANS, SECTIONS AND DETAILS DETAILS DETAILS DOOR AND WINDOW SCHEDULE A2.01 A2.02 A2.03 A3.00 A3.01 A3.02 A3.03 A7.01 A8.01 A8.02 A9.01 CIVIL C1 C2 C3 C4 C5 C6 C7 C8 SITE DEVELOPMENT SITE DEVELOPMENT SITE DEVELOPMENT SITE DEVELOPMENT SITE DEVELOPMENT SITE DEVELOPMENT SITE DEVELOPMENT SITE DEVELOPMENT WALL TYPE - W1 GA FILE NO. WP 3514 GYPSUM WALLBOARD, WOOD STUDS ONE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLES TO EACH SIDE OF 2 X 4 WOOD STUDS 16" O.C. WITH 11/4" TYPE W DRYWALL SCREWS 12" O.C. JOINTS STAGGERED 16" ON OPPOSITE SIDES. (35 to 39 STC) FIRE TEST: SWRI 01- 4511 -619, 8 -19 -92 SOUND TEST: SEE WP 3520 (G &H NG- 246FT, 7 -2 -65) IWALL TYPE - W3 GA FILE NO. WP 3605 GYPSUM WALLBOARD, WOOD STUDS ONE LAYER 5/8" TYPE X PLAIN OR PREDECORATED GYPSUM WALLBOARD, WATER- RESISTANT GYPSUM BACKING BOARD, OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLES TO EACH SIDE OF 2 X 4 WOOD STUDS 16" O.C. WITH 6D COATED NAILS, 1 -7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. JOINTS OF SQUARE EDGE, BEVEL EDGE OR PREDECORATED WALLBOARD MAY BE LEFT EXPOSED. JOINTS STAGGERED 16" ON OPPOSITE SIDES. (30 to 34 STC) FIRE TEST: UL R1319 -4, -6, 6- 17 -52; UL R2717 -39, 1- 20 -66; UL R3501 -52, 3- 15 -66, UL DESIGN U305; ULC DESIGN W301 SOUND TEST: OR 64 -8, 2 -4 -64 WALL TYPE -W5 DRAWING INDEX GA FILE NO. WP 3242 - GYPSUM WALLBOARD, RESILIENT CHANNELS, MINERAL OR GLASS FIBER INSULATION, WOOD STUDS RESILIENT CHANNELS 16" O.C. ATTACHED AT RIGHT ANGLES TO ONE SIDE OF 2 X 4 WOOD STUDS 16" OR 24" O.C. WITH 11/4" TYPE S DRYWALL SCREWS. ONE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO CHANNELS WITH 1" TYPE S DRYWALL SCREWS 8" O.C. WITH VERTICAL JOINTS LOCATED MIDWAY BETWEEN STUDS END JOINTS BACKBLOCKED WITH RESILIENT CHANNELS. 3" MINERAL OR GLASS FIBER INSULATION IN STUD SPACE. OPPOSITE SIDE: ONE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT PARALLEL OR AT RIGHT ANGLES TO STUDS WITH 6D CEMENT COATED NAILS, 17/8" LONG, 0.0915" SHANK, 15/16" HEADS, 7" O.C. VERTICAL JOINTS STAGGERED 24" ON OPPOSITE SIDES. SOUND TESTED WITH STUDS SPACED 24" O.C. (STC =50). ALSO SOUND TESTED WITH STUDS SPACED 16" O.C. AND WITH TWO LAYERS OF 5/8" TYPE "X" GYPSUM BOARD ON THE RESILIENT CHANNEL SIDE (STC =50). (LOAD - BEARING) FIRE TEST: BASED ON UL R14196, 05NK05371, 2- 15 -05, UL DESIGN U305 SOUND TEST: NRCC TL93 -103, 3 -98 NRCC TL93 -118, 3 -98 WALL TYPE NOTES C9 SITE DEVELOPMENT C10 SITE DEVELOPMENT OS1 FRONTAGE IMPROVEMENTS OS2 FRONTAGE IMPROVEMENTS OS3 FRONTAGE IMPROVEMENTS STRUCTURAL S1 STRUCTURAL ENGINEERING S2 STRUCTURAL ENGINEERING S3 STRUCTURAL ENGINEERING S4 STRUCTURAL ENGINEERING LANDSCAPING L1 LANDSCAPING PLANS /DETAILS L2 LANDSCAPING PLANS /DETAILS SURVEY S 12881 SI S 1281h SI PARCEL # 734060 -0774 12910 E. MARGINAL WAY S, TUKWILA, WA VD©D DTY MAP N.T.S. 43 4 WALL TYPE - M7n 9? 1 -1/2" = WALL TYPE -Mt , 1 -1/2" = 1'-®" aLLL TYPO - 1 -1/2" = 9' IU IN NE MN I: :: IN IN IN NE 11 ON IN NE IN I ■.N■ NOME MINN ■.E■ BEEN ■.E■ NONE •■•• NMINN NUM NOON ...E NOON ■.M■ ■IM■ NOON NUM .... NOON NINE MINN NINE ■.M■ ...E MIEN .IOM ■IEN MIEN MINN D° WALL TYPO -'100 1 -1/2" = A • 5 N 5/8" TYP "X" GYP. BD. BOTH SIDES 2 X 4 WOOD STUDS @ 16" O.C. (TYPICAL) 1 - HOUR RATING GA FILE-1\10:WP 35T4 5/8" CEMENT. BD. /GREEN BD. ON WET SIDE 5/8" TYPE "X" GYP. BD. ON OPP. SIDE 2 X 6 WOOD STUDS @ 16" O.C. (TYPICAL) 3 -1/2" ACOUSTICAL INSULATION LAP SIDING BUILDING PAPER 1/2" WD. SHEATHING 2 X 6 WOOD STUDS @ 16" O.C. (TYPICAL) 5 -1/2" BATT INSULATION R -21 MIN. VAPOR BARRIER 5/8" TYPE "X" GYP. BD. 8" CONC. FOUNDATION WALL DAMP PROOFING s 1" DRAINAGE BOARD 2" RIGID INSUL. NORTH ED � CODE SUMMARY OCCUPANCY GROUP: BUILDING TYPE: BUILDING HEIGHT: APPLICABLE CODE: (RETAIL AREA TOTAL SQ.FT. OF RETAIL AREA: RESIDENTIAL AREA TOTAL SQ.FT. OF RESIDENTIAL AREA: 'AUTOMOBILE PARKING' RETAIL RESIDENTIAL IBICYLE PARKING' RETAIL RESIDENTIAL PROJECT INFORMATION 43 II GROUP R -2 AND GROUP M OCCUPANCY TYPE V -A (1 HOUR) TOTAL RETAIL AREA = 2,694 SQ. FT. TOTAL RESIDENTIAL AREA = 8,032 SQ. FT. AUTOMATIC FIRE SPRINKLERS W/ AUDIBLE AND VISUAL DEVICES THREE (3) STORY INTERNATIONAL BUILDING CODE (IBC), 2006 EDITION WASHINGTON STATE AMMENDMENTS, WAC 51 -50 NATIONAL ELECTRIC CODE (NEC), 2005 EDITION = (1 SPACE PER 10 PARKING STALLS) = 2 SPACES PROJECT WORM/MGM 5/8" TYP "X" GYP. BD. BOTH SIDES 2 X 4 WOOD STUDS @ 16" O.C. (TYPICAL) 3 -1 /2" ACOUSTICAL INSULATION = (2,694/1000)X2.5 = 7 SPACES = (2 FOR EACH DWELLING UNIT THAT CONTAINS UP TO 3 BEDROOMS) = 10 SPACES = (1 SPACE PER 50 BARKING WITH A MIN. OF 2 SPACES) = 2 SPACES WALL TV'WIE�.M7n5:: 1 -1/2" = 1' PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By �k e 5 Date: REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 5/8" TYPE "X" GYP. BD. EACH SIDE 2 X 6 WOOD STUDS @ 16" O.C. (TYPICAL) 5 -1 /2" ACOUSTICAL INSULATION 7/8" MTL. RESILIENT CHANNELS R.S. PWD. SIDING BUILDING PAPER 1/2" WD. SHEATHING 2X6 WOOD STUDS @ 16" O.C. (TYPICAL) 5 -1/2" BATT INSULATION R -21 MIN. VAPOR BARRIER 5/8" TYPE "X" GYP. BD. 2,694 SQ. FT. 8,032 SQ. FT. SEPARATE PERMIT REQ IRED FOR gyebbanical tar actrlcal P mbing Was Piping City of Tukwila BUILDING DIVISION CODE COMPLIANCE APPROVED JUN 2 9 2009 As City of Tukwila BUILDING DIVISION 1 PARTITION AND WALL TYPES 3 EXITING /OCCUPANT SUMMARY RETAIL TOTAL OCCUPANT LOAD EXIT WIDTH PROVIDED - RETAIL: RESIDENTIAL TOTAL OCCUPANT LOAD EXIT WIDTH PROVIDED - FLOOR 3: EXIT WIDTH REQUIRED - FLOOR 2: SITE COVERAGE PERCENTAGE OF BUILDING FOOT PRINT ON THE LOT: 29.8% (BUILDING FOOT PRINT 3742 SF / LOT SIZE 12,538 SF ) 11 WALL TYPO - 1 -1/2" = 9 : -0 " WALL TYPE e 1.1/2" =1'=®" By Date: 5/8" CEMENT. BD. /GREN BD. ON WET SIDE 5/8" TYPE "X" GYP. BD. ON OPP. SIDE 2 X 4 WOOD STUDS @ 16" O.C. (TYPICAL) 3 -1/2" ACOUSTICAL INSULATION 8X8X16 SPLIT FACE CMU FI E COPY Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of - dopted code or ordinance. Receipt of approved Fit-.; .' p - d condition is ac orlitedged: di 1 AA,...4 City Of l'hkwlla BUILDING DIVISION (27) 108 INCHES (41) 36 INCHES 36 INCHES 11 HOUR UL DESIGN U3 2X4 WOOD STUDS @ 16" O.C. (TYPICAL) 3 -1/2" BATT INSULATION R -13 MIN. VAPOR BARRIER 5/8" TYPE "X" GYP. BD. WOOD SHINGLES BUILDING PAPER 1/2" WD. SHEATHING 2 X 6 WOOD STUDS @ 16" O.C. (TYPICAL) 5 -1/2" BATT INSULATION R -21 MIN. VAPOR BARRIER 5/8" TYPE "X" GYP. BD. aTV�d�ni�v+ JUN #2 PERMIT CENTER _ -e FLO R/CEILING TYPES NOTES FLOOR/CEILING TYPO -7L1 `` 1 HOUR RATING 1 -1/2' = FLOOR R TYPO - FL3 1 -1/2' = 1'-0' 1" GYPSUM TOPING 3/4" T &G DECKING SCREWED AND GLUED TJI @16" O.C. (REF. MANUFAC. DRAWINGS) 12" ACOUSTICAL INSULATION 6 MIL VAPOR BARRIER 7/8 MTL. RESILIENT CHANNEL @ 24" O.C. (TYP.) TWO (2) LAYER OF 1/2" TYPE "X" GYP. BD. 3 Puff Side >, X= 36" (min) if Y= 60" or X= 42" (min) if Y= 54" Hinge Side Approaches Swinging Doors Y= 48" (min) if door has both a cioser and a latch Hinge Side Approaches Swinging Doors GA FILE NO. FS 5011^" "" a 4" OF 5/8" MINUS :. CRUSHED ROCK ✓- VAPOR BARRIER 6 " -8" GRANULAR FILL ADA ACCESS NOTES 1 -1/2' = FLOOR I TYPO - FL4 Latch Side Approaches Swinging Doors Latch Side Approaches Swinging Doors 48 in + the width of any door swinging into the space CEILING JOISTS (REF. MANUFAC. DRAWINGS) 12" BATT INSULATION - R38 BETWEEN ROOF JOISTS VAPOR BARRIER TWO (2) LAYER OF 5/8" TYPE "X" GYP. BD. 4" CONC. SLAB 1 HOUR RATING GA FIL`�`IVO RC2602_� -a::• 2" SAND FILL 6 "---8" GRANULAR FILL - COMPACTED EARTH Wheelchair Taming Space T- Shaper! Space for 180 Degree Turns Landing r Maximum horizontal run Landing r Slope of a ramp: between 1:12 and 1:15 —> maximum rise- 30" —> maximum horizontal run. 30' Sloped' a ramp: be0veen 1: 18 and 1:20 —> maxim rises 30" —> maximum horizontal rum 40' Min. FLOOR/CELING TYPE - FL1 GA FILE NO. FS 5011 - WOOD I- JOISTS, WOOD STRUCTURAL PANELS, GYPSUM FLOOR TOPPING, RESILIENT CHANNELS, GLASS FIBER BATT OR LOOSE FILL INSULATION, GYPSUM WALLBOARD BASE LAYER 1/2" PROPRIETARY TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO RESILIENT FURRING CHANNELS 24" O.C. (16" O.C. WHEN INSULATION IS USED) WITH 1" TYPE S DRYWALL SCREWS 16" O.C. GYPSUM BOARD END JOINTS LOCATED MIDWAY BETWEEN CONTINUOUS CHANNELS AND ATTACHED WITH SCREWS 8" TO ADDITIONAL PIECES OF CHANNEL 60" LONG LOCATED 3" BACK ON EITHER SIDE OF END JOINT. RESILIENT CHANNELS APPLIED AT RIGHT ANGLES TO MINIMUM 10" DEEP WOOD I JOISTS SPACED A MAXIMUM OF 19" O.C. WITH 1 -1/4" TYPE S DRYWALL SCREWS. FACE LAYER 1/2" PROPRIETARY TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO RESILIENT FURRING CHANNELS 1 -5/8" TYPE S DRYWALL SCREWS 8" O.C. AND 1 -1/2" TYPE G SCREWS 8" O.C. AT THE BUTT JOINTS LOCTAED MID SPAN BETWEEN THE RESILIENT CHANNELS. GLASS FIBER INSULATION SECURED TO SUBFLOOR OR LOOSE FILL INSULATION APPLIED DIRECTLY OVER GYPSUM BOARD. WOOD I JOISTS SUPPORTING 19/32" WOOD STRUCTURAL PANEL SUBFLOOR APPLIED AT RIGHT ANGLES TO JOISTS WITH CONSTRUCTION ADHESIVE AND 6D RING SHANK NAILS 12" O.C. MINIMUM 1/2" PROPRIETARY GYPSUM FLOOR TOPPING APPLIED OVER SUBFLOOR. STC RATED WITH I JOISTS SPACED 24" O.C., 31/2" GLASS FIBER INSULATION IN JOIST SPACES, PROPRIETARY GYPSUM FLOOR TOPPING POURED OVER 1/4" PROPRIETARY SOUND REDUCTION MAT, AND WITH FINISH FLOORING OF SHEET VINYL, ENGINEERED WOOD LAMINATE, AND CERAMIC TILE. (STC 64 WHEN SHEET VINYL OR ENGINEERED WOOD LAMINATE IS APPLIED TO FLOOR; STC 66 WHEN TESTED WITH CERAMIC TILE APPLIED TO FLOOR.) PROPRIETARY GYPSUM COMPONENTS UNITED STATES GYPSUM COMPANY - 1/2" SHEETROCK® BRAND FIRECODE® C CORE GYPSUM PANELS -- LEVELROCKU BRAND FLOOR UNDERLAYMENT FIRE TEST: UL R1319, 05NK04589, 2-4-05; UL R1319, 05NK09496, 3- 31 -05; UL DESIGN L570 SOUND TEST: RAL OT03 -05, 4- 22 -03; RAL OT03 -07, 4- 29 -03; RAL.OT03 -09, 6 -18 -03 IIC & TEST:. (58 SHEET VINYL), RAL OT03 -06, 4- 22 -03; (62 ENGINEERED WOOD LAMINATE) RAL OT03 -08, 4- 29 -03; (54 CERAMIC TILE) RAL OT03 -10, 6 -18 -03 FLOOR/CEILING TYPE- \FL2 -I GA FILE NO. RC 2602 - WOOD TRUSSES, GYPSUM WALLBOARD BASE LAYER 5/8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO WOOD ROOF TRUSSES 24" O.C. WITH 11/4" TYPE W OR S DRYWALL SCREWS 24" O.C. FACE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO TRUSSES WITH 17/8" TYPE W OR S DRYWALL SCREWS 12" O.C. AT JOINTS AND INTERMEDIATE TRUSSES AND 11/2" TYPE G DRYWALL SCREWS 12" O.C. PLACED 2" BACK ON EITHER SIDE OF END JOINTS. JOINTS OFFSET 24" FROM BASE LAYER JOINTS. WOOD TRUSSES SUPPORTING 1/2" WOOD STRUCTURAL PANELS APPLIED AT RIGHT ANGLES TO TRUSSES WITH 8D NAILS. APPROPRIATE ROOF COVERING. CEILING PROVIDES ONE HOUR FIRE RESISTANCE PROTECTION FOR TRUSSES. - FIRE TEST: FM FC 172, 2- 25 -72; ITS, 8 -6 -98 FLOOR/CEILING TYPES REVIEWED FOR CODE COMPUANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. A 02/16/09 RECEIVE APR 20 2009 PERMIT CENTEF Permit #: D08 -394 WALL/FLOOR ASSEMBLY NOTES /ADA NOTES Total Bldg. footage: 11,306 sq. ft. 1 st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. r 5344 RFGI RED ,. A CT _f 000ve � Y R STATE OF WASHINGTON 1-. m.ey A c. (31 FLO R/CEILING TYPES NOTES FLOOR/CEILING TYPO -7L1 `` 1 HOUR RATING 1 -1/2' = FLOOR R TYPO - FL3 1 -1/2' = 1'-0' 1" GYPSUM TOPING 3/4" T &G DECKING SCREWED AND GLUED TJI @16" O.C. (REF. MANUFAC. DRAWINGS) 12" ACOUSTICAL INSULATION 6 MIL VAPOR BARRIER 7/8 MTL. RESILIENT CHANNEL @ 24" O.C. (TYP.) TWO (2) LAYER OF 1/2" TYPE "X" GYP. BD. 3 Puff Side >, X= 36" (min) if Y= 60" or X= 42" (min) if Y= 54" Hinge Side Approaches Swinging Doors Y= 48" (min) if door has both a cioser and a latch Hinge Side Approaches Swinging Doors GA FILE NO. FS 5011^" "" a 4" OF 5/8" MINUS :. CRUSHED ROCK ✓- VAPOR BARRIER 6 " -8" GRANULAR FILL ADA ACCESS NOTES 1 -1/2' = FLOOR I TYPO - FL4 Latch Side Approaches Swinging Doors Latch Side Approaches Swinging Doors 48 in + the width of any door swinging into the space CEILING JOISTS (REF. MANUFAC. DRAWINGS) 12" BATT INSULATION - R38 BETWEEN ROOF JOISTS VAPOR BARRIER TWO (2) LAYER OF 5/8" TYPE "X" GYP. BD. 4" CONC. SLAB 1 HOUR RATING GA FIL`�`IVO RC2602_� -a::• 2" SAND FILL 6 "---8" GRANULAR FILL - COMPACTED EARTH Wheelchair Taming Space T- Shaper! Space for 180 Degree Turns Landing r Maximum horizontal run Landing r Slope of a ramp: between 1:12 and 1:15 —> maximum rise- 30" —> maximum horizontal run. 30' Sloped' a ramp: be0veen 1: 18 and 1:20 —> maxim rises 30" —> maximum horizontal rum 40' Min. FLOOR/CELING TYPE - FL1 GA FILE NO. FS 5011 - WOOD I- JOISTS, WOOD STRUCTURAL PANELS, GYPSUM FLOOR TOPPING, RESILIENT CHANNELS, GLASS FIBER BATT OR LOOSE FILL INSULATION, GYPSUM WALLBOARD BASE LAYER 1/2" PROPRIETARY TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO RESILIENT FURRING CHANNELS 24" O.C. (16" O.C. WHEN INSULATION IS USED) WITH 1" TYPE S DRYWALL SCREWS 16" O.C. GYPSUM BOARD END JOINTS LOCATED MIDWAY BETWEEN CONTINUOUS CHANNELS AND ATTACHED WITH SCREWS 8" TO ADDITIONAL PIECES OF CHANNEL 60" LONG LOCATED 3" BACK ON EITHER SIDE OF END JOINT. RESILIENT CHANNELS APPLIED AT RIGHT ANGLES TO MINIMUM 10" DEEP WOOD I JOISTS SPACED A MAXIMUM OF 19" O.C. WITH 1 -1/4" TYPE S DRYWALL SCREWS. FACE LAYER 1/2" PROPRIETARY TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO RESILIENT FURRING CHANNELS 1 -5/8" TYPE S DRYWALL SCREWS 8" O.C. AND 1 -1/2" TYPE G SCREWS 8" O.C. AT THE BUTT JOINTS LOCTAED MID SPAN BETWEEN THE RESILIENT CHANNELS. GLASS FIBER INSULATION SECURED TO SUBFLOOR OR LOOSE FILL INSULATION APPLIED DIRECTLY OVER GYPSUM BOARD. WOOD I JOISTS SUPPORTING 19/32" WOOD STRUCTURAL PANEL SUBFLOOR APPLIED AT RIGHT ANGLES TO JOISTS WITH CONSTRUCTION ADHESIVE AND 6D RING SHANK NAILS 12" O.C. MINIMUM 1/2" PROPRIETARY GYPSUM FLOOR TOPPING APPLIED OVER SUBFLOOR. STC RATED WITH I JOISTS SPACED 24" O.C., 31/2" GLASS FIBER INSULATION IN JOIST SPACES, PROPRIETARY GYPSUM FLOOR TOPPING POURED OVER 1/4" PROPRIETARY SOUND REDUCTION MAT, AND WITH FINISH FLOORING OF SHEET VINYL, ENGINEERED WOOD LAMINATE, AND CERAMIC TILE. (STC 64 WHEN SHEET VINYL OR ENGINEERED WOOD LAMINATE IS APPLIED TO FLOOR; STC 66 WHEN TESTED WITH CERAMIC TILE APPLIED TO FLOOR.) PROPRIETARY GYPSUM COMPONENTS UNITED STATES GYPSUM COMPANY - 1/2" SHEETROCK® BRAND FIRECODE® C CORE GYPSUM PANELS -- LEVELROCKU BRAND FLOOR UNDERLAYMENT FIRE TEST: UL R1319, 05NK04589, 2-4-05; UL R1319, 05NK09496, 3- 31 -05; UL DESIGN L570 SOUND TEST: RAL OT03 -05, 4- 22 -03; RAL OT03 -07, 4- 29 -03; RAL.OT03 -09, 6 -18 -03 IIC & TEST:. (58 SHEET VINYL), RAL OT03 -06, 4- 22 -03; (62 ENGINEERED WOOD LAMINATE) RAL OT03 -08, 4- 29 -03; (54 CERAMIC TILE) RAL OT03 -10, 6 -18 -03 FLOOR/CEILING TYPE- \FL2 -I GA FILE NO. RC 2602 - WOOD TRUSSES, GYPSUM WALLBOARD BASE LAYER 5/8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO WOOD ROOF TRUSSES 24" O.C. WITH 11/4" TYPE W OR S DRYWALL SCREWS 24" O.C. FACE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO TRUSSES WITH 17/8" TYPE W OR S DRYWALL SCREWS 12" O.C. AT JOINTS AND INTERMEDIATE TRUSSES AND 11/2" TYPE G DRYWALL SCREWS 12" O.C. PLACED 2" BACK ON EITHER SIDE OF END JOINTS. JOINTS OFFSET 24" FROM BASE LAYER JOINTS. WOOD TRUSSES SUPPORTING 1/2" WOOD STRUCTURAL PANELS APPLIED AT RIGHT ANGLES TO TRUSSES WITH 8D NAILS. APPROPRIATE ROOF COVERING. CEILING PROVIDES ONE HOUR FIRE RESISTANCE PROTECTION FOR TRUSSES. - FIRE TEST: FM FC 172, 2- 25 -72; ITS, 8 -6 -98 FLOOR/CEILING TYPES REVIEWED FOR CODE COMPUANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. Next Cross Street: S128th Street 5' -0" Exit O 0 see window schedule IOI E. Marginal Way S (38' wide) Water supply to sprinkler system Illuminated "Exit" sign with battery back up per ICC 1011.1 & 1011.5. see door schedule details page A0.01 smoke detector 110V w. battery back -up Ventilating fan shall be of the ceiling mou ® type, with no less than 90 CFM and nom • certified by the Home Ventilating Institute pressure in inches water gauge. Power co greater than 21 watts and Energy Star rat: no less than 4.3 cfm /watt. the motor shall pole condeser type engineered to run con shall be 120V /60Hz. Duct diameter shall b terminate to the outside of the building. Fa listed for tub /shower enclosure when use wiring. Whole house ventilation using exhaus fan ® 90 cfm exhaust fan w. 24 hour clock timer operation, manual and automatic control Outdoor air shall be distributed to each ha (window vents per SEC 302.3.1 & 302.2.2 1 11 Next cross street: 130th Street South t, Energy Star ated re than 0.7 so e as HVI) at 0.1 st tic sumption sha 1 be no d with efficien y rating of •e totally encl. ed, four inuously. Pow •r rating no less than 4 " and shall be UL . nd cUL with GFCI bra ch circuit '- 0 "Lx2' -6" ub /Shower Bathro. m Effi 4' -0" x 4' -0" O Bedroom Accessible Unit: 475 sq ft. Living /Dining Water line Sprin ler control room w check valve asmbly and post indicator valve. existing 3/4" water line to be used for irrigation 23' -2 1/2" SOG FF elevation 54' 10' -10" 44" wide walkway 4'0 "x4'0 41 17'- 1/2" 44" wide —7'-8 1/2" '-9 1/2 3 6' -8" act parking stalls w. curb stops 33' -10" 23' 0" 22' 8" 94' - -1 1/2" 8 -0" walk (4" highs 7 'so 1/2" 29' -10" 4T; 7 Platal , AT: Men's Roo Women's Room 0 Storage 0 " x 6' -8" heel chair access. ra e -n^ Y e• -n^ 7' 6T/2" 25' -9" 1' 1 1/2" 3' -0 "x 6' -8" REGIS ARC ts Air LYNN E. 'iERSON STATE_ OF WASHINGTON 5' d' (VIAQ 303.4. .): ith capability •f continuou accessible. itable room b individual a r inlets VIAQ) 6' -O" existing Water meter prop. water meter proposed 1" Utility pole w. street lamp MEANS OF EGRESS ILLUMINATION IBC 1006.1 Ilium nation required. 1 The means of ec ress, including the exit 'discharge, shall be illuminated at all times the bu'ding sppce served by the means of egress s occupied. 1 IBC 1006.2 Ilium nation level. The means of eg ess illuminatio i level sh not be less than 1 foot - candle at tl walking leve IBC 1006.3 Illumination emergency po er. The power supp y for means of egress illuminEtion shall formally be provi ed by the premises' electrical supply. n the event of pcwer supply fail.tre, an emergency electrical system shall automatically illumirate the fdllowing a 1. Aisles and unenclosed stairways of rooms that require two or more means of egress. 1 2. Corridors, exit enclosures and exit passageways.. 3. Exterior egress component ... 1 4. Interior exit discharge elements... 1 5. Exterior landings...for exit discharge doorways... ater line 9'C Property corner Property Corner 4'- Bicycle rack Screened enclosure for standard size garbage dumpster and 3 recycling bins side sewer 0 O 3 25' wide 2 -way traffic aisle . 8 ' 0 5 ea. 8'x16' co 4' 0" -; Plan /1st Floor A2.01 L v v FD N8 8' 6" 10' -s rence 5' high fence w. gate Swingset w/ slide 42. / \ 1 \ City of Tukwila BUILDING DIVISION 1 \ / \ 1 5' high cedar board fence to \ be repaired or replaced \ \ 359.73° Sprinkler 359.73° S / / / / / DE �COMPLIA V h G APPROVED JUN 2 9 2009 20 , 0 „ / 359.73° `r \ O _ \ / _1 / / 359.73° s prinkler \ rinkler i 359.94° prinkler cn , O / Z]] L / dL / Q) \ \ U \ 359.73° '. prinlr , N / o r. \ / \'� 7 / }O \ 359.73° . prinkler \ ,-\ °\ \ r / 359.73° sprinkler .\ \ � o\ / \ '73\ / — "�. / \\ 0 m 359.73' Sprinkles' \ co prinkler \ -\ � V \ 359.73° Sprinkler / / \ / i 0 1 5344 359.73° .prinkler �\ o\ Propertt og JUN 2 /1Il1. PERMIT CENTER W -01x2'-6" ub /Shower Master Bedroom North Bedroom 19'-10 1/2" South Bedroom 2' 4" k-3'-6"--4-8 1/ 7-8" x 6' -8" 4' -0" x Study 2' -0" x 4' -0" Master Bath 2' -8" x 6' -8" 2' -0" x 6' 4=0" x 6' -8" BF 4' -0" x 6 BF Pantry 5' -0" x 6' -8" BF I� I -10'-7 1(2 2 -8" x 6' -8" k-3'- ' - -2 1/2' Bedroom West 4' -n" 5' -0" x 6' -8" BF CODE�COMP ANGE1 APPROVED JUN 29 2009 Study Bedroom East 4'-n" Y 4' -n" RE RED A s ' TECT W w W95 0 W7 1' -8 co N. 0 x 0 6'4" W7 24' -2" 20'-0 1/2" Dining Living 10' 10 1/2" 4 Y T 2' -8" x 6' -8" N C31 10' -4 1/2" -- - 4 , -4 4' -2" ><1 6'-5 1/2" Entry 6' -8" BF Kitchen ' -i 1/2 6'-11" • • 11 20' -5 1/2" ,, 19' -6 1/2" A2.02 Second Floor Plan N .5' 6" Master Bedroom 59' -10" 4f_n " Y 4'n" Kitclen 6'0' 9' -9 M _ 0 1 1/2 "->1 1 0) _ 10'11/2" 5' 9'! Dining 3' -0" x 6' -8" CO 10' -6 1/2" 4'0" 4' -0" x 4'-0" 9 - - 9" co I 3'-9 1/2" ' -8" x 6' -8" 11' -1 1/2" 4' -0" x 4' -0" Living 8'101/2" 9 , 3 ,, 8' -8 1/2 ' YI 424 02_ 10 r. V 0 /7 5344 tr4E4RBALA JUN , ., 2 ilia PERMIT CENTER O ' 2'-6 1/2 " Study Master Bedroom North Bedroom South Bedroo 19'-9 1/2" 37'-4 1/2" 2' -8" x 6'-8" 2 ' - 4 " k2'61/2f41'8 2' -8" x 6' -8" 4' -0" x 4' -0" Study -11 1/2" -51/ 2' -8" x 6'-8" O 1 1Ei /2" 4' -0" x 6' -8" BF 4' -0" x 6' -8" BF 2' -0" x 6'- Kitchen 4 C 1/2" 2'-8" x 6' -8" Dining 3' -0" x 6' -8" CO Attic 14'-2 1/2' 10'-1" 4' -0" x 4' -0" 5' -0" x 6' -8" BF 0 "x30" co 1 o (0 "x6'8" 4' -0" x 4' -0" JUN 2 9 2009 Living Bedroom East 4 , n „ Y 2' -6 1'=4 atm N 21-d 7 2' -6 �1 2' -6 6' -4" 13' -1" 4 ,_ n „ Y 4 ,_ n „ Dining Living 10'-9 1/2" 37'-4 1/2" " Y 4,_n" 13'-1" 6' - -11 1/2" 10'-5" 0) � Entry 6' -8" BF Kitchen 12' -4' 4'-4 1/2" 17' 3" A2.03 Third Floor Plan and Roof Plan 47' -6" 47'-0 1/2" <3'-2 Bedroom West 3' - 3" 10'9" 2o3 A REGIST ED IIRCB(fECT LYNN E iDERSON STATE OF WASHINGTON 64-o? crAf/ERIFIVILA JUN 2 2009 PERMIT CENTER 1M•O 711111111■■■■ ■ ■ ■ ■�i. ■ ■ ■■ u- --Ti■■ ■■ ■ ■11 ■ ■11■ 1111■ ■1111 ■11 ■ ■11 ■ ■11 ■ ■ ■11 ■11 ■ ■ ■ ■11 ■ ■11 ■11111e ■:■■■ u■111101M A ��/� I■■■■■a■■■■■■11■0/ ICI AP 1.111 1 1 ---.4 ��ii •■— I•■••■ ION MI•■•■•■•■•■•■M■ ti•■■ ■■ ■11M■ ■I 39'-81 /4' T.O. OF ROOF T.O. OF PLATE I 30'-8' B.O. OF CEIUNG BOARD AND BATTEN SID 2X6 CORNER TRIM 2X10 TRIM 22'-8' T.O. FINISHED FLOOR r. 13'4 T.O. FINISHED FLOOR 9 -9' T.O. OVERHANG BOARD AND BATTEN SIDING ti 2X10 TRIM 0-0' FINISHED FLOOR 3T-7 1 /2' T.O. OF ROOF 34' -101 /8' T.O. OF ROOF 37-8 518' T.O. OF ROOF PT -1 PT -1 PT3 PT-3 c9 o) CO 4' -0" g.>1• T.O. OF OVERHANG MTL. OVERHANG SPLIT FACE CMU 1(11 L1 I I I I I I II 1 ( 1 1 1 1 1 1/8' =1 11111 111111111111111111 1111111/ 11111111111111111111 NORTH TH IELIEVATUOIN1 1/8' =1'-0' 11 SOUTH UTH ELEVATDO1N1 COMPOSITE ROOF SHINGLES 2X8 FACIA (TYP.) PT3 11 1 1111111 PT -1 PT -1 PT -1 2 PT -1 11 7 -5 COMPOSITE ROOF SHINGLES 1111111111111111111 1 1 1 1 1111 111 111111111 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �11 1 1 1 1 1 U11 111 1� 1 1 1 1 1 1 11111111111111 I I I I I 11 1 111 1 1 11 1 1 1 1 1 1 1 1 11 I 1 1 1 11111 1111111111111111111111 1I II PT-4 PT-4 2X8 FACIA (TYP.) 11 11 11 I I I II I II I I 111111 111111111111111111 L.111111111 1 1111111111 111111111111111111 1 1 1 1 1 1 1 1 1 1 1 11 1 1 111111111111111111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 11 1 1 1 1 1 1 1 1 1111111 1 1 IIII 1 1 , 1 1 1 1 1 1 1 1 1I 1 I I I L l 1111111111 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 . 11111111 111 1 1 1 ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .1 ] 1 1 1 1 1 1 ] IIIIIII(Illllll�ll III111 11111 1111_1111111111[ 1111111111IlIIII1I 1( 111111111111111111111111111111 (III(1III I1►�1111111111111 I I I 111 11 II II II II I PT -1 PT -5 it 1 111 11 1 1 1 1 1 PT-4 li PT- 1 PT- LIGHT NG 1 1 1 1 1 1 1 1 1 1 1 PT- PT- LEGEND MARK PT -1 PT -2 PT -3 PT -4 PT -5 MANUFACTURE/ CODE BEHR - VINEYARD 440D -7 BEHR - REGAL RED 150D -7 BEHR - INNOCENCE W -D -720 BEHR - ATHENIAN GREEN 440F -4 BEHR - OLIVE LEAF S -H -760 NOTES FLAT FLAT SEMI - GLOSS / ALL EXT. TRIM SEMI -GLOSS / EXT. DOORS SEMI -GLOSS / OVERHEAD CANOPY u II 3HTING PT3 (n COMPOSITE ROOF SHINGLES 2X8 FACIA (TYP.) ATTIC VE T -3 T- rt 0 (1 VP.) 1 I 1 I' 1 I I I 1 I 1 1 l- I I 1 I, 1 I 1 1 1 1 I I I- I. I 1 I 1 1 1 1 4' -0" 1291 1I1111111I1111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 COMPOSITE ROOF SHINGLES PT -2 PT -1 2X8 FACIA (TYP.) 1111111 11111111111 a II PT-4 II PT3 3T -7 1/2' T.O. OF ROOF 34'- 101 /8' T.O. OF ROOF 32-8 5/8' T.O. OF ROOF PT -1 PT -1 PT -3 PT -3 8" SIDING ti. co PT -2 PT -2 SIGNAGE METAL OVERHANG SPLIT FACE CMU 39' -81/4' T.O. OF ROOF 32.0' T.O. OF PLATE 30'-8' B.O. OF CEIUNG BOARD AND BATTEN SIDING 2X6 CORNER TRI 2X10 TRIM 22'-8' T.O. FINISHED FLOOFE 8" SIDING ° 0 2X10 TRIM 13'-4' T.O. FINISHED FLOOR T PT -5 o) CO BOARD AND BA 0'-0' FINISHED FLOOR EN SIDING 39'-81 /4' T.O. OF ROOF 34-101 /8' T.O. OF ROOF I 32'-0' T.O. OF PLATE I 30'-8' B.O. OF CEIUNG 1 1 -0u 1 I BOARD AND BATTEN SIDIN 22'-8' T.O. FINISHED FLOOR d 134' T.O. FINISHED FLOOR dia -9• T.O. OVERHANG FINISHED FLOOR PT -3 PT -a PT-3 A 39.8114' T.O. OF ROOF 34'- 101/8" T.O. OF ROOF i 32-0" T.O. OF PLATE PT3 PT-3 0-0" 2X10 TRIM PT -5 0 30' -8' B.O.OF CEIUNG BOARD AND BATTEN 22-8' s i r T.O. FINISHED FLOOR 2X6 CORNER TRIM 2X10 TRIM PT-3 13'-4' T.O. FINISHED FLOOR LIGHTING (TYP.) BOARD AND BATTEN FINISHED FLOOR i iI- IiI■■■■■■■■■■■■■■■■■1111■■■■■■ ■ ■ 11■ ■ ■ ■ ■ ■ ■11 ■■■■ ■ ■11 ■ ■ ■ ■ �� � � 1111■■ ■1111■ ■■■ ■1111■ ■ ■ ■ ■ ■■ ■ 114115 :� i1. 11111■■11■11■■■ ■■ MI11111■■ ■/,' .•�I■ 1:2ra 1 ■1 ■r ■1 ■r■1 ■ ..I,I � t . ei • • 11 II 111111 It 'ii■ ■■1■ ■■ail ■I� i I , 1 WWI MINI . jiRJ■I ■I - ' IlIlIr1 irmiximommili 11 f_I_Ir ii 1 1 it M !`M■ =•■•■ �vM MOM MN •■•■EMI l 4' -8" WEST ELEVATION 1/8' =1 2X8 FACIA (TYP.) COMPOSITE ROOF SHINGLES 111 1/8' =1'-0' 12 4L/ EAST ELEVAT00IN1 2' -8" 6' -0" / J \ 2' -8" ALUM. STOREFRONT (TYP.) (TYP.) 12 4 Up s' 12 I �4 ili11`a , �r r1 I■I■I � • 1•1r1 ■r■1 ■■■ ■r•Ir ■•Ir al L Mil 11 I iii mit fil 111113 I ■•Ir ■• 1111 11111•1111 1 •IrrlslAill ■t ■ ■Iltfl•Yriirll IIIIIII■IS• .— Iprr."rr.I +1 I` I r 1.115 /r1� •- = O p I� 1� 11 ■ moo+ ..l All KIWI r A il I � 1012•1111111 _ 1•111111111111111•11111 Mill II 11111111111111111111111111 IA ■1■ ■1■ ■ uIIIl■1•1■1■ 1.• II II■r■1■r■1 ■1 1•11111111111111111111 MN 11111111111 ,r ■lrlrlllrlr 1 ■lrr ■1 ■r■ ■1 I1•Ir■•Ir■•Ir 2' -8" PT -3 2X8 FACIA (TYP.) 3T-7 1/2" T.O. OF ROOF • ■►7 �•• ■1■ ■ ■•F - = =1 WNW.% .:71111• ■ EIIIMO ••!J•■1=11 11••i•101•11 ••••••1•11I MN ELIIMII•Coml COMPOSITE ROOF SHINGLES ij_ ' 1 1 IN I EMI =, U1 H -""° 1 111111 1 111111111111111: 111111■■ ■■■■■■■■■■■■11■■ PT -1 32-8 5/8' T.O. OF ROOF 1' -0" BOARD AND BATTEN SIDING 2X10 TRIM PT-3 PT-3 8" SIDING 2X6" CORNER TRIM METAL OVERHANG PT -5 LIGHTING (TYP.) SPUT FACE CMU 3T -71/2" T.O. OF ROOF 2X8 FACIA (TYP.) BOARD AND BATTEN SIDING 2X10 TRIM PT-3 PT-3 2X6" CORNER TRII%i METAL OVERHANG 8" SIDING 4 T.O. OVERHANG LIGHTING (TYP.) SPUT FACE CMU w 3 414 REVIEWED FOR COpp C OMPLIANCE R p GE JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. 02/16/09 Permit #: D08 -394 Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. 3.B EXTERIOR ELEVATIONS RECEIVED APR 2 2009 PERMIT CENTER 'f • !0 III T.O. FINISHED FLOUR LOO NOD MMONAL o ALDD O SC ©4000 N 13' -5 1/4" 3/18' = 1'-1' T.O. FINISHED FLOOR TRANSVERSE SE o UILDD ©SC SECTION N In - :.:1:01111 1:1:a:1ll1:11ii 1:1::1:• •1:1:1: : :1:11:1e:1 1:1:i:11.11111:11:1.:1: 1:1:11:1:1:1.1:1:1:1:11:1:1:1:1 — =.111• M'1 • 1'11 144 '1'11' 1'11' • 111 • '1•4 6 U11 W11 'NW • • • :1:1:1: 111:1:1:1:111:1:1:1:1:1:1:1:1:1 :1:1:1:1:1:1:1:1 :1:1:11:1:1:1:1: Ern* 111 ':1:1 .1:1:1:1:= Wow 11111W •.11'.• '•• 1∎ 11111 1"1144 •A' 'Wool 'us 646'6 "11 111"411:: ::1:11s •:i:m:1i ■•••• •o11:11:1 :1e towel woes 0:1:1:1 totem •:1:1w:11:1:1:1:1 i:1.:1 twos. moos 11:11•01 1:1111:11 1:1:1:1 ii IIII •411111111111::: ir 1 W 114• :1IL 111∎411 �■11∎11 �4�11_ •411111L�11111 •���1 1114 1∎11��'�1 1 411114 1 1i •111141 �;� 111111 � 11111144b'��'�1 i1 =: = TYPICAL FLOOR -0: ?— =;.1 Nimi isenommounsouressesemeleseimmemmenummlessonmeniamoneneammeinsummosionamou TYPICAL FLOOR - II '01i t `� i A A TYPICAL ROOF - FL2 TYPICAL FLOOR - FL3 SUITE GRID GRID TYPICAL ROOF - `FL2:A. TYPICAL FLOOR - FL3 GRID GRID 27 -91 4• 37' -7 1/2" T.O. OF ROOF 32' -8 5/8" T.O. OF ROOF OPP. HAND REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. A 02/16/09 RECEIVED APR 20 2009 PERMIT CENTER Permit #: D08 -394 BUILDING SECTIONS Total Bldg. footage: 11,306 sq. ft. 1 st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. R .. REGISTERED CHI 7 • LYNN E HE EBSON STATE OF %WASHINGTON 4 46. y o 3.0mP T.O. FINISHED FLOUR LOO NOD MMONAL o ALDD O SC ©4000 N 13' -5 1/4" 3/18' = 1'-1' T.O. FINISHED FLOOR TRANSVERSE SE o UILDD ©SC SECTION N In - :.:1:01111 1:1:a:1ll1:11ii 1:1::1:• •1:1:1: : :1:11:1e:1 1:1:i:11.11111:11:1.:1: 1:1:11:1:1:1.1:1:1:1:11:1:1:1:1 — =.111• M'1 • 1'11 144 '1'11' 1'11' • 111 • '1•4 6 U11 W11 'NW • • • :1:1:1: 111:1:1:1:111:1:1:1:1:1:1:1:1:1 :1:1:1:1:1:1:1:1 :1:1:11:1:1:1:1: Ern* 111 ':1:1 .1:1:1:1:= Wow 11111W •.11'.• '•• 1∎ 11111 1"1144 •A' 'Wool 'us 646'6 "11 111"411:: ::1:11s •:i:m:1i ■•••• •o11:11:1 :1e towel woes 0:1:1:1 totem •:1:1w:11:1:1:1:1 i:1.:1 twos. moos 11:11•01 1:1111:11 1:1:1:1 ii IIII •411111111111::: ir 1 W 114• :1IL 111∎411 �■11∎11 �4�11_ •411111L�11111 •���1 1114 1∎11��'�1 1 411114 1 1i •111141 �;� 111111 � 11111144b'��'�1 i1 =: = TYPICAL FLOOR -0: ?— =;.1 Nimi isenommounsouressesemeleseimmemmenummlessonmeniamoneneammeinsummosionamou TYPICAL FLOOR - II '01i t `� i A A TYPICAL ROOF - FL2 TYPICAL FLOOR - FL3 SUITE GRID GRID TYPICAL ROOF - `FL2:A. TYPICAL FLOOR - FL3 GRID GRID 27 -91 4• 37' -7 1/2" T.O. OF ROOF 32' -8 5/8" T.O. OF ROOF OPP. HAND REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. A. 02/16/09 RECEIVED APR 2 0 2009 PERMIT CENTER Permit #: D08 -394 WALL SECTIONS Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. $ REGISTERED ARCHIT t Y N E. HENDERSON STATE OF WASHINGTON A 2 4-ble 01 • 4 32' -0" T.O. PLATE 22' -9 1/4" . 3RD FLOOR 13' -5 1/4" $ 2ND FLOOR SECTDON @ CEO ° ° ODOO ' = T-®" SUITE SUITE GRID i Aft r A i Ai � i i Or TYPICAL CORRIDOR WALL CONSTRUCTION - W5 TYPE De GYP. BD./ ti 1I11IN/ BATT INSULATION W r VAPOR BARRIER/ ESIUENT CHANNEL/ e./3" TYPE 7C GYP. BD. TYPICAL FLOOR CONSTRUCTION - FL1 GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ TJI WOOD JOISTS/ RESIUENT CHANNELS/ TYPE 7C GYP. BD. - �� i i t: . �MI : �� � 1.�II I►vl � ►_� . i . ►! _ IN. iI 111 : !i . • 6. • i ► � • 4, i� i . ►� • ICAL CORRIDOR WALL NSTRUCTION - W5 PE 7C GYP. BD./ 6 STUDS/ TT INSULATION VAPOR BARRIER/ SILENT CHANNEL/ u TYPICAL FLOOR CONSTRUCTION FL1 GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ TJI WOOD JOISTS/ RESIUENT CHANNELS/ 2 LAYER 1/2' TYPE 7C GYP. BD. .i eggs .i age i AIWA' IF SUITE GRID SUITE SUITE CO OD TYPICAL ROOF CONSTRUCTION COMPOSITE SHINGLES 15# ROOFING PAPER 1/2" WD. ROOF DECKING @ 24' O.C. WD. ROOF TRUSSES (REF. STRUC.) BATT INSULATION VAPOR BARRIER ROOF TRUSSES TO ALIGN WITH F.O. STUD 2 LAYERS TYP "X" GYP. BD. CONT. FROM WALL CONTINUE TO BOTTOM OF ROOF DECKING PWD DECKING/ 2X WD. JOISTS AS REQUIRED (2) TYPE x YERS MP. BD. TYPICAL FLOOR 'FL1' CONSTRUCTION (2) TWO LAYERS 5 /E " TYPE 'X' GNP. BD. TYPICAL FLOOR "FL1" CONSTRUCTION NJ ■ ■ . INTERIOR SLAB E 10/A0.00 TYPICAL SLAB CONSTRUCTION - F SEE STRUCT. 32' -0" T.O. PLATE 22' -91 /4" 3RD FLOOR 13' -51 /4" 2ND FLOOR 3/8' =1 '-® PREFINISHED METAL GUTTER AS REQUIRED PER ROOF PLAN AND ELEVATION f GRID EXT ° OOR MALL SG©TD N @ GN/O l i r ` m cc TYPICAL ROOF CONSTRUCTION COMPOSITION SHINGLES 15# ROOFING PAPER 1/2" WD. ROOF DECKING @ 24" O.C. WD. ROOF TRUSSES (REF. STRUC.) BATT INSULATION VAPOR BARRIER (2) LAYERS 1/2' TYPE 7C GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10 /A0.00 TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2' TYPE x GYP. BD. TYPICAL SIDING WALL CONSTRUCTION SEE 9 /A0.00 TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDET PWD. DECKING/ RLAYMEN / - TJI WOOD JOISTS/ RESIUENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 7C GYP. BD. - 6) T TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 TUBULAR PLASTIC WINDOW SYSTEM TYPICAL R.S. PWD. WA UCTION TYPICAL SLAB CONSTRUCTION - FL3 SEE STRUCT. 32' -0" T.O. PLATE 22-9 1 /4" 9 3RD FLOOR 13' -51 /4" 2ND FLOOR 9 PREFINISHED METAL GUTTER AS REQUIRED PER ROOF PLAN AND ELEVATION EXTERIOR vALLL SE ©T00m 316' = 1'-0 GRID TYPICAL ROOF CONSTRUCTION COMPOSITION SHINGLES 15# ROOFING PAPER 1/2' WD. ROOF DECKING @ 24" 0.C. WD. ROOF TRUSSES (REF. STRUC.) BATT INSULATION VAPOR BARRIER 1/2' TYPE7C 3 GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10 /A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ JI WOOD JOISTS/ RESIUENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE X' GYP. BD. TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL FLOOR — LTI CONSTRUCTION = CEMENT FLOOR 71 UNDERLAYMENT / - PWD. DECKING/ TJI WOOD JOISTS / RESILIENT CHANNELS/ 21TWO)`LAYERS OF; 1/2' TYPE 9C GYP. BD: `j TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 gas - 39 Li REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION 30' -10 3/4" T.O. PLATE 13' -51 /4" 2ND FLOOR SC C©TOOO f 1 @ WALL 318' = 1'-0' GRID SUITE (2) LAYERS 1 /2" TYPE IC GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILJENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE' C GYP. BD. TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS / RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 9C GYP. BD. TYPICAL CMU WALL CONSTRUCTION SEE 8 /A0.00 ;-.���►►III TYPICAL SLAB CONSTRUCTION - FL3 SEE STRUCT. 30' -10 3/4" T.O. PLATE 22'-9 1 /4" 3RD FLOOR 13' -51 /4" 2ND FLOOR o' -o" INT 318' =1' -G GRID GRID SUITE snmom @ cm WALL STOO G° EFROO NT nWONDOO Wn TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 (2) LAYERS 1/2" TYPE 7C GYP. BD. TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT / PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2' TYPE 7C GYP. BD. TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL SHINGLE WALL CONSTRUCTION SEE 11/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 7C GYP. BD. TYPICAL CMU WALL CONSTRUCTION SEE 8 /A0.00 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. A 02/16/09 RECEIVED APR 2 0 2009 PERMIT GENTEF Permit #: D08 -394 WALL SECTIONS Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. , .. 5344 REGISTERED A CHI LYNN E. HENDERSON STATE OF WASHINGTON 4.m.07 I 3.03 30' -10 3/4" T.O. PLATE 13' -51 /4" 2ND FLOOR SC C©TOOO f 1 @ WALL 318' = 1'-0' GRID SUITE (2) LAYERS 1 /2" TYPE IC GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILJENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE' C GYP. BD. TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS / RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 9C GYP. BD. TYPICAL CMU WALL CONSTRUCTION SEE 8 /A0.00 ;-.���►►III TYPICAL SLAB CONSTRUCTION - FL3 SEE STRUCT. 30' -10 3/4" T.O. PLATE 22'-9 1 /4" 3RD FLOOR 13' -51 /4" 2ND FLOOR o' -o" INT 318' =1' -G GRID GRID SUITE snmom @ cm WALL STOO G° EFROO NT nWONDOO Wn TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 (2) LAYERS 1/2" TYPE 7C GYP. BD. TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT / PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2' TYPE 7C GYP. BD. TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL SHINGLE WALL CONSTRUCTION SEE 11/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 7C GYP. BD. TYPICAL CMU WALL CONSTRUCTION SEE 8 /A0.00 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. Oft t eiiiiittiiettimiiit ENLARGED ©DD STAO! PLAN - GROG ST FLOOR O 1/2' =1'-®' ENLARGED STAG ° PLAN _ SECOND DD FLOOO G 1/2' =1'-0 ENLARGED STAOR PLAN = ` HOG D FLOOR 112' =1'-0' 13' -51 /4" 7 TREADS @ 11" - 101/4 3'- 10 /4 3' -101 /4" SCHEDULED DOOR SCHEDULED DOOR SCHEDULED WINDOW SCHEDULED WINDOW 32-0" T.O. PLATE 22-9 1/4" � 3RD FLOOR 18' -1 1/4" LANDING TY 1 3'-5 1 /4" 2ND FLOOR 6 -8 5/8" LANDING O' -O" 1 12' =1'-0' CV N TY ICAL FLOOR - FL1 INTERIOR SLAB CAL FLOOR FL3 STAOG ©ASC SC ©TO OON (TYP.) 'f' WINFINtifin 4"f lift" 'tlifeWINNAT WA A � _ _ _ _ ....... ....„_____. ii... ►: • • rn • I J = I • 6 TYPICAL ROOF - FL2 SUITE TYPICAL FLOOR - FL1 SUITE SUITE 0 411 W N r 3 - 4Y4 ' \ 3/4" WD. DECKING 2X8 @ 16 O.C. (2) 5/8" TYPE "X" GYP BD. 3 -2X8 7 L _7 3 -2X8 X10' -1' = 2X6 @16 "O.C. 7'-4" 8 TREADS @ 11" _7 3/4' WD. DECKING 2X8 @16 "O.C. (2) 5/8" TYPE "X" \ _ GYP. BD. 7 1' 11 TREADS@ 1 = 2X LED ER BOARD 7 STAIRCASE BEYOND = =7 2X LEDGER BOARD _ STAIRCASE BEYOND (2) 5/8" TYPE "X" GYP. BD. =7 0 HANDRAIL (TYP.) 3' -104' HAI}ID9AIL (TYP.) 3'- t 0 N 1 /4 ° FLOORCONSTRI SUITE R CONSTRUCTION FL1 SUITE CONSTRUCTION FL1 SUITE REVIEWED FOR CODE COMPLIANCE APPROVED II RI 0 n Inn City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 1 + /- sqf. A 02/16/09 RECEIVED APR 2 0 2009 PERMIT CENTER Permit #: D08 -394 STAIR PLANS, SECTIONS AND DETAILS Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. REGISTERED AR CT �_, • WIN E. HENDERSON STATE OF WASHINGTON I , 0o. 41 1 • Oft t eiiiiittiiettimiiit ENLARGED ©DD STAO! PLAN - GROG ST FLOOR O 1/2' =1'-®' ENLARGED STAG ° PLAN _ SECOND DD FLOOO G 1/2' =1'-0 ENLARGED STAOR PLAN = ` HOG D FLOOR 112' =1'-0' 13' -51 /4" 7 TREADS @ 11" - 101/4 3'- 10 /4 3' -101 /4" SCHEDULED DOOR SCHEDULED DOOR SCHEDULED WINDOW SCHEDULED WINDOW 32-0" T.O. PLATE 22-9 1/4" � 3RD FLOOR 18' -1 1/4" LANDING TY 1 3'-5 1 /4" 2ND FLOOR 6 -8 5/8" LANDING O' -O" 1 12' =1'-0' CV N TY ICAL FLOOR - FL1 INTERIOR SLAB CAL FLOOR FL3 STAOG ©ASC SC ©TO OON (TYP.) 'f' WINFINtifin 4"f lift" 'tlifeWINNAT WA A � _ _ _ _ ....... ....„_____. ii... ►: • • rn • I J = I • 6 TYPICAL ROOF - FL2 SUITE TYPICAL FLOOR - FL1 SUITE SUITE 0 411 W N r 3 - 4Y4 ' \ 3/4" WD. DECKING 2X8 @ 16 O.C. (2) 5/8" TYPE "X" GYP BD. 3 -2X8 7 L _7 3 -2X8 X10' -1' = 2X6 @16 "O.C. 7'-4" 8 TREADS @ 11" _7 3/4' WD. DECKING 2X8 @16 "O.C. (2) 5/8" TYPE "X" \ _ GYP. BD. 7 1' 11 TREADS@ 1 = 2X LED ER BOARD 7 STAIRCASE BEYOND = =7 2X LEDGER BOARD _ STAIRCASE BEYOND (2) 5/8" TYPE "X" GYP. BD. =7 0 HANDRAIL (TYP.) 3' -104' HAI}ID9AIL (TYP.) 3'- t 0 N 1 /4 ° FLOORCONSTRI SUITE R CONSTRUCTION FL1 SUITE CONSTRUCTION FL1 SUITE REVIEWED FOR CODE COMPLIANCE APPROVED II RI 0 n Inn City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 1 + /- sqf. CONT. SOFFIT VENT W/ INSECT SCRE ROOF FRAMII\ G. (REF. STRUC.) WD. SHEATHING BUILDING PAPER CONTINUOUS FIBER CEMENT SIDING BD. OVERLAP TRIM 1" '- CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 2 X BLOCKING_ WD. SHEATHING Z- FLASHING BUILDING PAPER CONTINUOUS R.S. PWD. SIDING 3' =1'-0' TYPICAL WALL CONSTRUCTION FIBER CEMENT SIDING BD./ BUILDING PAPER/ - EXTERIOR WD. SHEATHING/ 2 X 6 STUDS @ 16" O.C./ BATT INSULATION/ VAPOUR BARRIER/ GYP. BOARD 13' -51 /4" 2ND FLOOR 2X6 SILL PLATE OVERLAP TRIM 1" CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 RIM JOIST BLOCKING CONT. SOFFIT P.T. 2X6 2X WD TRIM BOND BEAM TOP ROW W/ J -BOLT - SEE STRUC. 