Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D08-520 - GRAY OFFICE BUILDING - FOUNDATION. WINDOWS AND PUBLIC WORKS ACTIVITIES
GRAY OFFICE BUILDING 12607 EAST MARGINAL wys D08 -520 Parcel No.: 7345600675 Address: 12607 EAST MARGINAL WY S TUKW Suite No: Tenant: Name: THE OFFICE /GRAY RESIDENCE Address: 12607 EAST MARGINAL WY S , TUKVVILA WA Owner: Name: GRAY LE ROY +MARCI Address: 12607 EAST MARGINAL WAYS , TUKWILA WA 98168 Phone: Contact Person: Name: LEROY GRAY Address: 1760 FERRY AV SW , SEATTLE WA 98116 Phone: 206 660 -8667 Contractor: Name: OWNER AFFIDAVIT - MARCI GRAY Address: Phone: Contractor License No: doc: IBC -10/06 Cityilf 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 DEVELOPMENT PERMIT * * continued on next page ** Permit Number: D08 -520 Issue Date: 05/19/2009 Permit Expires On: 11/15/2009 Expiration Date: DESCRIPTION OF WORK: INSTALL NEW FOUNDATION AND REPLACE WINDOWS PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCL. INFILTRATION TRENCH & DISPERSION, TRAFFIC CONTROL, COMMERCIAL DRIVEWAY, STREET USE, AND WAIVER OF UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. TRAFFIC CONCURRENCY (C09 -006) & TRANSPORTATION IMPACT FEE. Value of Construction: $52,000.00 Fees Collected: $9,309.75 Type of Fire Protection: AUTO FIRE ALARM International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 0022 .4 D08 -520 Printed: 05 -19 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 25 c.y. Fill 150 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: 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 complied with, whether specified herein or not. The granting of this permit does construction or the p ormance Signature: Print Name: doc: IBC -10/06 IAA City oiliTukwila • 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 jal4i Date: resume to give authority to violate or cancel the provisions of any other state or local laws regulating work. I am authorized to sign and obtain this development permit. Permit Number: DO8 -520 Issue Date: 05/19/2009 Permit Expires On: 11/15/2009 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 -520 Printed: 05 -19 -2009 City Mr Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.TukwilaWA.gov Parcel No.: 7345600675 Address: 12607 EAST MARGINAL WY S TUKW Suite No: Tenant: GRAY OFFICE BUILDING PERMIT CONDITIONS Permit Number: D08 -520 Status: ISSUED Applied Date: 12/26/2008 Issue Date: 05/19/2009 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: 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. 7: 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. 8: 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. 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 13: 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. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). doc: Cond-10/06 D08 -520 Printed: 11 -14 -2011 16: Water heaters shall be anchored or strapp o resist horizontal displacement due to earth e motion. Strapping shall be at points within the upper one -third and lo a -third of the water heater's vertical dime A minimum distance of 4- inches shall be maintained above e controls with the strapping. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: 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. 19: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: ** *FIRE DEPARTMENT CONDITIONS * ** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 24: 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) 25: 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) 26: 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) 27: 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) 28: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 29: 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) 30: 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) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 33: 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. 34: Local U.L. central station supervision is required. (City Ordinance #2051) 35: 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) doc: Cond -10106 D08 -520 Printed: 11 -14 -2011 36: Maintain automatic fire detector coveraper N.F.P.A. 72. Addition relocation of walls sets or partitions may require relocating and/or adding automatic fire detectors. 37: 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) 38: 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) 39: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 40: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 41: 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) 42: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (IFC 508.1 thru 508.5.6) 43: Fire hydrant installation requires a Public Works permit. 44: 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. 45: 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) 46: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 47: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 48: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 49: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 50: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 51: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 52: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 53: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. (PW Director has agreed to sign waiver to undergrounding) 54: 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 (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 55: Any material spilled onto any street shall be cleaned up immediately. 56: Prior to any work in the right -of -way, a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured) shall be provided to the Public Works Department. 57: Prior to any work in the right -of -way, a bond in the amount of 150% x cost of work within the Public right -of -way, made doc: Cond -10/06 D08 -520 Printed: 11 -14 -2011 out to the City of Tukwila for possible prope p amages caused by activities shall be submit t the Public Works Department. 58: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. 59: 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. 60: The Land Altering Permit Fee is based upon an estimated 25 cubic yards of cut and 150 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 61: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 62: 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. 63: Driveway shall comply with City commercial standards. Driveway width shall be 25 minimum and 35' maximum. Slope shall be a maximum of 15 %. 64: Project shall comply with the geotechnical report/evaluation by (CEO) Creative Engineering Options, Inc., dated December 16, 2008, and subsequent geotechnical reports. 65: PAVEMENT MITIGATION FEE MAY APPLY TO THIS PERMIT, TO BE DETERMINED IN THE FIELD DURING CONSTRUCTION. 66: * ** PLANNING DIVISION CONDITIONS * ** 67: The proposed project requires that parking be located on an adjacent lot. Parking is an accessory use and in order for parking to be permitted on the adjacent use, the two lots must be combined via a lot consolidation application. Prior to final approval, the applicant shall have approved by the City of Tukwila and recording with King County a lot consolidation application. 68: The project will impact the buffer of a type II stream. City Code requires that a 100 foot buffer with a 15 foot setback be maintained from all type II streams. The applicant has requested and has pending a buffer reduction request (L09 -011) to reduce the buffer width. Prior to final approval of this building permit, the applicant shall have completed the planting plan and required mitigation associated with L09 -011. 69: The installation of parking requires the construction of several landscaped areas. The applicant's site plan has identified the location of these planting areas; however no vegetation species are called out. Prior to final approval the applicant shall provide a planting plan which shall be reviewed and approved by the City. The plantings called out in the approved planting plan shall be installed prior to final approval of the building permit. 70: Amend soils prior to planting with by tilling in 3 -4 inches deep of Grove compost or equal. Remove all wire or string binding on B &B plants and remove top 2/3 of burlap. Loosen roots of containerized plants prior to planting. All plants to be planted so soil surface is at the top of the root ball. No roots shall extend above the soil surface. Bark mulch that is applied must be kept 2 -3 inches away from trunks of plants. doc: Cond -10 /06 * *continued on next page ** D08 -520 Printed: 11 -14 -2011 • • 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. Signature: doc: Cond -10/06 Print Name: ) ( A E L GO)Y 008 -520 Printed: 11 -14 -2011 Parcel No.: 7345600675 Address: Suite No: Tenant: 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: / /wtitiw.ci.tukwila.wa.us 12607 EAST MARGINAL WY S TUKW THE OFFICE /GRAY RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -520 ISSUED 12/26/2008 05/19/2009 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: 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. 7: 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. 8: 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. 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 13: 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. 14: 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. doc: Cond -10/06 D08 -520 Printed: 05 -19 -2009 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 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 16: 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. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 18: 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. 19: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: ** *FIRE DEPARTMENT CONDITIONS * ** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 24: 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) 25: 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) 26: 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) 27: 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) 28: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) D08 -520 Printed: 05 -19 -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 29: 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) 30: 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) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 33: 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. 34: Local U.L. central station supervision is required. (City Ordinance #2051) 35: 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) 36: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 37: 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) 38: 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) 39: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 40: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 41: 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) 42: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (IFC 508.1 thru 508.5.6) 43: Fire hydrant installation requires a Public Works permit. 44: 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. 45: 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 doc: Cond -10/06 D08 -520 Printed: 05 -19 -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 minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 46: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 47: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 48: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 49: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 50: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 51: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 52: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 53: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. (PW Director has agreed to sign waiver to undergrounding) 54: 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 (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 55: Any material spilled onto any street shall be cleaned up immediately. 56: Prior to any work in the right -of -way, a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured) shall be provided to the Public Works Department. 57: Prior to any work in the right -of -way, a bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities shall be submitted at the Public Works Department. 58: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. 59: 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. 60: The Land Altering Permit Fee is based upon an estimated 25 cubic yards of cut and 150 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 61: 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. 62: 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. doc: Cond -10/06 D08 -520 Printed: 05 -19 -2009 66: * ** PLANNING DIVISION CONDITIONS * ** 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 63: Driveway shall comply with City commercial standards. Driveway width shall be 25' minimum and 35' maximum. Slope shall be a maximum of 15 %. 64: Project shall comply with the geotechnical report/evaluation by (CEO) Creative Engineering Options, Inc., dated December 16, 2008, and subsequent geotechnical reports. 65: PAVEMENT MITIGATION FEE MAY APPLY TO THIS PERMIT, TO BE DETERMINED IN THE FIELD DURING CONSTRUCTION. 67: The proposed project requires that parking be located on an adjacent lot. Parking is an accessory use and in order for parking to be permitted on the adjacent use, the two lots must be combined via a lot consolidation application. Prior to final approval, the applicant shall have approved by the City of Tukwila and recording with King County a lot consolidation application. 68: The project will impact the buffer of a type II stream. City Code requires that a 100 foot buffer with a 15 foot setback be maintained from all type II streams. The applicant has requested and has pending a buffer reduction request (L09 -011) to reduce the buffer width. Prior to final approval of this building permit, the applicant shall have completed the planting plan and required mitigation associated with L09 -011. 