3' =1'-o SE CATION @ WALL MAMMON oONNN oi SECTION @ WIND OO nW BAY BATT INSUL GYP. BD. WD. SHEATHING BUILDING PAPER CONTINUOUS R.S. PWD. SIDING Z- FLASHING CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 2 X BLOCKING rn WD. SHEATHING Z- FLASHING BUILDING PAPER CONTINUOUS FIBER CEMENT SIDING BD. 3' = 1'-0' TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS / 2 (TWO) LAYERS OF 1/2 TYPE 'X GYP. BD. SECTION @ WALL MAMMON " AIR SPACE E( (MI ) INSULATION BAFFLE 2 X BLOCKING / BUILDING PAPER ICE AND WATER SHIELD EXTEND UPROOF TO 24" BEYOND WALL LINE EACH WAY PWD. SHEATHING ON ROOF FRAMING SEE STRUCTURAL COMPOSITION SHINGLES PREPAINTED METAL FLASHING 2X BUCKING 2X10 C : DAR FASCIA OPTIONAL) 3' =1'-0" SE©TIOm @ HOW AND SOO IFIFOT 3' =1'-0" CONT. PERIMETER DRAIN SECTION @ FLOOR SLAB AND IFOOOOTING BUILDING PAPER CONTINUOUS R.S. PWD. SIDING P.T. (2)2X6 W/ J -BOLT TO CONC. WALL SEE STRUCTURAL WD. SHEATHING 2" X CONTINUOUS RIGID INSULATION AT PERIMETER DAMP PROOFING 1� ""/ IN \/\/\/\ Is Is / 1 111 Z vim /ls TYPICAL WALL CONSTRUCTION R.S. PLY. WD./ BUILDING PAPER/ EXTERIOR WD. SHEATHING/ 2X6 STUDS @16 "O.C./ BATT INSULATION / VAPOUR BARRIER/ GYP. BOARD SCHEDULED BAS CONTINUOUS RIDGE VENT COMPOSITION SHINGLES BUILDING PAPER 1" AIR SPACE MIN. PWD. SHEA H NG ON ROOF FRAMING SEE STRUCTURAL BATT INSULATION SE©TI 001 @ IRIDOE VENT 3' =1'-0" 2/ \ \ \ \ \ \ \ . i ti5g / ///>\///\ / z\ //\ i\ //\ i /\ // \ /i \ /A/A/A/A/A/ \ / / / / / REVIEWED FOR � ' CODE COMPLIANCE (p MiLVAPOR BARRIER 341 3� 4" CONC. SLAB 4" OF 5/8" MINUS CRUSHED ROCK JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. Owner: lan Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Surveyor: Cramer Northwest, Inc. 945 N Central, Ste # 104 Kent, WA 98032 (253)852 -4880 Civil Engineer: Contour Engineering, PLLC 3309 56th St. NW, Ste #106 Gig Harbor, WA 98335 (253)857 -5454 Structural Engineer: John S. Apolis, P.E. 6311 17th Ave NE Seattle, WA 98115 (206)527 -1288 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Building Design: Flow Design Studios, LLC 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 A 02/16/09 RECEIVED APR 2 0 2009 PERMIT CENTER Permit #: D08 -394 DETAILS Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. 15344 REGISTERED ARC I ECT IAN E H DERSON STATE OF WASHINGTON 8•0 .... CONT. SOFFIT VENT W/ INSECT SCRE ROOF FRAMII\ G. (REF. STRUC.) WD. SHEATHING BUILDING PAPER CONTINUOUS FIBER CEMENT SIDING BD. OVERLAP TRIM 1" '- CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 2 X BLOCKING_ WD. SHEATHING Z- FLASHING BUILDING PAPER CONTINUOUS R.S. PWD. SIDING 3' =1'-0' TYPICAL WALL CONSTRUCTION FIBER CEMENT SIDING BD./ BUILDING PAPER/ - EXTERIOR WD. SHEATHING/ 2 X 6 STUDS @ 16" O.C./ BATT INSULATION/ VAPOUR BARRIER/ GYP. BOARD 13' -51 /4" 2ND FLOOR 2X6 SILL PLATE OVERLAP TRIM 1" CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 RIM JOIST BLOCKING CONT. SOFFIT P.T. 2X6 2X WD TRIM BOND BEAM TOP ROW W/ J -BOLT - SEE STRUC. 3' =1'-o SE CATION @ WALL MAMMON oONNN oi SECTION @ WIND OO nW BAY BATT INSUL GYP. BD. WD. SHEATHING BUILDING PAPER CONTINUOUS R.S. PWD. SIDING Z- FLASHING CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 2 X BLOCKING rn WD. SHEATHING Z- FLASHING BUILDING PAPER CONTINUOUS FIBER CEMENT SIDING BD. 3' = 1'-0' TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS / 2 (TWO) LAYERS OF 1/2 TYPE 'X GYP. BD. SECTION @ WALL MAMMON " AIR SPACE E( (MI ) INSULATION BAFFLE 2 X BLOCKING / BUILDING PAPER ICE AND WATER SHIELD EXTEND UPROOF TO 24" BEYOND WALL LINE EACH WAY PWD. SHEATHING ON ROOF FRAMING SEE STRUCTURAL COMPOSITION SHINGLES PREPAINTED METAL FLASHING 2X BUCKING 2X10 C : DAR FASCIA OPTIONAL) 3' =1'-0" SE©TIOm @ HOW AND SOO IFIFOT 3' =1'-0" CONT. PERIMETER DRAIN SECTION @ FLOOR SLAB AND IFOOOOTING BUILDING PAPER CONTINUOUS R.S. PWD. SIDING P.T. (2)2X6 W/ J -BOLT TO CONC. WALL SEE STRUCTURAL WD. SHEATHING 2" X CONTINUOUS RIGID INSULATION AT PERIMETER DAMP PROOFING 1� ""/ IN \/\/\/\ Is Is / 1 111 Z vim /ls TYPICAL WALL CONSTRUCTION R.S. PLY. WD./ BUILDING PAPER/ EXTERIOR WD. SHEATHING/ 2X6 STUDS @16 "O.C./ BATT INSULATION / VAPOUR BARRIER/ GYP. BOARD SCHEDULED BAS CONTINUOUS RIDGE VENT COMPOSITION SHINGLES BUILDING PAPER 1" AIR SPACE MIN. PWD. SHEA H NG ON ROOF FRAMING SEE STRUCTURAL BATT INSULATION SE©TI 001 @ IRIDOE VENT 3' =1'-0" 2/ \ \ \ \ \ \ \ . i ti5g / ///>\///\ / z\ //\ i\ //\ i /\ // \ /i \ /A/A/A/A/A/ \ / / / / / REVIEWED FOR � ' CODE COMPLIANCE (p MiLVAPOR BARRIER 341 3� 4" CONC. SLAB 4" OF 5/8" MINUS CRUSHED ROCK JUN 2 9 2009 City of Tukwila BUILDING DIVISION Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. Owner: lan Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Surveyor: Cramer Northwest, Inc. 945 N Central, Ste # 104 Kent, WA 98032 (253)852 -4880 Civil Engineer: Contour Engineering, PLLC 3309 56th St. NW, Ste #106 Gig Harbor, WA 98335 (253)857 -5454 Structural Engineer: John S. Apolis, P.E. 6311 17th Ave NE Seattle, WA 98115 (206)527 -1288 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Building Design: Flow Design Studios, LLC 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 O` .iii. _ 1 A8.02 WINDOWS AS PER SCHEDULE COMPOSITION SHINGLES ICE AND WATER SHIELD EXTEND 24" UP ROOF EACH WAY TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 'X' GYP. BD. CEDAR TRIM FROM 1 X 4 CEDAR TRIM FROM 1X4 FIBER CEMENT SIDING BOARD Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538+/- sqf. REVIEWED FOR CODE COMPLIANCE " APPROVED 1.111 2 9 2049 City of Tukwila BUILDING DIVISION A 02/16/09 RECEIVED APR 2 U 2009 PERMIT CENTER Permit #: D08 -394 DETAILS Total Bldg. footage: 11,306 sq. ft. REGISTERED 1 st floor: 3742 sq. ft. ARCHIT CT 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. LYNN E HENOERSOM STATE OF WASHINGTON FIBER CEMENT SIDING BOARD BUILDING PAPER GYP. SHEATHING 1/4" SEALANT GALV. METAL FLASHING AT HEAD CEDAR TRIM TYP.- 1 X 4 @ HEAD, JAMBS AND SILL, SEE ELEV. DETAIL CONT. SEALANT AND BACKER ROD TUBULAR PLASTIC WINDOW DOUBLE GLAZING PANEL WINDOW TYPE AS PER SCHEDULE WON DDOO GM HEADER/JAMB OD ETAOL 3' = 1'-0' DOUBLE GLAZING PANEL WINDOW TYPE AS PER SCHEDULE TUBULAR PLASTIC WINDOW CONT. SEALANT FLASHING CEDAR TRIM FROM 1X4 Z- FLASHING Mn/HND oO nMI BOLL DDETAOL 3' = 1'-0" 42 OR 6Y2' DOOR HEADER DETAIL QTS7Po) 3' = 1'-0 3" =1'-®' DOOG,i JAMB DETAIL (GYP.) 1/2" GYP. BD. BOTH SIDES 2 X WOOD STUDS @ HEADER SHIM SPACE 3/4" X 2 CASING EASE EDGE 1/8" RADIUS TYPICAL BOTH SIDES WOOD HEAD WOOD STOP DOOR AS SCHED. SHIM SPACE WOOD STOP O GYP. BD. - PAINT BASE BELOW 3/4" X 2 CASING EASE EDGE 1/8" RADIUS TYPICAL BOTH SIDES DOOR AS SCHED. WOOD JAMB 2 X WOOD STUDS @ JAMB 1/2" GYP. BD. BOTH SIDES HEADER AS REQUIRED SEE STRUCTURAL SHIM AS REQUIRED METAL J- CASING GYP. BD. @ HEAD AND SILL (PAINT) J CASING TYP. CONT. SEALANT 1X HARDWOOD SILL TYP. SILL R.O. REF. 1/A9.01 GYP. BD. - PAINT BATT INSULATION 2X6 STUD WALL WALL TYPE - W6 CONSTRUCTION 8X8X16 SPLIT FACE BOND BEAM - SEE STRUCT. SHIM AS REQUIRED CONT. SEALANT AND BACKER ROD MTL. STOREFRONT SEE SCHEDULE WONDOW HEADER/JAMB DETAIL @CO MM'/nALLL 3' =1'-0' MTL. STOREFRONT SEE SCHEDULE CONT. SEALANT SHIM AS REQUIRED 8X8X16 SPLIT FACE CMU BLOCK WALL TYPE - W6 CONSTRUCTION 8X8X16 SPLIT FACE CMU/ 2X4WOODSTUDS @ 16" O.C. (TYPICAL)/ 3 -1/2" BATT INSULATION R -13 MIN./ VAPOR BARRIER/ 5/8" TYPE "X" GYP. BD. • In im (11 WINDOW nW ELL DIETAOL @ CORM WALL 3' = 1'.0' ly2 :LR. Q 0 SECTION 5�8 HANDRAIL AIL DETA L (TYP.) 1 -1/2" = Q 1 1/2'- GALV. STEEL PIPE HANDRAIL GYP. BD. BOTH SIDES 2 X WOOD STUDS @ 16" O.C. (TYPICAL) FASTEN HANDRAIL SUPPORTS - TO 2 X BLOCKING SPACED IN WALL @ 6' -0' O.C. MAXIMUM ••• ••• ••• ••• ENE ••• ••• ■ ■■ ••• ••• ••• ■■■t \ < ■■■ \ ■ ■■ r ••• 1••• 1■■■ 1 ••• 1■■■ 1■■■ 1■■■ 1 •■• 1■■■ 1■■■ 1••• 1■■■ 1■■■ OPLAN 1 T Er. TYP. SILL R.O. 1'-4" AFF \p� COMPOSITION SHINGLE 36" WIDE ICE AND WATER SHIELD CENTERED ON VALLEY BUILDING PAPER PWD ON ROOF FRAMING SEE STRUCTURAL TYP. VALLEY PLASC;IONG DETAOL 3' =1'-0' CONT. SEALANT 1X WD. SILL P T. 2X6 WD. SILL TYPICAL FLOOR FL3 CONSTRUCTION 4" CONC. SLAB 4" OF 5/8 MINUS CRUSHED ROCK/ VAPOR BARRIER/ 6 "--8" GRANULAR FILL/ COMPACTED EARTH SCHEDULED BASE r te. r1 bI 1/2' =1'-0' \o T�. � �. % Q/ NOTE: COORDINATE WITH MECHANICAL ELECTRICAL DWGS. FOR EXACT LAYOUTS & DIMENSIONS TYPO©AL MOLIINTONG CIEOCGIITS THERMOSTAT / SIGNAGE LIGHT SWITCH DOOR LEVER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS INTEGRAL FAN & SWITCH DUPLEX, PHONE, AND DATA OUTLETS TO BE 17" AFF. U.N.O. PRE - PAINTED METAL FLASHING COMPOSITION SHINGLES BLDG. PAPER PWD ROOF SHEATHING 2 X JOISTS AS PER STRUCT. CONT. 2 X 6 NAILER P.T. 2 X BLOCKING DORMER MEO FLAMM DETAIL 3' =1'-0' TYPICAL WALL CONSTRUCTION FIBER CEMENT SIDING BD./ BUILDING PAPER/ EXTERIOR WD. SHEATHING/ 2 X 6 STUDS @ 16" O.C. / BATT INSULATION/ VAPOUR BARRIER/ GYP. BOARD FLASHING AT HEAD FLASHING 13' -5 1/4" 2ND FLOOR 2X6 SILL PLATE OVERLAP TRIM 1" 71- CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 1 Oi RIM JOIST BLOCKING P.T.2X6 BOND BEAM TOP ROW W/ J -BOLT - SEE STRUC. Mln OND O©' HEADER/JAMB DD ETAHL @ CORM WALL 3 ' = 1 '. 0 ' a TYP. M�/n ONDOW ELEVATOON T °Oil CD ETAHL 1 -1/2' =1'-0' CEDAR TRIM FROM 1 X 4 ft 4 O` .iii. _ 1 A8.02 WINDOWS AS PER SCHEDULE COMPOSITION SHINGLES ICE AND WATER SHIELD EXTEND 24" UP ROOF EACH WAY TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 'X' GYP. BD. CEDAR TRIM FROM 1 X 4 CEDAR TRIM FROM 1X4 FIBER CEMENT SIDING BOARD Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538+/- sqf. REVIEWED FOR CODE COMPLIANCE " APPROVED 1.111 2 9 2049 City of Tukwila BUILDING DIVISION A 02/16/09 RECEIVED APR 2 U 2009 PERMIT CENTER Permit #: D08 -394 DETAILS Total Bldg. footage: 11,306 sq. ft. REGISTERED 1 st floor: 3742 sq. ft. ARCHIT CT 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. LYNN E HENOERSOM STATE OF WASHINGTON FIBER CEMENT SIDING BOARD BUILDING PAPER GYP. SHEATHING 1/4" SEALANT GALV. METAL FLASHING AT HEAD CEDAR TRIM TYP.- 1 X 4 @ HEAD, JAMBS AND SILL, SEE ELEV. DETAIL CONT. SEALANT AND BACKER ROD TUBULAR PLASTIC WINDOW DOUBLE GLAZING PANEL WINDOW TYPE AS PER SCHEDULE WON DDOO GM HEADER/JAMB OD ETAOL 3' = 1'-0' DOUBLE GLAZING PANEL WINDOW TYPE AS PER SCHEDULE TUBULAR PLASTIC WINDOW CONT. SEALANT FLASHING CEDAR TRIM FROM 1X4 Z- FLASHING Mn/HND oO nMI BOLL DDETAOL 3' = 1'-0" 42 OR 6Y2' DOOR HEADER DETAIL QTS7Po) 3' = 1'-0 3" =1'-®' DOOG,i JAMB DETAIL (GYP.) 1/2" GYP. BD. BOTH SIDES 2 X WOOD STUDS @ HEADER SHIM SPACE 3/4" X 2 CASING EASE EDGE 1/8" RADIUS TYPICAL BOTH SIDES WOOD HEAD WOOD STOP DOOR AS SCHED. SHIM SPACE WOOD STOP O GYP. BD. - PAINT BASE BELOW 3/4" X 2 CASING EASE EDGE 1/8" RADIUS TYPICAL BOTH SIDES DOOR AS SCHED. WOOD JAMB 2 X WOOD STUDS @ JAMB 1/2" GYP. BD. BOTH SIDES HEADER AS REQUIRED SEE STRUCTURAL SHIM AS REQUIRED METAL J- CASING GYP. BD. @ HEAD AND SILL (PAINT) J CASING TYP. CONT. SEALANT 1X HARDWOOD SILL TYP. SILL R.O. REF. 1/A9.01 GYP. BD. - PAINT BATT INSULATION 2X6 STUD WALL WALL TYPE - W6 CONSTRUCTION 8X8X16 SPLIT FACE BOND BEAM - SEE STRUCT. SHIM AS REQUIRED CONT. SEALANT AND BACKER ROD MTL. STOREFRONT SEE SCHEDULE WONDOW HEADER/JAMB DETAIL @CO MM'/nALLL 3' =1'-0' MTL. STOREFRONT SEE SCHEDULE CONT. SEALANT SHIM AS REQUIRED 8X8X16 SPLIT FACE CMU BLOCK WALL TYPE - W6 CONSTRUCTION 8X8X16 SPLIT FACE CMU/ 2X4WOODSTUDS @ 16" O.C. (TYPICAL)/ 3 -1/2" BATT INSULATION R -13 MIN./ VAPOR BARRIER/ 5/8" TYPE "X" GYP. BD. • In im (11 WINDOW nW ELL DIETAOL @ CORM WALL 3' = 1'.0' ly2 :LR. Q 0 SECTION 5�8 HANDRAIL AIL DETA L (TYP.) 1 -1/2" = Q 1 1/2'- GALV. STEEL PIPE HANDRAIL GYP. BD. BOTH SIDES 2 X WOOD STUDS @ 16" O.C. (TYPICAL) FASTEN HANDRAIL SUPPORTS - TO 2 X BLOCKING SPACED IN WALL @ 6' -0' O.C. MAXIMUM ••• ••• ••• ••• ENE ••• ••• ■ ■■ ••• ••• ••• ■■■t \ < ■■■ \ ■ ■■ r ••• 1••• 1■■■ 1 ••• 1■■■ 1■■■ 1■■■ 1 •■• 1■■■ 1■■■ 1••• 1■■■ 1■■■ OPLAN 1 T Er. TYP. SILL R.O. 1'-4" AFF \p� COMPOSITION SHINGLE 36" WIDE ICE AND WATER SHIELD CENTERED ON VALLEY BUILDING PAPER PWD ON ROOF FRAMING SEE STRUCTURAL TYP. VALLEY PLASC;IONG DETAOL 3' =1'-0' CONT. SEALANT 1X WD. SILL P T. 2X6 WD. SILL TYPICAL FLOOR FL3 CONSTRUCTION 4" CONC. SLAB 4" OF 5/8 MINUS CRUSHED ROCK/ VAPOR BARRIER/ 6 "--8" GRANULAR FILL/ COMPACTED EARTH SCHEDULED BASE r te. r1 bI 1/2' =1'-0' \o T�. � �. % Q/ NOTE: COORDINATE WITH MECHANICAL ELECTRICAL DWGS. FOR EXACT LAYOUTS & DIMENSIONS TYPO©AL MOLIINTONG CIEOCGIITS THERMOSTAT / SIGNAGE LIGHT SWITCH DOOR LEVER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS INTEGRAL FAN & SWITCH DUPLEX, PHONE, AND DATA OUTLETS TO BE 17" AFF. U.N.O. PRE - PAINTED METAL FLASHING COMPOSITION SHINGLES BLDG. PAPER PWD ROOF SHEATHING 2 X JOISTS AS PER STRUCT. CONT. 2 X 6 NAILER P.T. 2 X BLOCKING DORMER MEO FLAMM DETAIL 3' =1'-0' TYPICAL WALL CONSTRUCTION FIBER CEMENT SIDING BD./ BUILDING PAPER/ EXTERIOR WD. SHEATHING/ 2 X 6 STUDS @ 16" O.C. / BATT INSULATION/ VAPOUR BARRIER/ GYP. BOARD FLASHING AT HEAD FLASHING 13' -5 1/4" 2ND FLOOR 2X6 SILL PLATE OVERLAP TRIM 1" 71- CONT. 1/4" SEALANT CEDAR TRIM FROM 1X10 1 Oi RIM JOIST BLOCKING P.T.2X6 BOND BEAM TOP ROW W/ J -BOLT - SEE STRUC. Mln OND O©' HEADER/JAMB DD ETAHL @ CORM WALL 3 ' = 1 '. 0 ' a TYP. M�/n ONDOW ELEVATOON T °Oil CD ETAHL 1 -1/2' =1'-0' CEDAR TRIM FROM 1 X 4 Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. Hartware Set #4: Sliding Track, hand pulls (both sides) Hardware Set #5: Exterior Pull w /lock, interior push bar, 3 air hinges NRP closure, ADA threshold g reshold weatherstrip, door stop. / 02/16/09 Permit #: D08 -394 WINDOWS SCHEDULE DOOR SCHEDULE Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. . � 5 3aa REGISTE D I ARC CT / NN E. H ERSON STATE OF WASHINGTON ‘I'Z A 9 Hardware Set #3: Privacy Lockset, 1 1/2 pair hinges, Hartware Set #4: Sliding Track, hand pulls (both sides) Hardware Set #5: Exterior Pull w /lock, interior push bar, 3 air hinges NRP closure, ADA threshold g reshold weatherstrip, door stop. Mark Windows 4'-O" x 4 '_ 0 " 4' -O" x 3' -0" O 4 '_ 0 " x 4'-O" O 4' -0" x 3' -O" 2' -0" x 4' -O" O 6' -O" x 8' -O" 91.4" x 9 1_ 4 " MNINI DD OO nM/ SCHEDULE N.T.S. PICTURE WINDOW WINDOW TAPES 9/4" = 1LIIr BOOR R `1 YPES 9/4" = 14" N.T.S. 4' -0" 3' -0" 0 STEEL DOOR MGR P SCHEDD ULE PROVIDE AIR VENT 4' -0" i i e PROVIDE AIR VEP T PICTURE WINDOW Sqf. Material Type 1 16 Glass /Vinyl Picture 12 Glass /Vinyl Picture 1 16 Glass /Vinyl Slider 12 Glass /Vinyl Slider 8 Glass /Vinyl Picture 37 Aluminum Picture 43 Aluminum Picture 0 WOOD DOOR Mark Doors Sqf. Material Type 3' -0" x 6' -8" x 3/4" 20 Steel Swing 2' -8" x 6' -8" x 3/4" 17.8 Wood Swing 03 2' -O" x 6' -8" x 3/4" 13.3 Wood Swing 5' -0" x 6-8" x 3/4" 33.3 Glass Slider 4' -0" x 6' -0" x 3/4" 24 Wood Bi -Fold 5' -0" x 6' -0" x 3/4" 30 Wood Bi -Fold 3' -0" x 7' -0" x 3/4" 21 Glass /Alum. Swing 4' -0" SLIDER 0 WOOD DOOR PROVIDE AIR VENT 0 C) 2 12 0 3 8 4' -0" SLIDER PROVIDE AIR VENT 0 13 2 2 0 5' -0" 0 GLASS SLIDER 12 26 2 0': 0 2 0 c9 3 6 egress 4 8 8 16 2 2' -0" PICTURE WINDOW rd total. Comments 13 . 26 egress 2 4 2 4 safety glazing 0 2 safety glazing 0 BIFOLD DOOR 1st ; 2nd 3rd total Comments c7= t2r 2' 11 1 HR 1i re rated, R12 insulated ALUM. STORE FRONT 4' -0" 0 BIFOLD DOOR Set #3 Set#4 n/a n/a Set #5 3' -0" 0 0 ALUM. DOOR 0 3' -4" / / 3' -0" Hardware Set #1 Set #3 for bathrooms all others: Set #2 9' -4" 2' -10" 6' -0" / = 2" /1 CV ALUM. STORE FRONT S' Hardware Set #1: Entrance Lockset, 1 1/2 pair hinges, ADA threshold, weatherstrip, eye viewer. Hardware Set #2: Passage Lockset, 1 1/2 pair hinges, HARDWARE SET REVIEWED FOR 1 CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION I ci MI6 JUN 25 2009 PERMIT CENTER CORRECTION LTR# • 1)0`6' SEE GRAPHIC SCALE .0 20 MINIM ;H = 10 FEET ACCESSIBLE °PARKA AC CESSIBLE ; A DETAIL 5 C8, "ING (TYPIC a.~ 4*%i.t fm, Tat. � � I kriPP&' 774143tfc".4Tr. • -4,140,404, l'4444445,9641E413" i _ CD • c CD•C_D-Co • _' c• - ) I \;'L W Y BUILDING CORNER STA =11 +11.64, 41.56 R r-- -- ROPO.SLB1._..DG. t..J 6' RAMP 1:12 MAX SLOPE E XISTINO FIRE HYDRANT 3 MIN LINE AND :NCH DETAIL 7 T C6 T) REPLACE CURB & GUTTER AL NG FULL LENGTH OF PROPERTY F ONTAGE COMMERCIAL CONCRETE DRIVEWAY APPROACH PER DETAIL 8 SHEET C6 STA =11 +83.93, 18.90 R CT) CT) i ( T) 37.9' 1301 � ' 770'. 64 (MEAS.) REPLACE SIDEWALK DRIVEWAY AS REQUIRED MA CH EXISTING GRADE BEGIN CONCRETE CURB, GU ER & SIDEWALK PEREETAIL 1 SHEET C7 STA 12 +28.47, 18.89 R EXTRUDED CONCRETE CURB °o PER DETAIL 5 SHEET C7 1 CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 1 � I 20'N k- E END CON CURB, GUTTER & SIDEWALK STA =11 +01.61, 18.94 REPLACE SIDEWALK I AS REQUIRED MATCH EXISTING GRADE D UND CONCRETE' MONUMENT IN 'E WITH 3" BRASS DISC (ELEV.= 57.00') /^\ /& INSTALL INLET P ROTECTION ON NEXT DOWNSTREAM CATCHBASIN I I I/ 6' SIDEWALK PER DETAIL 1 SHEET C6 EXTENT OF PAVING STA =12 +15.47, 40.56 R p HA L T D ' i\\ .. • ! I\ .�I �L \ I \ \ FOUND 1 /2 RFE AR 1 WITH CAP LS "15025" . 1 0.5' WEST OF ORIG. PLATED 20' 0 _ W BICYCLE RACK RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON TESC & SITE DEVELOPMENT C 'V 1 ). GARBAGE ENCLOSURE HOUSE ZONING: NCC 734.060-0760 --S89 °09'44 -'' .. .1 109.98' ;9. 98 1 WORK AREA /CLEARING LIMITS DELINEATED BY PROPERTY BOUNDARY LINE 'WALL OF LINE ZONING: NiCC J- . 734060-0775 CONC. 'WALL 1' OUTH PROP R i Y __-rl\tE_ N89'09'44." W 109.98' (,f ± OF., I.) r' -- c_ / .� . OF PROPERTY -I1 ' EN OF 8' WOOD I [INCE IS _._. S. OF PROP. LINE EXTRUDED CONCRETE CURB PER DETAIL 5 SHEET C7 4 00 LO, ■ EXTENT OF PAVING STA =11 +52.75, 133.07 R (.0 TESC NOTES 1. THE STORMTECH ISOLATOR ROW MUST BE MONITORED FOR SEDIMENT ACCUMULATION AND CLEANED AFTER SITE STABILIZATION PRIOR TO FINALIZATION OF CONSTRUCTION. DISTRICT UTILITIES WATER DISTRICT #125 (206- 242 -9547) VALLEY VIEW SEWER DISTRICT (206- 242 -3236) RECOMMENDED CONSTRUCTION SEQUENCE (1) PRE - CONSTRUCTION MEETING. (2) PROVIDE 48 HOUR NOTICE TO CITY INSPECTION LINE PRIOR TO ANY SITE ACTIVITY. HAVE ALL EROSION CONTROLS INSPECTED PRIOR TO GRADING /CLEARING (SEE GENERAL GRADING NOTES ON SHEET C -2). (3) FLAG OR FENCE CLEARING LIMITS. (4) POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. (5) INSTALL CATCH BASIN INLET PROTECTION IF REQUIRED. (6) GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). (7) INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). (8) GRADE AND STABILIZE CONSTRUCTION ROADS. (9) CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. (10)MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. (11)RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY TESC MINIMUM REQUIREMENTS. (12)COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. (13)STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. (14)SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. (15)UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. ZONING: ' ` 1 7 () L.) END r O - OF 6 F 1\JCL I..) E. OF S.E. l 0 J V 1_) 1/2 lc L__ f3/, r WITH CAP LS "15025 0.15 " WEST C)F CALCULATED POSITION JON 60-077 the Public These plans have been reviewed by Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequar • of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspecto r . Date: By: J 7 , REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION SHEET LIST C -1 TESC & SITE PLAN C -2 TESC NOTES & DETAILS C -3 SITE GRADING PLAN C -4 COMPOSITE UTILITY PLAN C -5 DETAILS & NOTES C -6 DETAILS & NOTES C -7 DETAILS & NOTES C -8 DETAILS & NOTES C -9 DETAILS & NOTES C -10 DETAILS & NOTES OWNER IAN HAMAD BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 SURVEYOR VICINITY MAP NOT TO SCALE PARCEL INFORMATION PARCEL #'S: 734060 -0774 ADDRESS: 12910 MARGINAL WY S. TUKWILA, WA SITE AREA = 12,538± SQ FT CRAMER NORTHWEST INC. 945 N. CENTRA, STE #104 KENT, WA 98032 PHONE 253 - 852 -4880 FAX 253 - 852 -4955 BASIS OF BEARINGS BEARINGS SHOWN HEREON ARE BASED ON THE MONUMENTED CENTERLINE OF E. MARGINAL WAY S., BEING NORTH 00° 54 "07 EAST AS SHOWN ON THAT RECORD OF SURVEY FILED IN BOOK 208 OF SURVEYS AT PAGE 100, UNDER RECORD NO. 20060718900037, RECORDS OF KING COUNTY, WASHINGTON. VERTICAL DATUM FOUND CONCRETE MONUMENT IN CASE WITH 3" BRASS DISC NAVD 88 (ELEV.= 57.00') BENCHMARK W.S.D.Cl.T. MONUMENT ID NUMBER 6423 1 3/4" BRASS DISK STAMPED "L.S. NO. 17199" IN CONCRETE IN CASE AT BACK OF CONCRETE SIDEWALK W. OF S.W. CORNER OF ECONO LODGE HOTEL ON E. SIDE OF S.R. 99 ELEV. = 268.26 FEET METHODS AND EQUIPMENT: INSTRUMENTATION USED: GEODIMETER 600, TRIMBLE 5600 FIELD SURVEY CONTROL METHOD: CLOSED LOOP TRAVERSE. MINIMUM CLOSURE 1:22,000 IN COMPLIANCE WITH REQUIREMENTS OF W.A.C. 332 -130 -090 GEOTECHNICAL REPORT GEOTECH CONSULTANTS, INC. 13256 NORTHEAST 20TH ST, STE 16 BELLEVUE, WA 98005 425 - 747 -5618 REPORT DATE: AUGUST 4, 2008 REPORT #JN 08212 TRENCH NOTES: IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2- 09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR IS ALONE RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. 0 0 aim • • LEGEND: FOUND MONUMENT AS DESCRIBED FOUND REBAR WITH CAP SEWER MANHOLE CATCH BASIN EXISTING WATER VALVE WATER METER CATCH BASIN PROPOSED STORM MANHOLE PROPOSED FD RD D CID TELEPHONE MANHOLE UTILITY POLE GUY ANCHOR MAILBOX EffAl POWER METER FOUNDATION DRAIN LINE PROPOSED ROOF DRAIN LINE PROPOSED STORM LINE PROPOSED 141 1112112111.11k.11,2! X s ) CONSTRUCTION ENTRANCE (6 SEE DETAIL Q m INLET PROTECTION SEE DETAIL FRONTAGE IMPROVEMENT DEMOLITION FILTER FENCE SEE DETAIL WORK AREA /CLEARING LIMITS RECEIVED Mt 2 5 2009 REMIT CENTE 1 EXPIRES 06 / 30 / 10 SEE GRAPHIC SCALE .0 20 MINIM ;H = 10 FEET ACCESSIBLE °PARKA AC CESSIBLE ; A DETAIL 5 C8, "ING (TYPIC a.~ 4*%i.t fm, Tat. � � I kriPP&' 774143tfc".4Tr. • -4,140,404, l'4444445,9641E413" i _ CD • c CD•C_D-Co • _' c• - ) I \;'L W Y BUILDING CORNER STA =11 +11.64, 41.56 R r-- -- ROPO.SLB1._..DG. t..J 6' RAMP 1:12 MAX SLOPE E XISTINO FIRE HYDRANT 3 MIN LINE AND :NCH DETAIL 7 T C6 T) REPLACE CURB & GUTTER AL NG FULL LENGTH OF PROPERTY F ONTAGE COMMERCIAL CONCRETE DRIVEWAY APPROACH PER DETAIL 8 SHEET C6 STA =11 +83.93, 18.90 R CT) CT) i ( T) 37.9' 1301 � ' 770'. 64 (MEAS.) REPLACE SIDEWALK DRIVEWAY AS REQUIRED MA CH EXISTING GRADE BEGIN CONCRETE CURB, GU ER & SIDEWALK PEREETAIL 1 SHEET C7 STA 12 +28.47, 18.89 R EXTRUDED CONCRETE CURB °o PER DETAIL 5 SHEET C7 1 CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 1 � I 20'N k- E END CON CURB, GUTTER & SIDEWALK STA =11 +01.61, 18.94 REPLACE SIDEWALK I AS REQUIRED MATCH EXISTING GRADE D UND CONCRETE' MONUMENT IN 'E WITH 3" BRASS DISC (ELEV.= 57.00') /^\ /& INSTALL INLET P ROTECTION ON NEXT DOWNSTREAM CATCHBASIN I I I/ 6' SIDEWALK PER DETAIL 1 SHEET C6 EXTENT OF PAVING STA =12 +15.47, 40.56 R p HA L T D ' i\\ .. • ! I\ .�I �L \ I \ \ FOUND 1 /2 RFE AR 1 WITH CAP LS "15025" . 1 0.5' WEST OF ORIG. PLATED 20' 0 _ W BICYCLE RACK RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON TESC & SITE DEVELOPMENT C 'V 1 ). GARBAGE ENCLOSURE HOUSE ZONING: NCC 734.060-0760 --S89 °09'44 -'' .. .1 109.98' ;9. 98 1 WORK AREA /CLEARING LIMITS DELINEATED BY PROPERTY BOUNDARY LINE 'WALL OF LINE ZONING: NiCC J- . 734060-0775 CONC. 'WALL 1' OUTH PROP R i Y __-rl\tE_ N89'09'44." W 109.98' (,f ± OF., I.) r' -- c_ / .� . OF PROPERTY -I1 ' EN OF 8' WOOD I [INCE IS _._. S. OF PROP. LINE EXTRUDED CONCRETE CURB PER DETAIL 5 SHEET C7 4 00 LO, ■ EXTENT OF PAVING STA =11 +52.75, 133.07 R (.0 TESC NOTES 1. THE STORMTECH ISOLATOR ROW MUST BE MONITORED FOR SEDIMENT ACCUMULATION AND CLEANED AFTER SITE STABILIZATION PRIOR TO FINALIZATION OF CONSTRUCTION. DISTRICT UTILITIES WATER DISTRICT #125 (206- 242 -9547) VALLEY VIEW SEWER DISTRICT (206- 242 -3236) RECOMMENDED CONSTRUCTION SEQUENCE (1) PRE - CONSTRUCTION MEETING. (2) PROVIDE 48 HOUR NOTICE TO CITY INSPECTION LINE PRIOR TO ANY SITE ACTIVITY. HAVE ALL EROSION CONTROLS INSPECTED PRIOR TO GRADING /CLEARING (SEE GENERAL GRADING NOTES ON SHEET C -2). (3) FLAG OR FENCE CLEARING LIMITS. (4) POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. (5) INSTALL CATCH BASIN INLET PROTECTION IF REQUIRED. (6) GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). (7) INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). (8) GRADE AND STABILIZE CONSTRUCTION ROADS. (9) CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. (10)MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. (11)RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY TESC MINIMUM REQUIREMENTS. (12)COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. (13)STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. (14)SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. (15)UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. ZONING: ' ` 1 7 () L.) END r O - OF 6 F 1\JCL I..) E. OF S.E. l 0 J V 1_) 1/2 lc L__ f3/, r WITH CAP LS "15025 0.15 " WEST C)F CALCULATED POSITION JON 60-077 the Public These plans have been reviewed by Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequar • of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspecto r . Date: By: J 7 , REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION SHEET LIST C -1 TESC & SITE PLAN C -2 TESC NOTES & DETAILS C -3 SITE GRADING PLAN C -4 COMPOSITE UTILITY PLAN C -5 DETAILS & NOTES C -6 DETAILS & NOTES C -7 DETAILS & NOTES C -8 DETAILS & NOTES C -9 DETAILS & NOTES C -10 DETAILS & NOTES OWNER IAN HAMAD BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 SURVEYOR VICINITY MAP NOT TO SCALE PARCEL INFORMATION PARCEL #'S: 734060 -0774 ADDRESS: 12910 MARGINAL WY S. TUKWILA, WA SITE AREA = 12,538± SQ FT CRAMER NORTHWEST INC. 945 N. CENTRA, STE #104 KENT, WA 98032 PHONE 253 - 852 -4880 FAX 253 - 852 -4955 BASIS OF BEARINGS BEARINGS SHOWN HEREON ARE BASED ON THE MONUMENTED CENTERLINE OF E. MARGINAL WAY S., BEING NORTH 00° 54 "07 EAST AS SHOWN ON THAT RECORD OF SURVEY FILED IN BOOK 208 OF SURVEYS AT PAGE 100, UNDER RECORD NO. 20060718900037, RECORDS OF KING COUNTY, WASHINGTON. VERTICAL DATUM FOUND CONCRETE MONUMENT IN CASE WITH 3" BRASS DISC NAVD 88 (ELEV.= 57.00') BENCHMARK W.S.D.Cl.T. MONUMENT ID NUMBER 6423 1 3/4" BRASS DISK STAMPED "L.S. NO. 17199" IN CONCRETE IN CASE AT BACK OF CONCRETE SIDEWALK W. OF S.W. CORNER OF ECONO LODGE HOTEL ON E. SIDE OF S.R. 99 ELEV. = 268.26 FEET METHODS AND EQUIPMENT: INSTRUMENTATION USED: GEODIMETER 600, TRIMBLE 5600 FIELD SURVEY CONTROL METHOD: CLOSED LOOP TRAVERSE. MINIMUM CLOSURE 1:22,000 IN COMPLIANCE WITH REQUIREMENTS OF W.A.C. 332 -130 -090 GEOTECHNICAL REPORT GEOTECH CONSULTANTS, INC. 13256 NORTHEAST 20TH ST, STE 16 BELLEVUE, WA 98005 425 - 747 -5618 REPORT DATE: AUGUST 4, 2008 REPORT #JN 08212 TRENCH NOTES: IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2- 09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR IS ALONE RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. 0 0 aim • • LEGEND: FOUND MONUMENT AS DESCRIBED FOUND REBAR WITH CAP SEWER MANHOLE CATCH BASIN EXISTING WATER VALVE WATER METER CATCH BASIN PROPOSED STORM MANHOLE PROPOSED FD RD D CID TELEPHONE MANHOLE UTILITY POLE GUY ANCHOR MAILBOX EffAl POWER METER FOUNDATION DRAIN LINE PROPOSED ROOF DRAIN LINE PROPOSED STORM LINE PROPOSED 141 1112112111.11k.11,2! X s ) CONSTRUCTION ENTRANCE (6 SEE DETAIL Q m INLET PROTECTION SEE DETAIL FRONTAGE IMPROVEMENT DEMOLITION FILTER FENCE SEE DETAIL WORK AREA /CLEARING LIMITS RECEIVED Mt 2 5 2009 REMIT CENTE AOS (ASTM D4751) 30 -100 sieve size (0.60 -0.15 mm) for slit film 50 -100 sieve size (0.30 -0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sec minimum Grab Tensile Strength (ASTM D4632) 180 lbs. min. for extra strength fabric 100 lbs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) RING Ultraviolet Resistance (ASTM D4355) 70% min. DESCRIPTION NOISIA3H n Sy s 0 sfr t y ti � ., �� Off, . ''S:IONAL MASK 4, 4, " *'' 4 ' - .. -% t, M 5 8 5 EXPIRES 06 / 30 / 10 SHEET TITLE: TESC NOTES & DETAILS RIVERTON COURT BLDG. CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 Ill CONTACT: IAN HAMAD PHONE: 2 06- 331 -1524 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. C2 A !_\ 20F10 AOS (ASTM D4751) 30 -100 sieve size (0.60 -0.15 mm) for slit film 50 -100 sieve size (0.30 -0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sec minimum Grab Tensile Strength (ASTM D4632) 180 lbs. min. for extra strength fabric 100 lbs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) 30% max. Ultraviolet Resistance (ASTM D4355) 70% min. NOTE: CITY OF TUKWILA HAS ALL JURISDICTION OVER SITE. ALL REFERENCES TO KING COUNTY SHALL BE CHANGED TO CITY OF TUKWILA. GENERAL NOTES (1) All construction shall be in accordance with the King County Code (KCC), Road Standards (KCRS), and the King County Council's conditions of preliminary subdivision approval. It shall be the sole responsibility of the applicant and the professional civil engineer to correct any error, omission, or variation from the above requirements found in these plans. All corrections shall be at no additional cost or liability to King County. (2) The design elements within these plans have been reviewed according to the King County Department of Development and Environmental Services (DDES) Engineering Review checklist. Some elements may have been overlooked or missed by the DDES plan reviewer. Any variance from adopted standards is not allowed unless specifically approved by King County prior to construction. (3) (4) Before any construction or development activity, a preconstruction meeting must be held between the DDES's Development Inspection Unit, the Applicant, and the Applicants Construction Representative. Approval of this road, grading, and drainage plan does not constitute an approval of any other construction (e.g. domestic water conveyance, sewer conveyance, gas, electrical, etc.) copy of these approved plans must be on the job site whenever construction is in progress. onstruction noise shall be limited as per King County Code (Section 12.88); normally, this is 7 a.m. to 10 p.m. weekdays and 9 a.m. to 10 p.m. on weekends. shall be the applicant's /contractor's responsibility to obtain all construction easements necessary efore initiating off -site work within the road rights -of -way. Franchised utilities or other installations that are not shown on these approved plans shall not be constructed unless an approved set of plans that meet all requirements of KCRS Chapter 8 are ubmitted to the DDES's Development Inspection Unit three days prior to construction. atum shall be KCAS unless otherwise approved by DDES. groundwater system construction shall be within a right -of -way or appropriate drainage easement, but not underneath the roadway section. All groundwater systems must be constructed in ccordance with Section B1 3.02 of the APWA Standard Specifications. it utility trenches shall be backfilled and compacted to 95 percent density. it roadway subgrade shall be backfilled and compacted to 95 percent density (WSDOT 2- 06.3). (13)Open cutting of existing roadways is not allowed unless specifically approved by DDES and noted on these approved plans. Any open cut shall be restored in accordance with KCRS 8.03(B)3. he Contractor shall be responsible for providing adequate safeguards, safety devices, protective quipment, flaggers, and any other needed actions to protect the life, health, and safety of the ublic, and to protect property in connection with the performance of work covered by the contractor. Any work within the traveled right -of -way that may interrupt normal traffic flow shall require at least one flagger for each lane of traffic affected. All sections of the WSDOT Standard Specifications •07.23 - Traffic Control, shall apply. DRAINAGE LINAGE NOTES (1) Proof of liability insurance shall be submitted to DDES prior to the preconstruction meeting (KCC 9.04.100.D). (2) All pipe and appurtenances shall be laid on a properly prepared foundation in accordance with WSDOT 7- 02.3(1). This shall include leveling and compacting the trench bottom, the top of the foundation material, and any required pipe bedding, to a uniform grade so that the entire pipe is supported by a uniformly dense unyielding base. (3) JI drainage structures, such as catch basins and manholes, not located within a traveled roadway or sidewalk, shall have solid locking lids. All drainage structures associated with a permanent retention/detention facility shall have solid locking lids (KCRS 7.05). Steel pipe shall be galvanized and have asphalt treatment #1 or better inside and outside (KCRS 7.03). All catch basin grates shall conform to KCRS drawing numbers 2 -013, 2 -018, 2 -019, or 2 -020, which includes the stamping "OUTFALL TO STREAM, DUMP NO POLLUTANTS" and "Property of ing County" (KCRS 7.05). All driveway culverts located within King County right -of -way shall be of sufficient length to provide minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have eveled end sections to match the side slope (KCRS 7.03(L), Drawing No.2 -001). Rock for erosion protection of roadway ditches, where required, must be of sound quarry rock, laced to a depth of 1 foot, and must meet the following specifications: 4 "- 8" rock/40 % -70% assing; 2 "- 4" rock /30 % -40% passing; and -2" rock /10 % -20% passing. Installation shall be in ccordance with KCRS 7.02(B) drawing number 2 -024. Drainage outlets (stub -outs) shall be provided for each individual lot, except for those lots approved for infiltration by King County. Stub outs shall conform to the following: ) Each outlet shall be suitably located at the lowest elevation on the lot, so as to service all future roof downspouts and footing drains, driveways, yard drains, and any other surface or subsurface drains necessary to render the lots suitable for their intended use. Each outlet shall have free - flowing, positive drainage to an approved stormwater conveyance system or to an approved outfall location. ) Outlets on each lot shall be located with a five - foot -high, 2" x 4" stake marked "storm" or "drain ". The stub -out shall extend above surface level, be visible, and be secured to the stake. ) Pipe material shall conform to underdrain specifications described in KCRS 7.04 and, if non - metallic, the pipe shall contain wire or other acceptable detection. d) Drainage easements are required for drainage systems designed to convey flows through individual lots. e) The applicant /contractor is responsible for coordinating the locations of all stub -out conveyance lines with respect to the utilities (e.g. power, gas, telephone, television). f) All individual stub -outs shall be privately owned and maintained by the lot home owner. STRUCTURAL NOTES (1) These plans are approved for standard road and drainage improvements only. Plans for structures such as bridges, vaults, and retaining walls require a separate review and approval by DDES prior to construction (KCC 16.04, 16.70, 14.20). (2) Rockeries are considered to be a method of bank stabilization and erosion control. Rockeries shall not be constructed to serve as retaining walls. All rockeries shall be constructed in accordance with KCRS drawing numbers 5 -004, 5 -005, 5 -006, and 5 -007. RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES (1) Approval of this temporary erosion and sedimentation control (TESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities, etc.). (2) The implementation of these TESC plans and the construction, maintenance, replacement, and upgrading of these TESC facilities is the responsibility of the applicant/TESC supervisor until all construction is approved. (3) The boundaries of the clearing limits shown on this plan shall be clearly flagged by a continuous length of survey tape (or fencing, if required) prior to construction. During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits shall be maintained by the applicant/TESC supervisor for the duration of construction. (4) The TESC facilities shown on this plan must be constructed prior to or in conjunction with all clearing and grading so as to ensure that the transport of sediment to surface waters, drainage systems, and adjacent properties is minimized. (5) The TESC facilities shown on this plan are the minimum requirements for anticipated site conditions. During the construction period, these TESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing site conditions (e.g. additional sump pumps, relocation of ditches and silt fences, etc.). (6) The TESC facilities shall be inspected daily by the applicant/TESC supervisor and maintained to ensure continued proper functioning. Written records shall be kept of weekly reviews of the TESC facilities during the wet season (Oct. 1 to March 31) and of monthly reviews during the dry season (April 1 to Sept. 30). (7) Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or seven days during the dry season shall be immediately stabilized with the approved TESC methods (e.g., seeding, mulching, plastic covering, etc.). (8) Any area needing TESC measures, not requiring immediate attention, shall be addressed within fifteen (15) days. (9) The TESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within 48 hours following a storm event. (10)At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment -laden water into the downstream system. (11)Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as wash pads, may be required to ensure that all paved areas are kept clean for the duration of the project. (12)Any permanent retention /detention facility used as a temporary settling basin shall be modified with the necessary erosion control measures and shall provide adequate storage capacity. If the permanent facility is to function ultimately as an infiltration system, the temporary facility must be graded so that the bottom and sides are at least one foot above the final grade of the permanent facility. (13)Where straw mulch for temporary erosion control is required, it shall be applied at a minimum thickness of two inches. STANDARD GRADING NOTES 1. This permit authorizes the clearing, grading and excavation only within specific areas identified on the approved plans. The following approved construction sequence must be followed: a. Provide 48 Hour Notice prior to the start of any activity on the site. b. Inspection of the erosion control measures as shown on the approved plans prior to grading or clearing. Please use the City Inspection Line (206- 870 -6531) to request this inspection. 2. All activity shall be completed in a matter so as to not disturb the right -of -way unless a right -of -way permit authorizing work within the City right -of -way is approved. 3. all exiting manmade or natural /historic storm water collection system within the project site that are within the construction area are considered to be at risk for transport of sediment laden runoff and shall be protected using acceptable engineered filtration or settlement methods. 4. Stockpiles of topsoil shall be stabilized in accordance with Appendix D of the King County Surface Water Design Manual. 5. Should on -site water ponding occur during construction, no pumping of water shall be permitted into the city's storm system or historic drainage channels without contacting the Planning, Building and Public Works Department. 