69: The installation of parking requires the construction of several landscaped areas. The applicant's site plan has identified the location of these planting areas; however no vegetation species are called out. Prior to final approval the applicant shall provide a planting plan which shall be reviewed and approved by the City. The plantings called out in the approved planting plan shall be installed prior to final approval of the building permit. * *continued on next page ** D08 -520 Printed: 05 -19 -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 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 construction or the performance of work. Signature: i/ � L Date: ?" ` Print Name: 1 / /� 5 doc: Cond -10/06 D08 -520 ordinances governing or local laws regulating Printed: 05 -19 -2009 Ov SITE LOCATION 4 Tenant Name: 1 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.luAlvila.wa.us 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 ** Property Owners Name: L CEO C� R 1 Mailing Address: f / �Gl / Name: p ‘--t re- / Mailing Address: /760 'p' E -Mail Address: Company Name: Mailing Address: 5c0 V612_ Building Permit No. P n 9 ` yD Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) King Co Assessor's Tax No.: X74 aE%0 Site Address: 12Lo 7 Qiisr /MA i2 l (eiJfL b/4/ Set Suite Number: Floor: S5- City New Tenant: ❑ Yes K.. No wA-- 2e//4 State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Day Telephone: 206 ti60 egt (t eierr Vk 9 �ww City %` / 53/ ` 9/ Zip Fax Number: ` GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) State Zip C City Contact Person: J/�71/L( 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: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Q:\Applications\Forns- Applications On Line U-2006 - Permit Application.doc Revised: 9 -2006 bh State Zip Page 1 of 6 • Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor rd Floor 3r Floori Floors thru 1 Basement . Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered' Deck i Uncovered Deck BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation Project (contractor's bid price): $ • Scope of Work (please provide detailed information): Will there be new rack storage? ❑ Yes Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain- FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers Department. Q:\ApplicationsWrnms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9-2006 bh • Automatic Fire Alarm Existing Building Valuation: $ /i9, / A M ❑.. No If yes, a separate permit and plan submittal will be required. ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes If ' attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Sa SEPTIC SYSTEM 1�1 No ata Sheets. ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Page 2 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. BUILDING Signature: Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. AUTHORIZED A Print Name: (� Mailing Address: ( l (O C Date Application Expires: oUl Z(.17 l o Date Application Accepted: Q: ApplicationsWonns- Applications On Line \3-2006 - Permit Application.doc Revised: 9 -2006 bh City 1 D-DL - 09 Day Telephony. d " 4 s Zip Staff Initials: Page 6 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 ✓ 101 41,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 1 h ag..A Y dls'i PERMIT # .15 6 8 — /240 /2(e a9 E. MARGINAL 1uc}Y Sowni If you do not provide contractor bids or an engineers estimate with yo permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: RECEIVED Mobilization CITY OF TUKW LA Erosion prevention 40000 0 APR 22 2009 Water /Sewer /Sur ater /,200 ►o0 Road/Parking/Access /C? 04a .Oe PERMIT CENTER A. Total Improvements � $ / a $x',09 - $9-66 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 25 cubic yards Enter total fill volume 15o cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. zcf 94 ' $ - --9:6O (4) GRADING Plan Review and Permit Fees TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION ( + +5) $$S2 X99-- The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 1 CORRECTION LTR# QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 - 1,000 _ $37.00 for e 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for l 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50____ _ 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) 7. Pavement Mitigation Fee ( 1 ? Cpl b t b & I J $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2009 2 $ Z,9 egg_ (6) $ S-1- - (8) ATER METER FEE Permane and Water Only Meters Size (inches) Installation . . scade Water Alliance RCFC 01.0 009 — 12.31.200' Total Fee 0.75 $600 ..005 $6,605 1 $1100 $15,0 ► .50 $16,112.50 1.5 $2400 '• 1,02 $32,425 2 $2800 $48,040 $50,840 3 $4400 $96,080 $100,480 4 $7800 $150, 125 $157,925 6 $12500 $300,250 $312,750 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES Total A through E $ (9) A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D Allentown/Foster Point 2 Water (Ordinance 2177) $ E. Allentown/Foster Point 2 Sewer (Ordinance 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H . Transportation Mitigation $ ( I. Other Fees $ � � ( 4( Le A through G t $- �i &NW cbocuiti wa Igo .E DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two ins tion visits per required inspection. Additional inspections (visi attributable to the Permittee' ction or inaction shall be charged $60.00 per inspectio Approved 09.25.02 Last Revised Jan. 2009 0.75" 2.5" $300 $1,000 Temporary Meter 3 o ion clev Parcel No.: Address: Suite No: Applicant: Receipt No.: RI 1 -02474 Initials: User ID: Payee: doc: Receiot - 06 JEM 1165 Payment Check Authorization No. 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov 7345600675 12607 EAST MARGINAL WY S TUKW GRAY OFFICE BUILDING LEROY & MARCI GRAY TRANSACTION LIST: Type Method Descriptio 19108 ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - RES 000.345.830 RECEIPT Amount 60.00 Total: $60.00 e Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 11/14/2011 10:23 AM Balance: $0.00 Current Pmts 60.00 D08 -520 ISSUED 12/26/2008 05/19/2009 Printed: 11 -14 -2011 Parcel No.: Address: Suite No: Applicant: Receipt No.: R09 - 01673 Initials: User ID: Payee: TRANSACTION LIST: Type Method Descriptio doc: Receiot -06 7345600675 12607 EAST MARGINAL WY S TUKW THE OFFICE /GRAY RESIDENCE BLH ADMIN MARCI GRAY Payment Credit Crd VISA - Authorization No. 02503C 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 Amount ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - RES 000.345.830 RECEIPT 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 10/23/2009 01:24 PM Balance: $0.00 Current Pmts 60.00 D08 -520 ISSUED 12/26/2008 05/19/2009 PAYMENT RECEIVED Printed: 10 -23 -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 Parcel No.: 7345600675 Permit Number: D08 -520 Address: 12607 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 12/26/2008 Applicant: THE OFFICE /GRAY RESIDENCE Issue Date: Receipt No.: R09 - 00605 Initials: JEM Payment Date: 04/22/2009 11:15 AM User ID: 1165 Balance: $0.00 Payee: LEROY GRAY CONSTRUCTION TRANSACTION LIST: Type Method Descriptio Amount Payment Check 17524 7,911.00 Authorization No. ACCOUNT ITEM LIST: Description PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW TRAFFIC MITIGATION FEES 000/322.100 000/342.400 000/345.830 000/342.400 000/345.830 104.367.120 RECEIPT Account Code Current Pmts 250.00 54.50 37.00 295.00 295.00 6,979.50 Total: $7,911.00 Payment Amount: $7,911.00 PAYMENT RECEIVED doc: Receipt -06 Printed: 04 -22 -2009 RECEIPT NO: R08 -03974 Initials: JEM Payment Date: 12/26/2008 User ID: 1165 Total Payment: 1,638.38 Payee: WAMU SET ID: S000001151 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount D08 -519 239.63 D08 -520 1,398.75 TOTAL: 239.63 TRANSACTION LIST: Type Method Description Amount Payment Check 9002587 1,638.38 TOTAL: 1,638.38 ACCOUNT ITEM LIST: Description BUILDING - NONRES BUILDING - RES PLAN CHECK - NONRES PLAN CHECK - RES STATE BUILDING SURCHARGE 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 SET RECEIPT Account Code Current Pmts 000/322.100 142.50 000/322.100 845.00 000/345.830 92.63 000/345.830 549.25 000/386.904 9.00 TOTAL: 1,638.38 0739 12/26 9707 TOTAL 1638.38 Project: r�1 dl's;(� : �c5:�16 Type of Inspection: f .CAI 8,): \ [�O,''t6 A ress: ,214'07 E.. A44.6:AA Date Called: Special Instructions: kc G c-- 'e pAIKA - JP A A Date Wanted:. 12--2-X (( m P - m. R equester: Phone No: 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 V- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 PERMIT NO. Approved per applicable codes. Lj Corrections required prior to approval. COMMENTS: <}3kplP'rP Inspe or: G 'Date:, � ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. : ,,, - _ -.emu ,Az - - Project: , P '62 G- ru j of Inspection: or s r Address: 1.2 tool E - ih a rg+ / U)415 Date Called: 1 - j— Special Instructions: Date a.m. I a'' a OZ o I i p.m. Requester: L e rD G -ca�_. Phone No: e?- 06 5a( INSPECTION NO. INSPECTION RECORD Retain a copy with permit 08 -5,1) 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: Inspector r $60.00 REINSPECTION FEE REQUIR . P Date: El rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: !Date: Projec Type of Ins ction: Address: / 7_6 0 – 7 , E :/J 4.r6 l Date Called: 4.L.._ �. Special Instructions: / Date Wanted ` a.m. Requester: Phone No: 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Insp ctor: 4 . fl (? k -S240 INSPECTION RECORD Retain a copy with permit INSPECTION NO.t PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. Date: -- (o — ( ( n REINSPECTION FEE R EQUI ED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C am( COMMENTS: A • u - .r • _ u •L - /VM• y WR- V ...r�_� .-. . Project Type of Inspe fion: Addreess: 1 , ,1 1. Da Called: Special Instructions: / . late Wanted: IZ a.m. Requester: Phone No: Approved per applicable codes. oz 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 \e" Corrections required prior to approval. COMMENTS: ❑ REINSPECTION FEE REQUIRED; Pr o next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: pe of spection: ii ' L kicesc' 7 JA-04-1( , tc M(J be 2� ) (3 a . D ate al ed: C A4 e.. 0 . If. s efr S ciai Instructions: r� B 4 s A r e I Cp r � ' j b� v l � i1 7 / i 6 U ` �� Phone o (- reS7` - ''do rt , ) . Kia_& p 5i ± ii Atrb-1 I,. °)� t (te e r: • 16 r: . -,e 1-1 - y . - OPPA Y Tip ?< <C ee17-6 ‘a 1 - rd .i.Art rtzt. r `. f - rt P r I r. _ rrl``r"P..� ,, jj re & f e tuPke Proje (or 5 '- � pe of spection: Address: D ate al ed: S ciai Instructions: r� B 4 s A r e I Cp r � ' j b� v l � i1 7 / i 6 U ` �� Phone o (- reS7` - ''do rt , Date Wanted: r -ter � a.m. �"" . t (te e r: No: ,,/� 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 El AP - pro - pproved per applicable codes. .Iln pector: INSPECTION RECORD 008° —S2Z orrections required prior to approval. f (Date: rZ *--"f 0* ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • Proj ct: \ Type o ns ecti n: Ad re : 12.- (0 d t- d1 ' Dat Called: Special Instructions: • - ate Wanted: / 0 �] a.m. l -43' p: r�ir Requester: Phone No: r/ f • r • G INSPECTION RECORD 4 Retain a copy with permit INSPECTIO N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 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. 42 COMMENTS: iCses5 livid 0 /' A ri REINS CTION FEE REQUIRED. Prior 9 next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Project: 7 4 - O •e, G,?,1e / 4 Type of Inspection: P ao1 Shys / Address: /oZ r'7 c`' frviR mtl i Date Called: Special Instructions: yS w7& of � � S Y j ' I J �l Date Wanted:. a S— / p- R eque " ster: Phone No: 206- 55'7 -- 9 2 O INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION boR -sza PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r Instlector: 6A5b Date 2 4 ( 0 ri $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: c�C e/ hi' o A( Type of Inspection 2d Of c-e, yAiu -i Address: . 12(00`] fr. A,1Aj-^ DateCalled)m.ffl F.t r-,.7:.! Special Instructions: OM t o (,;-: ,,, ? • / Date Wanted: 3 s - (0 J a . m' p.n% Requester: Phone No: 2.0G - 5.5( - g 250 1:(0 INSPECTION RECORD Retain a copy with permit pog -52d PERMIT NO. INSPECTION N 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: S - (I n epl � p`c.'le d i( A)/ i J +Y 7 Inspect r: Date: 3 Il $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: D/) COMMENTS: v V- 6 6kiZ,/k k-- - 71) i(A ( /Tr 6 c.t= -- a :./-1-- - 4-744 - e , 6f-- ? pn li p ;(7- -- J1( Address: 1 Z 0 s`2e_. k_ l N 0 4 c „c1 J� r /1 r �4 .)r �...�- -- ;z/, Ad P /v,.� •;Ai L,S) A f 6 ` s --\ per iJri Date Wanted: Project: (r� C e - 61 A �{ � Y Type t P r - 41 k- f - ; Address: 1 Z 0 . AA /1.1 4: DBYe Called: A --\ Special Instructions: Date Wanted: /' '�s19 "(U am p . . m Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -360 Approved per applicable codes. Corrections required prior to approval. Insp= tor: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: / ( 0 Receipt No.: 'Date: Project; 2e.'de ,) , (4117 s Type of Ins ection: ) IJT . J ((e'er .{ lit, Address , 1 Z�0' V. ,MA.1i Date Called: Special Instructions: k CF' -,meter r•IeL A 7� 3� ` S'1"(" : .� J Date Wanted: 2 - a�yr e - 10 p.m. Requester: Phone No: / —.5S) ' 92-00 -1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3(7 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: r t_r- e 1 C r InsD 'ector: Date: _ Z C 0 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: Project:. ' a Re S: eke A 4F ce- Type of Inspection: lR i A.L.L. StkPG . , i kray Address: J! 1 7.4) n c,. �/�J, i Date Called: - Special Instructions: / Date Wanted: 1 -7(0- (J a. p.m. Requester: Phone No: 7,0 -55r © Do &-52a 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 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: ❑ $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,_ , 6 eQ ( tAr d r Type of Inspection: ,, 6t . A Address: Date Called: Special Instructions: 7 Date Wanted: .. am 2- 24,„ --1 o p.m. Requester: Phone No: 7.a( —' 51 —6123-0 +V- 008 -520 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 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: f -' fe.cArk r v f Inspector: „k Date: 0 $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: aloof /14, Typ nspection: r ' i Address: Date Called: Special Instructio s: / Wanted: Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION it- 6 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 litt Corrections required prior to approval. %e ,,ot COMMENTS: / p- A 2 \ Aid C i P A I I ' . L M i 5/Zt d∎3 3 54:20* 4'4 d ; x`51 , t q--4 d [_F�" 5! 