6. Any area needing TESC measures that do not require immediate attention shall be addressed within (7) days. 7. TESC Measures will be applied in conformance with Appendix D of the King County Surface Water Design Manual. 8. Prior to the beginning of the wet season (Oct 1), all disturbed areas shall be reviewed to identify which ones can be stabilized in preparation for the winter rains. Disturbed areas shall be stabilized within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to Planning, Building and Public Works Department. 9. Any material exported from the site shall be dumped at an approved site and must be inspected by the City prior to any excavation work on the site. Please use the City Inspection Line (206- 870 -6531) to request this inspection. 10. A copy of the approved grading permit, Grading plan and the TESC plan will be kept at the site at all times. 11. Hours of operation will be from 8:00 AM to 5:00 pm per DMMC 14.60.150(11) If there are any questions regarding the comments above contact Jason Sullivan by phone at (206) 870 -6551 or email me at jsullivan aAdesmoineswa.gov Concrete and Asphalt Application at Temporary Sites This activity applies to you if you apply asphalt and/or pour concrete for building construction, road construction, sidewalk, curb and gutter repairs and constriction, sealing of driveways and roofs, and other applications. These activities are typically done on a temporary site -to -site basis where permanent BMP measures do not apply. Asphalt application can contribute high. concentrations of toxic hydrocarbons, other toxic organic compounds, oils and greases, and metals to stommater runoff. Concrete pouring can contribute suspended solids and metals to stormwater iuuioff and cause detrimental pH changes in receiving waters. January 2005 ADAPTER SKIRT TRIM TO WITHIN 3" - 5" OF GRAT GEOTEXTILE FABRIC (MIRAFI 700X OR APPROVED EQUAL) PROVIDE CB INSERT "STREAMGUARD FOR SEDIMENT" OR APPROVED EQUAL MANUFACTURER'S NAME: FOSS ENVIRONMENTAL ADDRESS: 200 SW MICHIGAN STREET SEATTLE, WA 98106 TELEPHONE: FOR INFORMATION: (800) 909 -3677 NOTES: 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMSES HALF FULL. 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING AND RE- INSERTING IT INTO THE CATCH BASIN. NOT TO SCALE MINIMUM REQUIREMENTS SEDIMENT ACCUMULATOR VIPs or equivalent measures, methods or practices The following BMPs, q I are required if you are engaged in concrete pouring and asphalt application at temporary sites: SCHEMATIC DETAIL INLET PROTECTIONE Use drip pans, ground cloths, and perhaps even heavy cardboard or ply wherever concrete, asphalt, and asphalt emulsion chunks and drips are likely to fall unintentionally, such as beneath extraction points from. /nixing equipment. Provide storm drain covers, inlet protection or similarly effective containment devices over all nearby drains at the beginning of the workday. All accumulations of runoff,, aggregate chunks, and other solids must be collected for proper disposal at the end of the workday (or more frequently) prior to removing the contanunent device(s). Drain covers and other containment devices are commercially available to keep runoff out of the storm drainage system. Contain and collect the slurry from exposed aggregate washing, where the top layer of unhardened concrete is hosed or scraped off to leave an exposed aggregate or rough finish. Never wash concrete slurry to a storm drain, ditch, roadway shoulder or gutter. Use a storm drain cover, inlet protection or other containment device, such as a, hand -dug sump where slurry can be directed to and contained. (See item 4 below). All collected runoff must be properly disposed of. King County Stormwater Pollution Prevention Manual RETRIEVAL STRAP OVERFLOW (TO BYPASS PEAK FLOWS) Concrete and Asphalt Application at Temporary Sites (continued) SILT FENCES NOTES: 1. THE GEOTEXTILE USED MUST MEET THE STANDARDS LISTED BELOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. 2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL BE NO STEEPER THAN 2H:1V. 4. IF A TYPICAL SILT FENCE (PER FIGURE D.3.3.A) IS USED, THE STANDARD 4 X 4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE IS WELL BURIED AND SECURED IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6 INCHES HIGH. 5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. Concrete and concrete pumping vehicles shall not under any circumstances discharge any concrete, slurry, or rinse water into street gutters, storm drains, or drainage ditches. Designate a wash -out area onsite where the cleaning of application and mixing equipment will be conducted, and where the rinse water is controlled. It is also acceptable to dispose of rinse water and slurry in a hole in the ground large enough to contain the slurry and rinse material. Conunercial products and services are also available for concrete, slurry, and rinse water disposal. Routine Maintenance: Sweep the pouring area at the end of each day or more frequently if needed. Collect loose aggregate chunks and dust. Do not hose down the area to a storm drain. Additional BMPs The following BVIPs are optional, unless the above minimum required BMPs do not provide adequate source control: If possible, portable asphalt mixing equipment should be covered by an awning or other simple structure while raining to avoid contact with rainfall. A catch basin insert configured for sediment removal may remove some of the pollutants in runoff from this activity. This is especially useful if the activity must proceed on rainy days. Catch basin inserts require frequent maintenance to be effective, so consider this when evaluating your options. Concrete work of all types tends to cause elevated pa. ire REVIEW runoff, and it nnist be monitored and neutralized before off site discharge of the runoff occurs. CODE COIN See BMP Info Sheet 10 in Chapter 4 for more information Cityof l a practices, contact tl ' WILDING r FOr more information or assistance in implementing these best management )r� S O L Department of Natural Resources and Parks Stormwater Services Section at 206 -296 -1900. Reader Note: The above requirements are the minimum required BMPs. If these BIvPs fail to prevent discharges to the storm drainage system, you will be asked to take additional measures to correct the continued pollution discharges. King County Stormwater Pollution Prevention Manual JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 11,-r1 lII,,TII I II II 11 u IIImI E, ETFATI - m T- 1111Tft 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE January 2005 APPR JUN 2 9 5. RE ENE) MAR 2 5 2009 PERMIT CENTEE D FOR P LIANCE V ED • 2009 3. kwila I IVISION SECTION SILTATION FENCE DETAIL NOT TO SCALE INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROA D STANDARDS ��� 4 " -8" QUARRY SPALLS 2 "x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED MINIMUM 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4 " -1.5" WASHED GRAVEL FILTER FABRIC 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT p0 R = 25' MIN. �i He • :gat i■V‘ogido: • # �`►����1► j�� *����; �r,�� I N :\10 ;: p i r 4;:! 4 . 4 ,_ GEOTEXTILE 12" MIN. THICKNESS _! 0 0 .. CONSTRUCTION ENTRANCE (CE) CONSTRUCTION ENTRANCE NOTES: 1. THE TEMPORARY CONSTRUCTION ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURING SPECIFICATIONS. THE GRAVEL BALLAST ROCK SHALL BE 4" TO 6" IN DIAMETER AND PLACED ACROSS THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF ENTRANCE SHALL BE A MINIMUM OF 50 FEET. PROVIDE FULL WIDTH OF INGRESS /EGRESS AREA AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -O -W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD co irolm GRAVEL SHALL BE CRUSHED BALLAST ROCK, 8" TO 12" DEPTH AND INSTALLED TO THE SPECIFIED DIMENSIONS AT THE ENTRANCE. IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER ONTO A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE, AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEAN OUT ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. K-• c GRAPHIC SCALE 0 5 10 20 1 INCH = 10 FEET 37.9' .Ti 3 0 TL[ S \ ' I 1 15'� Yl n 1 G 5 5 �.- � 770', 6 4 (MEAS.) NOTE CATCH _.._.._BASIN _....r __ RIM :: :: : : : : :: 51 .6 7' ';-- :.. 1 1. CONTRACTOR /SURVEYO4 SHALL VERIFY EXISTING CURB4NE GRA PRIOR TO CONSTRUCTI9N I FG =52:43 4 • .4 a • : 4 • 4 . 'd I G =51.94 TC =52.20 FG= 52.557 FG =52.26 TC =53.05 c 1 FG =50.90 (r.D EG= 52.47± (J EG= 48.61± 4 FG =49.46 EG= N9.81± 20 FG =50.15 LC) FG =49.05 TC =49.55 30.00 G =51.52 FG=51.81 CTD EG= 52.70± FG =53.17 ! .„.� ■ FG =53.44 TC =53.94 \ 1 I EG =54.62± EG= 51.35± DES UND CONCRETE MONUMENT /N L ASE WITH 3" BRASS DISC (ELEV.= 57.00') 50 i ■ 52 RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON GRADING PLAN FG= 52.15/ 5PHAL..T DRIVEWAY FG =53.80 HOUSE \ FOUND 1/2 RE BAR R WI TH CAP LS "15025" 0.5' WEST OF ORIG. PLATED 20' R -O -W / ._:. J r '._1 - L, / b (._.1 0 / _o FG =53.08 FG =53.05 589 *(79'44 "E 109.98' GRASS LINED SWALE S =2.0% SEE DETAIL A THIS SHEEP ZONING: NCC 734060 -0775 N89 0 09'44 "W 109.98' FG =53.95 J8 GRASS LINED - SWALE / S =1.0% ' S. / SEE DETAIL A THIS SHEET CARPORT IS ±0.7 OF PROPERTY LINE / / END OF 8' WOOD / FENCE IS 2.3 - ------ -1 S. OF PROP. LINE CO LC ; 0 4 0 , o 0 \ GRASS LINED SWALE S =1.0% SEE DETAIL A THIS SHEET GRADE NO STEEPERHAN 2:1 OWNER TO PROVIDE kANDSCAPING WALL WHERE NECESSARY GRASS LINED DITCH PER PLAN /� 31 MIN 7\\ , \\ END OF.... WOOD FENCE IS .1.: 8 E. OF v). L . CUR. FOUND 1/2 REHAB WITH CAP I S "15025" ±0.1 5 VV ES S / OF CALCULATED PC.)SITIO /v 3' DITCH 3' SIDEWALK 3•.1 ` .r. T �� \ / \ / \ / \ /\ f • //K /' // \ � / � \ %/� A -A' SECTION DETAIL NOT TO SCALE TYPTCAI 4" (Y)NCRFTF SIDEWALK These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequar • of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptancc is subject to field inspection the Public Works utilities inspector. Date: _ L REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION RECEIVED MAR 25 2009 PERMIT CENTEF EXPIRES 06 / 30 / 10 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET C -3 3 OF 10 LLJ Ln J 1) co Q LLJ rn W Z J cO � N z Lu J U REV. RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON WEIR WALL SCUM BAFFLE OUTLET STUB (SEE NOTES 445) 6" INLET STU (OPTIONAL) (SEE NOTES 445) 6 INLET GRATE H OUTLET STUB (SEE NOTES 445) CLEANOUT ACCESS PLUG ON WEIR WALL (TECH Stormwater Solutions 4 "0 OPENING 10" 1- CARTRIDGE CATCHBASIN - PLAN VIEW 2' f INSIDE -� 4 /4 OUTSIDE 1- CARTRIDGE CATCHBASIN - SECTION VIEW 2' -4" INSIDE ACCESS COVER UNDERDRAIN MANIFOLD A 2 1/2" 6" OVERLAP 4" (TYP) REINFORCING BARS (SEE NOTE 6) CONCRETE COLLAR (SEE NOTE 6) STORMFILTER CARTRIDGE (TYP) (SEE NOTE 2) THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING I i` � i ran STORMWATER,- - SLUTIONS.. contechstormwater.com STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 1 1/3 DATE:11/01/05 I SCALE: NONE I FILE NAME: CBSFI -S -DTL I DRAWN: MJW I CHECKED: ARG OUTLET STUB (SEE NOTES 44 5) 2 "0 OUTLET PIPE FROM UNDERDRAIN ©2006 CONTECH Stormwater Solutions • y 2' -3 5/8" 2' -0 I /2" OUTSIDE 4 "0 OPENING PERMANENT POOL LEVATION I' 1 VARIES 2' -3 5/8" MAX. r 1- CARTRIDGE CATCHBASIN - SECTION VIEW CARTRIDGE SUPPORT 1- CARTRIDGE CATCHBASIN - SECTION VIEW INLET STUB (OPTIONAL) (SEE NOTES 44 5) LIFTING EYE (TYP OF 4) PERMANENT POOL ELEVATION THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING 4/ %■ITCALI® STORMWATER,..- contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 2 2/3 DATE: 11 /01/05 I SCALE: NONE I FILE NAME: CBSF1 -S -DTL I DRAWN: MJW I CHECKED: ARG FROP -T SHEAR GATE NOT TO SCALE STORM MH COVER NOT TO SCALE removable watertight coupling or flange 2" min. plate welded to elbow with orifice as specified (1) 1" DIAMETER PICKHOLE COVER PLAN - MACHINE GROUND SEAT. NOTES: Air ��- /2" I yll I I 1 -1/2" I 2.1 T, 25" SECTION A -A GRAY IRON LOCKING COVER City of Tukwila 3 BOLTHOLES 1� 6" 3/4 "1 L E r APPROVAL: B. GIBERSON FRAME PLAN 26 -3/4" 25 -1/4" 24" 34 -1 /8" SECTION B -B GRAY IRON FRAME 4 WEBS, 3/4" THICK j i MACHINE GROUND SEAT. - 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1 PT, AND PRODUCT NUMBER NCR07- 2775A, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND STORM. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE STORM MANHOLE 24" FRAME WITH COVER SHEET: DS -09 REVISION #1: 08.03 I LAST REVISION: 03.08 I 6" min. 8 "0(MIN) OVERFLOW ELEV =48.64 ORIFICE #2= 0.55 "0 IE (4 "0) =47.89 ELBOW RESTRICTOR DETAIL NTS IE (OUT) =45.6 D I i 0 elbow restrictor see detail 1' min. under A pavement 16" max. 6" min. 4 pipe supports see Note 6 1.5x min 1 invert and elevation per plans strictor plate with orifice diameter as specified (not needed if for spill control only) ORIFICE #1= 0.86 "0 ELEV =43.64 ISOMETRIC NOTES: NTS 1. Use a mimimum of a 54" diameter type 2 catch basin. 2. Outlet Capacity: 100 -Year developed peak flow. 3. Metal Parts: Corrosion resistant. Non - Galvanized parts perferred. Galvanized pipe parts to have asphalt treatment 1. 4. Frame and ladder or steps offset so: A. Cleanout gate is visible from top. B. Climb -down space is clear of riser and cleanout gate. C. Frame is clear of curb. 5. If metal outlet pipe connects to cement concrete pipe: outlet pipe to have smooth O.D. equal to concrete pipe I.D. less a'. 6. Provide at least one 3" X .090 gage support bracket anchored to concrete wall. (maximum 3' -0" vertical spacing) 7. Locate elbow restrictor(s) as necessary to provide minimum clearance as shown. 8. Locate additional ladder rungs in structures used as access to tanks and vaults to allow access when catch basin is filled with water. RIM =51.6 elevation per plans outlet pipe see notes 1 & 5 2' min. clearance to any portion of frop -T including elbows PLAN VIEW NTS CONTROL STRUCTURE NOT TO SCALE 3 LI design W.S. V 2' min.-o- 12" 12" 12" SECTION A -A NTS frame & solid cover marked "DRAIN" with locking bolts see note 3 & KCRS dwgs 2 -022, 2 -023 inlet pipe ve •'cal grate •.r sec d- inlet handholds, steps or ladder see KCRS dwg. 2 -006 shear gate with control rod for cleanout/drain (rod bent as required for vertical alignment with cover) see KCRS dwg. 2 -026 addtional ladder rungs (in sets) to allow access to tanks or vaults when catch is filled with water IE (IN) =45.64 CONTROL STRUCTURE STORM MANHOLE #5 RIM =51.65 IE =45.64 ORIFICE #1= 0.86 "0 IE =43.64 OVERFLOW (8" 0 MIN) ELEV =48.64 CODE REVIEWED FOR S APPROVED JUN 2 9 2009 City. of Tukwila . RECEIVED BUILDING DIVISION ► MAR 2 5 2009 PERMIT CENTER CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 i J GENERAL NOTES HANDLE WITH LOCK PIN. O I) STORMFILTER BY CONTECH STORMWATER SOLUTIONS; (800) 907 -8676; LINTHICUM, MD (866) 740 -33 18. 2) FILTERS TO BE SIPHON- ACTUATED AND SELF - CLEANING. 3) STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5) CBSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. ADJUSTABLE LOCK HOOK WITH LOCK SCREW, SIX EVENLY SPACED HOLES ON 10 3/8" BOLT CIRCLE FOR BOLTING TO FLANGE CONNECTION. 1" ROD OR TUBING, STRUCTURE ID CB FILTER . VARIABLE LENGTH. 1 • MN 0 0. 156 RETURN PERIOD OF PEAK FLOW (yrs) 100 YR •/ LIFT HANDLE I \• C O O Q ZPG RIM ELEVATION 5I .55 Q PIPE DATA: I.E. DIAMETER INLET STUB SEE NOTE 5 XX" OUTLET STUB 49.46 LEVEL UNE CONFIGURATION OUTLET r , n OUTLET 0 0 u 0 ; 0 0 01 �I 41( 0 /HANDLE I. . I 0 SHALL BE ATTACHED PER MANUFACTURER'S FRONT RECOMMENDATIONS. SIDE MAXIMUM OPENING OF GATE NOTES: 1. SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B- 26- ZG -32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. 2. GATE SHALL BE 8" DIAM. UNLESS OTHERWISE SPECIFIED. 3. GATE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE), WELDING, OR OTHER SECURE MEANS. 4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD. 5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB, OR SOME OTHER DEVICE. 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE AND GATE FLANGE. 7. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. 8. FLANGE MOUNTING BOLTS SHALL BE 3/8" DIAM. STAINLESS STEEL. 9. ALTERNATE CLEANOUT /SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10 3/8" BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. ® KING COUNTY PUBLICWORKS KING COUNTY, WASHINGTON FROP-T SHEAR GATE DETAIL DWG. 2 -026 NO. 4 RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON WEIR WALL SCUM BAFFLE OUTLET STUB (SEE NOTES 445) 6" INLET STU (OPTIONAL) (SEE NOTES 445) 6 INLET GRATE H OUTLET STUB (SEE NOTES 445) CLEANOUT ACCESS PLUG ON WEIR WALL (TECH Stormwater Solutions 4 "0 OPENING 10" 1- CARTRIDGE CATCHBASIN - PLAN VIEW 2' f INSIDE -� 4 /4 OUTSIDE 1- CARTRIDGE CATCHBASIN - SECTION VIEW 2' -4" INSIDE ACCESS COVER UNDERDRAIN MANIFOLD A 2 1/2" 6" OVERLAP 4" (TYP) REINFORCING BARS (SEE NOTE 6) CONCRETE COLLAR (SEE NOTE 6) STORMFILTER CARTRIDGE (TYP) (SEE NOTE 2) THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING I i` � i ran STORMWATER,- - SLUTIONS.. contechstormwater.com STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 1 1/3 DATE:11/01/05 I SCALE: NONE I FILE NAME: CBSFI -S -DTL I DRAWN: MJW I CHECKED: ARG OUTLET STUB (SEE NOTES 44 5) 2 "0 OUTLET PIPE FROM UNDERDRAIN ©2006 CONTECH Stormwater Solutions • y 2' -3 5/8" 2' -0 I /2" OUTSIDE 4 "0 OPENING PERMANENT POOL LEVATION I' 1 VARIES 2' -3 5/8" MAX. r 1- CARTRIDGE CATCHBASIN - SECTION VIEW CARTRIDGE SUPPORT 1- CARTRIDGE CATCHBASIN - SECTION VIEW INLET STUB (OPTIONAL) (SEE NOTES 44 5) LIFTING EYE (TYP OF 4) PERMANENT POOL ELEVATION THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING 4/ %■ITCALI® STORMWATER,..- contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 2 2/3 DATE: 11 /01/05 I SCALE: NONE I FILE NAME: CBSF1 -S -DTL I DRAWN: MJW I CHECKED: ARG FROP -T SHEAR GATE NOT TO SCALE STORM MH COVER NOT TO SCALE removable watertight coupling or flange 2" min. plate welded to elbow with orifice as specified (1) 1" DIAMETER PICKHOLE COVER PLAN - MACHINE GROUND SEAT. NOTES: Air ��- /2" I yll I I 1 -1/2" I 2.1 T, 25" SECTION A -A GRAY IRON LOCKING COVER City of Tukwila 3 BOLTHOLES 1� 6" 3/4 "1 L E r APPROVAL: B. GIBERSON FRAME PLAN 26 -3/4" 25 -1/4" 24" 34 -1 /8" SECTION B -B GRAY IRON FRAME 4 WEBS, 3/4" THICK j i MACHINE GROUND SEAT. - 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1 PT, AND PRODUCT NUMBER NCR07- 2775A, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND STORM. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE STORM MANHOLE 24" FRAME WITH COVER SHEET: DS -09 REVISION #1: 08.03 I LAST REVISION: 03.08 I 6" min. 8 "0(MIN) OVERFLOW ELEV =48.64 ORIFICE #2= 0.55 "0 IE (4 "0) =47.89 ELBOW RESTRICTOR DETAIL NTS IE (OUT) =45.6 D I i 0 elbow restrictor see detail 1' min. under A pavement 16" max. 6" min. 4 pipe supports see Note 6 1.5x min 1 invert and elevation per plans strictor plate with orifice diameter as specified (not needed if for spill control only) ORIFICE #1= 0.86 "0 ELEV =43.64 ISOMETRIC NOTES: NTS 1. Use a mimimum of a 54" diameter type 2 catch basin. 2. Outlet Capacity: 100 -Year developed peak flow. 3. Metal Parts: Corrosion resistant. Non - Galvanized parts perferred. Galvanized pipe parts to have asphalt treatment 1. 4. Frame and ladder or steps offset so: A. Cleanout gate is visible from top. B. Climb -down space is clear of riser and cleanout gate. C. Frame is clear of curb. 5. If metal outlet pipe connects to cement concrete pipe: outlet pipe to have smooth O.D. equal to concrete pipe I.D. less a'. 6. Provide at least one 3" X .090 gage support bracket anchored to concrete wall. (maximum 3' -0" vertical spacing) 7. Locate elbow restrictor(s) as necessary to provide minimum clearance as shown. 8. Locate additional ladder rungs in structures used as access to tanks and vaults to allow access when catch basin is filled with water. RIM =51.6 elevation per plans outlet pipe see notes 1 & 5 2' min. clearance to any portion of frop -T including elbows PLAN VIEW NTS CONTROL STRUCTURE NOT TO SCALE 3 LI design W.S. V 2' min.-o- 12" 12" 12" SECTION A -A NTS frame & solid cover marked "DRAIN" with locking bolts see note 3 & KCRS dwgs 2 -022, 2 -023 inlet pipe ve •'cal grate •.r sec d- inlet handholds, steps or ladder see KCRS dwg. 2 -006 shear gate with control rod for cleanout/drain (rod bent as required for vertical alignment with cover) see KCRS dwg. 2 -026 addtional ladder rungs (in sets) to allow access to tanks or vaults when catch is filled with water IE (IN) =45.64 CONTROL STRUCTURE STORM MANHOLE #5 RIM =51.65 IE =45.64 ORIFICE #1= 0.86 "0 IE =43.64 OVERFLOW (8" 0 MIN) ELEV =48.64 CODE REVIEWED FOR S APPROVED JUN 2 9 2009 City. of Tukwila . RECEIVED BUILDING DIVISION ► MAR 2 5 2009 PERMIT CENTER CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 i J GENERAL NOTES PORTLAND, OR 548 4667; SCARBOROUGH, ME (877) I) STORMFILTER BY CONTECH STORMWATER SOLUTIONS; (800) 907 -8676; LINTHICUM, MD (866) 740 -33 18. 2) FILTERS TO BE SIPHON- ACTUATED AND SELF - CLEANING. 3) STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5) CBSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. 1- CARTRIDGE CATCHBASIN STORMFILTER DATA ACCESS COVER STRUCTURE ID CB FILTER WATER QUALITY FLOW RATE (cfs) .030 PEAK FLOW RATE (< I cfs) 0. 156 RETURN PERIOD OF PEAK FLOW (yrs) 100 YR CARTRIDGE FLOW RATE (I 5 OR 7.5 gpm) 15 MEDIA TYPE (CSF, PERLITE, ZPG) ZPG RIM ELEVATION 5I .55 PIPE DATA: I.E. DIAMETER INLET STUB XXX.XX' XX" OUTLET STUB 49.46 8" CONFIGURATION OUTLET r , n OUTLET 0 01 INLET ' ' INLET SLOPED LID YES SOLID COVER NO NOTES /SPECIAL REQUIREMENTS: INLET GRATE • - 4 21-4" INSIDE RIM ■ e - 'CV ... EXPIRES 06 / 30 / 10 I I I SHEET TITLE: NOTES & DETAILS RIVERTO■ COURT BLDG. • i ■ 1 � • ! ►..... DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. C -5 3 \ 5 OF 10 • 4 . . • 4 4. • 4 ' •A .• • 4 • .. . ..........1...........A 21-4" 4 INSIDE RIM �� 4 -8 21-4" INSIDE RIM 3/4" THE STORMWATER MANAGEMENT StormFiltere OUTSIDE RIM U.S. PATENT No. 5,322,629, 1- CARTRIDGE CATCHBASIN - TOP VIEW ® No. 6,649,048, No. 5,624,576, AND OTHER U.S. AND FOREIGN ©2006 CONTECH Stormwater Solutions PATENTS PENDING 1 ITCAIJ® A4/� L STORMWATER �UTIONS- STEEL CATCHBASIN STORMFILTER TOP VIEW, NOTES AND DATA STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 3 3/3 contechstormwater.com DATE:11 /01/05 I SCALE: NONE 1 FILE NAME: CBSFI -S -DTL 1 DRAWN: MJW I CHECKED: ARG RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON WEIR WALL SCUM BAFFLE OUTLET STUB (SEE NOTES 445) 6" INLET STU (OPTIONAL) (SEE NOTES 445) 6 INLET GRATE H OUTLET STUB (SEE NOTES 445) CLEANOUT ACCESS PLUG ON WEIR WALL (TECH Stormwater Solutions 4 "0 OPENING 10" 1- CARTRIDGE CATCHBASIN - PLAN VIEW 2' f INSIDE -� 4 /4 OUTSIDE 1- CARTRIDGE CATCHBASIN - SECTION VIEW 2' -4" INSIDE ACCESS COVER UNDERDRAIN MANIFOLD A 2 1/2" 6" OVERLAP 4" (TYP) REINFORCING BARS (SEE NOTE 6) CONCRETE COLLAR (SEE NOTE 6) STORMFILTER CARTRIDGE (TYP) (SEE NOTE 2) THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING I i` � i ran STORMWATER,- - SLUTIONS.. contechstormwater.com STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 1 1/3 DATE:11/01/05 I SCALE: NONE I FILE NAME: CBSFI -S -DTL I DRAWN: MJW I CHECKED: ARG OUTLET STUB (SEE NOTES 44 5) 2 "0 OUTLET PIPE FROM UNDERDRAIN ©2006 CONTECH Stormwater Solutions • y 2' -3 5/8" 2' -0 I /2" OUTSIDE 4 "0 OPENING PERMANENT POOL LEVATION I' 1 VARIES 2' -3 5/8" MAX. r 1- CARTRIDGE CATCHBASIN - SECTION VIEW CARTRIDGE SUPPORT 1- CARTRIDGE CATCHBASIN - SECTION VIEW INLET STUB (OPTIONAL) (SEE NOTES 44 5) LIFTING EYE (TYP OF 4) PERMANENT POOL ELEVATION THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING 4/ %■ITCALI® STORMWATER,..- contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 2 2/3 DATE: 11 /01/05 I SCALE: NONE I FILE NAME: CBSF1 -S -DTL I DRAWN: MJW I CHECKED: ARG FROP -T SHEAR GATE NOT TO SCALE STORM MH COVER NOT TO SCALE removable watertight coupling or flange 2" min. plate welded to elbow with orifice as specified (1) 1" DIAMETER PICKHOLE COVER PLAN - MACHINE GROUND SEAT. NOTES: Air ��- /2" I yll I I 1 -1/2" I 2.1 T, 25" SECTION A -A GRAY IRON LOCKING COVER City of Tukwila 3 BOLTHOLES 1� 6" 3/4 "1 L E r APPROVAL: B. GIBERSON FRAME PLAN 26 -3/4" 25 -1/4" 24" 34 -1 /8" SECTION B -B GRAY IRON FRAME 4 WEBS, 3/4" THICK j i MACHINE GROUND SEAT. - 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1 PT, AND PRODUCT NUMBER NCR07- 2775A, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND STORM. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE STORM MANHOLE 24" FRAME WITH COVER SHEET: DS -09 REVISION #1: 08.03 I LAST REVISION: 03.08 I 6" min. 8 "0(MIN) OVERFLOW ELEV =48.64 ORIFICE #2= 0.55 "0 IE (4 "0) =47.89 ELBOW RESTRICTOR DETAIL NTS IE (OUT) =45.6 D I i 0 elbow restrictor see detail 1' min. under A pavement 16" max. 6" min. 4 pipe supports see Note 6 1.5x min 1 invert and elevation per plans strictor plate with orifice diameter as specified (not needed if for spill control only) ORIFICE #1= 0.86 "0 ELEV =43.64 ISOMETRIC NOTES: NTS 1. Use a mimimum of a 54" diameter type 2 catch basin. 2. Outlet Capacity: 100 -Year developed peak flow. 3. Metal Parts: Corrosion resistant. Non - Galvanized parts perferred. Galvanized pipe parts to have asphalt treatment 1. 4. Frame and ladder or steps offset so: A. Cleanout gate is visible from top. B. Climb -down space is clear of riser and cleanout gate. C. Frame is clear of curb. 5. If metal outlet pipe connects to cement concrete pipe: outlet pipe to have smooth O.D. equal to concrete pipe I.D. less a'. 6. Provide at least one 3" X .090 gage support bracket anchored to concrete wall. (maximum 3' -0" vertical spacing) 7. Locate elbow restrictor(s) as necessary to provide minimum clearance as shown. 8. Locate additional ladder rungs in structures used as access to tanks and vaults to allow access when catch basin is filled with water. RIM =51.6 elevation per plans outlet pipe see notes 1 & 5 2' min. clearance to any portion of frop -T including elbows PLAN VIEW NTS CONTROL STRUCTURE NOT TO SCALE 3 LI design W.S. V 2' min.-o- 12" 12" 12" SECTION A -A NTS frame & solid cover marked "DRAIN" with locking bolts see note 3 & KCRS dwgs 2 -022, 2 -023 inlet pipe ve •'cal grate •.r sec d- inlet handholds, steps or ladder see KCRS dwg. 2 -006 shear gate with control rod for cleanout/drain (rod bent as required for vertical alignment with cover) see KCRS dwg. 2 -026 addtional ladder rungs (in sets) to allow access to tanks or vaults when catch is filled with water IE (IN) =45.64 CONTROL STRUCTURE STORM MANHOLE #5 RIM =51.65 IE =45.64 ORIFICE #1= 0.86 "0 IE =43.64 OVERFLOW (8" 0 MIN) ELEV =48.64 CODE REVIEWED FOR S APPROVED JUN 2 9 2009 City. of Tukwila . RECEIVED BUILDING DIVISION ► MAR 2 5 2009 PERMIT CENTER CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 i J LC • i ;: �t► v 45 61 ,4 , 1 kG /S T ERE 9 4,,,. o vi- ,r , IIV 37835 ST - 'CV °�ti EXPIRES 06 / 30 / 10 SHEET TITLE: NOTES & DETAILS RIVERTO■ COURT BLDG. CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 CONTACT: IAN HAMAD PHONE: - 206 -331 -1524 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. C -5 3 \ 5 OF 10 RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON WEIR WALL SCUM BAFFLE OUTLET STUB (SEE NOTES 445) 6" INLET STU (OPTIONAL) (SEE NOTES 445) 6 INLET GRATE H OUTLET STUB (SEE NOTES 445) CLEANOUT ACCESS PLUG ON WEIR WALL (TECH Stormwater Solutions 4 "0 OPENING 10" 1- CARTRIDGE CATCHBASIN - PLAN VIEW 2' f INSIDE -� 4 /4 OUTSIDE 1- CARTRIDGE CATCHBASIN - SECTION VIEW 2' -4" INSIDE ACCESS COVER UNDERDRAIN MANIFOLD A 2 1/2" 6" OVERLAP 4" (TYP) REINFORCING BARS (SEE NOTE 6) CONCRETE COLLAR (SEE NOTE 6) STORMFILTER CARTRIDGE (TYP) (SEE NOTE 2) THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING I i` � i ran STORMWATER,- - SLUTIONS.. contechstormwater.com STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 1 1/3 DATE:11/01/05 I SCALE: NONE I FILE NAME: CBSFI -S -DTL I DRAWN: MJW I CHECKED: ARG OUTLET STUB (SEE NOTES 44 5) 2 "0 OUTLET PIPE FROM UNDERDRAIN ©2006 CONTECH Stormwater Solutions • y 2' -3 5/8" 2' -0 I /2" OUTSIDE 4 "0 OPENING PERMANENT POOL LEVATION I' 1 VARIES 2' -3 5/8" MAX. r 1- CARTRIDGE CATCHBASIN - SECTION VIEW CARTRIDGE SUPPORT 1- CARTRIDGE CATCHBASIN - SECTION VIEW INLET STUB (OPTIONAL) (SEE NOTES 44 5) LIFTING EYE (TYP OF 4) PERMANENT POOL ELEVATION THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,570, AND OTHER U.S. AND FOREIGN PATENTS PENDING 4/ %■ITCALI® STORMWATER,..- contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 2 2/3 DATE: 11 /01/05 I SCALE: NONE I FILE NAME: CBSF1 -S -DTL I DRAWN: MJW I CHECKED: ARG FROP -T SHEAR GATE NOT TO SCALE STORM MH COVER NOT TO SCALE removable watertight coupling or flange 2" min. plate welded to elbow with orifice as specified (1) 1" DIAMETER PICKHOLE COVER PLAN - MACHINE GROUND SEAT. NOTES: Air ��- /2" I yll I I 1 -1/2" I 2.1 T, 25" SECTION A -A GRAY IRON LOCKING COVER City of Tukwila 3 BOLTHOLES 1� 6" 3/4 "1 L E r APPROVAL: B. GIBERSON FRAME PLAN 26 -3/4" 25 -1/4" 24" 34 -1 /8" SECTION B -B GRAY IRON FRAME 4 WEBS, 3/4" THICK j i MACHINE GROUND SEAT. - 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1 PT, AND PRODUCT NUMBER NCR07- 2775A, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND STORM. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE STORM MANHOLE 24" FRAME WITH COVER SHEET: DS -09 REVISION #1: 08.03 I LAST REVISION: 03.08 I 6" min. 8 "0(MIN) OVERFLOW ELEV =48.64 ORIFICE #2= 0.55 "0 IE (4 "0) =47.89 ELBOW RESTRICTOR DETAIL NTS IE (OUT) =45.6 D I i 0 elbow restrictor see detail 1' min. under A pavement 16" max. 6" min. 4 pipe supports see Note 6 1.5x min 1 invert and elevation per plans strictor plate with orifice diameter as specified (not needed if for spill control only) ORIFICE #1= 0.86 "0 ELEV =43.64 ISOMETRIC NOTES: NTS 1. Use a mimimum of a 54" diameter type 2 catch basin. 2. Outlet Capacity: 100 -Year developed peak flow. 3. Metal Parts: Corrosion resistant. Non - Galvanized parts perferred. Galvanized pipe parts to have asphalt treatment 1. 4. Frame and ladder or steps offset so: A. Cleanout gate is visible from top. B. Climb -down space is clear of riser and cleanout gate. C. Frame is clear of curb. 5. If metal outlet pipe connects to cement concrete pipe: outlet pipe to have smooth O.D. equal to concrete pipe I.D. less a'. 6. Provide at least one 3" X .090 gage support bracket anchored to concrete wall. (maximum 3' -0" vertical spacing) 7. Locate elbow restrictor(s) as necessary to provide minimum clearance as shown. 8. Locate additional ladder rungs in structures used as access to tanks and vaults to allow access when catch basin is filled with water. RIM =51.6 elevation per plans outlet pipe see notes 1 & 5 2' min. clearance to any portion of frop -T including elbows PLAN VIEW NTS CONTROL STRUCTURE NOT TO SCALE 3 LI design W.S. V 2' min.-o- 12" 12" 12" SECTION A -A NTS frame & solid cover marked "DRAIN" with locking bolts see note 3 & KCRS dwgs 2 -022, 2 -023 inlet pipe ve •'cal grate •.r sec d- inlet handholds, steps or ladder see KCRS dwg. 2 -006 shear gate with control rod for cleanout/drain (rod bent as required for vertical alignment with cover) see KCRS dwg. 2 -026 addtional ladder rungs (in sets) to allow access to tanks or vaults when catch is filled with water IE (IN) =45.64 CONTROL STRUCTURE STORM MANHOLE #5 RIM =51.65 IE =45.64 ORIFICE #1= 0.86 "0 IE =43.64 OVERFLOW (8" 0 MIN) ELEV =48.64 CODE REVIEWED FOR S APPROVED JUN 2 9 2009 City. of Tukwila . RECEIVED BUILDING DIVISION ► MAR 2 5 2009 PERMIT CENTER CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 i J / 6" RISER SECTION 12" RISER SECTION PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0 ". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F -621 D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. 11. REFER TO DS -06 FOR CATCH BASIN MARKINGS. NOT TO SCALE • City of Tukwila CATCH BASIN TYPE1 SHEET: DS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON • TYPE 1 CATCH BASIN NOT TO SCALE rrirrirriirr 2 1 n' I 26.1/2' 1 -1/2" 1" MACHINE GROUND SEAT. SECTION A -A CAST IRON LOCKING COVER MINIMUM WEIGHT 150 LBS NOTES: 1' CORE-3 HOLES LOCKING INTEGRAL NON -SKID PATTERN TO BE CAST ON TOP OF COVER. 3/8" FRAME PLAN 27 -3/4" 26 -1/2" 24" MACHINE GROUND S EAT. /// 34" SECTION B -B CAST IRON FRAME MINIMUM WEIGHT 210 LBS BWEBS, 1/2 " THICK 1. FRAME TO BE GROUTED 2. OFC MH30 D/T, IFCO 825 OR APPROVED EQUAL 3. COVERS SHALL BE LABELED WITH 2" RAISED LETTERS SAYING "SEWER" WHEN INSTALLED ON SANITARY SEWER; "STORM" WHEN INSTALLED ON STORM DRAIN WITHIN RIGHT -OF -WAY; "DRAIN" WHEN INSTALLED ON PRIVATE PROPERTY; "WATER" WHEN INSTALLED ON POTABLE WATER; OR "RECLAIMED WATER" WHEN INSTALLED ON RECLAIMED WATER. 4. INSTALL SO BOLT HOLE ALIGNS WITH CENTER OF THE LADDER. NOT TO SCALE City of Tukwila MANHOLE 24" FRAME WITH COVER SHEET: DS -09 REVISION #1: 08.03 APPROVAL: B. SHELTON I MANHOLE COVER NOT TO SCALE RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON / PRECAST CONCRETE RINGS PRECAST CONE SECTION MORTAR INSIDE 8 OUTSIDE MIN. 24' CATCH 24 "M ACCESS DETAIL 12" TYP. MATCH CROWNS UNLESS OTHERWISE SPECIFIED IN PLANS. FLUSH WITH WALL CATCH DETAIL MH RING LOCKING COVER 12" MIN. TO 16" MAX. 18 " MIN. TOO 24 "MAX. NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS. 2. REFER TO DS -10C FOR STEP DETAIL. PRECAST BASE NOT TO SCALE City of Tukwila MANHOLE ACCESS AND CATCH SHEET: DS -10B REVISION #1: 08.03 APPROVAL: B. SHELTON I O MANHOLE ACCESS & CATCH NOT TO SCALE 1. LANE P -13938 OR APPROVED EQUAL. 13" CC RED REFLECTORS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 -1/4" PLAN CUT OUT O O O O 0 O 0 1/2" GRADE 60 STEEL REINFORCING BAR NOT TO SCALE City of Tukwila MANHOLE POLYPROPYLENE SAFETY STEP SHEET: DS -10C REVISION #1: 08.03 APPROVAL: B. SHELTON • MANHOLE STEP NOT TO SCALE I MORTAR FILLET CAST IN PLACE 2' MIN. PRECAST "B "(12 MAX) 48" DIA -6" 54" DIA -8" (VARIES) 60" DIA -8" 'FOR SEPARATE CAST IN PLACE '0° RING { 28' 4" MIN. TO 16 "MAX. 8 + �i . L:11 PRECAST BASE JOINT DETAIL 20 "X24 "OR 24" DIAMETER 48 ", 54" OR 60 / FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT SECTION HANDHOLDS FRONT SLAB COVER STEPS AND LADDER SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR SEPARATE BASE ONLY) 0.23 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN/FT IN EACH DIRECTION FOR 54" 0.25 SQ IN/FT IN EACH DIRECTION FOR 60" REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) 0.15 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN /FT IN EACH DIRECTION FOR 64' 0.25 SQ IWFT IN EACH DIRECTION FOR 60' PRECAST BASE WITH INTEGRAL RISER GRAVEL BACKFILL FOR PIPE BEDDING, 6" MIN. COMPACTED DEPTH. FOR PRECAST BASES ONLY. NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B" IS 4' OR LESS. REFER TO ES -10C AND DS -11 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IN 36" FOR 48" CATCH BASIN, 42" FOR 54" CATCH BASIN, AND 48" FOR 60" CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8 ". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, 1" MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS -06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE • City of Tukwila CATCH BASIN TYPE 2 (48 ""154 ""160") SHEET: DS -02 REVISION #1: 08.03 APPROVAL: B. SHELTON F TYPE 2 CATCH BASIN NOT TO SCALE NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXTRA RIG ID BASE 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL MAT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED BY CITY \ \ \ vim \�\ CONCRETE 150% OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH TYPICAL PATCH FOR FLEXIBLE PAVEMENT SAW CUT EXISTING CONCRETE PAVEMENT vwp 5!8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY / THE CITY •W ••••.. •••Q•••••••••••41 \ '•s■ SAW CUT EXISTING ASPHALT PAVEMENT 5B" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TOSCALE City of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON I PAVEMENT PATCH NOT TO SCALE / - 1 3/4" DIA. HOLE T T - -112 DIP 0110 s. L J L -1- /7 DA. HANDLE r 11 _ I I C 2 - /8' 2 -1/8" - A 1/2" 11/16" -► 1 -7/8" 1 -7/8" B B 24" PLAN 5 DIA SECTION A -A 3 1/2" 1 -1/2° -I 1 -1R" DETAIL OF HANDLE SECTION C -C L 3/4" HOLE 1/2- DIA RIVETED - +i F+-- 114" 8 PADS (1 -1/8 "x 2"x 1/8* THICK) SECTION B -B DETAIL D 3/4" R =2' -2 1/4" SEE DETAIL D 1/8" NOT TO SCALE City of Tukwila CATCH BASIN SOLID METAL COVER SHEET: DS -04 REVISION #1: 08.03 APPROVAL: B. SHELTON I TYPE 1 CB SOLID LID NOT TO SCALE I PREMOLDED EXP. JOINT (TYPICAL) ' DEPENDS ON DRIVEWAY PROFILE 2" • 5/8' CRUSHED ROCK (MAX. GRADE IS 15 %) SECTION A -A 2" MIN. OR MORE AS DIRECTED. TOP OF CURB AT DRIVEWAY CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. 4. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. NOT TO SCALE City of Tukwila COMMERCIAL DRIVEWAY SHEET: RS -09 REVISION #1: 08.03 APPROVAL: B. SHELTON I COMMERCIAL DRIVEWAY 1:) .V11-4 NOT TO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION RECEIVE MAR 2 5 2009 PERMIT GENTEI- LC .o 'S ° II _ -41, ro f� 37835 'CV Off, d?E OISTERO '4 4)SS EXPIRES 06 / 30 / 10 SHEET TITLE: NOTES & DETAILS RIVERTON COURT BLDG. / 6" RISER SECTION 12" RISER SECTION PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0 ". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F -621 D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. 11. REFER TO DS -06 FOR CATCH BASIN MARKINGS. NOT TO SCALE • City of Tukwila CATCH BASIN TYPE1 SHEET: DS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON • TYPE 1 CATCH BASIN NOT TO SCALE rrirrirriirr 2 1 n' I 26.1/2' 1 -1/2" 1" MACHINE GROUND SEAT. SECTION A -A CAST IRON LOCKING COVER MINIMUM WEIGHT 150 LBS NOTES: 1' CORE-3 HOLES LOCKING INTEGRAL NON -SKID PATTERN TO BE CAST ON TOP OF COVER. 3/8" FRAME PLAN 27 -3/4" 26 -1/2" 24" MACHINE GROUND S EAT. /// 34" SECTION B -B CAST IRON FRAME MINIMUM WEIGHT 210 LBS BWEBS, 1/2 " THICK 1. FRAME TO BE GROUTED 2. OFC MH30 D/T, IFCO 825 OR APPROVED EQUAL 3. COVERS SHALL BE LABELED WITH 2" RAISED LETTERS SAYING "SEWER" WHEN INSTALLED ON SANITARY SEWER; "STORM" WHEN INSTALLED ON STORM DRAIN WITHIN RIGHT -OF -WAY; "DRAIN" WHEN INSTALLED ON PRIVATE PROPERTY; "WATER" WHEN INSTALLED ON POTABLE WATER; OR "RECLAIMED WATER" WHEN INSTALLED ON RECLAIMED WATER. 4. INSTALL SO BOLT HOLE ALIGNS WITH CENTER OF THE LADDER. NOT TO SCALE City of Tukwila MANHOLE 24" FRAME WITH COVER SHEET: DS -09 REVISION #1: 08.03 APPROVAL: B. SHELTON I MANHOLE COVER NOT TO SCALE RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON / PRECAST CONCRETE RINGS PRECAST CONE SECTION MORTAR INSIDE 8 OUTSIDE MIN. 24' CATCH 24 "M ACCESS DETAIL 12" TYP. MATCH CROWNS UNLESS OTHERWISE SPECIFIED IN PLANS. FLUSH WITH WALL CATCH DETAIL MH RING LOCKING COVER 12" MIN. TO 16" MAX. 18 " MIN. TOO 24 "MAX. NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS. 2. REFER TO DS -10C FOR STEP DETAIL. PRECAST BASE NOT TO SCALE City of Tukwila MANHOLE ACCESS AND CATCH SHEET: DS -10B REVISION #1: 08.03 APPROVAL: B. SHELTON I O MANHOLE ACCESS & CATCH NOT TO SCALE 1. LANE P -13938 OR APPROVED EQUAL. 