7 IA 1 ,6 1 A /711 Pia/h/ d Re e ❑ Approved per applicable codes. ri $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 Inspec 5 ke.+�.r K ---� J (. ,� g l� e A cD K 1 t 16 - ,r ' ` DY 2 ____ . g kJ e r A tia ,l a v t Z --) ei OA ` i- -`- t-p p A- -, tL :AS e e q jk 1, f a An . n. --r■ -s p e t i ■ ∎∎ Q A Phone No: �] ?.o Co — (,i 0 ' �( 60 I 1 . _ 7 A Project: J F A Lei. C / � n ��� Type of Inspec 5 ke.+�.r Address: / y Date Called: Special Instructions _ 0 3911 5 0 t/ Date Wanted: ` a.m I Z— I p.m. [(—o9 Requester: Phone No: �] ?.o Co — (,i 0 ' �( 60 I Approved per applicable codes. nsp'ctor: INSPECTION RECORD Retain a copy with permit Dog °525 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 1Date: O � CJ El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. j Receipt No.: 'Date: Project: ��y�� �/ ' Type of 4 IInn , spection: // 44 Address: /2_k 7 ' . Date Called: Special Instructions: Date Wanted: Requester C Phone No: / 7 INSPECTION RECORD Retain a copy with permit INSPEe7"ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: 4p •amp -- r>�it+9i p / cAr Approved per applicable codes. Corrections required prior to approval. $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: u.� COMMENTS: . • .4 ( e 7E � .5 7Y\ bl,1s y i L) t I „el, 4 < < y .L1 /I-s e--3/7 Ae —iAr ,n5r kir... -I Fni,A eeve err` F e_A-7' `.'' 3 AS . GOnTT0 (1 t.JAAls !-» (1T 1 r - b A-r G- v g f J ell iv f .a-rt k (-& 4 4'i 10 lc . 1 4 ) in) J ✓t L -JA(( r 4 eAt C (A-u i y /A-, "3 ; f A.., 0/0 .� 4.Q - ? p.m. pAs:d2 , / i t) ) `Jli 1) J LA r A r-7 e,r ..:.fir , / e G- , -0 oT, . -dn A U at i Zit) u Ab,' f" n/ of 7 ti 4.-6/07 Project: 72/ 0/ ety Type of Inspecti Address: / z (,&6-7 /yj,(AQ(0V4/ Date Called: Special Instructions: Date Wanted: /' /f /OY - ? p.m. Requester: Phone No: , -Goo — dzW 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION :SU PERMIT NO. �L 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. Insp(Etor: Date: 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 r� t J pi-" F7 fiik, S ea '1 i l 11'ek1 nn i1 Pew Ar . t eT"M :A t°J .:7 a e. q 0 r J `s ! 4,n For nit :,' SP.i--zr - i� a /fl ,1 e S P l T /( 'it` ` J rt o sl l r ).,.) /2__)‹ ( a:s . - Ifnive A- J , '1 7 ,i eT f a 1,-1. e'er SO A-- S: ,, Special Instructions: / Date Wantedq 2 6 — Q9 1 (--ar ((,,Jr 1 .)A-1A) * c...JA -t( < 3 AJJ ,, ,-9 e_T U ).-■-`:1P LJ keit, e/ N"ektterf SLt a 4,g 1,P I P. ∎A Mei U}:A -� Js b , e elAce. HMIs /e ,, t s:, i1`J 1,J•`(t h e 4 3 AV Srr -�. "( w;(( Ste) A , L S , �X+ 9c (alei /r ,,.,`i eJ 4 A Project: ke 6(6e /CIA( re'°I' Type of Inspectipn: £ ri Q • `t f Address: i7 (0o7 6, M j.i &J Date Called: 1 Special Instructions: / Date Wantedq 2 6 — Q9 1 a . p.m. Requester: Phone No: Approved per applicable codes. 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 -36 Co rrections required prior to approval. �• Inspec Date: ��Z� t '. /a ❑ $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: A ::t Project: n� &r1&q O I C,& 1Id Type o Ins ec Ii �i P't.dc.I Address: ('3401 �1-W.S - __ Date Called: 11 I I 1 . ,r.-. Special Instructions: Date Wanted: 1 1 / u P.m. Requester: Phone No: :��`7'�� •q•.�ty; err �arvy sr.�[s �-� ss�tiaa�^ 7 r- = .i 7. r � J INSPECTION NO. Ej Approved per applicable codes. INSPECTION RECORD Retain a copy with permit DOS -C 20 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. COMMENTS: FrviG (e . F;m1P C (ii ted Inspector: vs Date: j 1 12- /f REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.• • PERMIT NO. • 4 • • : Projecy ,• Qs deir"l° Type of Inspection: Cc b4-S , 114 Address: Y ►a6o1_ £mom Date Called: r s (0 jr r Special Instructions: Date Want e 3 I Om: Reques er: — Phone No: Approved per applicable codes. 'Inspector: 25 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 Corrections required prior to approval. COMMENTS: S idettArg ec4fti f e etr c i+y Aloha itiliaffeel per al thartdars(5 t n (IXA r 'Date 1 / n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • S COMMENTS: \4 Ss c \ -2. a x0s. — Sc)�.J'� v� . Address: i2 -4001' 6 vv. 1,...) C c -‘, -- De...K 5 .:.. A \ { cLi . . \ ,,,,,t--9.--- re�t.�-t &. 6-7,a40) SS I -52SU Date Wante : `� , Q -. a.m. m ' . ✓il ve kir y 10(A ia,1 S Ok , ho e4.ji u-P,- ffxCAVr, -T(on D4- Px(541/ 11)■11 be Ve,� t'- pct ke -Il-() 4-lit flex-+- ti- eAre -s e No: v > P_xta, sron 1 - J(9,nt. Project: Type of Inspection: . Address: i2 -4001' 6 vv. 1,...) Date Called: 1-2.- �klo\k0 _ Special Instructions: �{, 1- pp C �t�BC.� ---.. 'j" 1 �� 01 u LvL �:..` off- z - �} n t . 0 . 4 �(,.,ph �„� � "_ _ Date Wante : `� , Q -. a.m. m ' . Requester: _ Ve,� t'- e No: v > S 1 - e"� LA .: .: INSPECTION NO. I, Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Dc? -sav PERMIT NO. (206)431 -3670 �� •rr ❑ Corrections required prior to ap proval: . ' e • Inspector: DS Date: I2- / ri $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: ' ► 'M *M s y'Yadi f •4Aov..,2irgr . ?-orr.,'i&r.Awtk. ' vetesdrk COMMENTS: Type of Inspection: Address: 12( ,,4 L Date Called: 049lbo DcwviSpot - 114 S4uR "o r & Approve,,► S . Deed so(u sh jot o4, 19 love c lute_ P.W. 'tvia< rat\ le Requester 0t°r i n 17/1,4 Phone No No: 5s/ - 9 , 5 0 1 Pro'ect: a+ ( e Are qffe'S Id Type of Inspection: Address: 12( ,,4 L Date Called: 049lbo Special Instructions: (AV Date Wanted: °otld4/ /0 a.rn. P.m. Requester 0t°r i n Phone No No: 5s/ - 9 , 5 0 Approved per applicable codes. INSPECTION RECORD Retain a cop with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: Date: ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r eceipt No.: Date: Project: c-C:c_e y Type of Inspection.: Monitor: Address Suite #: / 4 ) * 6`f-7 L m LJ C Person: r y Special Instructions: Phone No. .J 2 0 - x .60 - 8 6 67 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 K Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: Inspector: P`'^-\ Date: 2/3 // 1 Hrs.. . $80.00 REINSPECTION 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 PERMIT NUMBERS Corrections required prior to approval. T.F.D. Form F.P. 113 floe Project: Gray OFC'ce_ 13r4 0A-"5 Type of Inspection: U Address: 124 oo Suite #: S G '' if. S. Contact Person: Special Instructions: Permits: Phone No.: Z. 6 :46 - SSJ - 5'2 S � Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: • t". s' .._z!` ^::TF�C�', .JX :?4,wMit_E'- 3'•1°L�'a tA4-7 •?9: ^ A CIS•7.'