13" CC RED REFLECTORS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 -1/4" PLAN CUT OUT O O O O 0 O 0 1/2" GRADE 60 STEEL REINFORCING BAR NOT TO SCALE City of Tukwila MANHOLE POLYPROPYLENE SAFETY STEP SHEET: DS -10C REVISION #1: 08.03 APPROVAL: B. SHELTON • MANHOLE STEP NOT TO SCALE I MORTAR FILLET CAST IN PLACE 2' MIN. PRECAST "B "(12 MAX) 48" DIA -6" 54" DIA -8" (VARIES) 60" DIA -8" 'FOR SEPARATE CAST IN PLACE '0° RING { 28' 4" MIN. TO 16 "MAX. 8 + �i . L:11 PRECAST BASE JOINT DETAIL 20 "X24 "OR 24" DIAMETER 48 ", 54" OR 60 / FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT SECTION HANDHOLDS FRONT SLAB COVER STEPS AND LADDER SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR SEPARATE BASE ONLY) 0.23 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN/FT IN EACH DIRECTION FOR 54" 0.25 SQ IN/FT IN EACH DIRECTION FOR 60" REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) 0.15 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN /FT IN EACH DIRECTION FOR 64' 0.25 SQ IWFT IN EACH DIRECTION FOR 60' PRECAST BASE WITH INTEGRAL RISER GRAVEL BACKFILL FOR PIPE BEDDING, 6" MIN. COMPACTED DEPTH. FOR PRECAST BASES ONLY. NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B" IS 4' OR LESS. REFER TO ES -10C AND DS -11 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IN 36" FOR 48" CATCH BASIN, 42" FOR 54" CATCH BASIN, AND 48" FOR 60" CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8 ". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, 1" MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS -06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE • City of Tukwila CATCH BASIN TYPE 2 (48 ""154 ""160") SHEET: DS -02 REVISION #1: 08.03 APPROVAL: B. SHELTON F TYPE 2 CATCH BASIN NOT TO SCALE NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXTRA RIG ID BASE 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL MAT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED BY CITY \ \ \ vim \�\ CONCRETE 150% OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH TYPICAL PATCH FOR FLEXIBLE PAVEMENT SAW CUT EXISTING CONCRETE PAVEMENT vwp 5!8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY / THE CITY •W ••••.. •••Q•••••••••••41 \ '•s■ SAW CUT EXISTING ASPHALT PAVEMENT 5B" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TOSCALE City of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON I PAVEMENT PATCH NOT TO SCALE / - 1 3/4" DIA. HOLE T T - -112 DIP 0110 s. L J L -1- /7 DA. HANDLE r 11 _ I I C 2 - /8' 2 -1/8" - A 1/2" 11/16" -► 1 -7/8" 1 -7/8" B B 24" PLAN 5 DIA SECTION A -A 3 1/2" 1 -1/2° -I 1 -1R" DETAIL OF HANDLE SECTION C -C L 3/4" HOLE 1/2- DIA RIVETED - +i F+-- 114" 8 PADS (1 -1/8 "x 2"x 1/8* THICK) SECTION B -B DETAIL D 3/4" R =2' -2 1/4" SEE DETAIL D 1/8" NOT TO SCALE City of Tukwila CATCH BASIN SOLID METAL COVER SHEET: DS -04 REVISION #1: 08.03 APPROVAL: B. SHELTON I TYPE 1 CB SOLID LID NOT TO SCALE I PREMOLDED EXP. JOINT (TYPICAL) ' DEPENDS ON DRIVEWAY PROFILE 2" • 5/8' CRUSHED ROCK (MAX. GRADE IS 15 %) SECTION A -A 2" MIN. OR MORE AS DIRECTED. TOP OF CURB AT DRIVEWAY CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. 4. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. NOT TO SCALE City of Tukwila COMMERCIAL DRIVEWAY SHEET: RS -09 REVISION #1: 08.03 APPROVAL: B. SHELTON I COMMERCIAL DRIVEWAY 1:) .V11-4 NOT TO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION RECEIVE MAR 2 5 2009 PERMIT GENTEI- I ,k8 RIGHT -OF -WAY (FEET) PAVEMENT WIDTH (FEET) PUBLIC 6' 6' ARTERIAL 3lba PRINCIPAL 80 -100 48-84 MINOR 60 -80 DESCRIPTION COLLECTOR COMMERCIAL 60 48 REVISION 60 28 -36 ACCESS COMMERCIAL 60 36 RESIDENTIAL 50 28 ALLEY 20 15 CU L -DE -SAC ROADWAY 40 28 n 92(DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 "SQ' •� X 43 •( (*) '1 � ' GISTE I � - , g►' 4 ' ' �o � ,1- Ji - 7 37835 ' EXPIRES 06 / 30 / 10 SHEET TITLE: NOTES & DETAIIS RIVERTON COURT BLDG. i CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 CONTACT: IAN HAMAD PHONE: -206- 331 -1524 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. C -7 _ 7 OF 10 TYPE OF STREET RIGHT -OF -WAY (FEET) PAVEMENT WIDTH (FEET) PUBLIC 6' 6' ARTERIAL PRINCIPAL 80 -100 48-84 MINOR 60 -80 36-64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 28 -36 ACCESS COMMERCIAL 60 36 RESIDENTIAL 50 28 ALLEY 20 15 CU L -DE -SAC ROADWAY 40 28 TURNAROUND 92(DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' A 3' WIDE EDGER FINISH 3/B' FULL DEPTH EXPANSION JOINT • II •v • •'I' CURB & GUTTER (SEE RS•08A) 18 1B• 2% MAX /1% MIN. SECTION A -A 818' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS SIDEWALK WIDTHS CURB RAMP (SEE RS•12) SCORE JOINTS EVERY 5 5 5 -- EXPANSION JOINTS EVERY 15' PLAN VIEW 15 1' WIDE X 3/8" DEEP SCORE JOINTS E8° X3.5" EXPANSION JOINT ELEVATION NOTES: 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWA/WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE • City of Tukwila SIDEWALK SHEET: RS -11 REVISION #1: 08.03 I LAST REVISION: 07.05 APPROVAL: B. SHELTON . TYPICAL SIDEWALK NOT TO SCALE I 4 0 m 4 ) ... .. . . ...... • ....... 12° MIN. 5" STORTZ 12" MIN. t -- 4" MIN. 6" MN. O A 12' MIN 0 0 1a 51 1•0 01 11. et =I Mill COMPACTED FOUNDATION GRAVEL UNDER VAULT PLAN VIEW 5' MINI 36" 48" END VIEW WITHIN 50' OF HYDRANT NOTES: 12° MN. 90° THREADED ELBOW DOWN ELBOW 30 ° -45° BEND TO BUILDING --- 011,2 SIDE VIEW 1. DESIGN FOR 4" THRU 10" DDCV. NOT TO SCALE City of Tukwila CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE & VAULT SHEET: WS - 1 OF 2 REVISION #1: 08.03 APPROVAL: B. SHELTON I CD DETECTOR CHECK VALVE ASSEMBLY NOT TO SCALE FDC NOTE: DETECTOR CHECK VALVE ASSEMBLY TO BE LOCATED IN BUILDING. VAULT DETAIL IS FOR ILLISTRATION PURPOSES ONLY AND SHOULD ONLY BE USED FOR FDC REQUIREMENTS. RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON CL CD W J W m 0 C7 a L W L I W ° JU 0 0 ± pp ' 4 Qcoa NOT TO SCALE . City of Tukwila UTILITY ADJUSTMENT CATCH BASINS AND MANHOLES SHEET: RS-31 REVISION #1: 08.04 I LAST REVISION: APPROVAL' B. SHELTON I MATERIAL LISTING: 1. 3/4" SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS52 PIPE. 3, PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY WITH SIZE OF ASSEMBLY, 4. O.S.HA APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND TEST COCKS. 8. 10 ", 8 ", 6" OR 4" COUPLING ADAPTER, FL. 9. 10 ", 8", 6" OR 4" FL *PE D.I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON-SHRINK GROUT. 11. 10 ", 8', 6" OR4" GATE VALVE FL *MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90° BEND. 14. 4" OR 6" D.I. CLASS 52 PIPE FL *FL. 15. 4" OR 6° 90° BEND FL. 16. 4" OR 6" D.I. CLASS 52 PIPE, FL *FL. 17. 6" 90° BEND, FL. 18, UL LISTED 5" STORTZ CONNECTION WITH 30° OR 45° ELBOW. 19. 8" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE* THREADED P.E. 20. 6" 90° BEND FL. 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: 1. BACKFLOW PREVENTORS SHALL BE APPROVED BY DEPARTMENT OF HEALTH. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE 4 ". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30 ". INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.S,H.A. 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI /AWWA C1101A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9, PIPE SHALL BE DUCTILE IRON MEETING ANSI A21,51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER. 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS AND TWO 30° OR 45° ELBOWS. 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 14. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A CERTIFIED TESTER AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X3' STEEL HINGED DOORS. 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SUPERVISION. NOT TO SCALE • City of Tukwila CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE AND VAULT SHEET: WS -15 2 OF 2 REVISION S1: 08.03 APPROVAL' B. SHELTON LAST REVISION: 08.04 I O UTILITY ADJUSTMENT NOT TO SCALE 6 DETECTOR CHECK VALVE NOTES NOT TO SCALE I 10' MIN UTILITY EASEMENT NOTES: 2% MIIRMWRIRMW A I 2% RIGHT OF WAY PAVEMENT WIDTH O ;,o „o „o_oo_o„,o_O;,o;,o, „ CLASS B ASPHALT CONCRETE CRUSHED SURFACING 2% CLASS B GRAVEL STORM SEWER &CATCH BASIN CEMENT CONCRETE CURB & GUTTER CEMENT CONCRETE SIDEWALK 2" OF 5/8" MINUS CRUSHED ROCK THICKNESSAS REQUIRED BY ENGINEER'S DESIGN SEE TUKWILA TYPICAL DETAILS 2% L 10' MN UTILITY EASEMENT 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT /APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION ". 2. SEE DETAIL RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. NOT TO SCALE • City of Tukwila TYPICAL ROADWAY SECTION SHEET: RS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON I ROADWAY & SIDEWALK SECTION NOT TO SCALE • 4 4 0 • H _ -I I I I I I EQUAL KEYED NOTES O N/A O 4" COMPACTED AGGREGATE BASE 03 PAVEMENT. BOTTOM OF CUT /SAWED JOINT @ 15' INTERVAL LENGTH VARIES - SEE SITE PLAN O 4 COMPRESSIBLE FILLER (3/4" MAXIMUM). CUT BACK AND PROVIDE SEALANT, TYPICAL, AT ALL JOINTS WITH FILLER. 6" CURB TRANSITION EQUAL WASH (2% MAX). OS 1/4" TOOLED JOINT 0 6" X 6" #10 W.W.F. TYPICAL PERIMETER SIDEWALK NOT TO SCALE 10" 2" PVC @ 10' INTERVALS AT LANDSCAPE LOCATIONS EXTRUDED CURB 5 NOT TO SCALE _ I I 6" MIN. N I V � CONCRETE CURB SHALL BE ANCHORED PER WSDOT STD SPEC 8- 04.3(1)A • •1; • • j°oo ° o O p ogt °p o o CEMENT CONCRETE CURB TYPE 6 PER WSDOT STD PLAN F -2B JA S REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION RECEIVE' MAR 2 5 2009 PERMIT CENTE` •1/8' RAISE -12" WIDE BORDER PLAN VIEW 8.3/4" ELEVATION 1.1/4' CAST IRON RING AND COVER LABELED C.O. 10' s" P A , k I ,.,,. 7' 7.3/4" 8" 15' 2 -7/8" 4" SIDE SEWER FIBRE JOINT PACKING 2, FINISH GRADE ♦ NOT TO SCALE City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON CONCRETE THRUST BLOCK —I CAST IRON TAPPING TEE SIZE ON SIZE TAP ELEVATION VIEW 3' I. IN. OR 3 TIMES DIA. OF THE TAP, WHICHEVER IS GREATER NOTES: 1. USE FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. PRE -TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS -13 & WS -14. RESILIENT SEAT GATE VALVE NOT TO SCALE City of Tukwila WATER MAIN TAPPING TEE SHEET: WS -10 REVISION #1: 08.03 APPROVAL: B. SHELTON CLEAN OUT NOT TO SCALE WATER MAIN TAP NOT TO SCALE RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W. KING COUNTY, WASHINGTON DUCTILE IRON WATERMAIN CLASS 52 Engineering :Plmnn 1 na Surveytnq Cann:King Etiglxaertng. Ptt<>:xTU.xxg Surveying Canaulling ANGLE METER STOP COPPER FLARE NUT x METER SWIVEL NUT MUELLER H -14255 CONCRE' METER BOX VI/ HINGED TRAFFIC LID B -9i /2 FOGTITE OR .EQUAL 0„ 5;1-#r co n CORP. STOP CC BY FLARE, MUELLER "CC" H-15000. DIRECT TAP TO NEW OR EXISTING MAIN' 'ONLY IF EXISTING MAIN IS 0.t. OTHERWISE USE SADDLE W/ CC THREAD SAW CUT & SEAL EDGES W/ TWO COATS OF TAR PLOT PATE 10/25/O5 PLOT SCALE NIS Vs." COMPACTED CRUSHED ROCK 959. COMPACTION , 3tJ' MAx. TYPE. " K " COPPER TUBING 3/4` & 1' DOMESTIC SERVICE DETAIL ORAAN •MAA PL... NAME TYPICAL in WATER METER NOT TO SCALE NOTE: ANY DISTURBED ASPHALT EDGES WILL REQUIRE 1.5' MIN. WIDTH PATCH AND A 6" BASE OF 443" COMPACTED CRUSHED ROCK. 1.5' /J . .ar/►ATOLLVIE. '�'n�'�,►`VINNO' &N,,.mss 1 t►V \�Io�► TRENCH WALL LOT • DATE: IOJ2s /o¢ [PLOT .SCALE NTS NOT TO SCALE ==1 \ P95\ 5! 52 \CALA 51001i E9LE NAVE D ROW 1 ESION ESION °BRADS NOTE: PATCHING. IN THE CITY OF TUKWILA TO BE 1,5 TIMES THICKNESS OF' EXISTING PAVEMENT UP TO A MAXIMUM 6" DEPTH ASPHALT PATCH AND WATER TRENCH DETAIL.. RS it 51 2 \ CAD \51 D T? S II SENSUS..SEALED REGISTER METER (CUBIC FEET) TO BE SUPPLIED 8Y DEVELOPER 90• METER COUPLING METER SWIVEL NUTxF.I.P. 'MUELLER H-14210 1.5' CLASS "13" ASPHALT CASHED. D3T,n: D #STRICT. APPRO'ED BATE sPPFGvE0 • =II k r ":r T1 6 MIN. STD. DETAIL Now 1 FINISH GRADE =Ti T11 :t1 1= . 111T( I►- 0 :STRICT AFPROWO DATE. ✓!^dfil£Ci WATER BEDDING & BACKFILL LT -- PRIVATE SERVICE PIPE 'King County Wa ter .District No. 125 • SAW CUT.& SEAL EDGES W/ TWO COATS OF TAR PIT RUN GRAVEL . PLACED IN 1' LIFTS AND COMP-ACTED TO 95% DENSITY WHERE REO`D AND /7R AS DIRECTED BY THE ENGINEER OR THE' CITY. OF TUKWILA /SEATAC /KING COUNTY STD. DETAIL No. 16 t King County Water District No. 1 25 STD. DETAIL No 7 NOTES: NEW SECTIONS OF WATER. MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE SEPARATED FROM THE EXISTING. SYSTEM, UNTIL SATISFACTORY FLUSHING, DISINFECTION AND BACTERIOLOGICAL SAMPLING HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION, THE CHLORINE CONCENTRATION USED FOR DISINFECTION .PROCEDURES: (MINIMUM 25 mg /I) MAKES WATER NON- POTABLE. AN APPROVED El ACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS OF CONNECTING PIPE MUST OE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE. INSTALLATION, THE INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WITH A 1% AVAILABLE CHLORINE SOLUTION. r , —1 I \ I �� l • ._ I �:•I 1 \ 1 • IJ 10' MAX ' (TYP,) AnNeave4043 Erizirmeria g Fltknnl r: Su.ruey'T Can suttA r g TEMPORARY TEST BLOCKING -°--- .Txdexw"M HYDRANT METER, RENT FROM DISTRICT APPROVED BACKE PREVENTION ASSEMBLY, FEBCO MODEL 825Y, 2" OR APPROVED EQUAL: PLOT GATE 10 /25 /SO PLOT SCALE N =S 2Yz" SUPPLY HOSE LENGTH AS REQUIRED TEMPORARY CAP OR PLUG. OR AWN MAJ OLE NJ e. HYDRANT ON EXISTING WATER MAIN n 6 WATER MAIN FILLING NOT TO SCALE TYPICAL CURB STOP MAX", 3' - O" MIN. \ CLEAR n 5 ACCESSIBLE PARKING - SIZE AND MARKINGS NOT TO SCALE --- NEw HYDRANT 4 "0X 36 "H CONC. FILLED STEEL BOLLARD W/ GRAY COLORED POLYETHYLENE COVER SLEEVE V -4" CLEAR FLUSHING / DISCHARGE ALTERNATIVES I NEW HYDRANT MAY SE 1 USED FOR FLUSHING / 0,7 — DISCHARGE IF TEE. IS WITHIN 10' OF THE ENO OF PIPE NEW WATER MAIN HYDRANT TEE. _t TEMPORARY CAP OR MG DESIGN PG. \'95 \951 ii2 \C:AD\518EDT7 1 CNEEKE0 � ^vr :iJR05 TAIL 0 :STR.ICT APPROVED DATE APPROVED 1 1/2X (2X (1:50) SLOPE MAX. CROSS SLOPE) • TEMPORARY TEST' BLOCKING 1� (ADA MIN. IS 5' -01 2" LP, King County Wes Di No. 125 5' -0' 0 STANDARD SIGN AND POST. SEE DTL. 4/C0.1. 8' -0' i STANDARD ACCESSIBLE DIMENSIONING A U.S. DEPARTMENT OF TRANSPORTATION R7 -8 (RESERVED PARKING) AND SUPPLEMENTAL SIGNS AS NOTED ABOVE MUST BE MOUNTED ON A PERMANENT POST NO LOWER THAN FOUR FEET FROM THE PAVEMENT. THE POST MUST BE MOUNTED IN THE CENTER OF THE 8 FOOT WIDE ACCESSIBLE PARKING SPACE, NO MORE THAN 5 FEET FROM THE FRONT OF THE PARKING SPACE. SEE ILLUSTRATION ABOVE. EACH ACCESSIBLE PARKING SPACE IS TO BE A MINIMUM OF 8 FEET WIDE AND HAVE A 96" MINIMUM ACCESS AISLE FOR VANS OR 60" ACCESS AISLE FOR CARS ADJACENT TO THE SPACE. THE ACCESS AISLE MAY BE ON EITHER THE DRIVER'S SIDE OR THE PASSENGER'S SIDE OF THE ACCESSIBLE SPACE. THIS APPLIES TO 45, 60, AND 90'PARKING. ACCESSIBLE PARKING SPACES ARE TO BE LOCATED AS CLOSE TO THE STORE ENTRANCE AS POSSIBLE AND SHALL BE IDENTIFIED WITH A SIGN. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH A SLOPE OF 1 1/2% (2% MAXIMUM)(EXAMPLE: 1.92 INCHES MAX. VERTICAL IN 8 FEET HORIZONTAL) OR 1:50 IN ALL DIRECTIONS. THIS INCLUDES BOTH "RUNNING SLOPES" AND "CROSS SLOPES." EACH PARKING SPACE ACCESS AISLE MUST CONNECT TO A COMMON LEVEL WITH AN ACCESSIBLE ROUTE...I.E., EACH ACCESS AISLE NEXT TO A PARKING SPACE MUST HAVE A CURB RAMP AT THE WALGREENS STOREFRONT SIDEWALK OR BLEND TO A LEVEL WALKWAY LEADING TO THE WALGREENS ENTRANCE. ACCESSIBLE PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO THE STORE ENTRANCE. THE ACCESS AISLE SHALL BE DESIGNATED WITH HIGH QUALITY YELLOW DIAGONAL SURFACE PAINT STRIPING. RAMPS MUST NOT EXTEND OUT FROM THE CURB INTO THE ACCESS AISLE OF ANY ACCESS PARKING SPACE. ADA ALLOWS TWO PARKING SPACES TO SHARE AN ACCESS AISLE. 1 1/2• R 4 7/8" RES RVED 41/4" 41/4" PARKING I 1 2" R Y 3" X 3" K 1 USDOT STANDARD R7 -8 SIGN NOTE (R7 -8 SIGN): THIS IS A STANDARD SIGN AND MAY BE ORDERED FROM ANY TRAFFIC SIGN SUPPLIER BY NUMBER. THE SIGN MUST BE SUPPLEMENTED WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE AND /OR AMOUNT OF THE FINE FOR ILLEGALLY PARKING IN THE RESERVED SPACE(S) A MUNICIPALITY MAY IMPOSE. CONFIRM WITH LOCAL REGULATIONS. 7 ACCESSIBILITY SIGNAGE (PAVEMENT SECTION) PAVEMENT SECTION PAVING SECTION NOT TO SCALE SEE NOTE BELOW O 3" ASPHALT CONCRETE (H.M.A., Cl. 1/2", PG 58 O 6" 5/8" CRUSHED ROCK WELL - DRAINED SUB -GRADE O 3 (SUB -GRADE TO MODIFIED 95 PROCTOR MIN. COMPACTION). CO REVIEWED O A APPROVED JUN 2 9 2009 1 City of Tukwila -z >BUILDING DIVISION RECEIVED MAR 2 5 2009 PERMIT CENTEF EXPIRES 06 / .30 / 10 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET C8 8 OF 10 W LU Ln rn o W z NI M 'd REV. u 0 r. o 463 — c O a co 1 1 I INTERNATIONAL ACCESS SYMBOL ON PAVEMENT / •1/8' RAISE -12" WIDE BORDER PLAN VIEW 8.3/4" ELEVATION 1.1/4' CAST IRON RING AND COVER LABELED C.O. 10' s" P A , k I ,.,,. 7' 7.3/4" 8" 15' 2 -7/8" 4" SIDE SEWER FIBRE JOINT PACKING 2, FINISH GRADE ♦ NOT TO SCALE City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON CONCRETE THRUST BLOCK —I CAST IRON TAPPING TEE SIZE ON SIZE TAP ELEVATION VIEW 3' I. IN. OR 3 TIMES DIA. OF THE TAP, WHICHEVER IS GREATER NOTES: 1. USE FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. PRE -TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS -13 & WS -14. RESILIENT SEAT GATE VALVE NOT TO SCALE City of Tukwila WATER MAIN TAPPING TEE SHEET: WS -10 REVISION #1: 08.03 APPROVAL: B. SHELTON CLEAN OUT NOT TO SCALE WATER MAIN TAP NOT TO SCALE RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W. KING COUNTY, WASHINGTON DUCTILE IRON WATERMAIN CLASS 52 Engineering :Plmnn 1 na Surveytnq Cann:King Etiglxaertng. Ptt<>:xTU.xxg Surveying Canaulling ANGLE METER STOP COPPER FLARE NUT x METER SWIVEL NUT MUELLER H -14255 CONCRE' METER BOX VI/ HINGED TRAFFIC LID B -9i /2 FOGTITE OR .EQUAL 0„ 5;1-#r co n CORP. STOP CC BY FLARE, MUELLER "CC" H-15000. DIRECT TAP TO NEW OR EXISTING MAIN' 'ONLY IF EXISTING MAIN IS 0.t. OTHERWISE USE SADDLE W/ CC THREAD SAW CUT & SEAL EDGES W/ TWO COATS OF TAR PLOT PATE 10/25/O5 PLOT SCALE NIS Vs." COMPACTED CRUSHED ROCK 959. COMPACTION , 3tJ' MAx. TYPE. " K " COPPER TUBING 3/4` & 1' DOMESTIC SERVICE DETAIL ORAAN •MAA PL... NAME TYPICAL in WATER METER NOT TO SCALE NOTE: ANY DISTURBED ASPHALT EDGES WILL REQUIRE 1.5' MIN. WIDTH PATCH AND A 6" BASE OF 443" COMPACTED CRUSHED ROCK. 1.5' /J . .ar/►ATOLLVIE. '�'n�'�,►`VINNO' &N,,.mss 1 t►V \�Io�► TRENCH WALL LOT • DATE: IOJ2s /o¢ [PLOT .SCALE NTS NOT TO SCALE ==1 \ P95\ 5! 52 \CALA 51001i E9LE NAVE D ROW 1 ESION ESION °BRADS NOTE: PATCHING. IN THE CITY OF TUKWILA TO BE 1,5 TIMES THICKNESS OF' EXISTING PAVEMENT UP TO A MAXIMUM 6" DEPTH ASPHALT PATCH AND WATER TRENCH DETAIL.. RS it 51 2 \ CAD \51 D T? S II SENSUS..SEALED REGISTER METER (CUBIC FEET) TO BE SUPPLIED 8Y DEVELOPER 90• METER COUPLING METER SWIVEL NUTxF.I.P. 'MUELLER H-14210 1.5' CLASS "13" ASPHALT CASHED. D3T,n: D #STRICT. APPRO'ED BATE sPPFGvE0 • =II k r ":r T1 6 MIN. STD. DETAIL Now 1 FINISH GRADE =Ti T11 :t1 1= . 111T( I►- 0 :STRICT AFPROWO DATE. ✓!^dfil£Ci WATER BEDDING & BACKFILL LT -- PRIVATE SERVICE PIPE 'King County Wa ter .District No. 125 • SAW CUT.& SEAL EDGES W/ TWO COATS OF TAR PIT RUN GRAVEL . PLACED IN 1' LIFTS AND COMP-ACTED TO 95% DENSITY WHERE REO`D AND /7R AS DIRECTED BY THE ENGINEER OR THE' CITY. OF TUKWILA /SEATAC /KING COUNTY STD. DETAIL No. 16 t King County Water District No. 1 25 STD. DETAIL No 7 NOTES: NEW SECTIONS OF WATER. MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE SEPARATED FROM THE EXISTING. SYSTEM, UNTIL SATISFACTORY FLUSHING, DISINFECTION AND BACTERIOLOGICAL SAMPLING HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION, THE CHLORINE CONCENTRATION USED FOR DISINFECTION .PROCEDURES: (MINIMUM 25 mg /I) MAKES WATER NON- POTABLE. AN APPROVED El ACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS OF CONNECTING PIPE MUST OE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE. INSTALLATION, THE INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WITH A 1% AVAILABLE CHLORINE SOLUTION. r , —1 I \ I �� l • ._ I �:•I 1 \ 1 • IJ 10' MAX ' (TYP,) AnNeave4043 Erizirmeria g Fltknnl r: Su.ruey'T Can suttA r g TEMPORARY TEST BLOCKING -°--- .Txdexw"M HYDRANT METER, RENT FROM DISTRICT APPROVED BACKE PREVENTION ASSEMBLY, FEBCO MODEL 825Y, 2" OR APPROVED EQUAL: PLOT GATE 10 /25 /SO PLOT SCALE N =S 2Yz" SUPPLY HOSE LENGTH AS REQUIRED TEMPORARY CAP OR PLUG. OR AWN MAJ OLE NJ e. HYDRANT ON EXISTING WATER MAIN n 6 WATER MAIN FILLING NOT TO SCALE TYPICAL CURB STOP MAX", 3' - O" MIN. \ CLEAR n 5 ACCESSIBLE PARKING - SIZE AND MARKINGS NOT TO SCALE --- NEw HYDRANT 4 "0X 36 "H CONC. FILLED STEEL BOLLARD W/ GRAY COLORED POLYETHYLENE COVER SLEEVE V -4" CLEAR FLUSHING / DISCHARGE ALTERNATIVES I NEW HYDRANT MAY SE 1 USED FOR FLUSHING / 0,7 — DISCHARGE IF TEE. IS WITHIN 10' OF THE ENO OF PIPE NEW WATER MAIN HYDRANT TEE. _t TEMPORARY CAP OR MG DESIGN PG. \'95 \951 ii2 \C:AD\518EDT7 1 CNEEKE0 � ^vr :iJR05 TAIL 0 :STR.ICT APPROVED DATE APPROVED 1 1/2X (2X (1:50) SLOPE MAX. CROSS SLOPE) • TEMPORARY TEST' BLOCKING 1� (ADA MIN. IS 5' -01 2" LP, King County Wes Di No. 125 5' -0' 0 STANDARD SIGN AND POST. SEE DTL. 4/C0.1. 8' -0' i STANDARD ACCESSIBLE DIMENSIONING A U.S. DEPARTMENT OF TRANSPORTATION R7 -8 (RESERVED PARKING) AND SUPPLEMENTAL SIGNS AS NOTED ABOVE MUST BE MOUNTED ON A PERMANENT POST NO LOWER THAN FOUR FEET FROM THE PAVEMENT. THE POST MUST BE MOUNTED IN THE CENTER OF THE 8 FOOT WIDE ACCESSIBLE PARKING SPACE, NO MORE THAN 5 FEET FROM THE FRONT OF THE PARKING SPACE. SEE ILLUSTRATION ABOVE. EACH ACCESSIBLE PARKING SPACE IS TO BE A MINIMUM OF 8 FEET WIDE AND HAVE A 96" MINIMUM ACCESS AISLE FOR VANS OR 60" ACCESS AISLE FOR CARS ADJACENT TO THE SPACE. THE ACCESS AISLE MAY BE ON EITHER THE DRIVER'S SIDE OR THE PASSENGER'S SIDE OF THE ACCESSIBLE SPACE. THIS APPLIES TO 45, 60, AND 90'PARKING. ACCESSIBLE PARKING SPACES ARE TO BE LOCATED AS CLOSE TO THE STORE ENTRANCE AS POSSIBLE AND SHALL BE IDENTIFIED WITH A SIGN. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH A SLOPE OF 1 1/2% (2% MAXIMUM)(EXAMPLE: 1.92 INCHES MAX. VERTICAL IN 8 FEET HORIZONTAL) OR 1:50 IN ALL DIRECTIONS. THIS INCLUDES BOTH "RUNNING SLOPES" AND "CROSS SLOPES." EACH PARKING SPACE ACCESS AISLE MUST CONNECT TO A COMMON LEVEL WITH AN ACCESSIBLE ROUTE...I.E., EACH ACCESS AISLE NEXT TO A PARKING SPACE MUST HAVE A CURB RAMP AT THE WALGREENS STOREFRONT SIDEWALK OR BLEND TO A LEVEL WALKWAY LEADING TO THE WALGREENS ENTRANCE. ACCESSIBLE PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO THE STORE ENTRANCE. THE ACCESS AISLE SHALL BE DESIGNATED WITH HIGH QUALITY YELLOW DIAGONAL SURFACE PAINT STRIPING. RAMPS MUST NOT EXTEND OUT FROM THE CURB INTO THE ACCESS AISLE OF ANY ACCESS PARKING SPACE. ADA ALLOWS TWO PARKING SPACES TO SHARE AN ACCESS AISLE. 1 1/2• R 4 7/8" RES RVED 41/4" 41/4" PARKING I 1 2" R Y 3" X 3" K 1 USDOT STANDARD R7 -8 SIGN NOTE (R7 -8 SIGN): THIS IS A STANDARD SIGN AND MAY BE ORDERED FROM ANY TRAFFIC SIGN SUPPLIER BY NUMBER. THE SIGN MUST BE SUPPLEMENTED WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE AND /OR AMOUNT OF THE FINE FOR ILLEGALLY PARKING IN THE RESERVED SPACE(S) A MUNICIPALITY MAY IMPOSE. CONFIRM WITH LOCAL REGULATIONS. 7 ACCESSIBILITY SIGNAGE (PAVEMENT SECTION) PAVEMENT SECTION PAVING SECTION NOT TO SCALE SEE NOTE BELOW O 3" ASPHALT CONCRETE (H.M.A., Cl. 1/2", PG 58 O 6" 5/8" CRUSHED ROCK WELL - DRAINED SUB -GRADE O 3 (SUB -GRADE TO MODIFIED 95 PROCTOR MIN. COMPACTION). CO REVIEWED O A APPROVED JUN 2 9 2009 1 City of Tukwila -z >BUILDING DIVISION RECEIVED MAR 2 5 2009 PERMIT CENTEF EXPIRES 06 / .30 / 10 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET C8 8 OF 10 W LU Ln rn o W z NI M 'd REV. u 0 r. o 463 — c O a co STORMTECH ADS 601 GEOTEXTILE OR EQUAL DETENTION FLOOR ELEV =45.64 FOR STORMTECH INFORMATION CALL 1- 888 - 892 -2694 *SEE STORMTECH DESIGN MANUAL CHAMBERS SHALL MEET ASTM F 2418 -05 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS ". THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE SAFETY FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. SC -740 CHAMBER 3 /4 - 2 INCH WASHED, CRUSHED, ANGULAR STONE 1 =11 I= 1=1 I I =111= I= 111 =1 1 =1. =11 I 1 1 -1 1 1 -1 1 1 -1 1 1- 111 111 111 - 111 - 1 - I I, i II II I I I i I II_„ I I II II ;, 1 111 =111 -111=111=1 I DESIGN ENGINEER IS RESPONSIBLE FOR / MIN. ENSURING SUITABILITY OF SUBGRADE SOILS* GRANULAR WELL GRADED SOIL /AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6 IN LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS . SC -740 END CAP I I I I I I I I I I ITI I I I 1 111; THIS CROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE SAFETY FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS USING STORMTECH CHAMBERS STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StormTircir Delenlbn.Retenflon.Recheya Subsurface Stormwater Management" STORMTECH TYPICAL CROSS SECTION SCALE: DATE: DRAWN BY: 6" 30" CHAMBER HEIGHT DEPTH OF STONE =6" NTS 8/31/2005 MDK 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. SHEET OF 1) � STORMTECH PLAN VIEW DETAIL TYPICAL CROSS SECTION NOT TO SCALE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE SC -740 CHAMBER SC -740 END CAP STORMTECH SC -740 CHAMBER SYSTEM PLAN VIEW DETAIL NOT TO SCALE STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. PAVEMENT PAVEMENT SUB -BASE COMPACTED FILL PER STORMTECH'S TABLE OF ACCEPTABLE FILL MATERIALS* AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 'A -2INCH WASHED, CRUSHED, ANGULAR STONE BACKFILL* '/4 - 2 INCH WASHED, CRUSHED, ANGULAR STONE BENEATH AND AROUND CHAMBER BED* FOR STORMTECH INFORMATION CALL 1 -888- 892 -2694 * SEE STORMTECH'S DESIGN MANUAL * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL SdorrrifeCh' Defenlion•Refenlian•Reche.ge Subsurface Stormwater Management" SCALE: DATE: DRAWN BY: SC -740 PLAN NTS 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com VIEW DETAIL CHECKED ACAD No. SHEET OF RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON PAVEMENT GRANULAR WELL GRADED SOIUAGGREGATE MIXTURES, <35% FINES. COMPACT IN 6 INCH LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM. OUTLET CONTROL STRUCTURE PER DESIGN AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE REMOVABLE ELBOW SUMP PER DESIGN ENGINEER CB W/ OIL ROTECTION INSERT II DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE SUITABILITY OF SUBGRADE SOILS* DETENTION FLOOR_ ELEV =45.64 .yi •i:,1�i: 1 11111'11' :Ili' .$l'�,. 1' •� r iI.1' i�1' S� }Iii�S /lc /1' II i'�IIIT� OUTLET PIPING PER DESIGN 5 /4- 2 INCH WASHED, CRUSHED, ANGULAR STONE* SC-740 CHAMBER SC-740 ENDCAP AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE STORMTECH SC -740 CHAMBER SYSTEM INLET OUTLET DETAIL NOT TO SCALE STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. OUTLET PIPE PER DESIGN A. FOR UNPAVED INSTALLATION WHERE RUTTING MAY OCCUR, INCREASE COVER TO 24 INCHES • SEE STORMTECH'S DESIGN MANUAL FOR STORMTECH INFORMATION CALL 1-888- 892 -2694 * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StomiTectr Datengen.Relenuen.Rechelge Subsurface Stormwater Management" SCALE: DATE: DRAWN BY: SC -740 INLET a OUTLET DETAIL NTS OUTLET PIPE TO STORMFILTER OR OVERFLOW BYPASS PER PLAN • 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. SHEET OF STORMTECH } INLET /OUTLET PROFILE CB W/ OIL ROTECTION INSERT STORMTECH 12" MIN ID 25" MAX OD PIPE SET 1.5" FROM BOTTOM OF CHAMBER ISOLATOR ROW PROFILE WOVEN GEOTEXTILE THAT MEETS AASHTO M288 CLASS 1 REQUIREMENTS, BETWEEN FOUNDATION STONE AND CHAMBERS SC- 740- -5' -6' WIDE STRIP SC- 310 --4' WIDE STRIP STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. BED PERIM NUMBER AND SIZE OF UNDERDRAINS PER ENGINEER DESIGN NOT TO SCALE INSPECTION PORT BY DESIGN ENGINEER DETENTION FLOOR ELEV =45.64 B TO OUTLET CONTROL STRUCTURE * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL SbormTecl'r Defantion•Relenllon•Recharga Subsurface Stormwater Management" STORMTECH ISOLATOR ROW PROFILE SCALE: NTS DATE: 6/2/2005 DRAWN BY: MDK 6"0 PVC PERFORATED UNDERDRAIN PIPE STORMTECH CHAMBER 6" FOUNDATION STONE BENEATH CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 4x PIPE 0 MIN 6" STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. COVER ENTIRE ROW WITH AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE SC- 740 - - -8' WIDE STRIP SC- 310 - -5' WIDE STRIP 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. IL SHEET OF RESIDENTIAL SEDIMENT CONTROL UNDERDRAIN DETAIL NOT TO SCALE boa CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 SECTION A_A SECTION B_B DATE: TORMTECH CHAMBER 6" FOUNDATION STONE BENEATH CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 4x PIPE 0 MIN 6" STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) StormTectr Detention. Re fenlion. Rechage Subsurface Stormwater Management SCALE: NTS DRAWN BY: PERFORATED 6"0 I UNDERDRAIN PIPE REVIEWED FOR R CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com STORMTECH UNDERDRAIN DETAIL CHECKED ACAD No. SHEET OF RECEIVED '1AR 2 5 2009 PERMIT CENTEF I EXPIRES 06 / 30 / 10 I STORMTECH ADS 601 GEOTEXTILE OR EQUAL DETENTION FLOOR ELEV =45.64 FOR STORMTECH INFORMATION CALL 1- 888 - 892 -2694 *SEE STORMTECH DESIGN MANUAL CHAMBERS SHALL MEET ASTM F 2418 -05 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS ". THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE SAFETY FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. SC -740 CHAMBER 3 /4 - 2 INCH WASHED, CRUSHED, ANGULAR STONE 1 =11 I= 1=1 I I =111= I= 111 =1 1 =1. =11 I 1 1 -1 1 1 -1 1 1 -1 1 1- 111 111 111 - 111 - 1 - I I, i II II I I I i I II_„ I I II II ;, 1 111 =111 -111=111=1 I DESIGN ENGINEER IS RESPONSIBLE FOR / MIN. ENSURING SUITABILITY OF SUBGRADE SOILS* GRANULAR WELL GRADED SOIL /AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6 IN LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS . SC -740 END CAP I I I I I I I I I I ITI I I I 1 111; THIS CROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE SAFETY FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS USING STORMTECH CHAMBERS STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StormTircir Delenlbn.Retenflon.Recheya Subsurface Stormwater Management" STORMTECH TYPICAL CROSS SECTION SCALE: DATE: DRAWN BY: 6" 30" CHAMBER HEIGHT DEPTH OF STONE =6" NTS 8/31/2005 MDK 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. SHEET OF 1) � STORMTECH PLAN VIEW DETAIL TYPICAL CROSS SECTION NOT TO SCALE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE SC -740 CHAMBER SC -740 END CAP STORMTECH SC -740 CHAMBER SYSTEM PLAN VIEW DETAIL NOT TO SCALE STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. PAVEMENT PAVEMENT SUB -BASE COMPACTED FILL PER STORMTECH'S TABLE OF ACCEPTABLE FILL MATERIALS* AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 'A -2INCH WASHED, CRUSHED, ANGULAR STONE BACKFILL* '/4 - 2 INCH WASHED, CRUSHED, ANGULAR STONE BENEATH AND AROUND CHAMBER BED* FOR STORMTECH INFORMATION CALL 1 -888- 892 -2694 * SEE STORMTECH'S DESIGN MANUAL * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL SdorrrifeCh' Defenlion•Refenlian•Reche.ge Subsurface Stormwater Management" SCALE: DATE: DRAWN BY: SC -740 PLAN NTS 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com VIEW DETAIL CHECKED ACAD No. SHEET OF RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON PAVEMENT GRANULAR WELL GRADED SOIUAGGREGATE MIXTURES, <35% FINES. COMPACT IN 6 INCH LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM. OUTLET CONTROL STRUCTURE PER DESIGN AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE REMOVABLE ELBOW SUMP PER DESIGN ENGINEER CB W/ OIL ROTECTION INSERT II DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE SUITABILITY OF SUBGRADE SOILS* DETENTION FLOOR_ ELEV =45.64 .yi •i:,1�i: 1 11111'11' :Ili' .$l'�,. 1' •� r iI.1' i�1' S� }Iii�S /lc /1' II i'�IIIT� OUTLET PIPING PER DESIGN 5 /4- 2 INCH WASHED, CRUSHED, ANGULAR STONE* SC-740 CHAMBER SC-740 ENDCAP AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE STORMTECH SC -740 CHAMBER SYSTEM INLET OUTLET DETAIL NOT TO SCALE STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. OUTLET PIPE PER DESIGN A. FOR UNPAVED INSTALLATION WHERE RUTTING MAY OCCUR, INCREASE COVER TO 24 INCHES • SEE STORMTECH'S DESIGN MANUAL FOR STORMTECH INFORMATION CALL 1-888- 892 -2694 * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StomiTectr Datengen.Relenuen.Rechelge Subsurface Stormwater Management" SCALE: DATE: DRAWN BY: SC -740 INLET a OUTLET DETAIL NTS OUTLET PIPE TO STORMFILTER OR OVERFLOW BYPASS PER PLAN • 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. SHEET OF STORMTECH } INLET /OUTLET PROFILE CB W/ OIL ROTECTION INSERT STORMTECH 12" MIN ID 25" MAX OD PIPE SET 1.5" FROM BOTTOM OF CHAMBER ISOLATOR ROW PROFILE WOVEN GEOTEXTILE THAT MEETS AASHTO M288 CLASS 1 REQUIREMENTS, BETWEEN FOUNDATION STONE AND CHAMBERS SC- 740- -5' -6' WIDE STRIP SC- 310 --4' WIDE STRIP STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. BED PERIM NUMBER AND SIZE OF UNDERDRAINS PER ENGINEER DESIGN NOT TO SCALE INSPECTION PORT BY DESIGN ENGINEER DETENTION FLOOR ELEV =45.64 B TO OUTLET CONTROL STRUCTURE * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL SbormTecl'r Defantion•Relenllon•Recharga Subsurface Stormwater Management" STORMTECH ISOLATOR ROW PROFILE SCALE: NTS DATE: 6/2/2005 DRAWN BY: MDK 6"0 PVC PERFORATED UNDERDRAIN PIPE STORMTECH CHAMBER 6" FOUNDATION STONE BENEATH CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 4x PIPE 0 MIN 6" STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. COVER ENTIRE ROW WITH AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE SC- 740 - - -8' WIDE STRIP SC- 310 - -5' WIDE STRIP 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. IL SHEET OF RESIDENTIAL SEDIMENT CONTROL UNDERDRAIN DETAIL NOT TO SCALE boa CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 SECTION A_A SECTION B_B DATE: TORMTECH CHAMBER 6" FOUNDATION STONE BENEATH CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 4x PIPE 0 MIN 6" STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) StormTectr Detention. Re fenlion. Rechage Subsurface Stormwater Management SCALE: NTS DRAWN BY: PERFORATED 6"0 I UNDERDRAIN PIPE REVIEWED FOR R CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com STORMTECH UNDERDRAIN DETAIL CHECKED ACAD No. SHEET OF RECEIVED '1AR 2 5 2009 PERMIT CENTEF PART # CHAMBER PIPE SIZE A B C D SC740EPEO6T SC 740 6 in (150 mm) 10.90 in (277 mm) 3.85 in (98 mm) 18.50 in (470 mm) N/A SC740EPEO6B SC 740 6 in (150 mm) 10.90 in (277 mm) 3.85 in (98 mm) N/A 0.50 in (13 mm) SC740EPE12T SC 740 12 in (300 mm) 14.70 in (373 mm) 7.70 in (196 mm) 12.50 in (318 mm) N/A SC740EPE12B SC 740 12 in (300 mm) 14.70 in (373 mm) 7.70 in (196 mm) N/A 1.20 in (30 mm) SC740EPE15T SC 740 15 in (375 mm) 18.40 in (467 mm) 10.36 in (263 mm) 9.00 in (229 mm) N/A SC740EPE15B SC 740 15 in (375 mm) 18.40 in (467 mm) 10.36 in (263 mm) N/A 1.30 in (33 mm) SC740EPE18T SC 740 18 in (460 mm) 19.70 in (500 mm)10.72 in (272 mm) 5.00 in (127 mm) N/A SC740EPE18B SC 740 18 in (460 mm) 19.70 in (500 mm) 10.72 In (272 mm) N/A 1.60 in (41 mm SC740EPE24B SC 740 24 in (600 mm) 18.50 in (470 mm) 9.45 in (240 mm) N/A 0.10 in (3 mm) C) FILL MATERIAL FROM 18" TO GRADE ABOVE CHAMBERS SEE DETAIL 7 SHEET 8 ANY SOIL /ROCK MATERIALS, NATIVE SOILS OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A N/A PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. © FILL MATERIAL FOR 6" TO 18" GRANULAR WELL- GRADED 3, 357, 4, 467, A -1 COMPACT IN 6" LIFTS TO A MINIMUM 95% ELEVATION ABOVE CHAMBERS (24" FOR UNPAVED INSTALLATIONS) SOIL /AGGREGATE MIXTURES, <35% FINES. 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 A -2 A -3 STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 LBS. DYNAMIC FORCE NOT TO EXCEED 20,000 LBS. © EMBEDMENT STONE SURROUNDING WASHED ANGULAR STONE WITH THE 3, 357, 4, 467, 5, N/A NO COMPACTION REQUIRED AND TO A 6" ELEVATION ABOVE MAJORITY OF PARTICLES BETWEEN 56, 57 CHAMBERS % -2INCH C FOUNDATION STONE BELOW WASHED ANGULAR STONE WITH THE 3, 357, 4, 467, N/A PLATE COMPACT OR ROLL TO ACHIEVE A CHAMBERS MAJORITY OF PARTICLES BETWEEN 5, 56, 57 95% STANDARD PROCTOR DENSITY %- 2 INCH e,. '-w e...- - wl/'lrm. -rue I l •T• F n F QWTC nPct(:nIATInNS ARF FOR GRADATIONS ONLY. THE STONE MUST ALSO BE WASHED I EXPIRES 06 / 30 / 10 C) FILL MATERIAL FROM 18" TO GRADE ABOVE CHAMBERS SEE DETAIL 7 SHEET 8 ANY SOIL /ROCK MATERIALS, NATIVE SOILS OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A N/A PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. © FILL MATERIAL FOR 6" TO 18" GRANULAR WELL- GRADED 3, 357, 4, 467, A -1 COMPACT IN 6" LIFTS TO A MINIMUM 95% ELEVATION ABOVE CHAMBERS (24" FOR UNPAVED INSTALLATIONS) SOIL /AGGREGATE MIXTURES, <35% FINES. 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 A -2 A -3 STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 LBS. DYNAMIC FORCE NOT TO EXCEED 20,000 LBS. © EMBEDMENT STONE SURROUNDING WASHED ANGULAR STONE WITH THE 3, 357, 4, 467, 5, N/A NO COMPACTION REQUIRED AND TO A 6" ELEVATION ABOVE MAJORITY OF PARTICLES BETWEEN 56, 57 CHAMBERS % -2INCH C FOUNDATION STONE BELOW WASHED ANGULAR STONE WITH THE 3, 357, 4, 467, N/A PLATE COMPACT OR ROLL TO ACHIEVE A CHAMBERS MAJORITY OF PARTICLES BETWEEN 5, 56, 57 95% STANDARD PROCTOR DENSITY %- 2 INCH e,. '-w e...- - wl/'lrm. -rue I l •T• F n F QWTC nPct(:nIATInNS ARF FOR GRADATIONS ONLY. THE STONE MUST ALSO BE WASHED DETENTION FLOOR :V =45.64 AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE ALL AROUND ANGULAR STONE ACCEPTABLE FILL MATERIALS STORMTECH SC -310 AND SC -740 CHAMBER SYSTEMS . ��e -...ems ..... �. ..._ -•- • -- ... - -- - - - - -- - - CRUSHED ANGULAR. FOR EXAMPLE, THE STONE MUST BE SPECIFIED AS WASHED, CRUSHED, ANGULAR NO. 4 STONE. i 11 11 - -7uu =11811 1 1 a .Rnu' 11i= iIL =u u =i1= 11= a =i1 -u= 11= 11011 II =1 11,=11 11' I�IIE= 1�1�11�11�11= 11�il�ll.?II= J1�IIr. 11 -11 -111- 96" MAX. 18" MIN. 6" MIN. 1 DEPTH OF STONE =6" STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. LOCATED IN THE N.E. 1 FILL & PAVING NOTE: FILL MATERIAL & ASPHALT PAVING OVER STORM DETENTION SYSTEM SHALL BE RATED FOR A POINT LOAD OF 45,000 LBS. * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL SbomnTecFr DelanlIon.Refentlon.Recherpe Subsurface Stormwater Management` 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com STORMTECH ACCEPTABLE FILL MATERIALS SCALE: DATE: DRAWN B Y: NTS CHECKED ACAD No. SHEET OF STORMTECH ACCEPTABLE FILL MATERIALS STORMTECH PRODUCT SPECIFICATIONS 1.0 GENERAL 1.1 STORMTECH CHAMBERS ARE DESIGNED TO CONTROL STORMWATER RUNOFF. AS A SUBSURFACE RETENTION SYSTEM, STORMTECH CHAMBERS RETAIN AND ALLOW EFFECTIVE INFILTRATION OF WATER INTO THE SOIL. AS A SUBSURFACE DETENTION SYSTEM, STORMTECH CHAMBERS DETAIN AND ALLOW FOR THE METERED FLOW OF WATER TO AN OUTFALL. 2.0 CHAMBER PARAMETERS 2.1 THE CHAMBER SHALL BE INJECTION MOLDED OF POLYPROPYLENE RESIN TO BE INHERENTLY RESISTANT TO ENVIRONMENTAL STRESS CRACKING (ESCR), AND TO MAINTAIN ADEQUATE STIFFNESS THROUGH HIGHER TEMPERATURES EXPERIENCED DURING INSTALLATION AND SERVICE. 2.2 THE NOMINAL CHAMBER DIMENSIONS OF THE STORMTECH SC -740 SHALL BE 30.0 INCHES TALL, 51.0 INCHES WIDE AND 90.7 INCHES LONG. THE NOMINAL CHAMBER DIMENSIONS OF THE STORMTECH SC -310 SHALL BE 16.0 INCHES TALL, 34.0 INCHES WIDE AND 90.7 INCHES LONG. THE INSTALLED LENGTH OF A JOINED CHAMBER SHALL BE 85.4 INCHES. 2.3 THE CHAMBER SHALL HAVE A CONTINUOUSLY CURVED SECTION PROFILE. 2.4 THE CHAMBER SHALL BE OPEN - BOTTOMED. 2.5 THE CHAMBER SHALL INCORPORATE AN OVERLAPPING CORRUGATION JOINT SYSTEM TO ALLOW CHAMBER ROWS OF ALMOST ANY LENGTH TO BE CREATED. THE OVERLAPPING CORRUGATION JOINT SYSTEM SHALL BE EFFECTIVE WHILE ALLOWING A CHAMBER TO BE TRIMMED TO SHORTEN ITS OVERALL LENGTH. 2.6 THE NOMINAL STORAGE VOLUME OF A JOINED STORMTECH SC -740 CHAMBER SHALL BE 74.9 CUBIC FEET PER CHAMBER WHEN INSTALLED PER STORMTECH'S TYPICAL DETAILS (INCLUDES THE VOLUME OF CRUSHED ANGULAR STONE WITH AN ASSUMED 40% POROSITY). THIS EQUATES TO 2.2 CUBIC FEET OF STORAGE /SQUARE FOOT OF BED. THE NOMINAL STORAGE VOLUME OF AN INSTALLED STORMTECH SC -310 CHAMBER SHALL BE 31.0 CUBIC FEET PER CHAMBER WHEN INSTALLED PER STORMTECH'S TYPICAL DETAILS (INCLUDES THE VOLUME OF CRUSHED ANGULAR STONE WITH AN ASSUMED 40% POROSITY). THIS EQUATES TO 1.3 CUBIC FEET OF STORAGE /SQUARE FOOT OF BED. 2.7 THE CHAMBER SHALL HAVE FORTY -EIGHT ORIFICES PENETRATING THE SIDEWALLS TO ALLOW FOR LATERAL CONVEYANCE OF WATER. STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. 2.8 THE CHAMBER SHALL HAVE TWO ORIFICES NEAR ITS TOP TO ALLOW FOR EQUALIZATION OF AIR PRESSURE BETWEEN ITS INTERIOR AND EXTERIOR. 2.9 THE CHAMBER SHALL HAVE BOTH OF ITS ENDS OPEN TO ALLOW FOR UNIMPEDED HYDRAULIC FLOWS AND VISUAL INSPECTIONS DOWN A ROW'S ENTIRE LENGTH. 2.10 THE CHAMBER SHALL HAVE 14 CORRUGATIONS. 2.11 THE CHAMBER SHALL HAVE A CIRCULAR, INDENTED, FLAT SURFACE ON THE TOP OF THE CHAMBER FOR AN OPTIONAL 4 -INCH INSPECTION PORT OR CLEAN -OUT. 2.12 THE CHAMBER SHALL BE ANALYZED AND DESIGNED USING AASHTO METHODS FOR THERMOPLASTIC CULVERTS CONTAINED IN THE LRFD BRIDGE DESIGN SPECIFICATIONS, 2ND EDITION, INCLUDING INTERIM SPECIFICATIONS THROUGH 2001. DESIGN LIVE LOAD SHALL BE THE AASHTO HS20 TRUCK. DESIGN SHALL CONSIDER EARTH AND LIVE LOADS AS APPROPRIATE FOR THE MINIMUM TO MAXIMUM SPECIFIED DEPTH OF FILL. 2.13 THE CHAMBER SHALL BE MANUFACTURED IN AN ISO 9001:2000 CERTIFIED FACILITY. 3.0 END CAP PARAMETERS 3.1 THE END CAP SHALL BE INJECTION MOLDED OF POLYPROPYLENE RESIN TO BE INHERENTLY RESISTANT TO ENVIRONMENTAL STRESS CRACKING, AND TO MAINTAIN ADEQUATE STIFFNESS THROUGH HIGHER TEMPERATURES EXPERIENCED DURING INSTALLATION AND SERVICE. 3.2 THE END CAP SHALL BE DESIGNED TO FIT INTO ANY CORRUGATION OF A CHAMBER, WHICH ALLOWS: CAPPING A CHAMBER THAT HAS ITS LENGTH TRIMMED; SEGMENTING ROWS INTO STORAGE BASINS OF VARIOUS LENGTHS. 3.3 THE END CAP SHALL HAVE SAW GUIDES TO ALLOW EASY CUTTING FOR VARIOUS DIAMETERS OF PIPE THAT MAY BE USED TO INLET THE SYSTEM. 3.4 THE END CAP SHALL HAVE EXCESS STRUCTURAL ADEQUACIES TO ALLOW CUTTING AN ORIFICE OF ANY SIZE AT ANY I NVERT ELEVATION. 3.5 THE PRIMARY FACE OF AN END CAP SHALL BE CURVED OUTWARD TO RESIST HORIZONTAL LOADS GENERATED NEAR THE EDGES OF BEDS. 3.6 THE END CAP SHALL BE MANUFACTURED IN AN ISO 9001:2000 CERTIFIED FACILITY. * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StonriTed'r Derenlon•Refenllon•Recherge Subsurface Stormwater Management" SCALE: DATE: DRAWN BY: NTS 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888-892-2694 Fax: 866 - 328 -8401 www.stormtech.com STORMTECH PRODUCT SPECIFICATIONS CHECKED ACAD No. SHEET OF C4 STORMTECH J PRODUCT SPECS. RIVERTON COURT BLDG. /4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON 4" PVC RISER SC -740 CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE FLOOR BOX FRAME AND LID W /S.S. CAP SCREW LID CLOSURE STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORNTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. SCREW -IN CAP CLASS "C" CONCRETE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE NSPECTION PORT TO BE ATTACHED THROUGH CUT -OUT LOCATED AT CENTER OF CHAMBER * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL Sborrrilech• Detention. Retenllon•Reehege Subsurface Stormwater Management" SCALE: NTS DATE: DRAWN BY: 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com SC -740 INSPECTION PORT DETAIL CHECKED ACAD No. SHEET OF 2 STORMTECH INSPECTION PORT DETAIL STORMTECH GENERAL NOTES 1. STORMTECH LLC ( "STORMTECH ") REQUIRES INSTALLING CONTRACTORS TO USE AND UNDERSTAND STORMTECH'S LATEST INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING SYSTEM INSTALLATION. 2. OUR TECHNICAL SERVICES DEPARTMENT OFFERS INSTALLATION CONSULTATIONS TO INSTALLING CONTRACTORS. CONTACT OUR TECHNICAL SERVICES REPRESENTATIVE AT LEAST 30 DAYS PRIOR TO SYSTEM INSTALLATION TO ARRANGE A PRE - INSTALLATION CONSULTATION. OUR REPRESENTATIVES CAN THEN ANSWER QUESTIONS OR ADDRESS COMMENTS ON THE STORMTECH CHAMBER SYSTEM AND INFORM THE INSTALLING CONTRACTOR OF THE MINIMUM INSTALLATION REQUIREMENTS BEFORE BEGINNING THE SYSTEM'S CONSTRUCTION. CALL 1- 888 - 892 -2694 TO SPEAK TO A TECHNICAL SERVICE REPRESENTATIVE OR VISIT WWW.STORMTECH.COM TO RECEIVE A COPY OF OUR INSTALLATION INSTRUCTIONS. 3. STORMTECH'S REQUIREMENTS FOR SYSTEMS WITH PAVEMENT DESIGN (ASPHALT, CONCRETE PAVERS, ETC.): MINIMUM COVER IS 18 INCHES NOT INCLUDING PAVEMENT; MAXIMUM COVER IS 96 INCHES INCLUDING PAVEMENT. FOR INSTALLATIONS THAT DO NOT INCLUDE PAVEMENT, WHERE RUTTING FROM VEHICLES MAY OCCUR, MINIMUM REQUIRED COVER IS 24 INCHES, MAXIMUM COVER IS 96 INCHES. 4. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE DESIGN ENGINEER. 5. AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE (FILTER FABRIC) MUST BE USED AS INDICATED IN THE PROJECT PLANS. NOT TO SCALE STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME THE SIZING, FIT AN D APPLICABILITY OF THE LISTED ABOVE. H STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 6. STONE PLACEMENT BETWEEN CHAMBERS ROWS AND AROUND PERIMETER MUST FOLLOW INSTRUCTIONS AS INDICATED IN THE MOST CURRENT VERSION OF STORMTECH'S INSTALLATION INSTRUCTIONS. 7. BACKFILLING OVER THE CHAMBERS MUST FOLLOW REQUIREMENTS AS INDICATED IN THE MOST CURRENT VERSION OF STORMTECH'S INSTALLATION INSTRUCTIONS. 8. THE CONTRACTOR MUST REFER TO STORMTECH'S INSTALLATION INSTRUCTIONS FOR A TABLE OF ACCEPTABLE VEHICLE LOADS AT VARIOUS DEPTHS OF COVER. THIS INFORMATION IS ALSO AVAILABLE AT STORMTECH'S WEBSITE: WWW.STORMTECH.COM. THE CONTRACTOR IS RESPONSIBLE FOR PREVENTING VEHICLES THAT EXCEED STORMTECH'S REQUIREMENTS FROM TRAVELING ACROSS OR PARKING OVER THE STORMWATER SYSTEM. TEMPORARY FENCING, WARNING TAPE AND APPROPRIATELY LOCATED SIGNS ARE COMMONLY USED TO PREVENT UNAUTHORIZED VEHICLES FROM ENTERING SENSITIVE CONSTRUCTION AREAS. 9. THE CONTRACTOR MUST APPLY EROSION AND SEDIMENT CONTROL MEASURES TO PROTECT THE STORMWATER SYSTEM DURING ALL PHASES OF SITE CONSTRUCTION PER LOCAL CODES AND DESIGN ENGINEER'S SPECIFICATIONS. 10. STORMTECH PRODUCT WARRANTY IS LIMITED. SEE CURRENT PRODUCT WARRANTY FOR DETAILS. TO ACQUIRE A COPY CALL STORMTECH AT 1- 888 - 892 -2694 OR VISIT WWW.STORMTECH.COM. * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StOnmTeCh' Der onlion.Retenf n .Recharge Subsurface Stormwater Management" STORMTECH GENERAL NOTES SCALE: NTS DATE: DRAWN BY: 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866- 328 -8401 www.stormtech.com CHECKED ACAD No. SHEET OF STORMTECH GENERAL NOTES NOTE: VENT MAY ALSO BE CONNECTED THROUGH THE END CAP OR INSPECTION PORT CUT -OUT 3/4 - 2 INCH WASHED CRUSHED ANGULAR STONE. DEPTH OF FOUNDATION STONE TO BE DETERMINED BY DESIGN ENGINEER* GRANULAR WELL GRADED SOIL /AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6 INCH LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM. L +ill'f` r . Mir .�d�S afii -.. ii . {�C7 r,ril "} " 0 '`f•1.' �pf•`••ti��r4{ i�q `�:�!: WI •Jr ._ ?At itx AN VI re. , 1:% 1 1 �:, - 11 r••�1. X11.• fi -•.a j1 � 1 i, y��N���{�uN1�•..,N �:� x 1i =.a 0 0 0 0 {I)1, •Ire _ _ i7i�'•T l �1, .. • 1 • `1fP l l • .1 • " e � •" t �1 :�.f1:1 :}•1 = l�jfl•� �1/ 11-- 11 -11• •IL -11. L :I 11 1= 1PTAII. =.11= 1I =5= 11.=11 =11.-II ICI= II =11 =11 FOR UNPAVED INSTALLATIONS •:`•• WHERE RUTTING FROM .`.0 • VEHICLES MAY OCCUR, ••• INCREASE COVER TO 24" �:; "•�' DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE SUITIBILITY OF SUBGRADE SOILS* SC -740 CHAMBER AND END CAP STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. I- AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE DETENTION FLOOR ELEV =45.64 * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL SbormTech• Delenlion•Retenllon.Recherpe Subsurface Stormwoter Management" SC -740 CHAMBER VENT DETAIL SCALE: NTS DATE: DRAWN BY: 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com CHECKED ACAD No. SHEET OF C STORMTECH t-I CHAMBER VENT VENT DETAIL OVERLAP NEXT CHAMBER HERE 6.5 12 PL `(OVER'SMALL CORRUGATION) / CREST 14 PL VALLEY 13 PL 90.7" ACTUAL LENGTH 85.4" INSTALLED NOTE: ALL DIMENSIONS ARE NOMINAL ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1- 888 - 892 -2694. STORMTECH NOT TO SCALE BUILD ROW IN THIS DIRECTION NOMINAL CHAMBER SPECIFICATIONS SIZE (W x H x INSTALLED LENGTH) - CHAMBER STORAGE - MINIMUM INSTALLED STORAGE - WEIGHT - STUBS AT TOP OF END CAP FOR PARTS NUMBERS ENDING WITH "T" ACCEPTS 4" SCH 40 PIPE FOR CLEANOUT OR INSPECTION PORT START END STORMTECH L CONCEPTUAL PLAN DISCLAIMER L C THIS STORMTECH CHAMBER SYSTEM LAYOUT WAS PRODUCED TO DEMONSTRATE A BED LAYOUT THAT WILL HANDLE THE DESIGN VOLUME LISTED ABOVE. THE SIZING, FIT AND APPLICABILITY OF THE STORMTECH CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT HAS NOT BEEN DETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. STORMTECH PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STORMTECH'S MINIMUM REQUIREMENTS. STORMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. TECHNICAL SPECIFICATIONS 51.0" x 30.0" x 85.4" 45.9 CUBIC FEET 74.9 CUBIC FEET 75 LBS. D STUBS AT BOTTOM OF END CAP FOR PARTS NUMBERS ENDING WITH "B" * FOR THE SC740EPE24B THE 24" STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75 ". BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N -12 STUB SO THAT THE FITTING SETS LEVEL. REVIEWED FO ODE COMPLIM APPROVED JUN 2 9 2003 City of Tukwila BUILDING DIVISI * NOTE: CHAMBER SYSTEM DESIGN MUST BE IN ACCORDANCE WITH STORMTECH DESIGN MANUAL StormTear De fanron•Retenlbn•Recherge Subsurface Stormwoter Management" 20 Beaver Road, Suite 104 Wethersfield, CT 06109 Phone: 888 - 892 -2694 Fax: 866 - 328 -8401 www.stormtech.com SC -740 TECHNICAL SPECIFICATIONS SCALE: DATE: DRAWN BY: NTS CHECKED ACAD No. SHEET OF RECEIVED PIAR 2 5 2009 PERMIT r.FNITEF AOS (ASTM D4751) 30 -100 sieve size (0.60 -0.15 mm) for slit film 50 -100 sieve size (0.30 -0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sect minimum Grab Tensile Strength (ASTM D4632) 180 lbs. min. for extra strength fabric 100 lbs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) 30% max. Ultraviolet Resistance (ASTM D4355) 70% min. m w Q a DESCRIPTION z 0 C w ce NOTE: CITY OF TUKWILA HAS ALL JURISDICTION OVER SITE. - REFERENCES TO KING COUNTY SHALL BE CHANGED TO CITY OF TUKWILA. GENERAL NOTES All construction shall be in accordance with the King County Code (KCC), Road Standards (KCRS), and the King County Council's conditions of preliminary subdivision approval. It shall be the sole responsibility of the applicant and the professional civil engineer to correct any error, omission, or variation from the above requirements found in these plans. All corrections shall be at no additional cost or liability to King County. The design elements within these plans have been reviewed according to the King County Department of Development and Environmental Services (DDES) Engineering Review checklist. Some elements may have been overlooked or missed by the DDES plan reviewer. Any variance from adopted standards is not allowed unless specifically approved by King County prior to construction. (3) Approval of this road, grading, and drainage plan does not constitute an approval of any other construction (e.g. domestic water conveyance, sewer conveyance, gas, electrical, etc.) (4) Before any construction or development activity, a preconstruction meeting must be held between the DDES's Development Inspection Unit, the Applicant, and the Applicant's Construction Representative. (5) A copy of these approved plans must be on the job site whenever construction is in progress. (6) Construction noise shall be limited as per King County Code (Section 12.88); normally, this is 7 a.m. to 10 p.m. weekdays and 9 a.m. to 10 p.m. on weekends. (7) It shall be the applicant's /contractor's responsibility to obtain all construction easements necessary before initiating off -site work within the road rights -of -way. (8) Franchised utilities or other installations that are not shown on these approved plans shall not be constructed unless an approved set of plans that meet all requirements of KCRS Chapter 8 are submitted to the DDES's Development Inspection Unit three days prior to construction. (9) Datum shall be KCAS unless otherwise approved by DDES. (10)Groundwater system construction shall be within a right -of -way or appropriate drainage easement, but not underneath the roadway section. All groundwater systems must be constructed in accordance with Section B1 3.02 of the APWA Standard Specifications. (11)All utility trenches shall be backfilled and compacted to 95 percent density. (12)All roadway subgrade shall be backfilled and compacted to 95 percent density (WSDOT 2- 06.3). (13)Open cutting of existing roadways is not allowed unless specifically approved by DDES and noted on these approved plans. Any open cut shall be restored in accordance with KCRS 8.03(B)3. (14)The Contractor shall be responsible for providing adequate safeguards, safety devices, protective equipment, flaggers, and any other needed actions to protect the life, health, and safety of the public, and to protect property in connection with the performance of work covered by the contractor. Any work within the traveled right -of -way that may interrupt normal traffic flow shall require at least one flagger for each lane of traffic affected. All sections of the WSDOT Standard Specifications 1 -07.23 - Traffic Control, shall apply. DRAINAGE NOTES (1) Proof of liability insurance shall be submitted to DDES prior to the preconstruction meeting (KCC 9.04.100.D). (2) All pipe and appurtenances shall be laid on a properly prepared foundation in accordance with WSDOT 7- 02.3(1). This shall include leveling and compacting the trench bottom, the top of the foundation material, and any required pipe bedding, to a uniform grade so that the entire pipe is supported by a uniformly dense unyielding base. (3) (4) All drainage structures, such as catch basins and manholes, not located within a traveled roadway or sidewalk, shall have solid locking lids. All drainage structures associated with a permanent retention /detention facility shall have solid locking lids (KCRS 7.05). (5) Steel pipe shall be galvanized and have asphalt treatment #1 or better inside and outside (KCRS 7.03). All catch basin grates shall conform to KCRS drawing numbers 2 -013, 2 -018, 2 -019, or 2 -020, which includes the stamping "OUTFALL TO STREAM, DUMP NO POLLUTANTS" and "Property of King County" (KCRS 7.05). (6) All driveway culverts located within King County right -of -way 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 to match the side slope (KCRS 7.03(L), Drawing No.2 -001). (7) Rock for erosion protection of roadway ditches, where required, must be of sound quarry rock, placed to a depth of 1 foot, and must meet the following specifications: 4 "- 8" rock/40 % -70% passing; 2 "- 4" rock /30 % -40% passing; and -2" rock /10 % -20% passing. Installation shall be in accordance with KCRS 7.02(B) drawing number 2 -024. (8) Drainage outlets (stub -outs) shall be provided for each individual lot, except for those lots approved for infiltration by King County. Stub -outs shall conform to the following: a) Each outlet shall be suitably located at the lowest elevation on the lot, so as to service all future roof downspouts and footing drains, driveways, yard drains, and any other surface or subsurface drains necessary to render the lots suitable for their intended use. Each outlet shall have free - flowing, positive drainage to an approved stormwater conveyance system or to an approved outfall location. b) Outlets on each lot shall be located with a five - foot -high, 2" x 4" stake marked "storm" or "drain ". The stub -out shall extend above surface level, be visible, and be secured to the stake. c) Pipe material shall conform to underdrain specifications described in KCRS 7.04 and, if non - metallic, the pipe shall contain wire or other acceptable detection. d) Drainage easements are required for drainage systems designed to convey flows through individual lots. e) The applicant /contractor is responsible for coordinating the locations of all stub -out conveyance lines with respect to the utilities (e.g. power, gas, telephone, television). f) All individual stub -outs shall be privately owned and maintained by the lot home owner. STRUCTURAL NOTES (1) These plans are approved for standard road and drainage improvements only. Plans for structures such as bridges, vaults, and retaining walls require a separate review and approval by DDES prior to construction (KCC '16.04, 16.70, 14.20). (2) Rockeries are considered to be a method of bank stabilization and erosion control. Rockeries shall not be constructed to serve as retaining walls. All rockeries shall be constructed in accordance with KCRS drawing numbers 5 -004, 5 -005, 5 -006, and 5 -007. RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES (1) Approval of this temporary erosion and sedimentation control (TESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities, etc.). (2) The implementation of these TESC plans and the construction, maintenance, replacement, and upgrading of these TESC facilities is the responsibility of the applicant/TESC supervisor until all construction is approved. (3) The boundaries of the clearing limits shown on this plan shall be clearly flagged by a continuous length of survey tape (or fencing, if required) prior to construction. During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits shall be maintained by the applicant/TESC supervisor for the duration of construction. (4) The TESC facilities shown on this plan must be constructed prior to or in conjunction with all clearing and grading so as to ensure that the transport of sediment to surface waters, drainage systems, and adjacent properties is minimized. (5) The TESC facilities shown on this plan are the minimum requirements for anticipated site conditions. During the construction period, these TESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing site conditions (e.g. additional sump pumps, relocation of ditches and silt fences, etc.). (6) The TESC facilities shall be inspected daily by the applicant/TESC supervisor and maintained to ensure continued proper functioning. Written records shall be kept of weekly reviews of the TESC facilities during the wet season (Oct. 1 to March 31) and of monthly reviews during the dry season (April 1 to Sept. 30). (7) Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or seven days during the dry season shall be immediately stabilized with the approved TESC methods (e.g., seeding, mulching, plastic covering, etc.). (8) Any area needing TESC measures, not requiring immediate attention, shall be addressed within fifteen (15) days. (9) The TESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within 48 hours following a storm event. (10)At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment -laden water into the downstream system. (11)Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as wash pads, may be required to ensure that all paved areas are kept clean for the duration of the project. (12)Any permanent retention /detention facility used as a temporary settling basin shall be modified with the necessary erosion control measures and shall provide adequate storage capacity. If the permanent facility is to function ultimately as an infiltration system, the temporary facility must be graded so that the bottom and sides are at least one foot above the final grade of the permanent facility. (13)Where straw mulch for temporary erosion control is required, it shall be applied at a minimum thickness of two inches. STANDARD GRADING NOTES 1. This permit authorizes the clearing, grading and excavation only within specific areas identified on the approved plans. The following approved construction sequence must be followed: a. Provide 48 Hour Notice prior to the start of any activity on the site. b. Inspection of the erosion control measures as shown on the approved plans prior to grading or clearing. Please use the City Inspection Line (206- 870 -6531) to request this inspection. 2. All activity shall be completed in a matter so as to not disturb the right -of -way unless a right -of -way permit authorizing work within the City right -of -way is approved. 3. all exiting manmade or natural /historic storm water collection system within the project site that are within the construction area are considered to be at risk for transport of sediment laden runoff and shall be protected using acceptable engineered filtration or settlement methods. 4. Stockpiles of topsoil shall be stabilized in accordance with Appendix D of the King County Surface Water Design Manual. 5. Should on -site water ponding occur during construction, no pumping of water shall be permitted into the city's storm system or historic drainage channels without contacting the Planning, Building and Public Works Department. 6. Any area needing TESC measures that do not require immediate attention shall be addressed within (7) days. 7. TESC Measures will be applied in conformance with Appendix D of the King County Surface Water Design Manual. 8. Prior to the beginning of the wet season (Oct 1), all disturbed areas shall be reviewed to identify which ones can be stabilized in preparation for the winter rains. Disturbed areas shall be stabilized within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to Planning, Building and Public Works Department. 9. Any material exported from the site shall be dumped at an approved site and must be inspected by the City prior to any excavation work on the site. Please use the City Inspection Line (206- 870 -6531) to request this inspection. 10. A copy of the approved grading permit, Grading plan and the TESC plan will be kept at the site at all times. 11. Hours of operation will be from 8:00 AM to 5:00 pm per DMMC 14.60.150(11) If there are any questions regarding the comments above contact Jason Sullivan by phone at (206) 870 -6551 or email me at jsullivanAdesmoineswa.gov ADAPTER SKIRT TRIM TO WITHIN 3" - 5" OF GRAT GEOTEXTILE FABRIC (MIRAFI 700X OR APPROVED EQUAL) SEDIMENT ACCUMULATOR INLET PROTECTIONE NOT TO SCALE RETRIEVAL STRAP OVERFLOW (TO BYPASS PEAK FLOWS) SCHEMATIC DETAIL PROVIDE CB INSERT "STREAMGUARD FOR SEDIMENT" OR APPROVED EQUAL MANUFACTURER'S NAME: FOSS ENVIRONMENTAL ADDRESS: 200 SW MICHIGAN STREET SEATTLE, WA 98106 TELEPHONE: FOR INFORMATION: (800) 909 -3677 NOTES: 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMSES HALF FULL. 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING AND RE- INSERTING IT INTO THE CATCH BASIN. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 7 u 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE SECTION SILTATION FENCE DETAIL NOT TO SCALE SILT FENCES NOTES: 1. THE GEOTEXTILE USED MUST MEET THE STANDARDS LISTED BELOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. 2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL BE NO STEEPER THAN 2H:1V. 4. IF A TYPICAL SILT FENCE (PER FIGURE D.3.3.A) IS USED, THE STANDARD 4 X 4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE IS WELL BURIED AND SECURED IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6 INCHES HIGH. 5. IF THE FILTER FABRIC ( GEOTE)(TILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. Concrete and Asphalt Application at Temporary Sites This activity applies to you if you apply asphalt and/or pour concrete for building construction, road construction, sidewalk, curb and , gutter repairs and construction. sealing of driveways and roofs, and other applications. These activities are typically done on a temporary site -to -site basis where permanent BIVIP measures do not apply. Asphalt application can contribute high concentrations of toxic hydrocarbons, other toxic organic compounds, oils and greases, and metals to stormwater runoff. Concrete pouring can contribute suspended solids and metals to stormwater runoff and cause detrimental pH changes in receiving waters. January 2005 MINIMUM REQUIREMENTS The following BMPs, or equivalent measures, methods, or practices are requil'ed if you are engaged in concrete pouring and asphalt application at temporary sites: Use drip pans, ground cloths, and perhaps even heavy cardboard or plywood wherever concrete, asphalt, and asphalt emulsion chunks and drips are likely to fall unintentionally, such as beneath extraction points from mixing equipment. Provide storm drain covers, inlet protection or similarly effective containment devices over all nearby drains at the beginning of the workday. All accumulations of runoff, aggregate chunks, and other solids must be collected for proper disposal at the end of the workday (or more frequently) prior to removing the containment device(s). Drain covers and other containment devices are commercially available to keep runoff out of the storm drainage system. Contain and collect the slurry from exposed aggregate washing, where the. top layer of unhardened concrete is hosed or scraped off to leave an exposed aggregate or rough finish. Never wash concrete slurry to a storm drain, ditch, roadway shoulder or gutter. Use a storm drain cover, inlet protection or other containment device, such as a hand -dug sunup where shirty can be directed to and contained. (See item 4 below). All collected rnoff be properly disposed of. King County Stormwater Pollution Prevention Manual Concrete and Asphalt Application at Temporary Sites (continued) Concrete and concrete pumping vehicles shall not under any circumstances discharge any concrete, slurry, or rinse water into street gutters, storm drains, or drainage ditches. Designate a wash -out area onsite where the cleaning of application and mixing equipment will be conducted, and where the rinse water is controlled. It is also acceptable to dispose of rinse water and slurry in a hole in the ground large enough to contain the slurry and rinse material. Commercial products and services are also available for concrete, slurry, and rinse water disposal. Routine Maintenance: Sweep the pouring area at the end of each day or more frequently if needed. Collect loose aggregate chunks and dust. Do not hose down the area to a storm drain. Additional BMPs The following B-IPs are optional, unless the above minimum required BINIPs do not provide adequate source control: If possible, portable asphalt mixing equipment should be covered by an awning or other simple structure while raining to avoid contact with rainfall. A catch basin insert configured for sediment removal may remove some of the pollutants in runoff from this activity. This is especially useful if the activity must proceed on rainy days. Catch basin inserts require frequent maintenance to be effective, so consider this when evaluating your options. Concrete work of all types tends to cause elevated pH in runoff, and it must be monitored and neutralized before off site discharge of the runoff occurs. C See BMP Info Sheet 10 in Chapter 4 for more information. For more information or assistance in implementing these best management practices, contact the King County Department of Natural Resources and Parks Stormwater Services Section at 206- 296 -1900. Reader Note: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to the stone drainage system, you will be asked to take additional measures to correct the continued pollution discharges. King County Stormwater Pollution Prevention Manual January 2005 REC 5. EIVED MAR 2 5 2009 r'ERMIT CENTER INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4 " -8" QUARRY SPALLS 2 "x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED EX� GEOTEXTILE 12" MIN. THICKNESS FILTER FABRIC MINIMUM 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4 " -1.5" WASHED GRAVEL 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT R = 25' MIN. �i I� . , r 1 .4.7461i44110 . 00°. % . 44 ' 14.4 ttliP4 . ; 448 li t l iffi t it i 0 0.. AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -O -W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD CONSTRUCTION ENTRANCE PROVIDE FULL WIDTH OF INGRESS /EGRESS ARFA REVIEWED FOR CODE COMPLIANCE APPROVED JUh 2 9 2009 g J Ctty of Tukwila BUIDING DIVISIN CONSTRUCTION ENTRANCE NOTES: 1. THE TEMPORARY CONSTRUCTION ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURING SPECIFICATIONS. 2. GRAVEL SHALL BE CRUSHED BALLAST ROCK, 8" TO 12" DEPTH AND INSTALLED TO THE SPECIFIED DIMENSIONS AT THE ENTRANCE. 3. THE GRAVEL BALLAST ROCK SHALL BE 4" TO 6" IN DIAMETER AND PLACED ACROSS THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF ENTRANCE SHALL BE A MINIMUM OF 50 FEET. 4. IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER ONTO A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE, AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEAN OUT ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. EXPIRES 06 / 30 / 10 SHEET OS -2 / 2 OF 3 U M co S at c uJ ,p z3oo Z `o Tr 0. o� 0 z oo z ch N � k 0 z , ^ n 4 A CO Z M � N 0 0 M . 0 2 I- rn co w z N u7 DESIGNER:VAUGHN FREI ENGINEER: BRETT ALLEN DRAWN: VAUGHN FREI S15 T23 R4E WM DATE: 11/17/08 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C REV. SHEET TITLE: TESC NOTES & DETAILS CONTACT: IAN HAMAD PHONE: -206-331-1524 SEATTLE WA 98115 CIVIL ENGINEERS,,, TYPE OF STREET RIGHT -OF -WAY (FEED PAVEMENT WIDTH (FEET) PUBLIC 6' 6 ' ARTERIAL PRINCIPAL 80 -100 48 -84 MINOR 60-80 36 -64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 28 -36 ACCESS COMMERCIAL 60 36 RESIDENTIAL 50 28 ALLEY 20 15 CUL -DE -SAC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6 ' O A 3' WIDE EDGER FINISH 318' FULL DEPTH EXPANSION JOINT CURB & GUTTER (SEE RS -08A) 18" 18' 2% MAX /1% MIN. SECTION A -A CURB RAMP (SEE RS -12) 6/8' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS SIDEWALK WIDTHS SCORE JOINTS EVERY 5' 5' 5' --� 15' EXPANSION JOINTS EVERY 15' PLAN VIEW 1' WIDE X 3/8" DEEP SCORE JOINTS 318' X3.5" EXPANSION JOINT ELEVATION NOTES: 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENTAPWA/WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE City of Tukwila SIDEWALK SHEET: RS -11 REVISION #1: 08.03 1 LAST REVISION: 07.05 APPROVAL: B. SHELTON 0 NOT TO SCALE TYPICAL SIDEWALK NOT TO SCALE ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXTRA RIGID BASE 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL MAT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED BY CITY •---- '- -' - - -- • ...ems . CONCRETE 150 %OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH TYPICAL PATCH FOR FLEXIBLE PAVEMENT SAW CUT EXISTING CONCRETE PAVEMENT 518" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING ASPHALT PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE City of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON PAVEMENT PATCH RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON PREMOLDED EXP. JOINT (TYPICAL) SIDEWALK 5' 6' SECTION A -A 2" MIN. OR MORE AS DIRECTED. * DEPENDS ON DRIVEWAY PROFILE 2 "- 5/8' CRUSHED ROCK (MAX. GRADE IS 15 %) TOP OF CURB AT DRIVEWAY 5% CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC, 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. 4. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. NOT TO SCALE City of Tukwila COMMERCIAL DRIVEWAY SHEET: RS -09 REVISION #1: 08.03 APPROVAL: B. SHELTON COMMERCIAL DRIVEWAY NOT TO SCALE CONCRETE THRUST BLOCK -i cfff ELEVATION VIEW 1 3' MIN. OR 3 TIMES DIA. OF THE TAP. WHICHEVER IS GREATER NOTES: 1. USE FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. PRE -TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS -13 & WS -14. RESILIENT SEAT GATE VALVE NOT TO SCALE City of Tukwila WATER MAIN TAPPING TEE SHEET: W S -1 REVISION #1: 08.03 APPROVAL: B. SHELTON WATER MAIN TAP NOT TO SCALE LU W LU N 2 CV z ° w w z WI- 1- -J : z � coa HOT TO SCALE City of Tukwila UTILITY ADJUSTMENT CATCH BASINS AND MANHOLES SHEET: RS-31 REVISION #1: 08.04 1 LAST REVISION: APPROVAL: B. SHELTON / UTILITY ADJUSTMENT NOT TO SCALE PAVEMENT PATCHING (SEE RS-03) BACKFILL BEDDING TOP OF TRENCH 1.3X'DEPTH' (MAX. WIDTH) OU ER DIA. + 24" (MAX. WID H) BOTTOM OF TRENCH 12" MIN. PIPE OUTER DIA 4" MIN. MIN. 3' & MAX. 6' NOTE: 1. ALL BACKFILL SHALL BE 5/8" CRUSHED ROCK COMPACTED TO 90 % MODIFIED PROCTOR PTIMUM DENSITY. 2. REFER TO RS -03 FOR PAVEMENT PATCHING. 3. PAVED AREAS: BACKFILL WITH CRUSHED ROCK. 4. UNPAVED AREAS: BACKFILL WITH NATIVE MATERIAL OR CRUSHED ROCK. NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL SHEET: WS -18 REVISION #1: 08.03 APPROVAL: B. SHELTON WATER BEDDING & BACKFILL \ 7 NOT TO SCALE 10' MIN UTILITY EASEMEN 2% 2% RIGHT OF WAY PAVENENT WIDTH o o0:o o CLASS BASPHALT CONCRETE CRUSHED SURFACING 2% CLASS B GRAVEL STORM SEWER &CATCH BASIN CEMENT CONCRETE CURB & GUTTER CEMENT CONCRETE SIDEWALK 2° OF 5/8" MINUS CRUSHED ROCK THICKNESS AS REQUIRED BY ENGINEER'S DESIGN SEE TUKWILA TYPICAL DETAILS 10 IV UTILITY EASEMENT NOTES: 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT /APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION". 2. SEE DETAIL RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. NOT TO SCALE City of Tukwila TYPICAL ROADWAY SECTION SHEET: RS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON ROADWAY & SIDEWALK SECTION NOT TO SCALE FINISHED GROUND LINE TO MAIN 24" GRAVEL TYPE K COPPER 314" OR 1" PARTS LIST: 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD METER INSTALLED BY CITY - TYPE K COPPER PIPE - PVC - POLY ETHYLENE TO SERVICE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 314" OR 1" SHEET: WS - REVISION #1: 08.03 APPROVAL: B. SHELTON 8 TYPICAL 1" WATER METER NOT TO SCALE 10.to -rI O+J ON 1 NC REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City ofTukwila BUILDING DIVISION RECEIVE' MAR .2 5 2009 PERMIT CENTEF EXPIRES 06 / 30 / 10 DESIGNER:VAUGHN FREI ENGINEER: BRETT ALLEN DRAWN: VAUGHN FREI S15 T23 R4E WM DATE: 11/17/08 REVISED: 2/13/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET OS -3 3 OF 3 W J 1) Ce F- LU J = I CO w E Q m �f' 1- z W _ U REV. W z z 5 z 5 cd W W z ( z W 1 M M M 00 Q1 0 Of m 3 � o In co = 0? rn(Y) N 0 'l m v t LL u) a ' 3 A z 1 co IA 1 D In r. M d HUCQ412 co =no C, rn a (2) HDU8 DF posts (2 stud min.) both ends W6 HUCQ412 el+ HUCQ412 3 1/2x14 LVL HUCQ412 HUCQ412 3 1/2x14 LVL John S. Apolis, P.E. Consulting Structural Engineering Services, Inc. 6311 17th Avenue NE - Seattle, WA 98115 co phone: (206) 527 -1288 fax: (206) 527 -2617 email: john @raincity.com CMU Wall grouted w/#5 bars @ 48" o.c. vertical w/ bond beams @ 48" o.c. FJ1 F4 M HUCQ412 -SDS HUCQ412 -SDS W6 HDU5 DF Post ,n "r d,-f. 8„ - zoo* < v ao 033 m Cantileire anb7evered 3 1/2x LVL 1.9E F3 F4 3 1/2 x 11 7/8 LVL 1.9E Header typ. interior HDU8'cont. w /AD above (2) HDU min. 2 stud DF post 8' long 5 1/4 x 14 LVL cantilevered. Connect backspan end to CMU wall w/ 4' long ga/v. 3/4" dia. threaded rod per detail XX. Connect beam to comer post w/ CMSTC16 both sides. Retail South \HGLN5.514 Hanger W8 W5 4 x HDU8 align w /HD abov6 min. 2 stud post HDU8 w/ 2 stud DF posts 4'47" r g•-n" 5 1/4 x 14 LVL 1.9E @edge of building overhang No N/S plywood joint between beam & wall F3 W5 W2 • W2 (2x6 wall) - s o 4 O o s � o °P :i- % g 0 �� O SW3 (20.5) yv2 W8 SW3 (20_' U.. HDU8 contin. w /HD above W8 First Floor Plan & Shear Wall Layout Second Floor Framing Plan a c a 0 U 0 Co k 3 1/2 x 11 7/8 LVL 1.9E Header typ. interior 1 (2) HDU11 HDU11 w /DF� 4x6 post / W2 NEC 250.50. N \ i A concrete encased grounding electrode is required in all new concrete footings. � ' The electrode shall consist of at least 20 feet of %" 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.) 3' -0"x 6'-8" W2 HDU11 w /DF 4x6 post / W2 ' -0"x 6' -8" Fr 9 0 60 F Q N4 \co p+ I ■ 3 1/2 x 14 LVL 1.9E in line w /shear wall above Foundation Plan F3 4 r d• " SW3 (15') No north -south plywood joints between beam & wall DF 4x6 post connected to beam w/ sirppson CC and to footing w/ HDU8 (both ends ofr outh beam) SW2 (657 FJI: 14" TJI 230 @ 16" o.c. FJ2: 14" TJI 560 @ 16" o.c. CS16: strap hold down (2) CS16: 2 ea. CS16 hold down straps CMSTC16: vertical HD strap Full length) FJ1 denotes a pair of simpson HD connections above and below the floor e 4 .-0 "x4 =0" Too 6 X9 W5 SW3 (7) SW2 ( 0 W8 a ° V AA W � E 1 3/4 x 14 LVL HDR/Rim Joist typ. F3 Fully grouted CMU wall Fully grouted CMU wall 31/2 x 14 L "x 6' -8" L 1 1■11■11111. . c a I di I _ _ HUCQ412 co =no C, rn a (2) HDU8 DF posts (2 stud min.) both ends W6 HUCQ412 el+ HUCQ412 3 1/2x14 LVL HUCQ412 HUCQ412 3 1/2x14 LVL John S. Apolis, P.E. Consulting Structural Engineering Services, Inc. 6311 17th Avenue NE - Seattle, WA 98115 co phone: (206) 527 -1288 fax: (206) 527 -2617 email: john @raincity.com CMU Wall grouted w/#5 bars @ 48" o.c. vertical w/ bond beams @ 48" o.c. FJ1 F4 M HUCQ412 -SDS HUCQ412 -SDS W6 HDU5 DF Post ,n "r d,-f. 8„ - zoo* < v ao 033 m Cantileire anb7evered 3 1/2x LVL 1.9E F3 F4 3 1/2 x 11 7/8 LVL 1.9E Header typ. interior HDU8'cont. w /AD above (2) HDU min. 2 stud DF post 8' long 5 1/4 x 14 LVL cantilevered. Connect backspan end to CMU wall w/ 4' long ga/v. 3/4" dia. threaded rod per detail XX. Connect beam to comer post w/ CMSTC16 both sides. Retail South \HGLN5.514 Hanger W8 W5 4 x HDU8 align w /HD abov6 min. 2 stud post HDU8 w/ 2 stud DF posts 4'47" r g•-n" 5 1/4 x 14 LVL 1.9E @edge of building overhang No N/S plywood joint between beam & wall F3 W5 W2 • W2 (2x6 wall) - s o 4 O o s � o °P :i- % g 0 �� O SW3 (20.5) yv2 W8 SW3 (20_' U.. HDU8 contin. w /HD above W8 First Floor Plan & Shear Wall Layout Second Floor Framing Plan a c a 0 U 0 Co k 3 1/2 x 11 7/8 LVL 1.9E Header typ. interior 1 (2) HDU11 HDU11 w /DF� 4x6 post / W2 NEC 250.50. N \ i A concrete encased grounding electrode is required in all new concrete footings. � ' The electrode shall consist of at least 20 feet of %" 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.) 