. ! K', r: ;1L�.4h1�, =.:?t�ti•S ��'h1:eC•.gc.a. xiL:. INSPECTION NUMBER - INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 - 206- 575 -4407 • ri Approved per applicable codes. Corrections required prior to approval. COMMENTS: A/© 5A s - - 94)6 Abe. ,q. , r7 4 - � - �►,� 1 Jz _ CAWEO 2-557- anol 1 eA-- 4_. h1 te:L. (1 - 1144, L �' ✓ n.N** Ale 6 -i?.d S - P loc ,'J,e its -� Insp'e`ctor: Pill S3 I Date: 11 e.4) 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 Project: - e. 64- sy. ce / 6-v4i Type of Inspection: Fire Alarm: Add*: &GO - 7 Suite' #: C. pi oNic2p‘to v., ( 1,...4 5 Contact Person: 1--Aro Permits: Special Instructions: Phone No.: %- (- — V e 6 7 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: Permits: Occupancy Type: el'emt;rd4A MN:b. - 10Arit.3/426. ne r • INSPE ON RECORD Retain a copy with permit • . N__E5_- 3 c 0 INSPECTION NUMBER . PERMIT NUMBERS . I CIT OETUKWILA FIRE DEPARTMENti . 444 Andover Park East lukilt la Wa. 98188 . f06-575-4407 .: 111 Approved per applicable codes. I • I/Corrections required prior to approval. COMMENTS: • 3 1 C 42-4424 11 3 C 'JAC N 1 4all d etiNa-/. .rtar "-J Ot Date: /2_ /e) Hrs.: [fl $80M0 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Departm,nt. Call to schedule a reinspection. %NOM/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 • . • ProjOct: Cyr A C • iYquh Type of Inspection: Fire 'Alarm: Address: 0 6 Suite #: 6. Isiietio ylwbekt . Contact Person: ..: Special Instructions: Mittielo, Phone No.: Pre-Fire: Needs Shift Inspection: Sprinklers: Fire 'Alarm: .s..t9 S Hood & Duct: 0 Monitor: Mittielo, C,2A/4e..r Pre-Fire: A) Permits: Ai Occupancy Type: E3 ... - -4 ' 7 34 , Tr:A., 44z • 1 r-T,444 4-44 44x, • INSPECTION NUMBER Andover Park East, Tukwila, Wa. 98188 206-575-4407 Approved per applicable codes. COMMENTS: -rict - OK. 1( )i)i) 1 / 1 1 . be_ - InspectOr: Date: AVZ i p(p 1 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT o9- C- PERMIT NUMBERS Corrections required prior to approval. , r+ 1 '.N 4 .4. , 1/13/06 T.F.D. Form F.P. 113 It . • - ... - • Ai_ _ A firm practicing in the geosciences October 5, 2009 Mr. Dave Stein c/o Mr. Leroy Gray 1760 Ferry Avenue S.W. Seattle, Washington 98116 Subject: Reference; Dear Mr. Stein: Introduction Creative Engineering Field Construction Observations ptionS INC. f)Dr- Sc) Geotechnical Evaluation Foundation Subgrade Condition Basement Level Addition 12607 East Marginal Way Tukwila, Washington Geotechnical Engineering Study Report by CEO, Inc., dates 12- 16 -08. 08- 2870 -1 As requested, our representative visited the subject site this morning, Monday October 5, 2009, to conduct a brief evaluation of the general competency of the proposed basement addition's excavated foundation subgrade. At the time of our visit the residentia! portion [upper stories] of the structure had already been disconnected from the original foundation system, and had been elevated and re- supported on a series of stacked -in -place timber cribbing. The timber cribbing was being supported on the old basement level concrete floor slab. The original footings had been demolished and removed to expose the underlying soil. The following paragraphs provide a brief summarization of our field observations and our professional opinion regarding the subgrade condition. At the time of our field visit we noted that the contractor had already overexcavated and removed between about two to two and one half feet, or more, of the original soil from along the southern and eastern foundation alignments. Excavation along the northern footing alignment was underway. This excavation has been dug down into a typically 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • FAX (425) 867 -9664 • www.ceogeo.org v Geotechnical Construction Services Report 08 2870 - 1 12607 East Marginal Way - Basement Addition October 5, 2009 Page 2 gray -brown to blue -gray, moist, medium stiff to stiff, fine sandy silt material which we classified by the Unified Soil Classification System as a ML. From our visual observations this excavated subgrade soil appears to be reasonably firm and competent in -situ. Our representative also probed along the excavated foundation alignment with a small diameter [3/8 -inch] steel rod using his full body weight of about one hundred and seventy - five (175) pounds. This combination generates an allowable bearing pressure at the tip of the rod of roughly two thousand seven hundred and eighty (2,780) psf. We recorded rod penetrations of between approximately one inch and six inches. Based on the above, and our experience, it is our professional opinion that these rod penetrations are indicative of an exposed subgrade soil that is capable of developing in excess of one thousand five hundred (1,500) psf in allowable soil bearing capacity [a parameter that incorporates a 3.0 design factor of safety]. This meets the original project design specifications. In addition, the subgrade's condition is also being enhanced by the placement of between about six and twelve (12) inches of crushed rock material which is being firmly compacted -in -place with between three and four passes of a heavy Wacker vibratory steel plate compactor. [One pass is considered to be a passage of the compactor in both directions, forwards and backwards, over the same strip of subgrade.] This is "forces" the crushed rock down into the subgrade soil to help generate a load supporting "bridge" at the design subgrade elevation. We were only able to record rod penetrations of between about one half inch and one inch in this compacted rock material. This magnitude of rod penetration is considered to be indicative of a subgrade capable of developing well in excess of two thousand (2,000) psf in allowable soil bearing capacity. In our professional opinion this treatment is being performed in general accordance with the original project recommendations presented in the above - referenced geotechnical report. Based on the above it is also our professional opinion that the new building basement level foundation subgrade have been suitably treated and prepared and are capable of supporting the full post reconstruction building load. In addition to the above, the new basement wall foundation is slightly more than 4' - 10" in width. This is approximately 3' - 4" wider than the originally recommended eighteen (18) inch wide perimeter footings recommended in our above - referenced geotechnical report. This means that the original estimated maximum building Toad of two thousand two hundred and fifty (2,250) pounds per linear foot of new footing will now be distributed over a considerably greater area and, thus, the foundation contact pressure will be substantially reduced. We estimate that the foundation contact pressure will be on the order of about four hundred and seventy (470) pounds per linear foot. Thus, the construction factor of safety is estimated at about 4.7, a significant increase over the more typically anticipated 2.0 construction factor of safety. Geotechnical Construction Services Report 08- 2870 -1 12607 East Marginal Way - Basement Addition October 5, 2009 In summary, the observed excavated foundation subgrade alignment soils appear to be reasonably firm