3' -0"x 6'-8" W2 HDU11 w /DF 4x6 post / W2 ' -0"x 6' -8" Fr 9 0 60 F Q N4 \co p+ I ■ 3 1/2 x 14 LVL 1.9E in line w /shear wall above Foundation Plan F3 4 r d• " SW3 (15') No north -south plywood joints between beam & wall DF 4x6 post connected to beam w/ sirppson CC and to footing w/ HDU8 (both ends ofr outh beam) SW2 (657 FJI: 14" TJI 230 @ 16" o.c. FJ2: 14" TJI 560 @ 16" o.c. CS16: strap hold down (2) CS16: 2 ea. CS16 hold down straps CMSTC16: vertical HD strap Full length) FJ1 denotes a pair of simpson HD connections above and below the floor e 4 .-0 "x4 =0" Too 6 X9 W5 SW3 (7) SW2 ( 0 W8 a ° V AA W � E 1 3/4 x 14 LVL HDR/Rim Joist typ. F3 Fully grouted CMU wall Fully grouted CMU wall 31/2 x 14 U' ,c /vet W9 W8 W9 • W8 co F-= z o 05 73 C v c N rn ,/ • ; N `! CO D : Master Bedroom North Bedroom Girder Truss --A "51/4 x11 7/8 LVL Hdr. Roof overbuild per note OB 4'0 "x 4-0" 2'0 "x 4'0" Study W4 Kitchen SW1 (16') SW1 (26.5') 2x4 wall 1 (6.5') d'_n" r e-rr Study Bedroom East SW1 (7') SW1 (7) GcJ,�6 W8 SWI (f length) o i 6 5 51/4 x 9 1/2 LVL Hdr 4x8 Hdr 13/4 LVL flush (typ.) J1 South Bedroom SW1 (20') Living SW1 (20' Dining d'_n• r d'_n• d' -n" r d'-t)" Dining GSN et SWI (6.5) Typ. Hdr. 4x8 DF #1 Living (2) CS16 <1 26.5) G W 1 (full length) 1 ;8 Cb HDU2 align with wall comer below i W8 SW1 (9') Entry Kitchen CMSTCI6 to beam below 4x8 Post with CC post cap 2' -0"x 4' -0" et 1 3/4x14 LVL Master Bath Roof Framing Plan Third Floor Third Floor Shear wall Layout W8 W5 W8 x: D %,..Z (11.5) Entry HDU2 2x8@ 16" oc landing framing Master Bedroom d' n• r d'a" Second Floor Plan Second Floor Shear Wall Layout Thiroor Framing Plan 26' 6" HDU8 PHD2 NCI of 3 Dining Refer to note T SW d_n" tt N 5 6 / S � G ,�6 O f G� HDU5 Bedroom West 1 3/4 x 14 LVL Hdr HDU5 Bedroom West d'Jl'r Q' n" -- W1 7' Typical Hdr 4x12 DF #1 4' -0"x 4' -0" 4 4' -0" Master Bedroom North Bedroom South Bedroom d n• r d_n• 1 3/4x14 LVL flush II II I II II II A 4'0 "x4'0" HDU8 Study Laundry SW1 (8') Kitchen Master Bath HDU5 1 6" 5 SW3(11.5 W1 (26.5) (2x4 wall) Master Bedroom d' -0• r d'-n• Kitchen SW2 (6') 4'0 "x 4'0" Dining SW2 7' ( SW1 (17.5) Bedroom East 4'_n r 4_n" SW2 (7) Study 13/4x14 LVL typ. FJI: 14 "TJI 230 @ 16" o.c. FJ2: 14" TJI 560 @ 16" o. c. CS16: strap hold down (2) CS16: 2 ea. CS16 hold down straps CMSTCI6: vertical HD strap 1 3/4x14LVL Hdr /Rim joist typ. denotes a pair of simpson HD connections above and below the floor FJ N ■1111t W III 4.0 "x 4'0" Living Living N 0 N �6 SW1 (6.5) e 5 \6 SW1 (7) HDUS ���' `1 ) ` � 1 G � cc k ` 1) G 0 5 W8 Nco G 5 0 co rn � CD ... o tx) CD ' d (1) trl 9 to cD au 0 0 Z3 CD - can c n O 0, O CD D - L. a .4- CD o o Al C eD a, AD A7 0 a `d �o y AD o rr cD rfl et) 0 rr cD Masonry Level 2 - Verification / Inspection See Table 1704.5.3 - Level 2 Special Inspection t From the beginning of masonry construction, the following shall be verified to ensure compliance: a. ( 14 Proportions of site-prepared mortar, grout and prestressing grout for bonded tendons b. X Placement of masonry units and construction of mortar joints c. Placement of reinforcement, connectors and prestressing tendons and anchorages d. ❑ Grout space prior to grouting e. ❑ Placement of grout f. ❑ Placement of prestressing grout 2. The inspection program shall verify: a. Xi Size and location of structural elements b. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction c. 3, Specified size, grade and type d. 0 Welding of reinforcing bars e. tEr Protection of masonry during got weather ( temperature re 90 F). f. I Application , on and measurement (continued on attachment page 3) (continued from attachment page 2) :3. ❑ Preparation of any required grout s shall be observed. 4. ki Compliance with required inspection s and the approved submittals shall be verified. 5. Other CD Cr '8 C CL B 0 Cr eD " O trQ 0 C eD a' O 2 CD O D • 0 0�0 - • c • • A cn E AD C 0 Cr CI" n CD eD a 'o 2 0 cn et: 4 � o a - AD 0 0. eD D w a � a c a FD CA CD 0 f° O a te ea CL 0 N a a AD_ e AD o ° 0 0 Q• a D 0 0 O' °: rn to A C a a • a Cl L'• O " O ,.1. D o a nQ 0 2 cm ` n N r* CD " ? _ or y. CD 1 O O C "1 "'f v ' Dom+ 4 � a 0 G. �•►. ,^ W• VI J "u•i "i.• D /4 N C C � C A r * o c 0 0 E i' .... HH • 4 • ' Q D )-/7 = cr ^Oil O ez cra o 0 .. 0 - M a O a4 cD n rr � n . O 2 n eD o `e s 322 -. cp 0 n C o r a n � .. D m` o , . eD CD CS CD a= eD 1 a 0 rD ? C z O "L3 ..1. O AD a � T a• 0 T.„ " c D �1 D O F 1 0 vQ 4 et) 0 rt: cv O o AD ■-•• 0 0 e a � Continuous during task x x X 0 ET, c1. O D 0 O "1 o eD r* A7 � n n r a y eD o CD C rD o rD o a D A) o vDQ �•c Periodic during task X X X X x X x Cl) 4.+1• . Cl) rt C 4 o e9 n 0 a. eD D 3 "t r o AD • .1 0 D . eD ly = n a 0 03 1 .* • C CL to CL .1 _ r* co c. d ° 0 CD F•*' "! -U 0 CD " ,'" 1. to ^ 0 1 = eD D • -• O' 0 0�v "ti 01 'Z? . • Cr eo CD na -. . D D o 0 � �xpco C 0 n " 1 A = e , D -� AD ra o O ,fit • - . "- t = 0 O l'a A O D `1,' �- 0 "1 0 0 c ""I 6 a �- • A P A I -' � CD 0 el) " a DO a O P. • Cl) 0 0 =0. • , -1 0 oO 1 ,-h CD eD 1. "WSP" refers to "Wood Structural Panel ", either plywood or other wood materials. 2. Provide double stud minimum at both ends of all shear walls. 3. At the roof or top level of any shear wall, "A35 /Toenail spacing ", and all other relevant connector specifications, apply to assemblies at both the top and bottom of the shear wall. At lower levels, they apply to the bottom of the wall only. 4. Provide floor diaphragm edge nailing per diaphragm schedule through floor plywood into blocking, parallel joist framing, or top plates (whichever applies) of all shear walls. 5. Provide 3x_ plates, and 4x_ rim joists, minimum, where lag screws are specified for plate nailing. 6. Where shear wall edge nails are spaced closer than 3" o.c., foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single nominal 3 inch member. Double 2x_ members are acceptable if nails are divided equally, located at center of individual studs or plates. Attach lower plate to floor, upper plate to lower, and paired studs, with plate nailing per this schedule. Nails in single members, with 3" or closer spacing, shall be staggered. Where the shear wall load capacity is 600 plf or less, the sill plate may be a 2x_ member if the number of anchor bolts provided, as required by the Shear Wall Schedule, is doubled. 7. Where panels are applied on the same face of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints shall be offset horizontally and vertically to fall on different framing members, or all framing supporting panel edges shall consist of 3 inch nominal or thicker members and the position of nails on each side shall be staggered vertically. 8. Provide 4x or double 2x_ framing where A35 angles are used on both sides of one piece of wood. 9. Where a shear wall terminates above the foundation level (no shear wall below), provide minimum 4x_ blocking or double joist framing (as applicable) below the shear wall. Plate nailing per this schedule shall be nailed into this blocking at the bottom of the shear wall. 10. Shear wall nails shall be placed no closer than 3/8" from a panel edge or perpendicular face of stud. 1 spacing between nails shall not exceed 12 ". 12. Shear wall nailing shall be common or galvanized box nails, unless lag screws are noted. 13. Lag screw plate connectors shall penetrate 3.5" minimum, and plates or beams receiving lag screws shall have a minimum width of 3.5 ". 14. Where hold downs are specified, the shear wall bolt shall be located within 6 inches of the end of the shear wall, unless otherwise approved by the engineer of record. Minimum end studs shall be as specified in the most recent Simpson catalog. 15.Shear wall edge nailing through shear wall sheathing shall be provided into all studs attached to a hold down. 16.Minimum depth of embedment for shear wall anchor bolts shall be as specified in IBC Table 1912.2. EXT OR INT SHEAR WALL SCHEDULE NOTES PLATE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL OR FIN WALL (SEE STRUCT PLANS) SHEAR WALL OR FIN WALL (SEE STRUCT PLANS) HOLD DOWN (WHERE APPLICABLE) SHEAR WALL OR FIN WALL (SEE STRUCT PLANS) TYP @ SHEAR WALL INTERSECTION TYP. SOFFIT VENT TYP. NEW ROOF CONSTRUCTION (SEE SECTION AA) ROOF DIAPHRAGM EDGE NAILING. SOLID VENTED BLOCKING. CON'T VENT CON'T MTL DRIP FLASHING CON'T MTL GUT A35 _�- - MIN EXT . R23 F WALL NISH INSUL / MATCH (E) /��`�_ . I (TBD CSES John S. Apolis, P.E. Consulting Structural Engineering Services, Inc. 6311 17th Avenue NE - Seattle. WA 98115 Voi87 phone: (206) 527 -1288 fax: (206) 527 -2617 email: john @raincity.com SHEAR WALL SCHEDULE (Lumber for shear walls is HF #2 or better, unless otherwise noted.) ROOF AND FLOOR DIAPHRAGM SCHEDULE � CD „.„,^'• „cz C? cm O ... ... S � C ro o rr o o y " a a co A n Car rt. 7 C O O et O A� . eD D .t- O eD co eD ... n " 0 a a' .1 a•� 2 �• n eD 4 n t11 C ar °, "o - -, "1 "O , 0 CL C �C 0 a a "-. D rzt 0 D 0 .1 AD 01 eD Eirt O O ort 0 0 a , � i a 'p (IQ eD a O n 2 . 4 0 O D CA O O 0-'R efl rn O tt. ,.-y r. C2, al in 0 N y a' cT .. D D � `-C D • ` o E REVIEWED NCE CO APPROVED JUN 2 9 2009 City. of Tukwila BUILDING DIVISION a' 1 - CD A a' rn CD n y D AD r■! 0 0 0 eD a v7 rr AD 7 0 0 efl CD 0 1 2 CD eD 0 o. AD 0 - J - eD 0 2 CJ' CD eD Er n 1 0 efl a a ' O 0 0 • 0. a' 0 TYPE MATERIAL EDGE NAIL FIELD EDGE A.B. SIZE/ • PLATE RIM A35 SHEAR NAILING BLKG SPACING NAILING JOIST SPCG CAPACITY SW 1 15/32" WSP 8d @ 6" 8d @ 12" Yes 1/2" diam. 2 -16d @ 2x 24" o.c. 210 plf One Side @ 48" o.c. 12" o.c. SW2 15/32" WSP 8d @ 4" 8d @ 12" Yes 1/2" diam. 2 -16d @ 2x_ 16" o.c. 310 plf One Side @ 32" o.c. 8" o.c. SW3 15/32" WSP 10d @ 3 8d @ 12" Yes 5/8" diam. 2 -16d @ 2x_ 12" o.c. 430 plf One Side @ 32" o.c. 6" o.c. Note: For SW -3 and greater, studs, plates, and blocking where two WSP panels abut shall have a minimum 3" nominal thickness. Note 10d nails at WSP panel edges. For shear wall callouts on the Structural Framing Plans: SW x (y') denotes a shear wall type "x" with a minimum length of "y" feet. For SW -4 and greater: 3x_ minimum studs and plates are required at abutting WSP panel edges. Refer to Notes 6 and 7 below. For shear walls with 2 layers of sheathing: Both layers of the sheathing may be installed on the same side of the shear wall, provided the joints between sheathing panels for the two layers are offset. End studs, studs at panel joints, and top and bottom plates must be 3x_ or thicker lumber. Nails should be staggered evenly in rows so that no two nails are closer than 1 -1/2" apart. Top and bottom plates may be 2x_ lumber if the sheathing extends up or down past the plates to a continuous rim joist, and is nailed there. SW4 1 5/32" WSP 8d @ 5" Two Sides 8d @ 12" Yes 5/8" diam. 5/8 "x8" lag 3x_ @ 16" o.c. @ 16" o.c.' Lumber for the following shear walls shall be Douglas Fir #2 or better: SW5DF 15/32" WSP 8d @ 4" Two Sides 8d @ 12" Yes 3/4" diam. @ 24" o.c. 3/4 "x8" lag 3x_ @ 16" O.C. 10" o.c. 525 plf (note 6,7) 8" o.c. 760 plf (note 6,7) TYPE MA'! ERIAL EDGE NAILING FIELD NAILING Roof 15/32" CDX 24/0 8d @ 6" o.c. 8d @ 12" o.c. Floor 23/32" CDX 48/24 8d @ 6" o.c. 8d @ 10" o.c. EDGE BLOCKING REMARKS no Minimum standard no Minimum standard RECEIVED MAR 2 5 2009 PERMIT CENTER e, CMSTC16 denotes a vertically oriented CMSTC16 strap hold down, as above. shear walls and hold dovvns: Shear walls are shown on record for clarification if needed. UpSiX0 A1911 :III101-1 -DM - ria I I ......, I 144-4Q 11 e(4- - - ! ...._ 1� -,. -__ ---- ____ ---- -"-".__.. - .. \ n. i • w Ill .. W -- ; ; - 4% i limP NM a 1 N l I II , . 1113V Li xi f _______ _____________ ..... _ _ It ' l L1�'J ri _____ _--V th ___ .. DI va ______ -' _ . NM k_ ti alieJ - _ __ U -- _. _ w- __ _ -_ ` _. _.__-__ I__.._ -.- __ 1 % - -- ''t 0 co rn � CD ... o tx) CD ' d (1) trl 9 to cD au 0 0 Z3 CD - can c n O 0, O CD D - L. a .4- CD o o Al C eD a, AD A7 0 a `d �o y AD o rr cD rfl et) 0 rr cD Masonry Level 2 - Verification / Inspection See Table 1704.5.3 - Level 2 Special Inspection t From the beginning of masonry construction, the following shall be verified to ensure compliance: a. ( 14 Proportions of site-prepared mortar, grout and prestressing grout for bonded tendons b. X Placement of masonry units and construction of mortar joints c. Placement of reinforcement, connectors and prestressing tendons and anchorages d. ❑ Grout space prior to grouting e. ❑ Placement of grout f. ❑ Placement of prestressing grout 2. The inspection program shall verify: a. Xi Size and location of structural elements b. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction c. 3, Specified size, grade and type d. 0 Welding of reinforcing bars e. tEr Protection of masonry during got weather ( temperature re 90 F). f. I Application , on and measurement (continued on attachment page 3) (continued from attachment page 2) :3. ❑ Preparation of any required grout s shall be observed. 4. ki Compliance with required inspection s and the approved submittals shall be verified. 5. Other CD Cr '8 C CL B 0 Cr eD " O trQ 0 C eD a' O 2 CD O D • 0 0�0 - • c • • A cn E AD C 0 Cr CI" n CD eD a 'o 2 0 cn et: 4 � o a - AD 0 0. eD D w a � a c a FD CA CD 0 f° O a te ea CL 0 N a a AD_ e AD o ° 0 0 Q• a D 0 0 O' °: rn to A C a a • a Cl L'• O " O ,.1. D o a nQ 0 2 cm ` n N r* CD " ? _ or y. CD 1 O O C "1 "'f v ' Dom+ 4 � a 0 G. �•►. ,^ W• VI J "u•i "i.• D /4 N C C � C A r * o c 0 0 E i' .... HH • 4 • ' Q D )-/7 = cr ^Oil O ez cra o 0 .. 0 - M a O a4 cD n rr � n . O 2 n eD o `e s 322 -. cp 0 n C o r a n � .. D m` o , . eD CD CS CD a= eD 1 a 0 rD ? C z O "L3 ..1. O AD a � T a• 0 T.„ " c D �1 D O F 1 0 vQ 4 et) 0 rt: cv O o AD ■-•• 0 0 e a � Continuous during task x x X 0 ET, c1. O D 0 O "1 o eD r* A7 � n n r a y eD o CD C rD o rD o a D A) o vDQ �•c Periodic during task X X X X x X x Cl) 4.+1• . Cl) rt C 4 o e9 n 0 a. eD D 3 "t r o AD • .1 0 D . eD ly = n a 0 03 1 .* • C CL to CL .1 _ r* co c. d ° 0 CD F•*' "! -U 0 CD " ,'" 1. to ^ 0 1 = eD D • -• O' 0 0�v "ti 01 'Z? . • Cr eo CD na -. . D D o 0 � �xpco C 0 n " 1 A = e , D -� AD ra o O ,fit • - . "- t = 0 O l'a A O D `1,' �- 0 "1 0 0 c ""I 6 a �- • A P A I -' � CD 0 el) " a DO a O P. • Cl) 0 0 =0. • , -1 0 oO 1 ,-h CD eD 1. "WSP" refers to "Wood Structural Panel ", either plywood or other wood materials. 2. Provide double stud minimum at both ends of all shear walls. 3. At the roof or top level of any shear wall, "A35 /Toenail spacing ", and all other relevant connector specifications, apply to assemblies at both the top and bottom of the shear wall. At lower levels, they apply to the bottom of the wall only. 4. Provide floor diaphragm edge nailing per diaphragm schedule through floor plywood into blocking, parallel joist framing, or top plates (whichever applies) of all shear walls. 5. Provide 3x_ plates, and 4x_ rim joists, minimum, where lag screws are specified for plate nailing. 6. Where shear wall edge nails are spaced closer than 3" o.c., foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single nominal 3 inch member. Double 2x_ members are acceptable if nails are divided equally, located at center of individual studs or plates. Attach lower plate to floor, upper plate to lower, and paired studs, with plate nailing per this schedule. Nails in single members, with 3" or closer spacing, shall be staggered. Where the shear wall load capacity is 600 plf or less, the sill plate may be a 2x_ member if the number of anchor bolts provided, as required by the Shear Wall Schedule, is doubled. 7. Where panels are applied on the same face of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints shall be offset horizontally and vertically to fall on different framing members, or all framing supporting panel edges shall consist of 3 inch nominal or thicker members and the position of nails on each side shall be staggered vertically. 8. Provide 4x or double 2x_ framing where A35 angles are used on both sides of one piece of wood. 9. Where a shear wall terminates above the foundation level (no shear wall below), provide minimum 4x_ blocking or double joist framing (as applicable) below the shear wall. Plate nailing per this schedule shall be nailed into this blocking at the bottom of the shear wall. 10. Shear wall nails shall be placed no closer than 3/8" from a panel edge or perpendicular face of stud. 1 spacing between nails shall not exceed 12 ". 12. Shear wall nailing shall be common or galvanized box nails, unless lag screws are noted. 13. Lag screw plate connectors shall penetrate 3.5" minimum, and plates or beams receiving lag screws shall have a minimum width of 3.5 ". 14. Where hold downs are specified, the shear wall bolt shall be located within 6 inches of the end of the shear wall, unless otherwise approved by the engineer of record. Minimum end studs shall be as specified in the most recent Simpson catalog. 15.Shear wall edge nailing through shear wall sheathing shall be provided into all studs attached to a hold down. 16.Minimum depth of embedment for shear wall anchor bolts shall be as specified in IBC Table 1912.2. EXT OR INT SHEAR WALL SCHEDULE NOTES PLATE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL OR FIN WALL (SEE STRUCT PLANS) SHEAR WALL OR FIN WALL (SEE STRUCT PLANS) HOLD DOWN (WHERE APPLICABLE) SHEAR WALL OR FIN WALL (SEE STRUCT PLANS) TYP @ SHEAR WALL INTERSECTION TYP. SOFFIT VENT TYP. NEW ROOF CONSTRUCTION (SEE SECTION AA) ROOF DIAPHRAGM EDGE NAILING. SOLID VENTED BLOCKING. CON'T VENT CON'T MTL DRIP FLASHING CON'T MTL GUT A35 _�- - MIN EXT . R23 F WALL NISH INSUL / MATCH (E) /��`�_ . I (TBD CSES John S. Apolis, P.E. Consulting Structural Engineering Services, Inc. 6311 17th Avenue NE - Seattle. WA 98115 Voi87 phone: (206) 527 -1288 fax: (206) 527 -2617 email: john @raincity.com SHEAR WALL SCHEDULE (Lumber for shear walls is HF #2 or better, unless otherwise noted.) ROOF AND FLOOR DIAPHRAGM SCHEDULE � CD „.„,^'• „cz C? cm O ... ... S � C ro o rr o o y " a a co A n Car rt. 7 C O O et O A� . eD D .t- O eD co eD ... n " 0 a a' .1 a•� 2 �• n eD 4 n t11 C ar °, "o - -, "1 "O , 0 CL C �C 0 a a "-. D rzt 0 D 0 .1 AD 01 eD Eirt O O ort 0 0 a , � i a 'p (IQ eD a O n 2 . 4 0 O D CA O O 0-'R efl rn O tt. ,.-y r. C2, al in 0 N y a' cT .. D D � `-C D • ` o E REVIEWED NCE CO APPROVED JUN 2 9 2009 City. of Tukwila BUILDING DIVISION a' 1 - CD A a' rn CD n y D AD r■! 0 0 0 eD a v7 rr AD 7 0 0 efl CD 0 1 2 CD eD 0 o. AD 0 - J - eD 0 2 CJ' CD eD Er n 1 0 efl a a ' O 0 0 • 0. a' 0 TYPE MATERIAL EDGE NAIL FIELD EDGE A.B. SIZE/ • PLATE RIM A35 SHEAR NAILING BLKG SPACING NAILING JOIST SPCG CAPACITY SW 1 15/32" WSP 8d @ 6" 8d @ 12" Yes 1/2" diam. 2 -16d @ 2x 24" o.c. 210 plf One Side @ 48" o.c. 12" o.c. SW2 15/32" WSP 8d @ 4" 8d @ 12" Yes 1/2" diam. 2 -16d @ 2x_ 16" o.c. 310 plf One Side @ 32" o.c. 8" o.c. SW3 15/32" WSP 10d @ 3 8d @ 12" Yes 5/8" diam. 2 -16d @ 2x_ 12" o.c. 430 plf One Side @ 32" o.c. 6" o.c. Note: For SW -3 and greater, studs, plates, and blocking where two WSP panels abut shall have a minimum 3" nominal thickness. Note 10d nails at WSP panel edges. For shear wall callouts on the Structural Framing Plans: SW x (y') denotes a shear wall type "x" with a minimum length of "y" feet. For SW -4 and greater: 3x_ minimum studs and plates are required at abutting WSP panel edges. Refer to Notes 6 and 7 below. For shear walls with 2 layers of sheathing: Both layers of the sheathing may be installed on the same side of the shear wall, provided the joints between sheathing panels for the two layers are offset. End studs, studs at panel joints, and top and bottom plates must be 3x_ or thicker lumber. Nails should be staggered evenly in rows so that no two nails are closer than 1 -1/2" apart. Top and bottom plates may be 2x_ lumber if the sheathing extends up or down past the plates to a continuous rim joist, and is nailed there. SW4 1 5/32" WSP 8d @ 5" Two Sides 8d @ 12" Yes 5/8" diam. 5/8 "x8" lag 3x_ @ 16" o.c. @ 16" o.c.' Lumber for the following shear walls shall be Douglas Fir #2 or better: SW5DF 15/32" WSP 8d @ 4" Two Sides 8d @ 12" Yes 3/4" diam. @ 24" o.c. 3/4 "x8" lag 3x_ @ 16" O.C. 10" o.c. 525 plf (note 6,7) 8" o.c. 760 plf (note 6,7) TYPE MA'! ERIAL EDGE NAILING FIELD NAILING Roof 15/32" CDX 24/0 8d @ 6" o.c. 8d @ 12" o.c. Floor 23/32" CDX 48/24 8d @ 6" o.c. 8d @ 10" o.c. EDGE BLOCKING REMARKS no Minimum standard no Minimum standard RECEIVED MAR 2 5 2009 PERMIT CENTER e, CMSTC16 denotes a vertically oriented CMSTC16 strap hold down, as above. shear walls and hold dovvns: Shear walls are shown on record for clarification if needed. UpSiX0 A1911 :III101-1 -DM Nt sm ow r l''izy ©r?AJ c Nr fluo s ` - 1rl / \■__Y T ;T-M ) LA—A) 4f#4AT) oN A9E CSES MIA/ John S. Apolis, P.E. Consulting Structural Engineering Services, Inc. 6311 17th Avenue NE - Seattle. WA 98115 Design Loads: Live load: roof floors . floors retail Wind load: • Basic wind speed 2" tt1) Foi 1 ? 7 Pill M 6 NO ,�� c,N uo 5 /LC- P4rkI L N Try Att7 Cif 5f r't ,c... W14-LL. phone: (206) 527 -1288 fax: (206) 527 -2617 email: john @raincity.com 5 - 8(z to z /iti6 Witt �'-'. P� 4 Iu Q /er siol) FI f PK ,lei /2 f Cam`/ rN L Af Vo?.Jfie- Hz ..< i21 :41)1J N�a orb 0EA€146 khetib ( Of4i T AT Sim / 5AT 12, a c• MPL iCt 1 ( rkrioA/ / I2 7Y O' AtTELL /N 1'f3 e orb' !/ - 370141 57W - - LL e1— t 7 1 - bt) r Y /` l I /Vf / ^✓'r 1!/v fratz-- 7 Or C/Libt kir oL 1,/oA Structural Notes: Applicable Codes and Standards: 2006 International Building Code (IBC) and other applicable local building codes. ASCE/SEI 07 -5 - "Minimum Design Loads for Buildings and Other Structures" 2005 NDS for wood structures. National Forest Products Association - "National Design Specification for Wood Construction ". American Wood Preservers Bureau - AWPB Standards for Pressure Treated Material. American Concrete Institute - ACI 315, ACI 318, ACI 301, ACI 307. Structural design shall be in accordance with the latest edition of above codes and standards. Contractor shall comply with the latest edition of all applicable codes and standards. 25 psf (snow) 40 psf floor live load 75 psf floor live load 85 mph, exposure B, (3 second gust) per IBC Section 1609 Building Category: Enclosed, Wind Important Factor Iw = 1.0, Kzt =1.0 Refer to calculation page LI for design wind forces. Internal pressure 5 psf, Components and cladding design per 1609.6.1.2 Seismic loading per IBC Sections 1603 and 1613 through 1622, Site Class D. The basic structural type is a bearing wall system with light framed walls with shear panels. Rw = 6.5 (wood structural panels), soil type D. Seismic importance factor 1.0, Seismic Use Group I Design and Analysis by Simplified Design Procedure Peak Ground Accelerations (PGA) based on USGS Hazards Program, by lat/lo oiZ PGA 1 sec = .510 PGA .2 sec =1.481 Seismic base shear = 0.185 * Dead Load c Foundations: cr, so Soil parameters (assumed): Vertical allowable soil pressure: 2,000 psf O All soil conditions are to be field verified during construction. Footings shall bear on em natural soils or on structural fill placed over firm natural soils, and inspected in place. Footings shall extend 18 inches minimum below adjacent exterior finished grade and shall extend 12 inches minimum below existing interior grade unless otherwise noted on plans. Structural fill shall be placed in 12 -inch maximum horizontal lifts (loose thickness) and compacted to 90 percent of maximum dry density in accordance with ASTM D -1557. Imported structural fill shall be granular material containing no more than 5 percent fines, passing no. 200 sieve. Structural fill in place shall be tested by a licensed soil engineer or approved by the building inspector. 0 Typical Hold Down stalls Scala 1" = 1' - 0" shear wall e nailing both s es 11/ ; ' cc 001M1111111111111111111111 1111■■■■■■ �■�■ ■ ■ ■■M - ■1111■ ■�■i■1111■■ ■1111�.i►�' -.1111■ 1111 - ■111111■■ 1111■■■■ ®11111111■■ ■�■■ ■i■�11■ • 1111111■ ■ ■KI■11IIHM NMEM■NII ■ ■ ■■ FAIIIMIEEZ Wo FIEF I■■ 11111 11 I • Im ME ■ • • '1 d>o r_ 11■■11■■■11■■■ teMMES mamma 1111■ 1111 mmmamb ME limmitmtimiman. ■ ■ 1111 v11 ■ ■ ■ ■ Cast in Place Concrete: Concrete shall attain a minimum compressive strength of 2,500 psi at 28 days (5-' /: sack mix). An alternate mix provided by the concrete supplier and pre - approved by the building department is acceptable. Reinforcing steel shall conform to ASTM A-615, Grade 40 (Fy- 40,000 psi). Provide all wall and footing horizontal bars with 2' -0" x 2' -0" corner bars of the same size at all corners and wall intersections. Minimum lap splice 48 bar diameters for Grade 40 bars, and 60 bar diameters for Grade 60 bars. Concrete protection for reinforcement shall be: Concrete exposed to earth or weather Concrete cast against earth Slabs, walls, joists Concrete Masonry Units (CMU): Reinforced hollow CMU shall have minimum compressive strength fm =1,500 psi. Use grade "N ", type I hollow CMU conforming to ASTM C90. Mortar shall be type "S" with minimum compressive strength of 1,800 psi at 28 days. Grout all cells solid, using grout having minimum compressive strength of 1,800 psi at 28 days. Reinforcing steel shall conform to ASTM A -615, Grade 40. Grade 60 bars of the same size and spacing are also acceptable. Where specific reinforcement is not shown, provide #4 bars at 16" o.c. vertically -and horizontally. Provide #4 x 12" long dowels at32" o.c., wherever the new CMU abuts existing concrete walls. The dowels shall be epoxy grouted into minimum 5" deep holes drilled into approximately the center of the existing concrete walls. Lumber: All sill plates and other wood framing which is in contact with concrete or masonry must be pressure treated. For anchor bolts connecting wood sill plates to concrete or masonry, provide galvanized steel washers on top of the sill, minimum size 3" x 3" x 1/4" thick. Unless noted otherwise, the following grades and species shall be used for structural lumber: 2x joists 2x, 3x, and 4x studs CC(471N(iflh5 g>12:06 SPLIT F ACC MU' 1;0 BEAM 0 Scala 1 "= 1' -0" 4x and 6x beams Microllam LVL lumber Parallam lumber Glu -lam lumber studs @ 16" o.c. max. shear wall bolt Simpson hold down refer to current published catalog for further requirements end stud min. double stud, min. hold down bolt concrete foundation 2 rows of 12d nails @ 6r o.c. staggered roof or floor sheathing beam where applicable plate nailing per shear wall schedule wall framing (double studs for SW-3 and 3A) sheathing TYP. Shear Wall Below Beam fie 1313A 1`2,5 t' q .a 4EAR T t ES i U�Tlci 6 ! 1 ( .1 () WRY L' ( : 4?; it 11 FA- CE• - ' 4 c ' b� Grp � ' � c, 0A/T J,vr/111 6 4 ' l N"7 c tn/A L L.- S('`i 11 - :A(6 1.5" ( #5 & smaller) 3" 0.75" Hem -Fir #2 DF /L standard for plywood or WSP shear walls Hem -Fir standard for other walls DF -L #1 LVL 1.9E, Fb = 2600 psi, Fv = 285 psi (minimums) 2.0 WS, Fb = 2900 psi, Fv = 290 psi (minimums) 24F -V4 or 24F -V8 as applicable shear wall per plan. refer to schedules for nailing and other details refer to Simpson specifications for hold down bolt size and embedment Pressure Treated Lumber: Where pressure treated lumber is constructed in contact with metal fasteners (such as bolts, joist and beam hangers, nails, etc.) the contractor shall be responsible to provide metal fasteners compatible with the pressure treated wood products used for this project. Submit the following information to the engineer for review and approval prior to construction: specification of the type of pressure treated wood, and the hangers to be used with that type. In the absence of such review or approval, stainless steel connectors shall be used wherever the connectors are in contact with pressure treated wood. NOTE FOR TRUSS CONNECTION TO SHEAR WALL DRAG STRUT NOTE DS DS 3 H$ VErp(71._ Aff owleo Plywood Thickness, Grade, and Nailing: Install plywood sheets with face grain perpendicular to framing. Stagger joints in adjacent sheets. If not otherwise noted, use nailing schedule, Table 2304.9.1 of the IBC. Manufactured Floor Joists and Roof Trusses: Floor joists and Roof Trusses specified on the plans are prefabricated products manufactured by the Trus -Joist Corporation. The contractor shall submit shop drawings and stamped structural design calculations to the Structural Engineer of Record for review. Joist design and shop drawings shall include location and weight of all equipment being supported by these joists. Other suppliers may be used, upon approval by the engineer of record. Metal Framing Connectors: Unless otherwise noted: Metal framing connectors shall be manufactured by the Simpson company, or approved equal. Unless noted otherwise, use U- series joist hangers to match joist size (e.g., U210 for 2x10 joist). Provide H1 or 12.5 hurricane ties, or other connectors with similar capacity, at every other roof joist, and 116 or H7 at ends of roof beams and girder trusses. Where supported by wood posts, wood beams shall be connected to the tops of the posts using Simpson AC, PC or PCC post caps, and to the bottoms of the posts bearing on wood framing using Simpson AC connectors. Provide Simpson PB post bases to connect posts to concrete foundations. Roof Over Framing Note. Note OF: The new roof area shown hatched consists of new roof framing constructed over the existing roof framing below. The over built framing shall be constructed in such a way as to distribute the roof loads from the new framing uniformly to the existing roof structure (for example, no new concentrated loads, such as from a beam, shall be added to the existing roof structure). • This equal distribution may be accomplished by constructing the new overbuild roof using framed 2x4 cripple walls spaced at 2 feet on center, located on top of and perpendicular to the existing roof sheathing supported by the existing roof framing. No sheathing is required for these cripple walls. The new cripple walls and roof rafters (spanning 2 feet, perpendicular to the cripple walls) may be constructed using 2x4 lumber, stud grade at minimum. The new plates shall be nailed to each existing rafter with (2) 16d nails minimum. New roof sheathing shall be per the diaphragm schedule. A new 2x_ plate shall be constructed along the new valley lines, and nailed to each existing rafter, along its entire length, with (2) 16d nails per existing rafter. If desired, an alternate method for distributing the loads may be submitted to the structural engineer of record, for review and approval prior to construction. 2i(b rikrE iti1rlt (3) I L c 1VAI43 INS if 6 MT-re -- 6 all It1air 0, A 7& ra , JJLj pL w j1» I mPCPA) X35, TSW denotes that one typical roof truss shall be located directly over the indicated shear wall, and that the bottom chord of that roof truss shall be connected to the top plate of the shear wall below with Simpson A35 or A35F connectors spaced at 2' -0" o.c. Both ends of the indicated trusses shall be connected to a double stud in the shear wall below, using a Simpson H6 or 117 connector. Provide two rows of shear wall edge nailing through the shear wall plywood sheathing into the double studs. Truss spacing may need to be adjusted, or additional trusses provided, to assure that a truss is located over each indicated shear wall. denotes a horizontal Simpson CMSTC16 drag strut connector strap, minimuim 8 feet long, and centered between the structural items being connected, either wood beams or shear wall top plates. The strap may be installed either on top of the plywood floor diaphragm, or connecting a beam or joist to wall top plates, as applicable and feasible. If desired, it is acceptable to rout a channel up to 1/8" deep in the 3/4" T &G plywood floor sheathing, to provide a flush surface. Where no joists occur below the strap, provide 3 -1/2" wide by 3 -1 /2" deep (minimum) solid wood blocking in the floor framing, below the strap, for nailing. The blocking should be attached to the perpendicular joists with Simpson A35 framing anchors at both ends of each block. Refer to The latest edition of the Simpson Catalog for required nailing and other requirements. i I , � i I I I t .. A / K GB , 4 G fi i " ©.• ,i - I i If , , ✓ ,l: i 0 , , i , 1: , , , 1 i , , 1 _........- „< ______ T _____,,, , opt= faro I. 3 i ■L !'� i D'_ '�� ,,, ,, ! ! i _ /7 i ; 1 fil I . !� / ! t • '_ f 1,1_1,......010 ■: III I , S • m { -- o(- �f 1 ■ i 1 111111111.111 ` 1 � r. ( 'r ' l I i , 1 . t r 8' ` i . ` H . kl S. ii 6 I II ii P' 1 r t i iii l Nt sm ow r l''izy ©r?AJ c Nr fluo s ` - 1rl / \■__Y T ;T-M ) LA—A) 4f#4AT) oN A9E CSES MIA/ John S. Apolis, P.E. Consulting Structural Engineering Services, Inc. 6311 17th Avenue NE - Seattle. WA 98115 Design Loads: Live load: roof floors . floors retail Wind load: • Basic wind speed 2" tt1) Foi 1 ? 7 Pill M 6 NO ,�� c,N uo 5 /LC- P4rkI L N Try Att7 Cif 5f r't ,c... W14-LL. phone: (206) 527 -1288 fax: (206) 527 -2617 email: john @raincity.com 5 - 8(z to z /iti6 Witt �'-'. P� 4 Iu Q /er siol) FI f PK ,lei /2 f Cam`/ rN L Af Vo?.Jfie- Hz ..< i21 :41)1J N�a orb 0EA€146 khetib ( Of4i T AT Sim / 5AT 12, a c• MPL iCt 1 ( rkrioA/ / I2 7Y O' AtTELL /N 1'f3 e orb' !/ - 370141 57W - - LL e1— t 7 1 - bt) r Y /` l I /Vf / ^✓'r 1!/v fratz-- 7 Or C/Libt kir oL 1,/oA Structural Notes: Applicable Codes and Standards: 2006 International Building Code (IBC) and other applicable local building codes. ASCE/SEI 07 -5 - "Minimum Design Loads for Buildings and Other Structures" 2005 NDS for wood structures. National Forest Products Association - "National Design Specification for Wood Construction ". American Wood Preservers Bureau - AWPB Standards for Pressure Treated Material. American Concrete Institute - ACI 315, ACI 318, ACI 301, ACI 307. Structural design shall be in accordance with the latest edition of above codes and standards. Contractor shall comply with the latest edition of all applicable codes and standards. 25 psf (snow) 40 psf floor live load 75 psf floor live load 85 mph, exposure B, (3 second gust) per IBC Section 1609 Building Category: Enclosed, Wind Important Factor Iw = 1.0, Kzt =1.0 Refer to calculation page LI for design wind forces. Internal pressure 5 psf, Components and cladding design per 1609.6.1.2 Seismic loading per IBC Sections 1603 and 1613 through 1622, Site Class D. The basic structural type is a bearing wall system with light framed walls with shear panels. Rw = 6.5 (wood structural panels), soil type D. Seismic importance factor 1.0, Seismic Use Group I Design and Analysis by Simplified Design Procedure Peak Ground Accelerations (PGA) based on USGS Hazards Program, by lat/lo oiZ PGA 1 sec = .510 PGA .2 sec =1.481 Seismic base shear = 0.185 * Dead Load c Foundations: cr, so Soil parameters (assumed): Vertical allowable soil pressure: 2,000 psf O All soil conditions are to be field verified during construction. Footings shall bear on em natural soils or on structural fill placed over firm natural soils, and inspected in place. Footings shall extend 18 inches minimum below adjacent exterior finished grade and shall extend 12 inches minimum below existing interior grade unless otherwise noted on plans. Structural fill shall be placed in 12 -inch maximum horizontal lifts (loose thickness) and compacted to 90 percent of maximum dry density in accordance with ASTM D -1557. Imported structural fill shall be granular material containing no more than 5 percent fines, passing no. 200 sieve. Structural fill in place shall be tested by a licensed soil engineer or approved by the building inspector. 0 Typical Hold Down stalls Scala 1" = 1' - 0" shear wall e nailing both s es 11/ ; ' cc 001M1111111111111111111111 1111■■■■■■ �■�■ ■ ■ ■■M - ■1111■ ■�■i■1111■■ ■1111�.i►�' -.1111■ 1111 - ■111111■■ 1111■■■■ ®11111111■■ ■�■■ ■i■�11■ • 1111111■ ■ ■KI■11IIHM NMEM■NII ■ ■ ■■ FAIIIMIEEZ Wo FIEF I■■ 11111 11 I • Im ME ■ • • '1 d>o r_ 11■■11■■■11■■■ teMMES mamma 1111■ 1111 mmmamb ME limmitmtimiman. ■ ■ 1111 v11 ■ ■ ■ ■ Cast in Place Concrete: Concrete shall attain a minimum compressive strength of 2,500 psi at 28 days (5-' /: sack mix). An alternate mix provided by the concrete supplier and pre - approved by the building department is acceptable. Reinforcing steel shall conform to ASTM A-615, Grade 40 (Fy- 40,000 psi). Provide all wall and footing horizontal bars with 2' -0" x 2' -0" corner bars of the same size at all corners and wall intersections. Minimum lap splice 48 bar diameters for Grade 40 bars, and 60 bar diameters for Grade 60 bars. Concrete protection for reinforcement shall be: Concrete exposed to earth or weather Concrete cast against earth Slabs, walls, joists Concrete Masonry Units (CMU): Reinforced hollow CMU shall have minimum compressive strength fm =1,500 psi. Use grade "N ", type I hollow CMU conforming to ASTM C90. Mortar shall be type "S" with minimum compressive strength of 1,800 psi at 28 days. Grout all cells solid, using grout having minimum compressive strength of 1,800 psi at 28 days. Reinforcing steel shall conform to ASTM A -615, Grade 40. Grade 60 bars of the same size and spacing are also acceptable. Where specific reinforcement is not shown, provide #4 bars at 16" o.c. vertically -and horizontally. Provide #4 x 12" long dowels at32" o.c., wherever the new CMU abuts existing concrete walls. The dowels shall be epoxy grouted into minimum 5" deep holes drilled into approximately the center of the existing concrete walls. Lumber: All sill plates and other wood framing which is in contact with concrete or masonry must be pressure treated. For anchor bolts connecting wood sill plates to concrete or masonry, provide galvanized steel washers on top of the sill, minimum size 3" x 3" x 1/4" thick. Unless noted otherwise, the following grades and species shall be used for structural lumber: 2x joists 2x, 3x, and 4x studs CC(471N(iflh5 g>12:06 SPLIT F ACC MU' 1;0 BEAM 0 Scala 1 "= 1' -0" 4x and 6x beams Microllam LVL lumber Parallam lumber Glu -lam lumber studs @ 16" o.c. max. shear wall bolt Simpson hold down refer to current published catalog for further requirements end stud min. double stud, min. hold down bolt concrete foundation 2 rows of 12d nails @ 6r o.c. staggered roof or floor sheathing beam where applicable plate nailing per shear wall schedule wall framing (double studs for SW-3 and 3A) sheathing TYP. Shear Wall Below Beam fie 1313A 1`2,5 t' q .a 4EAR T t ES i U�Tlci 6 ! 1 ( .1 () WRY L' ( : 4?; it 11 FA- CE• - ' 4 c ' b� Grp � ' � c, 0A/T J,vr/111 6 4 ' l N"7 c tn/A L L.- S('`i 11 - :A(6 1.5" ( #5 & smaller) 3" 0.75" Hem -Fir #2 DF /L standard for plywood or WSP shear walls Hem -Fir standard for other walls DF -L #1 LVL 1.9E, Fb = 2600 psi, Fv = 285 psi (minimums) 2.0 WS, Fb = 2900 psi, Fv = 290 psi (minimums) 24F -V4 or 24F -V8 as applicable shear wall per plan. refer to schedules for nailing and other details refer to Simpson specifications for hold down bolt size and embedment Pressure Treated Lumber: Where pressure treated lumber is constructed in contact with metal fasteners (such as bolts, joist and beam hangers, nails, etc.) the contractor shall be responsible to provide metal fasteners compatible with the pressure treated wood products used for this project. Submit the following information to the engineer for review and approval prior to construction: specification of the type of pressure treated wood, and the hangers to be used with that type. In the absence of such review or approval, stainless steel connectors shall be used wherever the connectors are in contact with pressure treated wood. NOTE FOR TRUSS CONNECTION TO SHEAR WALL DRAG STRUT NOTE DS DS 3 H$ VErp(71._ Aff owleo Plywood Thickness, Grade, and Nailing: Install plywood sheets with face grain perpendicular to framing. Stagger joints in adjacent sheets. If not otherwise noted, use nailing schedule, Table 2304.9.1 of the IBC. Manufactured Floor Joists and Roof Trusses: Floor joists and Roof Trusses specified on the plans are prefabricated products manufactured by the Trus -Joist Corporation. The contractor shall submit shop drawings and stamped structural design calculations to the Structural Engineer of Record for review. Joist design and shop drawings shall include location and weight of all equipment being supported by these joists. Other suppliers may be used, upon approval by the engineer of record. Metal Framing Connectors: Unless otherwise noted: Metal framing connectors shall be manufactured by the Simpson company, or approved equal. Unless noted otherwise, use U- series joist hangers to match joist size (e.g., U210 for 2x10 joist). Provide H1 or 12.5 hurricane ties, or other connectors with similar capacity, at every other roof joist, and 116 or H7 at ends of roof beams and girder trusses. Where supported by wood posts, wood beams shall be connected to the tops of the posts using Simpson AC, PC or PCC post caps, and to the bottoms of the posts bearing on wood framing using Simpson AC connectors. Provide Simpson PB post bases to connect posts to concrete foundations. Roof Over Framing Note. Note OF: The new roof area shown hatched consists of new roof framing constructed over the existing roof framing below. The over built framing shall be constructed in such a way as to distribute the roof loads from the new framing uniformly to the existing roof structure (for example, no new concentrated loads, such as from a beam, shall be added to the existing roof structure). • This equal distribution may be accomplished by constructing the new overbuild roof using framed 2x4 cripple walls spaced at 2 feet on center, located on top of and perpendicular to the existing roof sheathing supported by the existing roof framing. No sheathing is required for these cripple walls. The new cripple walls and roof rafters (spanning 2 feet, perpendicular to the cripple walls) may be constructed using 2x4 lumber, stud grade at minimum. The new plates shall be nailed to each existing rafter with (2) 16d nails minimum. New roof sheathing shall be per the diaphragm schedule. A new 2x_ plate shall be constructed along the new valley lines, and nailed to each existing rafter, along its entire length, with (2) 16d nails per existing rafter. If desired, an alternate method for distributing the loads may be submitted to the structural engineer of record, for review and approval prior to construction. 2i(b rikrE iti1rlt (3) I L c 1VAI43 INS if 6 MT-re -- 6 all It1air 0, A 7& ra , JJLj pL w j1» I mPCPA) X35, TSW denotes that one typical roof truss shall be located directly over the indicated shear wall, and that the bottom chord of that roof truss shall be connected to the top plate of the shear wall below with Simpson A35 or A35F connectors spaced at 2' -0" o.c. Both ends of the indicated trusses shall be connected to a double stud in the shear wall below, using a Simpson H6 or 117 connector. Provide two rows of shear wall edge nailing through the shear wall plywood sheathing into the double studs. Truss spacing may need to be adjusted, or additional trusses provided, to assure that a truss is located over each indicated shear wall. denotes a horizontal Simpson CMSTC16 drag strut connector strap, minimuim 8 feet long, and centered between the structural items being connected, either wood beams or shear wall top plates. The strap may be installed either on top of the plywood floor diaphragm, or connecting a beam or joist to wall top plates, as applicable and feasible. If desired, it is acceptable to rout a channel up to 1/8" deep in the 3/4" T &G plywood floor sheathing, to provide a flush surface. Where no joists occur below the strap, provide 3 -1/2" wide by 3 -1 /2" deep (minimum) solid wood blocking in the floor framing, below the strap, for nailing. The blocking should be attached to the perpendicular joists with Simpson A35 framing anchors at both ends of each block. Refer to The latest edition of the Simpson Catalog for required nailing and other requirements. Trees Quantity Botanical Name Common Name Size Notes Alternative 3 Cercidiphyllum japonicum Katsura Tree 2" cal. b &b Acer rubrum Shrubs Quantity Botanical Name Common Name Size Notes Alternative 14 Cistus x hybridus White Rockrose 5 gal. 18" ht. min. Cistus purpureus 5 Cornus sericea 'Isanti' Red Twig Dogwood 5 gal. 18" ht. min. Fothergilla 'Mount Airy' 7 Rhododendron 'Night Editor' Rhododendron 5 gal. 18" ht. min. Rhododendron 'Yaku Princess' Groundcover Quantity Botanical Name Common Name Size Notes . Alternative 900 Fragaria chiloensis Wild Strawberry 4" pots 18" o.c. Vinca minor Y Type I Landscape Perimeter new paving areas -r t J� 1 -< ,� i kripster ( -4 ~ � 1 . l\ y , r 1 , 1 - r r r \- v 4 �1 existing Western Red Cedars to remain and be protected (typ.) Type II Landscape Perimeter existing Black Locust to remain and be protected (typ.) •! ; �! i : Vi i! r :? •!..! �! �! i. - i o - • , • / o ������_ �. / 'V 'V 'V 'V+ 'V /i ' ' ■ ..►•••••••••••• _ •, �i i� i! �!�.! i! �! A. / PLANT SCHEDULE: plant slightly higher than grown in nursery and insure crown is not buried after settling and mulching fill planting pit with native soil or specified backfill scarify edge of planting pit plant slightly higher than grown in nursery and insure crown is not buried after settling and mulching fill planting pit with native soil or specified backfill scarify edge of planting pit 3x rootball dia. min. 2x rootball dia. min. shrub & groundcover planting SCALE: not to scale tree planting SCALE: not to scale scarify rootball & spread roots, or cut twine & pull burlap off top % of rootball 2" depth mulch 4" watering basin finish grade existing soil firmly tamp prepared soil to avoid settling Y2" diameter black rubber hose & 12 ga. wire tie height to be just high enough to hold tree upright tie at one level only (3) 2x2 d.f. wood stakes or rebar drive to refusal outside rootball scarify rootball & spread roots, or cut twine & pull burlap off top Y2 of rootball 2" depth mulch 4" watering basin finish grade existing soil firmly tamp prepared soil to avoid settling NOTE: stake trees only if determined necessary by L.A. CONTRACTOR NOTES: 1. Contractor to install Design /Build irrigation system per specifacations. See Sheet L - 2. Coordinate all work with Owner. 2. Incorporate 6" (minimum) 3 -Way topsoil from Pacific Topsoils (or approved equal) into planting areas. Pacific Topsoils: 1- 800 - 884 -SOIL (7645) 3. Install 2" top course of Pacific Garden Mulch from Pacific Topsoils (or approved equal) to all planting areas. Pacific Topsoils: 1- 800 - 884 -SOIL (7645) LANDSCAPE CALCULATIONS: Type I Landscape Perimeter Calculations Lineal Feet of Required Perimeter: 19' Trees Required (1 per 30 I.f.): 0 Trees Provided: 1 Shrubs Required (1 per 7 I.f.): 2 Shrubs Provided: 4 Type II Landscape Calculations Lineal Feet of Required Perimeter: 114' Trees Required (1 per 20 I.f.): 5 Existing Trees to Remain: 13 Trees Provided: 2 Shrubs Required (1 per 5 I.f.): 22 Shrubs Provided: 22 *3,14 0 4' ,.,.., 8' SCALE: 1 /8 " =1' -0" - 16' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City of Tukwila BUILDING DIVISION RECEIVED MAR 2 5 2009 PERMIT CENTER NORTH north' 5t street; sui 0'1r attle, a t shingtor 1 48103" , p f1' (206)'545- ax (2©6) 54$' 71 O0P,'. `w : www.threefouttuvq'eor .`:` MIN 1.00 General 1.01 Summary A. Provide a fully automatic bidder designed irrigation system installed by a qualified, licensed Contractor. 1.02 Quality Assurance A. Perform work in strict accordance with the applicable plumbing, electrical, and health codes. B. Obtain and pay for all permits and approvals required by the local jurisdictional authorities for the full operation of the system. C. The work is subject to Landscape Architect tests and inspections as specified. Furnish written notice to the Landscape Architect 72 hours minimum prior to the required test or inspection. D. Include a master valve on the incoming mainline at the backflow preventer location. Advise Landscape Architect if mainline pressure is insufficient to permit the additional pressure loss of a master valve. 1.03 System Coverage A. Provide full coverage* in all planted areas. Exercise professional judgement in selection, location, height, and angle of sprinkler heads. Select and locate heads to avoid erosion, spraying building, and excessively washing walks. Shrub and lawn zones, sprinkler heads with widely varied precipitation rates, and differing sun exposures are to be valved separately. ( *Full coverage is defined as head to head coverage with all plants and lawns receiving adequate water). 1.04 Guarantee A. Guarantee system against defects of installation and material for a period of one (1) year after acceptance of sprinkler system. During guarantee period check, clear, and adjust sprinkler heads and otherwise insure adequate operation of system at maximum three (3) month intervals during the year. 1.05 Submittals A. Plans - Two (2) sets of irrigation plans showing pipe and head layout, spray pattern, and equipment list. B. Catalog Cuts - Manufacturer's descriptions of all proposed materials. C. Make submittals to Landscape Architect for review prior to construction. Approval of plans and materials by Landscape Architect does not change the Contractor's responsibility for providing full coverage in planting areas. 1.06 Substitutions A. Substitutions to the equipment specified will be permitted only with the express written approval of the Landscape Architect and when the substituted item is equal or better in quality than the item originally specified. The final determination for equal rests with the Landscape Architect. 1.07 As -Built Drawings A. Maintain a current record of all pipes and equipment placement and record any variations from the original design. B. Dimension pipe and equipment in variance to plans to two permanent structures sufficient for location after burial. C. Submit a neat and legible as -built drawing of complete irrigation system upon completion of irrigation system and prior to releases of final payment. Provide reduced scale copy of plan, plastic enclased, for attachment inside controller door. 2.00 Materials 2.01 Meter A. Per local code. 2.02 Galvanized Pipe and Accessories A. Pipe - Standard weight steel pipe, electrical resistance weld, ASTM Schedule 40. B. Fittings - Malleable galvanized fittings. C. Exterior Coatings - Primer and Matte Black Alkyd Oil Enamel for above grade pipe and fittings. 'Fields 125' bituminous coating for pipe and fittings below grade. 2.03 Plastic Pipe and Fittings A. Pipe - PVC 1120 or 1220, Class 200 conforming to U.S. Product Standard PS 22 -70 and ASTM 2241, marked with manufacturer's name, class of pipe, NSF seal, and date and shift of manufacturing run. Provide uniform, smooth and glossy pipe with no evidence of interior or exterior extrusion marks. Pipe end pre - belled or straight to receive solvent -weld couplings. 2.04 Sprinkler Heads and Nozzles A. Rainbird, Toro, Weathermatic, or approved equal. Brass or plastic. Pop -up type spray heads in all shrub beds and small lawn areas. Small pop -up impact spray heads or gear driven rotary pop -ups in medium sized lawn areas. Large impact or rotary pop -ups in large lawn areas where spray is not likely to drift into windows. Select nozzles to provide full coverage and to prevent erosion and overspray of buildings, windows, walks, etc.... Galvanized risers used only upon approval of Landscape Architect. 2.05 Risers A. Plastic bodies - 6" & 12" High -pop Toro 570C- 12P -CV, Rainbird 800 Series, or approved equal. B. Brass bodies - Only if requested by Owner. 2.06 Automatic Valves A. 24 volt, normally closed, provide with flow adjustment /shut -off handle and manual bleed cock. B. Brass, or plastic. Weathermatic 8000CR or 11000CR, or approved equal. 2.07 Master Valve A. Brass only. 2.08 Valve Boxes A. General - Black or green plastic with bolt down lock -top capability. B. Automatic Valves /Pressure Reducing Valve - Carson 1320B -13B or approved equal. Lid marked valve. C. Backflow Preventer - Carson 1730C -12B or approval equal. D. Shut -off Valve - Carson 10" diameter or approved equal. E. Quick Coupling Valve - Carson 6" diameter or approved equal. 2.09 Automatic Controllers A. 120 volt service with 24 volt output and UL approved, lockable door. Size for minimum of two additional future zones. 14 day capability and option of any 30 minute start of a 24 hour day. Time spread per station 0 -60 minutes. Include Master Valve terminal or a pump start terminal for Master Valve operation. 2.10 Wire A. UL approved UF and UL marked insulation jackets +/- #14 UF direct burial , solid copper, from controller to valves. ASTM B -3. Red or black for hot side, white for common ground, any third color for auxiliary wires. Multi- strand wire is acceptable if distance from controller to furthest valve is less than 500 feet. 3M DBY below grade wire splices. Screw -type and taped splices above grade per code. 2.11 Quick Coupling Valve For Air Blowout A. Toro 414 -00 or approved equal with 1" MPT key. 2.12 Shut -Off Valve A. Champion Angle Valve. Mueller H- 10283, or approved equal, Stop and Waste valve where allowed by code. Provide 30" long key for valve operation. 2.13 Backflow Preventer A. Per State of Washington approved list and as approved by local code. Febco #805Y double check valve assembly or approved equal. Include resilient seat gate valve on each end of unit and Y2" brass, screwed end, 150# WOG drive valve on downstream side. 2.14 Pressure Reducing Valve A. Watts #223, Wilkens #500, or approved equal. Contractor has the option of utilizing a pressure reducing valve or automatic valves with pressure reducing capability. 2.15 Check Valves A. KBI King -Check or approved equal. SAMS (seal -a- matic) may be used with an auto -drain and a gravel sump (minimum 1 CF) at the lowest end of each zone. 3.00 Installation 3.01 Examination A. Prior to starting work carefully inspect the prepartory work of other trades and verify that such work is acceptable for the installation of this work. Report all unacceptable conditions to the Landscape Architect. Do not begin work unti unacceptable conditions have been resolved. Beginning work constitutes Contractor acceptance of conditions. 3.02 Meter A. Verify need with local water purveyor. Determine location, size, and type of pipe in the service from the main. 3.03 Trenching A. Make trenches for irrigation system. Finish trenches free from rock, debris, or,sharp articles. Provide depth to acheive minimum 16" cover for shrub beds, 12" for lawn areas, and 16" cover for mainline. Removed unused trench spoils from site. 3.04 Pipe A. Cut PVC pipe ends at 90 degrees to the pipe length and clean all cutting prior to cementing. Wipe pipe ends clean with rag lightly wetted with PVC thinner. Apply cement with light coat on inside of fitting and heavier coat on outside of pipe. Insert pipe into fitting and give a quarter turn to seat cement. Wipe excess cement from outside of pipe. 3.05 Sleeving A. Class 200 PVC, 4" minimum diameter. Schedule 40 under asphalt or crushed rock paving. Verify with Landscape Architect if sleeves are to be installed by others. 3.06 Spray Heads and Risers A. Set shrub heads with flange flush or slightly below finish grade at a minimum distance of 4 inches from planter edge. Provide double swing joint or flexible swing pipe and spiral barbed fitting (connection at bottom of sprinkler body only) for connection to lateral. B. Install lawn heads flush with finish to clear mowing equipment. Provide three (3) Marlex street ells and one (1) PVC Schedule 80 nipple, or flex pipe connection to lateral (connection at bottom of sprinkler body only). 3.07 Nozzles A. Select nozzles to provide full coverage without causing erosion problems, staining of siding, or drift onto windows. 3.08 Electric Wire A. Install wire in conduit where required by local code. Bury at sufficient depth to meet local code and in no case less than bottom side of parallel pipe.. Bundle control wires and tape at 10' intervals. Tape bundles to adjacent pipe. Install wire in sleeves under all pavement. Splices shall occur at boxes only. 3.09 System Expansion A. Provide a minimum of two (2) auxiliary wires for future valve locations. Run one unconnected spare control wire from the controller though each intermediate valve to terminate at the valve(s) at the ends of the main line. Loop at least. 24" of wire at each of the intermediate valve boxes. Mark spare wires at the controllers and in boxes with permanant tag. Coil spare wire in plastic valve box. 3.10 Backfilling Trenches A. Set pipe to ensure no puncture damage or future settlement. Lay mainline pipe with manufacturer's designations toward top of trench: Compact backfill to no less than 90% density at optimum moisture content. Backfill around sprinkler heads to restrict movement of heads by external force. Repair all trench settlement and finished surface damage due to settling during warranty period. 3.11 Automatic Valves A. Install in specified valve box. Provide PVC nipple (minimum 4" long) on the inlet side and compression coupling or PVC union on the outlet side. Adjust flow with stern of valve to balance system. Mount valve boxes flush with finish grade unless otherwise indicated on drawings. Install immediately adjacent to walks or curbs (in shrub beds where possible). Provide 6" of pea gravel in bottom of valve box with 6" clear from gravel to underside of valve. 3.12 Master Valve A. Size to match mainline size. 3.13 Backflow Prevention Unit A. Install per local applicable code. Verify location with Landscape Architect. Otherwise Contractor is responsible for cost of relocation. Install galvanized ground joint unions on both inlet and outlet sides. Install Double Check Assembly in plastic box with minimum of 6" of gravel at bottom of box. Provide positive and verifiable drainage out of box. If required, install Reduced Pressure Backflow Preventer per code. 3.14 Pressure Reducing Valve A. Install in plastic valve box with un- marked lid. Set so system does not fog with auto valves wide open. 3.15 Automatic Controller A. Review exact location with Landscape Architect prior to installation. Connect to 120 volt service. Provide conduit /wire from controller location to valves. Label each station to clearly identify location of each valve. 3.16 Quick Couple Valve A. Install in a 10" diameter valve box. Ensure valve can be operated from finish grade. 3.17 Shut Off Valve A. Install in a 10" diameter valve box. If Stop and Waste Valve is allowed by code, provide 1 cubic foot gravel sump beneath valve. 3.18 Check Valves A. Provide low head check valves on risers of lowest heads to prevent leakage. 3.19 Riser Painting A. Paint all galvanized pipe and fittings with one coat minimum of specified material. Touch up after assembly. 3.20 System Flushing A. Flush entire system prior to installation of sprinkler heads /nozzles. After capping all risers, remove cap nearest automatic valve, flush, and recap. Repeat this process until last head on circuit is flushed. If a pressure reducing valve is included in system, open wide for maximum pressure during flushing operation. 3.21 Pressure Test A. Leave all system joints, connections, etc... exposed until after completion and acceptance of pressure test. Cap and open entire system to full main static pressure (pressure reducing valve wide open) for a period of two (2) hours. If static exceeds 80 psi, set PRV at 80 psifor testing laterals. Test mainlines at 100 psi. Visually check joints and connections for leaks. Repair all leaks, however minor. Contractor has the option of using AWWA pressure test (test with approved pressure pump at 100 psi with no more than 5 psi loss in 15 minutes). Deliver written record of test to Landscape Architect. 3.22 Performance Tests A. Upon completion of system installation and after flushing and pressure tests are completed, operate system in presence of Landscape Architect. Correct all deficiencies until the system is approved. 3.23 Adjusting A. Substitute or modify up to 5% of total nozzles to accomodate locations and density of plants and ensure full coverage. 3.24 System Familiarization A. Upon completion of system installation, flushing, and pressure tests, and acceptance of system by Landscape Architect, operate the system in the presence of the Owner. Provide keys and /or other tools necessary to operate /drain /activate the system and spend adequate time with Owner to ensure operation /maintenance /winterization can continue after departure of Contractor. Submit written verification of compliance to Landscape Architect indicating date and persons involved. Contractor is liable for all damage or losses resulting from failure to comply with provisions of this paragraph. 3.25 System Protection A. Deactivate and drain the system prior to the onset of frezzing seasonand reactivate at the onset of spring season. Accomplish each at least once during the guarantee period. If installation is completed when system is not in use, winterize after testing. Certify by letter the dates of winterization /activation. Repair damage from failure to comply. Purge system with low pressure and low volume compressed air. Do not allow pipe or compressor to get hot to the touch. 3.26 Final Approval A. Upon completion of all tests, final approval for system will be contingent upon Contractor providing signed and approved sprinkler /plumbing /health /electrical permits as may be applicable in the area, and as -built drawings of the complete system. END OF SECTION City of Tukwila BUILDING DIVISION STATE OF 'WASHIN REGISTERED . LANDSCAPE ARC: IT Design/Build Irrigation Specs RECEIVEr MAR 2 5 2009 PERMIT CENTh REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 E009 UTILITY LEGEND SSHM #1 RIM =49.65 6" PVC S., S. I.E. =41.47 AT SSHM #2 RIM =56.73 8" CONC. N. 12" CONC. W. I.E. =51.29 AT CATCH BASIN RIM =48.21 8" CMP S. I.E. =45.58 TREE LEGEND: CONIFEROUS TREE: Ti: 13" CEDAR T2: 13" CEDAR T3: 13" CEDAR T4: 10" CEDAR T5: 15" CEDAR T6: 20" CEDAR T7: 14" CEDAR DECIDUOUS TREE: =o= ■Ad • mo T8: 2) 10" LOCUST T9: 10" LOCUST T10: 8" LOCUST T11: 14" LOCUST T12: 9" LOCUST T13: 10" LOCUST T14: 6" LOCUST T16: 2) 8" DECIDUOUS E. OUT 8" PVC N. CENTER OF CHANNEL I.E. =52.29 AND OUT TO E. CENTER OF CHANNEL # 1 CATCH BASIN #2 RIM =48.84 (SOLID LID, TYPE 2) 12" CONC. E. I.E. =45.35 24" CMP N., S. I.E. =42.19 CATCH BASIN #3 RIM =51.05 (SOLID LID, TYPE 2) 18" CMP S. I.E. =44.33 12" BRICK E. I.E. =44.31 24" CMP N. I.E. =44.07 CATCH BASIN #4 RIM =51.64 (SOLID LID, TYPE 2) 12" CONC. S.E. I.E. =47.48 8" CMP E. I.E. =47.79 4" PVC N.E. I.E. =46.94 12" BRICK W. I.E. = 45.10 CATCH BASIN #5 RIM =50.03 8" CMP W. I.E. =48.46 FOUND CONCRETE MONUMENT IN CASE WITH 1/4" BRASS PLUG WITH NO MARKINGS ON CENTER LINE OF E. MARGINAL WAY S. CB #2 CB #3 U co U CB #1 y Li FOUND CONCRETE MONUMENT IN CASE WITH LEAD AND TACK AT INTERSECTION OF 37TH AVE. S. AND S. 130TH ST. N86 2 55 "E 0 S. 130TH ST. '.64 MEAS. FOUND CONCRETE MONUMENT IN CASE WITH 3" BRASS DISC (ELEV.= 57.00') CITY OF TUKWILA SITE PLAN FOR IAN HAMAD LOCATED IN THE N.E. 1 /4, OF THE N. W. 1 /4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON 30.00' I SSHM # I o..20' I NI W �I � � I 30' • I 1 CB #4 Q � � N46 '46 '04 'E 7.91' (CALC D AND RI) 'd 4 4 I to U) w "t w 0 SSHM #2 0 6' T2 ASPHALT DRIVEWAY r WOOD PORCH 20.00' ± 31.7' CB #5 V 0 �.. GRAVEL DRIVEWAY 5 i 2 T3 T4 T5 0 r7 HOUSE FOUND 1/2 REBAR WITH CAP LS " 15025" 0.5' WEST OF ORIG. PLATED 20' R -0 -W - _---------- 77 Ti moo T6 1 -M1 ZONING: NCC 734060 -0760 .;. T1 .- BSBL HEATING OIL TANK 12910 E. MARGINAL WY S. F.F. EL =55.6 (BASEMENT =48.3) r- ESBL 83.98' CARPORT S 89 '0 44 'E 109.98 ' - CONC. BALL IS f 3' S. OF LINE ZONING: NCC 734060 - 0775 CONC. WALL 1' SOUTH PROPERTY LINE N89 '09 44 "W 109.98 ' 111111111111111:tin 31.17 • i 4 • .. . ' v:. 1l a . ZONING: NCC T.L. 734060 -0774 AREA: 12,538 SQ. FT,. G .0 PROPOSED BLDG. . FQOTPRINT =3,902 SQ. FT. BLDG. OVERHANG -ar r -I LJ 41 O CARPORT IS ±0.7' S. OF PROPERTY LINE i END OF 8' WOOD FENCE IS ±2.3 S. OF PROP. LINE GARAGE 1' EAVES 1.4' WEST 2.8' SOUTH 58 ROCKERY r12 T13 TI4 T15 S. 130TH ST ___ ________ __ N86 '52 '55 "E ZONING: LDR 734060 - 0773 END OF 6' WOOD FENCE IS ±8' E. OF S.E. COR. FOUND 1/2 REBAR WITH CAP LS "15025" ±0.15' WEST OF CALCULATED POSITION GRAPHIC SCALE 20 0 BASIS OF BEARINGS: BEARINGS SHOWN HEREON ARE BASED ON THE MONUMENTED CENTERLINE OF E. MARGINAL WAY S., BEING NORTH 00' 54 "07 EAST AS SHOWN ON THAT RECORD OF SURVEY FILED IN BOOK 208 OF SURVEYS AT PAGE 100, UNDER RECORD NO. 20060718900037, RECORDS OF KING COUNTY, WASHINGTON. LEGAL DESCRIPTION: (PER STATUTORY WARRANTY DEED RECORDING NUMBER 20070709001151) BEGINNING AT THE SOUTHWEST CORNER OF TRACT 50, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON; THENCE NORTH 64.67 FEET TO THE POINT OF BENGINNING; THENCE EAST 119.98 FEET THENCE NORTH 114 FEET THENCE WEST 119.98 FEET THENCE SOUTH 114 FEET TO THE TRUE POINT OF BEGINNING. EXCEPT THE WEST 10 FEET OF SAID PREMISES HERETOFORE TAKEN BY KING COUNTY FOR ROAD, SAID PREPMISES BEING OTHERWISE DESCRIBED AS LOTS 7 AND 8, UNRECORDED PLAT OF THE SOUTH HALF OF TRACT 50, RIVERSIDE INTERURBAN TRACTS. NOTES: 1. MONUMENTS LAST VISITED 09- 07 -07. 2. THIS SURVEY WAS PERFORMED IN THE FIELD IN NOVEMBER 2007 AND REPRESENTS FIELD CONDITIONS AS OF THAT DATE. VERTICAL DATUM: N.A.V.D. 1988 BENCHMARK: W.S.D.O.T. MONUMENT ID NUMBER 6423 1 3/4" BRASS DISK STAMPED "L.S. NO. 17199" IN CONCRETE IN CASE AT BACK OF CONCRETE SIDEWALK W. OF S.W. CORNER OF ECONO LODGE HOTEL ON E. SIDE OF S.R. 99 ELEV. = 268.26 FEET CONTOUR INTERVAL: 2.00 U.S. FEET. CONTOURS BASED ON ACTUAL FIELD SURVEY. CARPORT EAVES NOTE: N. SIDE EAVES =7.5' S. SIDE EAVES =1.8' E. SIDE EAVES =1.8' W. SIDE EAVES =1.0' REFERENCE SURVEYS: RI : ROS BK. 208, PG. 100 R2: ROS BK. 12, PG. 167 R3: ROS BK. 75, PG. 149 R4: ROS BK. 84, PG. 207 BUILDING SETBACK NOTE: FRONT= 6' SIDE= 10' REAR= 20' 20 1" =20' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 9 2009 City. of Tukwila BUILDING DIVISION RECEIVED MAR 2 5 2009 PERMIT CENTEI • N 0 N � N w k t El 0 tb � z csz,,rg . \ w i W � O N GI est x v In rn N 10 o O N co rn n 3 L 1= I-" o • ° w % 3 O w w _ O L- N V 1 ® 2 Li N E aj Cl, • 0 O v O ▪ a0 -I •° I ce W Y Z 0 o wa I 0 Z • 0 to o a V O 03 co �t 1 N In 03 Cr-N.) It) N 0 H 0 Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538 + /- sqf. PELF COPY Permit No. (9Di Plan review approval is subject to errors Approval of construction documents the violation of a' adopted code of approved F - l, 4j t ; , and conditi ll � and omissions. does not authorize 9' ordinance. Receipt rs is ac 1 .a Date• City Of Tukwila BUILDING DIVISION REVISION NO. Pos. s o, 4 A 02/16/09 10/04/10 Pernit #1 D08 -394 SECOND FLOOR PLAN Total Bldg, footage! 11,306 sq. ft, 1st floor! 3742 sq, ft, 2nd floor! 3782 sq, ft, 3rd floors 3782 sq. ft, r-- 5 344 ISTE i b CHIT CT LYNN ' •ENDERSON STATE OF WASHINGTON it' /0 9orn 0 2.02 1 r -8 CO .' 1 a 6 =4" � a p* r ,rL4. W7 24'-2" Master Bedroom North Bedroom 4 =0" x 4=0° Study 2'4" x 4'0" 0 133 6!"6" 2 - -0 4=0"x 6'.8" BF 4'-0 "x at " BF Master Bath 2L8 " 6L8 "� Bedroom West South Bedroom Dining 0' - -0 112" Living 10'-10 112" �= ' CO aLa" 3'-1i"--k-4'-4 112 Entry 10=4 112" Kitchen n. do9r 84'-0" ), • SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION n 9'-6 112" Second Floor Scale 114 " =V Master Bedroom W5 89'10' Kitchen 6'-O" 1 Z CNI -4' 11 112 11 t LA"x$L8 "BF 1" co Dining la a 10 112" 4=0 "x4'-0" 5' 9" Z:.. 1 7' -11 112" 9, 9" ?'- 10112" 9' -9112" V7 —;III x 6' -84 Co 4=0" x 4'-0" Living Study GS Bedroom East a a'.Ir x d'.0" REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submit., additional plan r.rl w' fze.:,. 10' -6" 9 , 3 " A2.02 11 1 112" f-+.1 8' 8 112" I REVIEWED FOR CODECOMPlIANCE APPROVED OCT 2 8 2010 Al City Of 1l1 BUILDING 151(1N RECEIVED CITY OF TUKWI -'' OCT 2 5 2010 PERMIT CENTER Parcel # 734060 -0774 12910 E. Marginal Way S, Tukwila WA Site Area 12,538+/- sqf. REVISION , .... 3 4 1.4 02/16/09 R2 10/04/10 Permit* D08 -394 THIRD FLOOR PLAN Total Bldg. footage! 11,306 sq, ft. 1st floor' 3742 sq. ft. 2nd floor! 3782 sq. ft, 3rd floor! 3782 sq. ft, , REGI RED AR ECT �. , LYN E.4IE 'ERSON / STATE OF WASHINGTON I HO ° A 2 0 3 • Master Bedroom South Bedroo 22°X30" Attic won k2 1 12 37 112" r 2 1 -8 1 'y $L:° IM • • ;o1i 4'4" x 4' 4" �.,} -r S'-8" 2' "x ' L�LfLI! 11 141-" 6' 2112" -8 11 ...7....„...,,,,3,..,511_,c,.., 4'd3" x 4 8 "BF 4 x 5'4 8F 6f9 E,1 G- -22 Master Bath 1- Master Bedroom Kitchen 6 2.8 "x 8.8") ..•r. Dining 4'-frx 4'-0" 3 ' Bedroom West -8"x 6 -8 ' 4 4' 4" Living Study Bedroom East 2' -6 2' 0 W 1' =4 N rn 2'6 1 11 2' 6 13 -1 0 Dining Living 37' - -4 112" 0 dIn"rd�n" 13 7 V V 10 112" ?'4 — r rr 101-5" 36 112" ' -,4 112' 20 ni• door ' I 4 7 I Entry Kitchen 12'4" 11 112" -5 11 W7 1 Third Floor/ Roof Scale 114 " =1' 7'6" • z 47' -0 112" 1_ 9" -8! „ .1 _ 1 ,11 �= A2.03 { � REVIEWED FOR I CODECOMPLIANCE APPRAVED OCT 2 $ 2 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 252010 PERMIT CENTER Parcel # 734060 -0774 12910 E. Marginal Way S Tukwila WA Site Area 12,538 + /- sqf. REVISION - 0..- f�ea� . E 1) { ._ 3 9 Li / R \ 02/16/09 Permit #: D08 -394 WALL SECTIONS Total Bldg. footage: 11,306 sq. ft. 1st floor: 3742 sq. ft. 2nd floor: 3782 sq. ft. 3rd floor: 3782 sq. ft. R I "TE i ' ' I ITE L F ! , o A • /el lb ?MD 22' -9 1/4" 3RD FLOOR 13' -5 1/4" 2ND FLOOR 32' -0" T.O. PLATE SIECTDON @ ©OD GIDDD OO ° 3/8• = 1'47 GRID GRID i �i iV (i i�i�i� i ��i�i Ak TYPICAL FLOOR CONSTRUCTION - FL1 GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 LAYER 1/2' TYPE X' GYP. BD. PICAL CORRIDOR WALL NSTRUCTION - W5 PE 'X' GYP. BD./ 6 STUDS/ TT INSULATION VAPOR BARRIER/ SILENT CHANNEL/ :411r4 :4ict'i :I, P IP IP 11) 4POP "Wei -_. ... _ ! ! I C ! 1 F ! i _ i ! ! i ! ! i. i A SUITE SUITE TYPICAL CORRIDOR WALL CONSTRUCTION - W5 TYPE' X' GYP. BD./ ATT INSULATION W VAPOR BARRIER/ ESIUENT CHANNEL/ E /8" TYPE 'X' GYP. BD. TYPICAL FLOOR CONSTRUCTION - FL1 GYP - CEMENT FLOOR ►� UNDERLAYMENT/ PWD. SHEATHING/ TJI JOISTS/ ►� RESILIENT CHANNELS/ s,!: TYPE 'X' GYP. BD. SUITE SUITE SUITE I co PWD DECKING/ 2X WD. JOISTS AS REQUIRED (2) TWO LAYERS 5/E" TYPE 'X' Gl'P. BD. TYPICAL FLOOR 'FL1' CONSTRUCTION (2) TWO LAYERS 5 /E" 'TYPE 'X G'YP. BD. TYPICAL FLOOR "FL? CONSTRUCTION TYPICAL ROOF CONSTRUCTION COMPOSITE SHINGLES 15# ROOFING PAPER 1/2° WD. ROOF DECKING @ 24" O.C. WD. ROOF TRUSSES (REF. STRUC.) BATT INSULATION VAPOR BARRIER INTERIOR SLAB E 10/A0.00. TYPICAL SLAB CONSTRUCTION - FL SEE STRUCT. A8.01 TYPICAL R.S. PWD. WA ' UCTION 32' -0" T.O. PLATE 22'-9 1 /4" $ 3RD FLOOR 13' -5 1/4" 2ND FLOOR 3/V =1,1. PREFINISHED METAL GUTTER AS REQUIRED PER ROOF PLAN AND ELEVATION f GRID C hTE ° DOG I WALL SECTDON @ WO CO M Oo TYPICAL ROOF CONSTRUCTION COMPOSITION SHINGLES 15# ROOFING PAPER 1/2" WD. ROOF DECKING @ 24° O.C. WD. ROOF TRUSSES (REF. STRUC.) BATT INSULATION VAPOR BARRIER (2) LAYERS 1/2" TYPE 7C GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ �— TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2° TYPE X GYP. BD. TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TUBULAR PLASTIC WINDOW SYSTEM AS PER WINDOW SCHEDULE TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ �— TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2' TYPE 7C GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 TUBULAR PLASTIC WINDOW SYSTEM TYPICAL SLAB CONSTRUCTION - FL3 . . —�— SEE STRUCT. 22' -9 1/4" $ 3RD FLOOR 2ND FLOOR 32' -0" T.O. PLATE 13' -5 1/4" 3/8" =1'o8" PREFINISHED METAL GUTTER AS REQUIRED PER ROOF PLAN AND ELEVATION 2 A8.01 C XTE F DOR WALL SECTOON GRID SUITE SUITE 79 TYPICAL ROOF CONSTRUCTION COMPOSITION SHINGLES 15# ROOFING PAPER 1/2" WD. ROOF DECKING @ 24" O.C. WD. ROOF TRUSSES (REF. STRUC.) BATT INSULATION VAPOR BARRIER (2) LAYERS 1/2° TYPE DC GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10 /A0.00 TYPICAL FLOOR FL1 CONSTRUCTION GYP- CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ 'TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2" TYPE 'X GYP. BD. TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL SIDING WALL CONSTRUCTION SEE 9/A0.00 TYPICAL FLOOR FL1 CONSTRUCTION '-GYP- CEMENT FLOOR UNDERLAYMENT/ PWD. DECKING/ TJI WOOD JOISTS/ RESILIENT CHANNELS/ 2 (TWO) LAYERS OF 1/2' TYPE 'X' GYP. BD. TYPICAL R.S. PWD. WALL CONSTRUCTION SEE 10/A0.00 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 8 2010 City of Tukwila BUILDING DIVISI(1N RECEIVED CITY OF TUKWILA OCT 2 5 2010 PERMIT CENTER I A8 I AA STATION 0/S RIM IE SDC0# 1 2IVQ 60/60/0I 53.89 51.34 SDCO #2 11 +56.5 128.2 R DESCRIPTION WATER DISTRICT #125 REVISIONS SDCO #3 11 +74.5 85.8 R 52.76 46.24 REVISION 11 +56.0 68.5 R 53.38 50.39 SDCO #5 11 +74.5 68.5 R 52.36 48.20 SDCO #6 11 +74.5 38.6 R 51.62 48.50 SSCO #1 11 +57.0 91.4 R 53.38 43.31 nee 11 +78.0 72.6 R 52.42 42.75 SSCO #3 11 +73.0 76.7 R 51.61 42.23 IN 1 �r5. O ff , h ' 4 'CISTERs 9 ' �SSIONAL �. .4 .•_ , % too t►•. 37835 . °- EXPIRES 06 / 30 / 10 SHEET TITLE: COMPOSITE UTILITY PLAN RIVERTON COURT BLDG. CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 CONTACT: IAN HAMAD PHONE: - 206- 331 -1524 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 10/09/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. C -4 40F10 SANITARY & ROOF DRAIN CLEANOUTS ID STATION 0/S RIM IE SDC0# 1 11 +07.0 43.9 R 53.89 51.34 SDCO #2 11 +56.5 128.2 R 53.53 47.65 SDCO #3 11 +74.5 85.8 R 52.76 46.24 SDC0#4 11 +56.0 68.5 R 53.38 50.39 SDCO #5 11 +74.5 68.5 R 52.36 48.20 SDCO #6 11 +74.5 38.6 R 51.62 48.50 SSCO #1 11 +57.0 91.4 R 53.38 43.31 SSCO #2 11 +78.0 72.6 R 52.42 42.75 SSCO #3 11 +73.0 76.7 R 51.61 42.23 R = 51.0 6 STA =11 +67.97, 28.03 L 10 "x4" TAPPING TEE PER DETAIL 3 SHEET C8 70± LF 2" TYPE K COPPER CATCH BASIN #3 WIV G MOUNT 36" ' ABOVE GRADE DDCVA FIRE BACKFLOW PREVENTION TO BE LOCATED IN MECHANICAL ROOM. FDC MOUNT 36" TO 48" ABOVE GRADE. 5" KNOX LOCKING `5.1 • 18 LF 6"0 ADS N12 S =12.2% 4 "0 PVC PERF. FOOTING DRAIN DDCVA NOTE: DETECTOR CHECK VALVE ASSEMBLY TO BE LOCATED IN BUILDING. REMOTE METER REGISTER TO BE LOCATED ON EXTERIOR OF BUILDING. SENSUS AMR -311 TOUCH PAD OR APPROVED EQUAL. 4 11 0 PERF. PVC FOOTING DRAIN 50 LF 6 0 ADSN12 S =1.0% 4 "0 PERF. PVC FOOTING DRAIN 47LF60 ADS N12 S =6.1% STA =11 +08.81 128.31 R 1 i . - -- 48.84' EXISTING FIRE HYDRANT 68 FT. TO PROP. CRN 70± LF FIRE LINE 4 "0 OR 6 "0 DIP PER OWNERS DISCRETION ONCRETE PATCH ., A // t........ ;VI GRAPHIC SCALE 0 5 10 20 1 INCH = 10 FEET STA =11 +58.55, 23.74 R CATCH BASIN #4 REMOVE & REPLACE IF NECESSARY 48"0 TYPE -2, SOLID LID RIM= 51.65'f MATCH EG IE (12 "0 CONC. W) =45.11 IE (8 "0 ADS N12 E) =45.44 I A PER DET rl I..__I._._. Co • SPHALT PATCI- IL7.HEETC6 EXISTING %4" WATER SERVICE TO BE USED FOR LANDS APING IRRIGATION W/ AP ROVED BACKFLOW PREVENTION PER LANDSCAPE PLAN 3' MIN SAWCUT LINE AND TRENCH SEE DETAIL 4 SHEET C8 CATCH BASIN RIM= 5 1. h 37.9' �T> S. I30rri S 770'.64 (MEAS.) to c) ---F. i r r- Ni ,-1 I 38.LF "O PVQ SANITARY SEWER 0 0 ri EXISTING POWER POLE W/ STREET LIGHT I S =2.0% CROSSING STORM IE= 45.5.! _) SS TOP =42.66 40'LF80 ADS N12 S =1.0% I CROSSING I FL IE =48.15 SD TOP =46.10 CROSSING L IE =47.50 I SS P =44.52 +66.51, 26.31 R ; WATER METER I PER DETAIL 2 - 3 0.0 0 Ca RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., V 4 "0 PERF. PVC FOOTING DRAIN ° UND CONCRETE MONUMENT IN SE WITH 3" BRASS DISC (ELEV.= 57.00') CO SDCO #1 (TYP.) ID AIL 1 SHEET C8 STA =11 +91.25, 47.29 R 54 "0 CONTROL STRUCTURE STORM MH #5, SEE DETAIL 5 SHEET C5 RIM =51.65 IE 45 .6_4_ __.__ - - - --- - - - -- -_ - ORIFICE 1 IE =43.64 OVERFLOW =48.64 A SPI-1 /1LT DRIVEWAY UNDERGROUND UTILITY CORRIDOR _ 35 LF 6 "0 ADS N12 S =1.0% \ FOUND 1/2 RE. _.BAR WITH CAP 1...S "15025' 0.5' WEST OF ORIG. PLATED 20' R -O -W SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION A TUKWILA WASHINGTON COMPOSITE UTILITY PLAN 14 SC -740 CHAMBERS BASE ELEV =45.64 1000 CU FT STORAGE SEE SHEETS C9 & C10 FOR DETENTION DETAILS S89°09'44 109.98' N89°0 10 44 " W 98' STA =11 +06.30; - 7$:45 - R .. YARD DRAIN RIM =53.40 IE =51.00 END OF 8' WOOD FENCE IS ±2.3 - S. OF PROP. LINE REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. PLANNING APPROVED No changes can be made. to these plans without approval from the Planning Division of DCD Approved By :, P)AA I Date:, 0 ASPI -ALT PAVING PER DETAIL 7 SHEET C8 YARD DRAIN RIM =53:40 - - - -, IE =50.50 FILL & PAVING NOTE: FILL MATERIAL & ASPHALT PAVING OVER STORM DETENTION SYSTEM SHALL BE RATED FOR A POINT LOAD OF 45,000 LBS. ■ These plans have been revi wed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval Final acceptance is subject to field inspection by the Public Works utilities inspector. _. Date: By: : FOUND WITH C ±0.15' CALCUL, APPROVED BY KCWD NO.125 SIGNED DATE .7 FELEz Permit No. Plan review approval is subject to errors and ono authorize Approval of construction documents does the violation of , adopted code or ordinance. Receipt of approved Fi = , and con � ' ons is acknowledged: By Date: City of Tukwila BUILDING DM / / / \ .