and competent in -situ without remedial treatment. Their condition is being enhanced by the placement and compaction of a minimum six inch thickness of crushed rock which forms a load carrying "bridge" at the subgrade surface. Probing of the subgrade soil indicates that more that sufficient allowable soil bearing capacity is available at the treated foundation subgrade elevation, and the building load related foundation contact pressure has been reduced by the installation of a larger than recommended foundation. This means that a larger than originally estimated factor of safety exists with this design and, thus, the risk of load related settlement is further reduced. Closure We appreciate the opportunity to have been of geotechnical assistance to you in evaluating the foundation subgrade bearing conditions at this site. We trust that the information presented herein is sufficient to resolve any outstanding concerns regarding the adequacy or competency of the basement level foundation subgrade at this site. Our services on this subgrade and allowable soil bearing evaluation phase of the project have been performed, and our opinions and recommendations have been derived, in a manner consistent with that level of skill, care and competency ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No warranty, express or implied, is made. Should you have any questions regarding the content of this letter, or if we can be of any further geotechnical assistance, please call. Very truly yours, CREATIVE ENGI 2C:119 J Ui i:` Glen Mann, P.E. '�� �-'`� President Page 3 gm /08- 2870 -1 Stein -Gray 12607 East Marginal Way Foundation Evaluation Letter /ZipCSD February 12, 2010 Dear Sir: Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same City of Tukwila Attn: Plans Examiner /Building Inspector D g ' Subject: Installation Inspection of Footing Drains, Building Remodel, 12607 East Marginal Way S., Tukwila, WA (PN: 734560 -0675 and -0680) On this date, and on occasional previous incidental visits, this office observed the installation of the footing drain for the above remodeled building. The drains were installed fully along the east, north and south sides of the building, as the building was being raised several feet and new higher concrete basement walls installed. Note that to minimize the earth forces on the new basement walls, large Styrofoam blocks were used as the direct backfill against the higher sections of the new walls. The footing drain was installed below these blocks along the east and south walls, where they were used, and in conventional earth backfill along the north side. The footing drain lines were installed at the correct depth to prevent groundwater entering the basement area. The footing drains consisted of commercially purchased ADS 4" pipe with filter fabric wrap already in place. The pipe was bedded on all sides, and top and bottom, with drain rock. (Engineer's Note: This office prefers that unwrapped perforated PVC pipe surrounded by drain rock, with full exterior filter fabric wrapping, be used for important footing drains. The occasional earlier visits noted the general placement of drain rock and pipe, however detailed observation was not done at those times. The formal visit on this date confirmed, by direct observation of a special excavated portion of the pipe, the placement and nature of the footing drain type as installed. Approved plans did not specify a footing drain type.) The system as installed will function in the intended manner, and no remedial measures are required. A separate inspection letter of the dispersion trench and the connection lines to it from the footing drain leaders was prepared by this office on December 28, 2009. That portion of the footing drain system was also found to have been acceptably installed at that time. Attached are photographs showing the exposed section of the footing drain observed on this date. Thank you for your assistance. Should you have any questions, please feel free to contact this office directly. Bruce S. MacVeigh, P.E. Civil Engineer 'EXPIRES: 4/24/ // y /Z `FS '/D graysitetuk09 /0905 FILTER WRAPPED ADS PERFORATED PIPE (TYPICAL) EXPOSED FOOTING DRAIN ON NORTH SIDE OF BUILDING February 12, 2010 City of Tukwila Attn: Plans Examiner /Building Inspector Subject: Connection of Floor Joists to Steel Beam in Basement Ceiling, Building Remodel, 12607 East Marginal Way S., Tukwila, WA (PN: 734560 -0675 and - 0680) Dear Sir: Attached is a sketch showing the recommended connection of the first floor 2" x 12" joists to the steel beam in the ceiling of the basement. At present, all components are in place, however the joists (part of the original house construction) only rest on top of the steel beam (new construction). The following connection measures will provide a reasonable positive connection of the joists to the steel beam: 1. The joists consist of two shorter lengths overlapping for approximately three feet over the steel beam. Provide positive connection between the two members by placing four 16d nails through both members on each side of the steel beam. 2. At each crossing of the steel beam with a joist (that is, the paired joists), provide one lag screw passing through the top flange of the steel beam and into the joist above. The lag screw should be 1/4" diameter by 2" minimum length, and provided with a washer where the head presses against the bottom of the beam's flange. The lag screw may be on either side of the steel beam, and may be screwed into either of the overlapping joist members. The wood should be pilot drilled to prevent splitting. Should you have any questions, please feel free to contact this office directly. Since e y Bruce S. MacVeigh, P.E. Civil Engineer Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same MIRES: 4/24/ // /2 f'6l3 graysitetuk08 /0905 C 4f.` ri/ ,yes: 4raa ,� / o Z" x /Z" TeV T 1 740 7.9 L /h. d N.4 IL S / 4 6 SIk e v/ W / 1.v Ai-2 (owe PE/Z .74/S7 s-74-L5-L. ; l/? 'srii/6 . ( 0 Z" x /z" J D /ST .JD /ST CDJ�/�/ �' T/D A/ - -_ /Z REVi vE `1fED FOR CODE COMPLIANCE APPROVED NOV 0 9 2011 City of Tukwila BUILDIIgMaai Attn: Community Development . Subject: General Site Landscaping, Building Remodel, 12607 East Marginal Way S., Tukwila, WA (PN: 734560 -0675 and -0680) Dear Sir: Attached is the proposed planting drawing for the several minor landscaped areas shown on previously approved site engineering and building permit plans. Note that the Streambank Buffer Vegetation Documentation and Enhancement information for the rear of the site was prepared and accepted in March of 2010. Since the areas available are small, the plan is simple to allow easy planting, aesthetic appearance, and long term survivability. Planting types proposed: Lawn area - General Shade Grass Mix (plant per supplier's instructions) Vine Maple (acer circinatum) - 1 -1/2 inch caliper (plant per nursery instructions) 3 each Tammy Juniper (juniperous sabina tammariscifolia) - 1 gallon size (plant per nursery instructions) Note: May be placed in area with 4 inches of bark surface material. 