�\�� \. i,\ / /,\ \ \\ FIRE LINE NOTES 3' DITCH GRASS.LINED DITCH PER PLAN CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 REVIEWED C FOR ODE COMPLIANCE APPROVED FEB 0 2 2010 Pl City o kwila BUILDING imlnml 3' SIDEWALK \ / 4 .\\\/\\\ A -A' SECTION DETAIL NOT TO SCALE 1. CONTRACTOR TO UTILIZE EXISTING 3 /" SERVICE FOR LANDSCAPING IRRIGATION 2. CONTRACTOR TO PROVIDE IRRIGATION SERVICE FOR LANDSCAPING PER LANDSCAPING ARCHITECT 1. ALL PIPES, FITTINGS, VALVES, HYDRANTS, JOINTS, AND OTHER COMPONENTS SHALL CONFORM TO AWWA, APWA/WSDOT STANDARDS, AND BE ACCEPTABLE FOR USE BY WATER DISTRICT 125. 2. PIPE - DUCTILE IRON PIPE, CEMENT LINED, STANDARD THICKNESS, CLASS 52 MINIMUM, CONFORMING TO THE STANDARDS OF AWWA C -151. 3. FITTINGS AND JOINTS - CAST IRON OR DUCTILE IRON, WITH FLANGED OR MECHANICAL JOINT CONNECTIONS AND THE SAME THICKNESS CLASS AS THE PIPE USED. ALL FITTINGS SHALL BE CEMENT MORTAR LINED IN ACCORDANCE WITH AWWA C -104. 4. FIRE LINE SIZING IS PRELIMINARY AND SHOULD BE VERIFIED BY THE FIRE PROTECTION ENGINEER. SIDEWALK SSHM #2 RIM = 56.73 8" CONC. N. 12" CONC. E. -W. I. E. = 51.29 CATCH BASIN #1 R!M= 48.21 ' 8" C.M.P. S. .F.. - V..5.58 TYPTC'Al 4" C ONCRFTF WATER SERVICE INSPECTION NOTE: CITY OF TUKWILA INSPECTION OF WATER SERVICE LINES BEYOND THE METER IS REQUIRED SINCE WATER DISTRICT #125 DOES NOT INSPECT DOWNSTREAM OF METER. WATER METER NOTES 1. TAPPING SADDLE: DOUBLE SS STRAP ROMAC (IRON PIPE THREAD). 2. CORPORATION STOP: MUELLER H -9969 OR FORD EQUAL. 3. ANGLE STOP: ANGLE DUAL CHECK VALVE METER FLANGExF.I.P. MUELLER H -14244 4. METER SETTER: NO SETTERS ALLOWED. 5. PIPE: TYPE K COPPER TUBING. 6. METER BOX: HDPE METER BOX W/ D.I. READER LID. USE SOLID LID IN TRAFFIC AREAS MIDSTATES PLASTICS (CARSON) WITH MOUSEHOLES, 12" DEEP MODEL BCF 1730 -12XL D.I. LID W/ READER BC173OR 7. PLASTIC METER BOXES ALLOWED IN LANDSCAPE AREAS ONLY. SOLID STEEL 1/2" DIAMOND PLATE LID IN TRAFFIC AREAS. BOXES USED IN TRAFFIC AREAS REQUIRE PRIOR APPROVAL. O39I UTILI LEGEND SSHM #1 RIM- ADJUST RIM= 49.88' 6" P.V.C. N.-S. -SE. I.E._41.47' CATCH BASIN ff 2 RIM= 48.84' (SOLID LID) 12" CONC. E. I.E. =45.35' 2 C.M.P. N. & S. I. E. =42.19' CATCH BASIN #3 RIM = 51.06' (SOLID LID, TYPE 2) 18" C.M.P. S. I.E. =44.34' 12" BRICK E. I. E.- 44.32' 24" C.M.P. N. I. E. = 44.08' CATCH BASIN ff4 RIM =51.65' (SOLID LID, TYPE 2) 12" CONC. S.E. I.E. = 47.49 C.M. C. I.E.-47.80' 4 " r'. v. c. N.C. I.C. -- 46.05' 12" CONC. W. I.E. = 45. NEW 8" PVC NE. I.E.= 45.24' NEW 4" PVC E. I.E. = 45.44' CAP & ABANDON REVISION RECEIVED . OCT 30 2009 PERMIT CENTER UILDING FOOTING I " I RIGHT -OF -WAY (FEET) PAVEMENT WIDTH (FEET) PUBLI; 6' 6' ARTERIA: Elva 60/60/01 PRINCPAL 80.100 48-84 MINOR 60-80 DESCRIPTION WATER DISTRICT #125 REVISIONS COMMERCIAL 60 48 REVISION 60 28 -36 ACCESS COMMERCIAL 60 38 RESIDENTIAL 50 I ..r ..r , - — — CIVIL ENGINEERS» LAND PLANNERS ALLEY 20 15 CU L- DE -:AC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 . II �4) 4 : '' O - ° �t► +r4tISTER MASg 4 'c?..t. 4 - \. . • • . .o J, 37835 %0NAL EXPIRES 06 / 30 / 10 SHEET TITLE: NOTES & DETAILS RIVERTON COURT BLDG. CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 CONTACT: IAN HAMAD PHONE: - 206 -331 -1524 DESIGNER: RYAN BERQUIST ENGINEER: BRETT ALLEN DRAWN: RYAN BERQUIST S15 T23 R4E WM DATE: 12 -12 -2007 REVISED: 10/09/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. C-7 �_ \ ` 7 . OF 10 TYPE OF STREET RIGHT -OF -WAY (FEET) PAVEMENT WIDTH (FEET) PUBLI; 6' 6' ARTERIA: PRINCPAL 80.100 48-84 MINOR 60-80 36-84 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 28 -36 ACCESS COMMERCIAL 60 38 RESIDENTIAL 50 28 ALLEY 20 15 CU L- DE -:AC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' A 3' WIDE EDGER FINISH 3/8* FULL DEPTH EXPANSION JOINT CURB & GUTTER (SEE RS•08A) NOTES: 18' 2% MAX/1% MIN. 18' SECTION A -A CURB RAMP (SEE RS -12) 5/8' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS SCORE JOINTS EVERY 5' -,- SIDEWALK WIDTHS 15' EXPANSION JOINTS EVERY 15' PLAN VIEW 1' WIDE X 3/8' DEEP SCORE JOINTS 3/8' X 3.5" EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWANVSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE • • City of Tukwila SIDEWALK SHEET: RS -11 REVISION A1: 08.03 I LAST REVISION: 07.05 APPROVAL' B. SHELTON / TYPICAL SIDEWALK NOT TO SCALE RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON l UJ O W wm EZ E2 w z W I- a ods if O0) < NOT TO SCALE • City of Tukwila UTILITY ADJUSTMENT CATCH BASINS AND MANHOLES SHEET: RS-31 REVISION 111: 08.04 I LAST REVISION: APPROVAL' B. SHELTON / UTILITY ADJUSTMENT NOT TO SCALE NOTES: 2. SEE DETAIL RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. 10' MIN UTILITY EASEMEN $3 2% RIGHT OF WAY PAVEMENT WI 2% Q,, „0„0„0„0„00..0 „0 „0„0„ „ CLASS BASPHALT CONCRETE CRUSHED SURFACING CLASS B GRAVEL STORM SEWER &CATCH BASIN CEMENT CONCRETE CURB & GUTTER CEMENT CONCRETE SIDEWALK 2 OF 5/8' MINUS CRUSHED ROCK THICKNESS AS REQUIRED BY ENGINEERS DESIGN SEE TUKWILA TYPICAL DETAILS City of Tukwila SHEET: NOT TO SCALE REVISION APPROVAL: #1: 08.03 B. SHELTON RS -01 2% 10' MN UTILITY EASEMENT 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT /APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION ". TYPICAL ROADWAY SECTION NOT TO SCALE ROADWAY & SIDEWALK SECTION 1111111111111 11111111111 EQUAL WASH (2% MAX). EQUAL KEYED NOTES O N/A O 4" COMPACTED AGGREGATE BASE O PAVEMENT. CV NOT TO SCALE BOTTOM OF CUT /SAWED JOINT @ 15' INTERVAL CONCRETE CURB SHALL BE ANCHORED PER WSDOT STD SPEC 8- 04.3(1)A LENGTH VARIES - SEE SITE PLAN 4 O COMPRESSIBLE FILLER (3/4” MAXIMUM). CUT BACK AND PROVIDE SEALANT, TYPICAL, AT ALL JOINTS WITH FILLER. 6” CURB TRANSITION 5 10" NOT TO SCALE EXTRUDED CURB 05 1/4" TOOLED JOINT 06 6" X 6" #10 W.W.F. TYPICAL PERIMETER SIDEWALK 2" PVC © 10' INTERVALS AT LANDSCAPE LOCATIONS REV1SIQNN 3 CEMENT CONCRETE CURB TYPE 6 PER WSDOT STD PLAN F -2B � EVIE�I'EC C POR DE COMPLIANCE APonnWED FEJ 0 2 2010 City of Tukwila BUILDING Dnh►Rinni 1\ 4 - 6 6 ez-0(0 RECEIVED OCT 31)2009 PERMIT CENTER APPROVED BY KCWD NO.125 SIGNED DATE 1ARRING 4 1 /4" 4 1 /4" , N PARkING Ce • 4 7/8" 5 1 IN RESERVE D D. .s ' LC •���� 04{) IPEGISTET SsIQNAL FMAs ; k 5 •cN j , w G ' EXPIRES 06 / 30 / 10 SHEET TITLE: NOTES & DETAILS RIVERTON COURT BLDG. 1ARRING 4 1 /4" 4 1 /4" , N PARkING Ce • 4 7/8" 5 1 IN RESERVE D D. .s ' I I I INTERNATIONAL ACCESS SYMBOL ON PAVEMENT NOT TO SCALE CONCRETE THRUST BLOCK CAST IRON TAPPING TEE, FL TO BE MUELLER MODEL H -615, ROMAC SST OR EQUAL 3' MIN. OR 3 TIMES DIA. OF THE TAP WHICHEVER IS GREATER 1. ASSEMBLY TO BE PRE - TESTED BEFORE DRILLING. K 3' x 2" ASPHALT PAD REQUIRED IF VALVE BOX IS SET IN UNPAVED SURFACE. TAP IS SAME SIZE AS EXISTING MAIN ONLY MUELLER H -615 ALLOWED. RESILIENT SEAT GATE VALVE, FL x MJ MUELLER OR EQUAL STD. DETAIL No. 9 An Englneenng Ices Company Engineering Planning Surveying Consulting TAPPING TEE AND VALVE DETAIL PLOT DATE 06/03/09 PLOT SCALE NTS DRAWN VS DESIGN BS CHECKED DBH /RDS FILE NAME L \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061- DETAILS DISTRICT APPROVED DATE APPROVED King County Water District No. 125 WATER MAIN TAP NOT TO SCALE A. -- An Engineering Services Company Engineering Planning Surveying Consulting D /i!l / / / / / / /!/. % / / / / / / / //% /! //A I i NOT 0 C LE PLOT DATE 06/03/09 PLOT SCALE NTS NOT TO SCALE DRAWN VS FILE NAME lx 0 0 V .- DESIGN 1 -1/2" & 2" DOMESTIC SERVICE DETAIL BS L \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061 - DETAILS TYPICAL 2" WATER METER WATER BEDDING & BACKFILL J r ICHECKED DISTRICT APPROVED DBH/RDS DATE APPROVED STD. DETAIL No. 2 King County Water District No. 125 CSTC BEDDING O.D. O.D. + 24 HMA ASPHALT PAVEMENT 150% OF EXISTING DEPTH 8" MAXIMUM 1- IW►[- �I -H -n -1 . "war/ „ mar , �� , 1 - ,eg-u-N-N-u-n-N-H-u 11= = - - p"11"'II -11, a ' 0= - 11= 1,. -11= 11-11.•-11-11-11 -11= 1= - 1 =11 =1t -v �, It ' = II- 11= t1 =N =11= (1 1=1G IL IA II= I; . 1f 'I1;∎ II= 11 =11 : 11 =1, 11=11= 1 I � 1 =11 111 p -• 11 -111 U ll. r I 11 11=11 11 :I® +H: 11= . 11.= 11 =11:= 11 11:= 11- 11= 11: =1'= =41=11= O.D. + 16" MIN. MAX. SIDE SLOPE AS REQUIRED 4" NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A TWO YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. A CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. 4. OUTSIDE PAVED OR ROCKED AREAS NATIVE BACKFILL MAY BE USED IF APPROVED BY DISTRICT. 90% COMPACTION REQUIRED. EXISTING ASPHALT SAW CUT EXISTING PAVEMENT (TYP.) CSTC UNLESS OTHERWISE REQUIRED BY THE CITY 95% COMPACTION STD. DETAIL No. 15D An Engineering Services Company Engineering Planning Surveying Consulting TRENCH CROSS SECTION CITY OF TUKWILA SHEET 4 OF 4 PLOT DATE 06/03/09 PLOT SCALE NTS DRAWN VS DESIGN BS CHECKED DBH/RDS FILE NAME L• \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061- DETAILS DISTRICT APPROVED DATE APPROVED King County Water District No. 125 O NOTES: NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE SEPARATED FROM THE EXISTING SYSTEM. UNTIL SATISFACTORY FLUSHING, DISINFECTION AND BACTERIOLOGICAL SAMPLING HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION, THE CHLORINE CONCENTRATION USED FOR DISINFECTION PROCEDURES (MINIMUM 25 mg /I) MAKES- WATER NDN- POTABLE. AN APPROVED BACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. • AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS OF CONNECTING PIPE MUST BE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE INSTALLATION, THE INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WITH A 1% AVAILABLE CHLORINE SOLUTION. r • MAIN I I I I N�• .•',; (III CPA C An Engineering Services Company Engineering Planning Surveying Consulting HYDRANT METER. RENT FROM DISTRICT TEMPORARY TEST BLOCKING 10' MAX. TYP. APPROVED BACKFLOW PREVENTION ASSEMBLY, FEBCO MODEL 825Y, 2" OR APPROVED EQUAL ith PLOT DATE 06/03/09 PLOT SCALE NTS 21" SUPPLY HOSE LENGTH AS REQUIRED TEMPORARY CAP OR PLUG NEW WATER MAIN HYDRANT TEE TEMPORARY CAP OR PLUG WATER MAIN FILLING DETAIL DRAWN MAA HYDRANT ON EXISTING WATER MAIN I WW'll1111 W(<7 AIL KIM I DESIGN PGL I; IBM �IIIIi, ICHECKED DBH/RDS NEW HYDRANT " - — FLUSHING / DISCHARGE ALTERNATIVES NEW HYDRANT MAY BE USED FOR FLUSHING / DISCHARGE IF TEE IS WITHIN 10' OF THE END OF PIPE DISTRICT APPROVED FILE NAME DATE APPROVED L \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061- DETAILS WA TER O SCALE MAIN FILLING NOT T MILE TEMPORARY TEST BLOCKING 2" I.P. STD. DETAIL No. 7 King County Water District No. 125 •1 /9" RAISE •12' WIDE BORDER PLAN VIEW ELEVATION CAST IRON RING AND COVER LABELED C.O. 10' 9 8-3/4" 1- /4" II\ \ice \K rle A5 7' 7.3/4" 8" 16' 2 -78' 4' f SIDE SEWER FIBRE JOINT PACKING z FINISH GRADE NOT TOSCALE City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON • CLEAN OUT LOCATED IN THE N.E. vv The' vvvv ANGLE METER STOP F.I.P. x METER FLANGE MUELLER H -14286 HDPE METER BOX W/ D.I. READER LID. USE SOLID LID IN TRAFFIC AREAS MIDSTATES PLASTICS (CARSON) WITH MOUSEHOLES, 12" DEEP MODEL BCF 1730 -12XL D.I. LID W/ READER BC173OR arrin I u• I - .u •emu u u T � � ' COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 90' ELBOW F.I.P. x F.I.P. DOUBLE STAINLESS STEEL STRAP SADDLE. SMITH BLAIR OR ROMAC DUCTILE IRON WATERMAIN CLASS 52 CORP. STOP TAPER BY M.I.P. MUELLER H -9969 OR FORD EQUAL RIVERTON COURT BLDG. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON z N COPPER TUBING COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 90' BRASS ELBOW F.I.P. x F.I.P. CLOSE NIPPLE, BRASS R/W MASTER RADIO READ METER (CUBIC FEET) TO BE SUPPLIED BY DISTRICT ANGLE DUAL CHECK VALVE METER FLANGExF.I.P. MUELLER H -14244 I —III • - -- FINISH GRADE 11 11- 11 1 11 PRIVATE SERVICE PIPE 5 4 "0X 36 "H CONC FILLED STEEL BOLLARD W/ GRAY COLORED POLYETHYLENE COVER SLEEVE 5' -4" CLEAR TYPICAL CURB STOP MAX., 3' -0" MIN. \ CLEAR NOT TO SCALE APPROVED BY KCWD NO.125 SIGNED DATE 5'-0" (ADA MIN. IS 5' -0') 0 STANDARD 6' -0" 1 1/2% (2%'(1:50) SLOPE MAX. CROSS SLOPE) SIGN AND POST. SEE DTL. 4/CO.1. i ACCESSIBLE PARKING - SIZE AND MARKINGS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2010 City of Tukwila BUILDING DIVISION STANDARD ACCESSIBLE DIMENSIONING A U.S. DEPARTMENT OF TRANSPORTATION R7 -8 (RESERVED PARKING) AND SUPPLEMENTAL SIGNS AS NOTED ABOVE MUST BE MOUNTED ON A PERMANENT POST NO LOWER THAN FOUR FEET FROM THE PAVEMENT. THE POST MUST BE MOUNTED IN THE CENTER OF THE 8 FOOT WIDE ACCESSIBLE PARKING SPACE, NO MORE THAN 5 FEET FROM THE FRONT OF THE PARKING SPACE. SEE ILLUSTRATION ABOVE. EACH ACCESSIBLE PARKING SPACE IS TO BE A MINIMUM OF 8 FEET WIDE AND HAVE A 96" MINIMUM ACCESS AISLE FOR VANS OR 60" ACCESS AISLE FOR CARS ADJACENT TO THE SPACE. THE ACCESS AISLE MAY BE ON EITHER THE DRIVER'S SIDE OR THE PASSENGER'S SIDE OF THE ACCESSIBLE SPACE. THIS APPLIES TO 45, 60, AND 90'PARKING. ACCESSIBLE PARKING SPACES ARE TO BE LOCATED AS CLOSE TO THE STORE ENTRANCE AS POSSIBLE AND SHALL BE IDENTIFIED WITH A SIGN. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH A SLOPE OF 1 1/2% (2% MAXIMUM)(EXAMPLE: 1.92 INCHES MAX. VERTICAL IN 8 FEET HORIZONTAL) OR 1:50 IN ALL DIRECTIONS. THIS INCLUDES BOTH "RUNNING SLOPES" AND "CROSS SLOPES." EACH PARKING SPACE ACCESS AISLE MUST CONNECT TO A COMMON LEVEL WITH AN ACCESSIBLE ROUTE...I.E., EACH ACCESS AISLE NEXT TO A PARKING SPACE MUST HAVE A CURB RAMP AT THE WALGREENS STOREFRONT SIDEWALK OR BLEND TO A LEVEL WALKWAY LEADING TO THE WALGREENS ENTRANCE. ACCESSIBLE PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO THE STORE ENTRANCE. THE ACCESS AISLE SHALL BE DESIGNATED WITH HIGH QUALITY YELLOW DIAGONAL SURFACE PAINT STRIPING. RAMPS MUST NOT EXTEND OUT FROM THE CURB INTO THE ACCESS AISLE OF ANY ACCESS PARKING SPACE. ADA ALLOWS TWO PARKING SPACES TO SHARE AN ACCESS AISLE. 1 1/2 "R I t NOTE (R7 -8 SIGN): THIS IS A STANDARD SIGN AND MAY BE ORDERED FROM ANY TRAFFIC SIGN SUPPLIER BY NUMBER. THE SIGN MUST BE SUPPLEMENTED WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE AND /OR AMOUNT OF THE FINE FOR ILLEGALLY PARKING IN THE RESERVED SPACE(S) A MUNICIPALITY MAY IMPOSE. CONFIRM WITH LOCAL REGULATIONS. ACCESSIBILITY SIGNAGE SEE NOTE BELOW REVISION N0,1 .' . g; s eg g 'tt c i z o 'i i ct- ,tegerttolge4st,tettottetto; - 48-tgliOliOltette'ligdstiett ,zotte-tietstgetteltottelt tr-M04.4444rAmt•Itt (PAVEMENT SECTION) RECEIVE( PAVEMENT SECTION 3" ASPHALT CONCRETE (H.M.A., a 1/2", PG 58 -22) toCir 3,0 2009 O O 6" 5/8" CRUSHED ROCK PERMIT CENTErg WELL - DRAINED SUB -GRADE ( 1 2 ` I 2.0I O (SUB -GRADE TO MODIFIED 95 PROCTOR MIN. COMPACTION). C M PAVING SECTION _) NOT TO SCALE NOT TO SCALE CONCRETE THRUST BLOCK CAST IRON TAPPING TEE, FL TO BE MUELLER MODEL H -615, ROMAC SST OR EQUAL 3' MIN. OR 3 TIMES DIA. OF THE TAP WHICHEVER IS GREATER 1. ASSEMBLY TO BE PRE - TESTED BEFORE DRILLING. K 3' x 2" ASPHALT PAD REQUIRED IF VALVE BOX IS SET IN UNPAVED SURFACE. TAP IS SAME SIZE AS EXISTING MAIN ONLY MUELLER H -615 ALLOWED. RESILIENT SEAT GATE VALVE, FL x MJ MUELLER OR EQUAL STD. DETAIL No. 9 An Englneenng Ices Company Engineering Planning Surveying Consulting TAPPING TEE AND VALVE DETAIL PLOT DATE 06/03/09 PLOT SCALE NTS DRAWN VS DESIGN BS CHECKED DBH /RDS FILE NAME L \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061- DETAILS DISTRICT APPROVED DATE APPROVED King County Water District No. 125 WATER MAIN TAP NOT TO SCALE A. -- An Engineering Services Company Engineering Planning Surveying Consulting D /i!l / / / / / / /!/. % / / / / / / / //% /! //A I i NOT 0 C LE PLOT DATE 06/03/09 PLOT SCALE NTS NOT TO SCALE DRAWN VS FILE NAME lx 0 0 V .- DESIGN 1 -1/2" & 2" DOMESTIC SERVICE DETAIL BS L \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061 - DETAILS TYPICAL 2" WATER METER WATER BEDDING & BACKFILL J r ICHECKED DISTRICT APPROVED DBH/RDS DATE APPROVED STD. DETAIL No. 2 King County Water District No. 125 CSTC BEDDING O.D. O.D. + 24 HMA ASPHALT PAVEMENT 150% OF EXISTING DEPTH 8" MAXIMUM 1- IW►[- �I -H -n -1 . "war/ „ mar , �� , 1 - ,eg-u-N-N-u-n-N-H-u 11= = - - p"11"'II -11, a ' 0= - 11= 1,. -11= 11-11.•-11-11-11 -11= 1= - 1 =11 =1t -v �, It ' = II- 11= t1 =N =11= (1 1=1G IL IA II= I; . 1f 'I1;∎ II= 11 =11 : 11 =1, 11=11= 1 I � 1 =11 111 p -• 11 -111 U ll. r I 11 11=11 11 :I® +H: 11= . 11.= 11 =11:= 11 11:= 11- 11= 11: =1'= =41=11= O.D. + 16" MIN. MAX. SIDE SLOPE AS REQUIRED 4" NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A TWO YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. A CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. 4. OUTSIDE PAVED OR ROCKED AREAS NATIVE BACKFILL MAY BE USED IF APPROVED BY DISTRICT. 90% COMPACTION REQUIRED. EXISTING ASPHALT SAW CUT EXISTING PAVEMENT (TYP.) CSTC UNLESS OTHERWISE REQUIRED BY THE CITY 95% COMPACTION STD. DETAIL No. 15D An Engineering Services Company Engineering Planning Surveying Consulting TRENCH CROSS SECTION CITY OF TUKWILA SHEET 4 OF 4 PLOT DATE 06/03/09 PLOT SCALE NTS DRAWN VS DESIGN BS CHECKED DBH/RDS FILE NAME L• \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061- DETAILS DISTRICT APPROVED DATE APPROVED King County Water District No. 125 O NOTES: NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE SEPARATED FROM THE EXISTING SYSTEM. UNTIL SATISFACTORY FLUSHING, DISINFECTION AND BACTERIOLOGICAL SAMPLING HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION, THE CHLORINE CONCENTRATION USED FOR DISINFECTION PROCEDURES (MINIMUM 25 mg /I) MAKES- WATER NDN- POTABLE. AN APPROVED BACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. • AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS OF CONNECTING PIPE MUST BE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE INSTALLATION, THE INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WITH A 1% AVAILABLE CHLORINE SOLUTION. r • MAIN I I I I N�• .•',; (III CPA C An Engineering Services Company Engineering Planning Surveying Consulting HYDRANT METER. RENT FROM DISTRICT TEMPORARY TEST BLOCKING 10' MAX. TYP. APPROVED BACKFLOW PREVENTION ASSEMBLY, FEBCO MODEL 825Y, 2" OR APPROVED EQUAL ith PLOT DATE 06/03/09 PLOT SCALE NTS 21" SUPPLY HOSE LENGTH AS REQUIRED TEMPORARY CAP OR PLUG NEW WATER MAIN HYDRANT TEE TEMPORARY CAP OR PLUG WATER MAIN FILLING DETAIL DRAWN MAA HYDRANT ON EXISTING WATER MAIN I WW'll1111 W(<7 AIL KIM I DESIGN PGL I; IBM �IIIIi, ICHECKED DBH/RDS NEW HYDRANT " - — FLUSHING / DISCHARGE ALTERNATIVES NEW HYDRANT MAY BE USED FOR FLUSHING / DISCHARGE IF TEE IS WITHIN 10' OF THE END OF PIPE DISTRICT APPROVED FILE NAME DATE APPROVED L \PROJECT FILES \07 - 061 \DRAWINGS \07 - 061- DETAILS WA TER O SCALE MAIN FILLING NOT T MILE TEMPORARY TEST BLOCKING 2" I.P. STD. DETAIL No. 7 King County Water District No. 125 •1 /9" RAISE •12' WIDE BORDER PLAN VIEW ELEVATION CAST IRON RING AND COVER LABELED C.O. 10' 9 8-3/4" 1- /4" II\ \ice \K rle A5 7' 7.3/4" 8" 16' 2 -78' 4' f SIDE SEWER FIBRE JOINT PACKING z FINISH GRADE NOT TOSCALE City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON • CLEAN OUT LOCATED IN THE N.E. vv The' vvvv ANGLE METER STOP F.I.P. x METER FLANGE MUELLER H -14286 HDPE METER BOX W/ D.I. READER LID. USE SOLID LID IN TRAFFIC AREAS MIDSTATES PLASTICS (CARSON) WITH MOUSEHOLES, 12" DEEP MODEL BCF 1730 -12XL D.I. LID W/ READER BC173OR arrin I u• I - .u •emu u u T � � ' COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 90' ELBOW F.I.P. x F.I.P. DOUBLE STAINLESS STEEL STRAP SADDLE. SMITH BLAIR OR ROMAC DUCTILE IRON WATERMAIN CLASS 52 CORP. STOP TAPER BY M.I.P. MUELLER H -9969 OR FORD EQUAL RIVERTON COURT BLDG. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON z N COPPER TUBING COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 90' BRASS ELBOW F.I.P. x F.I.P. CLOSE NIPPLE, BRASS R/W MASTER RADIO READ METER (CUBIC FEET) TO BE SUPPLIED BY DISTRICT ANGLE DUAL CHECK VALVE METER FLANGExF.I.P. MUELLER H -14244 I —III • - -- FINISH GRADE 11 11- 11 1 11 PRIVATE SERVICE PIPE 5 4 "0X 36 "H CONC FILLED STEEL BOLLARD W/ GRAY COLORED POLYETHYLENE COVER SLEEVE 5' -4" CLEAR TYPICAL CURB STOP MAX., 3' -0" MIN. \ CLEAR NOT TO SCALE APPROVED BY KCWD NO.125 SIGNED DATE 5'-0" (ADA MIN. IS 5' -0') 0 STANDARD 6' -0" 1 1/2% (2%'(1:50) SLOPE MAX. CROSS SLOPE) SIGN AND POST. SEE DTL. 4/CO.1. i ACCESSIBLE PARKING - SIZE AND MARKINGS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2010 City of Tukwila BUILDING DIVISION STANDARD ACCESSIBLE DIMENSIONING A U.S. DEPARTMENT OF TRANSPORTATION R7 -8 (RESERVED PARKING) AND SUPPLEMENTAL SIGNS AS NOTED ABOVE MUST BE MOUNTED ON A PERMANENT POST NO LOWER THAN FOUR FEET FROM THE PAVEMENT. THE POST MUST BE MOUNTED IN THE CENTER OF THE 8 FOOT WIDE ACCESSIBLE PARKING SPACE, NO MORE THAN 5 FEET FROM THE FRONT OF THE PARKING SPACE. SEE ILLUSTRATION ABOVE. EACH ACCESSIBLE PARKING SPACE IS TO BE A MINIMUM OF 8 FEET WIDE AND HAVE A 96" MINIMUM ACCESS AISLE FOR VANS OR 60" ACCESS AISLE FOR CARS ADJACENT TO THE SPACE. THE ACCESS AISLE MAY BE ON EITHER THE DRIVER'S SIDE OR THE PASSENGER'S SIDE OF THE ACCESSIBLE SPACE. THIS APPLIES TO 45, 60, AND 90'PARKING. ACCESSIBLE PARKING SPACES ARE TO BE LOCATED AS CLOSE TO THE STORE ENTRANCE AS POSSIBLE AND SHALL BE IDENTIFIED WITH A SIGN. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH A SLOPE OF 1 1/2% (2% MAXIMUM)(EXAMPLE: 1.92 INCHES MAX. VERTICAL IN 8 FEET HORIZONTAL) OR 1:50 IN ALL DIRECTIONS. THIS INCLUDES BOTH "RUNNING SLOPES" AND "CROSS SLOPES." EACH PARKING SPACE ACCESS AISLE MUST CONNECT TO A COMMON LEVEL WITH AN ACCESSIBLE ROUTE...I.E., EACH ACCESS AISLE NEXT TO A PARKING SPACE MUST HAVE A CURB RAMP AT THE WALGREENS STOREFRONT SIDEWALK OR BLEND TO A LEVEL WALKWAY LEADING TO THE WALGREENS ENTRANCE. ACCESSIBLE PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO THE STORE ENTRANCE. THE ACCESS AISLE SHALL BE DESIGNATED WITH HIGH QUALITY YELLOW DIAGONAL SURFACE PAINT STRIPING. RAMPS MUST NOT EXTEND OUT FROM THE CURB INTO THE ACCESS AISLE OF ANY ACCESS PARKING SPACE. ADA ALLOWS TWO PARKING SPACES TO SHARE AN ACCESS AISLE. 1 1/2 "R I t NOTE (R7 -8 SIGN): THIS IS A STANDARD SIGN AND MAY BE ORDERED FROM ANY TRAFFIC SIGN SUPPLIER BY NUMBER. THE SIGN MUST BE SUPPLEMENTED WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE AND /OR AMOUNT OF THE FINE FOR ILLEGALLY PARKING IN THE RESERVED SPACE(S) A MUNICIPALITY MAY IMPOSE. CONFIRM WITH LOCAL REGULATIONS. ACCESSIBILITY SIGNAGE SEE NOTE BELOW REVISION N0,1 .' . g; s eg g 'tt c i z o 'i i ct- ,tegerttolge4st,tettottetto; - 48-tgliOliOltette'ligdstiett ,zotte-tietstgetteltottelt tr-M04.4444rAmt•Itt (PAVEMENT SECTION) RECEIVE( PAVEMENT SECTION 3" ASPHALT CONCRETE (H.M.A., a 1/2", PG 58 -22) toCir 3,0 2009 O O 6" 5/8" CRUSHED ROCK PERMIT CENTErg WELL - DRAINED SUB -GRADE ( 1 2 ` I 2.0I O (SUB -GRADE TO MODIFIED 95 PROCTOR MIN. COMPACTION). C M PAVING SECTION _) NOT TO SCALE I A8 JA a1Va 60/60/01 I DESCRIPTION WATER DISTRICT #125 REVISIONS REVISION CIVIL ENGINEERS» LAND PLANNERS - • C' �°� • At ., � ,5 O �� SSjONAL 37835 d'4C STV rt ,�c� ' 4; i y' EXPIRES 06 / 30 / 10 SHEET TITLE: FRONTAGE IMPROVEMENTS RIVERTON COURT BLDG. CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 CONTACT: IAN HAMAD PHONE: - 206- 331 -1524 DESIGNER:VAUGHN FREI ENGINEER: BRETT ALLEN DRAWN: VAUGHN FREI S15 T23 R4E WM DATE: 11/17/08 REVISED: 10/09/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. OS - 1 1 OF.3 it LE ( T� 0 C:) L_ 1--- - � LYJ \-t- '7-1 LA__ Cr) • P TESC & GRADING PLAN 37.x' Et) X307 5i , . 770'.64 (MEAS.) GRAPHIC SCALE 5 10 20 1 INCH = 10 FEET 0 0 0 EG =4Q81± I \ I i0' FG =50.15 r - - - -- p._. _._.__. ► I FG =50.90 EG= 51.35± INSTALL INLET PROTECTION ON NEXT DOWNSTREAM CATCH BASIN EG= 48.61± FG =49.05 TC =49.55 I FG =49.46 FG =51.81 i EG 54.62± i 30.0 FG =53.44 TC =53.94 FG=51.52 CO • EG= 52.47± t?' EG= 52.70± FG =53.17 1/) UND CONCRETE MONUMENT IN 'SE WITH 3" BRASS DISC (ELEV.= 5 7. 00') _DEMO CURS, GUTTER & SIDEWALK 52 GUTTER & SIDEWALK CALL AT LEAST 48 HOURS BEFORE YOU DIG (800) 424 -5555 FG =52.15 5 P I.._IA L T =52.20 F FG =52.26 T FG =53.90 FG =53.11 FG =53.95 FG =53.95 FG =53.80 RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., TUKWILA, WASHINGTON FRONTAGE IMPROVEMENTS SITE & UTILITY PLAN I I FG= 53.A5� PROPOSE FOO TPRIN i H( FOUND 1/2 RI WITH - I CAP LS 0.5' WEST OF PLATED 20' R- `n SDCB #2 5 0 CB #3 STA --11+ 8.55, 23. 4 R CATCH BAS N#4 REMO E & REPLACE I NECES ARY 48' TYPE 2, SOLI LID RIM =513 ± C EG IE (12" C.O.C. W 5.11 IE (8"0 �':� ` 12 E) 45.44 SD •I is REPLACE CURB, GUTTER & 5' SIDEWALK ALONG FULL LENGTH OF PROPERTY FRONTAGE ErD STA =11 +67.9 , 28.03 L 10 "X4' TAPPING TEE PER DETAIL 6 SHEET OS -3 CONCRETE PATCH 70± LF FIRE LINE 4 "0 OR 6"0 DIP PER OWNERS DISCR 4( LF 8125 ADS N12 S =1.0% 3' MIN SAWCUT LINE I AND TRENCH SEE DTAIL 5, 7 SHEET OS - TION LC _ SSh START CONCRETE CURB, GUTTER & 5' SIDEWALK SEE DETAIL 1 SHEET QS:.3_ STA =11 +01.61; 1.94 R SDCB #1 J 37.9' S. 30 N8 6 X255 E 770'.64 (MEAS.) ail p CT) CURB, P STA =12 +06.02, 21.12 R SMH #1 ADJUST RIM TO FINIS GRADE RIM = 49.88 END CONCRETE GUTTER & 5' SIDEWALK R DETAIL 1 SHEET OS -3 STA =12 +28.47, 18.89 R EXTRUDED CONCRETE CURB PER DET IL 1 THIS SHEET EXISTING FIRE HYDRANT O 68 FT. TO PROP. 38 LF 6"0 PVC SAN L COMMERCIAL CONCRETE --- ""'DRIVEWAY APPROACH PER DETAIL 2 SHEET 05 -3 STA =11 +83.93 18.90 R 0 o ) I ITAR EWER S `% 30.00 20'N I � I i \ REPLACE SIDEWALK I AS REQUIRED MATCH XISTING GRADE UND CONCRETE MONUMENT IN ' SE WITH 3" BRASS DISC (ELEV.= 57.00') REPLACE SIDEWALK DRIVEWAY AS REQUIRED MATCH EXISTING GRADE _ EXISTING POWER POLE W/ STREET LIGHT EXISTING 4" WATER SERVICE TO BE / USED FOR LANDSCAPING IRRIGATION W/ A PI.OVED BACKFLOW I PREVENTION PER LANDSCAPE PLAN ST /A =1 j +91.25, 47.29 R 54 1 . 1 0- - ONTROL - - - -_. I STORM MH #5,- I RIM =51.65 1E7 WIPE IALT DI UNDERGROUND UTI, ITY ` PRDPOSE FOOTPRIN' RECOMMENDED CONSTRUCTION SEQUENCE (1) PRE - CONSTRUCTION MEETING. (2) PROVIDE 48 HOUR NOTICE TO CITY INSPECTION LINE PRIOR TO ANY SITE ACTIVITY. HAVE ALL EROSION CONTROLS INSPECTED PRIOR TO GRADING /CLEARING (SEE GENERAL GRADING NOTES ON SHEET C -2). (3) FLAG OR FENCE CLEARING LIMITS. (4) POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. (5) INSTALL CATCH BASIN INLET PROTECTION. (6) GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). (7) INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). (8) GRADE AND STABILIZE CONSTRUCTION ROADS. (9) CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. (10)MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. (11)RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY TESC MINIMUM REQUIREMENTS. (12) COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. (13)STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. (14)SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. (15) UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. CV BOTTOM OF CUT /SAWED JOINT @ 15' INTERVAL CONCRETE CURB SHALL BE ANCHORED PER WSDOT STD SPEC 8- 04.3(1)A 7;v w 1 REVIEWED FOR CODE COMPLIANCE ApPonvED FEB 0 2 2010 City of Tukwilp BUILDING fl,,o# ¢t . 1 2.5" 5" 2.5" o & gob; V gt ° ` �tSOoo o& ° o •• . ° O o& o0 EXTRUDED CURB NOT TO SCALE CROSSING NOTES FIRELINE /STORM CROSSING FL IE =48.15 SD TOP =46.10 FIRELINE /SANITARY CROSSING FL IE =47.50 SS TOP =44.52 STORM /SANITARY CROSSING STORM IE =45.55 SS TOP =42.66 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions hick do not authorize violations of adopt c,1 sthndards or ordinances. The responsibility' FOUND fo, ad quacy of the design rests totally with the WITH C A Pg nc L r.sdditions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval.: Final acceptance is subject to field inspection b the Public Works utilities inspector. _- Date: - By: 2" PVC @ 10' INTERVALS AT LANDSCAPE LOCATIONS CEMENT CONCRETE CURB TYPE 6 PER WSDOT STD PLAN F -2B UTILITY LEGEND SSHM #1 8114- 49.G5' ADJUST RIM= 49.88' 6" P.V.C. N. -S. -SE'. SSHM #2 R1M =56.73' 8" CONC. N. 12 CONC. E.-W. I.E. = 51.29' CATCH BASIN #1 RIM =48.21 ' 8" C.M.P. -S. I. E. = 45.58' CATCH BASIN #2 RIM= 48.84' (SOLID LID) 12" CONC. E. I.E.- 45.35' 24" C.M.P. N. & S. I.E. =42.19' CATCH BASIN #3 R1M =51.06' (SOLID 18" C.M.P. S. I.E. = 44.34' 12" BRICK E. I.E.= 44,32' 24" C.M.P. N. I.E. =44.08' LID, TYPE 2) CATCH BASIN #4 RIM. = 5 1.65' (SOLID LID, TYPE 2) 12" CONC. S.E. I.E.= 47.49' 8" I.E. - 17.80' 1" P.V.C. 12" CONC. W. I.E. =45.11' NEW 8". PVC NE. I.E. = 45.24' NEW 4" PVC E. I.E. = 45.44' CAP & ABANDON PARCEL INFORMATION PARCEL #'S: 734060 -0774 ADDRESS: 12910 MARGINAL WY S. TUKWILA, WA SITE AREA = 12,538± SQ FT OWNER IAN HAMAD BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 SURVEYOR VICINITY MAP NOT TO SCALE CRAMER NORTHWEST INC. 945 N. CENTRA, STE #104 KENT, WA 98032 PHONE 253 - 852 -4880 FAX 253 - 852 -4955 BASIS OF BEARINGS BEARINGS SHOWN HEREON ARE BASED ON THE MONUMENTED CENTERLINE OF E. MARGINAL WAY S., BEING NORTH 00° 54 "07 EAST AS SHOWN ON THAT RECORD OF SURVEY FILED IN BOOK 208 OF SURVEYS AT PAGE 100, UNDER RECORD NO. 20060718900037, RECORDS OF KING COUNTY, WASHINGTON. VERTICAL DATUM FOUND CONCRETE MONUMENT IN CASE WITH 3" BRASS DISC NAVD 88 (ELEV.= 57.00') BENCHMARK W.S.D.O.T. MONUMENT ID NUMBER 6423 1 3/4" BRASS DISK STAMPED "L.S. NO. 17199" IN CONCRETE IN CASE AT BACK OF CONCRETE SIDEWALK W. OF S.W. CORNER OF ECONO LODGE HOTEL ON E. SIDE OF S.R. 99 ELEV. = 268.26 FEET METHODS AND EQUIPMENT: INSTRUMENTATION USED: GEODIMETER 600, TRIMBLE 5600 FIELD SURVEY CONTROL METHOD: CLOSED LOOP TRAVERSE. MINIMUM CLOSURE 1 :22,000 IN COMPLIANCE WITH REQUIREMENTS OF W.A.C. 332 - 130 -090 TRENCH NOTES: IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2- 09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR IS ALONE RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. DISTRICT UTILITIES WATER DISTRICT #125 (206- 242 -9547) VALLEY VIEW SEWER DISTRICT (206- 242 -3236) SHEET LIST 0S -1 FRONTAGE IMPROVEMENTS OS -2 TESC NOTES & DETAILS OS -3 DETAILS & NOTES RVtSION NOJ R 'REPO GEOT GEOTECH CONSULTANTS, INC. 13256 NORTHEAST 20TH ST, STE 16 BELLEVUE, WA 98005 425 - 747 -5618 REPORT DATE: AUGUST 4, 2008 REPORT #JN 08212 a 0 • LEGEND: FOUND MONUMENT AS DESCRIBED FOUND REBAR WITH CAP SEWER MANHOLE CATCH BASIN EXISTING WATER VALVE WATER METER CATCH BASIN PROPOSED STORM MANHOLE PROPOSED -FD RD D QT TELEPHONE MANHOLE 3 =E UTILITY POLE E- GUY ANCHOR m MAILBOX ® POWER METER FOUNDATION DRAIN LINE PROPOSED ROOF DRAIN LINE PROPOSED STORM LINE PROPOSED ".W es' 1 X m m INLET PROTECTION SEE DETAIL CONSTRUCTION ENTRANCE SEE DETAIL FRONTAGE IMPROVEMENT DEMOLITION FILTER FENCE SEE DETAIL WORK AREA /CLEARING to LIMITS 4, ' RECF ""'" 3u RMI - I u1:I' � L. A8 I AA PAVEMENT WIDTH (FEET) PUBLIC 6' 6' ARTERIAL Alva 60/60/01 1 PRINCIPAL 80 -100 48-84 MINOR 60 -80 DESCRIPTION WATER DISTRICT #125 REVISIONS COMMERCIAL 60 48 REVISION 60 28 -38 ACCESS COMMERCIAL 60 36 RESIDENTIAL 50 28 ALLEY 20 15 CUL-DE-SAC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 2 0 20 rO 4 5 c0 ' _ 3 "Toi SSI ONAL ' 4' ° G1 4 ' tl. 37835 TER�' I EXPIRES 06 / 30 / 10 SHEET TITLE: NOTES & DETAILS RIVERTON COURT BLDG. CLIENT: BAUMEISTER LLC 4632 NE 89TH STREET SEATTLE WA 98115 CONTACT: IAN HAMAD PHONE: - 206 -331 -1524 DESIGNER:VAUGHN FREI ENGINEER: BRETT ALLEN DRAWN: VAUGHN FREI S15 T23 R4E WM DATE: 11/17/08 REVISED: 10/09/09 PROJECT: 07 -061 DWG NAME: 07 -061 -C SHEET REV. OS -3 A 3 OF 3 TYPE OF STREET RIGHT -OF -WAY (FEET) PAVEMENT WIDTH (FEET) PUBLIC 6' 6' ARTERIAL PRINCIPAL 80 -100 48-84 MINOR 60 -80 36-64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 28 -38 ACCESS COMMERCIAL 60 36 RESIDENTIAL 50 28 ALLEY 20 15 CUL-DE-SAC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 2 0 20 MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' 3' WIDE EDGER FINISH 3/8" FULL DEPTH EXPANSION JOINT CURB & GUTTER (SEE RS -08A) NOTES: A 18 18' 2 %MAXJ1 %MIN. SECTION A -A CURB RAMP (SEE RS-12) 5/8' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS SIDEWALK WIDTHS SCORE JOINTS EVERY 5' 6• s---1 15' EXPANSION JOINTS EVERY 18' PLAN VIEW 1• WIDE X 3/8' DEEP SCORE JOINTS 318' X 3,5" EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5 /8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWA WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE • • City of Tukwila SIDEWALK SHEET: RS -11 REVISION #1: 08.03 I LAST REVISION: 07.05 APPROVAL: B. SHELTON 0 NOT TO SCALE ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXTRA RIG ID BASE '8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CRY SAW CUT EXISTING OIL MAT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY \ THE CITY DEPTH DETERMINED BY CITY CONCRETE 150 %OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH // „ TYPICAL PATCH FOR FLEXIBLE PAVEMENT SAW CUT EXISTING CONCRETE PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY v \ I SAW CUT EXISTING ASPHALT PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL YORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR BRIDGE, AND MUNICIPAL CONSTRUCTION. MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 0. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE • City of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON � PAVEMENT PATCH NOT TO SCALE TYPICAL SIDEWALK RIVERTON COURT BLDG. LOCATED IN THE N.E. 1/4, OF THE N.W. 1/4, OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON PREMOLDED EXP. JOINT (TYPICAL) SECTION A -A 2' MIN. OR MORE AS DIRECTED. ' DEPENDS ON DRIVEWAY PROFILE 2'- 5/8' CRUSHED ROCK (MAX. GRADE IS 15 %) TOP OF CURB AT DRIVEWAY 5% CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. 4. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15, A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. NOT TO SCALE City of Tukwila COMMERCIAL DRIVEWAY SHEET: RS-09 REVISION #1: 08.03 APPROVAL: B. SHELTON i COMMERCIAL DRIVEWAY NOT TO SCALE NOT TO SCALE • City of Tukwila UTILITY ADJUSTMENT CATCH BASINS AND MANHOLES SHEET: RS-31 REVISION #1: 08.04 I LAST REVISION: APPROVAL: B. SHELTON i UTILITY ADJUSTMENT NOT TO SCALE 10' MIN UTILITY EASEMENT NOTES: 2% o„ 2% RIGHT OF WAY PAVEMENT WIDTH O Oo Q OQ o CLASS BASPHALT CONCRETE CRUSHED SURFACING 2% CLASS B GRAVEL STORM SEWER & CATCH BASIN CEMENT CONCRETE CURB 8 GUTTER CEMENT CONCRETE SIDEWALK 2 OF 518' MINUS CRUSHED ROCK o„ THICKNESSAS REQUIRED BY ENGINEER'S DESIGN rt SEE TUKWILA TYPICAL DETAILS 2. SEE DETAIL RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. 2% 10' MN UTILITY EASEMENT 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT /APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION". NOT TO SCALE • City of Tukwila TYPICAL ROADWAY SECTION SHEET: RS-01 REVISION #1: 08.03 APPROVAL: B. SHELTON ROADWAY & SIDEWALK SECTION NOT TO SCALE REVJEWEDF C ODECOMPLIANCE FEB 0 2 2010 City of Tukwila BU ILDING DivisoAI CONCRETE THRUST BLOCK • • • • • • • • • • • • • • • • A n 3' MIN. OR 3 TIMES DIA. OF THE TAP WHICHEVER IS GREATER CAST IRON TAPPING TEE, FL TO BE MUELLER MODEL H -615, ROMAC SST OR EQUAL NOTES: 1. ASSEMBLY TO BE PRE - TESTED BEFORE DRILLING. 2. 3' x 3' x 2" ASPHALT PAD REQUIRED IF VALVE BOX IS SET IN UNPAVED SURFACE. 3. IF TAP IS SAME SIZE AS EXISTING MAIN ONLY MUELLER H -615 ALLOWED. RESILIENT SEAT GATE VALVE, FL x MJ MUELLER OR EQUAL STD. DETAIL No. 9 An Engineering Services Company Engineering Planning Surveying Consulting TAPPING TEE AND VALVE DETAIL PLOT DATE 06/03/09 PLOT SCALE NTS L' DRAWN VS DESIGN BS CHECKED DBH/RDS FILE NAME \PROJECT FILES \07 - 061 \DRAWINGS \07 -061 -C 10SCALE 1 -28 DISTRICT APPROVED DATE APPROVED -09 King County Water District No. 125 WATER MAIN TAP NOT TO SCALE 1- 11 =.11= 11= 11 .= .11 -1• 11�- 11- 11- 11- 11- 11- 11- 11 -11 I 11= - =11. I:II:II:II7I:II;1w w w- w- �_�1'1 1I.- - -11=1:=II =11 =II=11 =II I . =11=11:. IMP • �•� i 1 . . . g.. 1 =% v ii i 11= 1 =1L o - II.� II.� 11.= 11:1• 11= 11 -11` 11=16( - I . II.� ' .II?� • JL� p 11 =11, 11 -1 �bk 111= I. 11.i II_ 11 =f I: -11= II =f I -il= '11=11=1 - I - II- II- II= II-II =II -III- 11:::11=11=11=11= - =• 11 =11= - O.D. + 16" MIN. PACE An Engineering Services Company Engineering Planning Surveying Consulting NOT TO SCALE CSTC BEDDING O.D. NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A TWO YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. A CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. 4. OUTSIDE PAVED OR ROCKED AREAS NATIVE BACKFILL MAY BE USED IF APPROVED BY DISTRICT. 90% COMPACTION REQUIRED. PLOT DATE 06/03 PLOT SCALE NTS O.D. + TRENCH CROSS SECTION CITY OF TUKWILA DRAWN VS 7 HMA ASPHALT PAVEMENT 150% OF EXISTING DEPTH 8" MAXIMUM MAX. DESIGN BS WATER BEDDING & BACKFILL CHECKED 4 DBH/RDS SIDE SLOPE AS REQUIRED SHEET 4 OF 4 DISTRICT APPROVED FILE NAME DATE APPROVED L• \PROJECT FILES \07 - 061 \DRAWINGS \07 -061 -C 10SCALE 1 -28 -09 EXISTING ASPHALT SAW CUT EXISTING PAVEMENT (TYP.) CSTC UNLESS OTHERWISE REQUIRED BY THE CITY 95% COMPACTION STD. DETAIL No. 15D King County Water District No. 125 ANGLE METER STOP F.I.P. x METER FLANGE MUELLER H -14286 HDPE METER BOX W/ D.I. READER LID. USE SOLID LID IN TRAFFIC AREAS MIDSTATES PLASTICS (CARSON) WITH MOUSEHOLES, 12" DEEP MODEL BCF 1730 -12XL D.I. LID W/ READER BC173OR 'u- 11�I.�I�II��,J I�I�I fl 111 COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 90' ELBOW F.I.P. x F.I.P. DOUBLE STAINLESS STEEL STRAP SADDLE. SMITH BLAIR OR ROMAC DUCTILE IRON WATERMAIN CLASS 52 An Engineering Services Company Engineering Planning Surveying Consulting I CORP. STOP TAPER BY M.I.P. MUELLER H -9969 OR FORD EQUAL PLOT DATE 06/03/09 PLOT SCALE NTS L: N DRAWN VS COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 90' BRASS ELBOW CLOSE NIPPLE, BRASS DESIGN BS CHECKED DBH/RDS FILE NAME \PROJECT FILES \07 - 061 \DRAWINGS \07 -061 -C 10SCALE 1 -28 R/ W 1 -1/2" & 2" DOMESTIC SERVICE DETAIL MASTER RADIO READ METER (CUBIC FEET) TO BE SUPPLIED BY DISTRICT DISTRICT APPROVED ANGLE DUAL CHECK VALVE METER I FLAN GExF.I. P. MUELLER H -14244 DATE APPROVED -09 • FINISH GRADE PRIVATE COPPER TUBING SERVICE PIPE F.I.P. " " REVISION N0:1 1)08-3 11 2o RECEIVErt OCT 3 0 2009 PERMIT GENIE' STD. DETAIL No. 2 King County Water District No. 125 ( N\ TYPICAL 2" WATER METER NOT TO SCALE D