15 each Note: Plantings must be watered as required, with special attention through the first year. In the future, plantings may required trimming or other maintenance for appearance, function or survivability. Plants which die must be replaced by the owner with equivalent plantings. Sincerel Bruce S. MacVeigh, P.E. Civil Engineer VOB5 FILE COPY Bruce S. MacVeighri : M Civil Engineer /Small Site Geotechnical 14245 59 Ave. S. Tukwila, WA 98168 Cell: (206) 571 -8794 EXPIRES: 4/241/i 1 October 19, 2011 CORRE�TIOM LTR # . EVISION NO: 1 greysitetukl 1 a /0905 • ECEOVED OCT 19 2011 T General Site Landscaping Building Remodel 12607 East Marginal Way S. Tukwila, WA (PN: 734560 -0675 and -0680) Planting List: Lawn area - General Shade Grass Mix (plant per supplier's instructions) Vine Maple (acer circinatum) - 1 -1/2 inch caliper (plant per nursery instructions) 4 each (4 each required) Tammy Juniper (juniperous sabina tammariscifolia) - 1 gallon size (plant per nursery instructions) Note: May be placed in area with 2 inches of bark surface material. 20 each (17 each required) FILE COPY pr.�.tfi r®. REVIEWED FOR CODE COMPLIANCE APP 1' OVED NOV 0 9 2011 City of Tukwila BUILDING DIVISION RECEIVE OCT 19 2011 rt T FILE COPY WEt7 FOR COMPLIANCE APPROVED EX/ 3 57 75 m c) I Z A/VD SCA PE PL i9 /Y /" = 24 O vi,ve /7A PL E C 4 El 3 p T Y .JUN) PE R l 'a EA.) "IreAUTY 344K" V\ g4 m 0 e ig 4:" "8E/1IJTY BARK" E'Xap` ': ice 71r4 xi‘ %9 ©e7 ' // MacVeigh, P.E. � iv . . gzff&r /Small Site Geotechnical . e t� ,;, 14245 59 Ave. S. . *O• ! 40\ eem Tukwila, WA 98168 to ���cJ) \f ,,::'' Office: (206) 242 -7665 Fax: Same 4 4. ° b <�� ctober 1.6;2009., • V\ City of Tukwila 'Attn:: 'Plans Examiner Subject: Hold,Down Location and Type Identification, Building Remodel, 12607 East Marginal Way S., Tukwila, WA (PN: 734560 -0675 and -0680) Dear Sir: Attached are sketches showing the recommended type and location of hold downs for the above remodel. City BUILDING Formal calculations were not deemed necessary since the basic shear resisting structure of the house are not changing, and the house is a relatively light smaller building. However, the extensive remodel does give a good opportunity to provide the hold down reinforcement while many portions of the exterior walls are open. Note that the "RJ" or "rim joist" type of STHD14 is specified for sections where the thickness of the floor structure must be taken into account. Thank you for your assistance. Should you have any questions, please feel free to contact this office directly. Since Br ce S. MacVeigli, P.E. Civil Engineer 01 arias a /6 d 7 ` C graysitetuk06 /0905 CODE FOR ODE COMPLIANCE APPROVED OCT 2 2 2000 ila cITY O TUK LA OCT 21 2009 PERMIT CENTER RVIIO , 1 t° t i 6 K _ _ �-®-- 1 Old (%vr (JAS 6s—r R2C ' ra,_ .S` X9g H'4&J/Lf, it L Pt774/ L. 5 Z.LrioK.) G — 4/• -• - - • VII• 10 V 1E- vu L--00 K,t G No g f \32 " x Z 4 a MOS MI C S!N sir s�s ovr MMMM 11=10111111111W >• . maw= ii -•_-. iia- • ilE i�lliii1•i/ i ii_i_ iiiMi 1• ..1- y _.__. ..- " .. f . ' . .... SINN amass 2 ■■ ' iiiia - -__ isii ii i..�..{ f. t� E — i- A■L'Je wit 1201 snit SI NN IC 7 Imvttli ,_ 'gym BA tat ::Iri • z 41 I ,vod p . l�oc d,,'5 : S /46e.. 3� " w0 , p b o I P !2" EIS r EXTT (11 a 5w2 AN1; HRA'L SE. c UIP k I q -6 • g v 0 15-7 - 10 6040 • � t, 4 ._ (3) 3Z'X ZZ!' Beam and Header Evaluation Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same 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. Building Remodel 12607 East Marginal Way S. Tukwila, WA (PN: 734560 -0675 and -0680) October 16, 2009 FILE COPY Permit No. b0' Plan review approval Is subject to errors and dons. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved acknowledged: al Field � ,;, .,: �,,��,,� � : � . By Date : 7 J-3 — REVISION N City Of lbkwila BUILDING DIVISIO CODE COMPLIANCE APPROVED OCT 2 2 2009 City k ��'i � wila BUILDING !VISION Cflh .. . .LA OCT 21 2009 PERMIT CENTER WOE& acs /�_ Za a , e7 1C.9 r �' October 16,2009 City of Tukwila Attn: Plans Examiner Dear Sir: Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same Subject: Beam and Header Evaluation, Building Remodel, 12607'East Marginal Way S., Tukwila, WA (PN: 734560 -0675 and -0680) Attached are beam and header calculations for the above- remodel. For reference, elevation drawings are attached showing by number the window headers evaluated. Evaluated are headers for all window openings, two existing second story floor joist sets, two pairs of new first floor beams, one new steel first floor center beam and the header beam for the garage door opening on the north side of the building. In some cases, the existing window headers are found acceptable by inspection, in other words by field inspection of the loading and /or the construction of the existing headers for minor windows do not require formal calculations to verify their adequacy. Thank you for your assistance. Should you have any questions, please feel free to contact this office directly. Bpi . MacVeigh P. Civil Engineer y' �' .� ��"�, graysitetuk05 /0905 &P RRES4/224 // ge;) dl7�CA�s r HEADER AND BEAM SUMMERY 1 ANYTHING IS ACCEPTABLE, INCLUDING FLAT -LAID 2" X 4" 2 DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 3 DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 4 ANYTHING IS ACCEPTABLE, INCLUDING FLAT -LAID 2" X 4" 5 DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 6 DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 7 3 -1/8" X 12" GLULAM, Fb = 2,400 PSI 8 DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 9 DOUBLE 2" X 10" OR 4" X 10 ", HF #2 (MINIMUM) 9A DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 10 DOUBLE 2" X 6" OR 4" X 6 ", HF #2 (MINIMUM) 11 FRONT AND REAR CROSS BEAMS FROM SIDE WALLS TO CENTER STEEL BEAM. TOTAL: 4 EACH 3 -1/8" X 12" GLULAM, Fb = 2,400 PSI NOTE: CONNECTION ANGLES ANY WEIGHT /FT 12 FIRST FLOOR MAIN CENTER BEAM. S 15 X 42.9 STEEL BEAM, Fy = 50 KSI. NOTE: COLUMN IS SAME S -BEAM. NOTE: CONNECTION ANGLES ANY WEIGHT /FT. 13 SECOND FLOOR JOISTS WITH 16 FOOT SPAN OVER OLD KITCHEN AND DINING ROOM. GLUE NEW 2" X 8" BELOW OLD 2" X 6" WITH GLUE TO OLD 2" X 6" AND ADJACENT 2" X 10 ". NOTE: ANY NAILING IS NOT FOR STRENGTH. NAILING IS ONLY TO SECURE REINFORCING MEMBERS UNTIL. GLUE CURES. NOTE: THE ADDITIONAL REINFORCEMENT MAY BE OMITTED FOR TWO FEET AT EACH END OF THE JOIST. 13A SECOND FLOOR JOISTS WITH 12 FOOT SPAN OVER OLD DINING ROOM AND BEDROOM. GLUE NEW 2" X 4" BELOW OLD 2" X 6" WITH GLUE TO OLD 2" X 6" AND ADJACENT 2" X 8 ". NOTE: ANY NAILING IS NOT FOR STRENGTH. NAILING IS ONLY TO SECURE REINFORCING MEMBERS UNTIL GLUE CURES. NOTE: THE ADDITIONAL REINFORCEMENT MAY BE OMITTED FOR TWO FEET AT EACH END OF THE JOIST. 0) -72 c iregigg MMMMM _ 0111• m E4, 111111111. ell mini 4. 1,1111! 11' AWL 1 , ii , . .. • •■■••• 5Y/' • ADE a' v/A) L.0o C-o" bit") F1-00e (,4/ /4/170 cA.) C,4 4 '- c:Po '7 Po 12 0 .e /2 ewLe (I) tkex 40 (2) 32ef634 eS•1 (I) 72 x 60' cf(sNC.0 '1 boc =,..-.,..,.. t.. .." , (1 t • - 1-' t . • — . ;. 1 1 ii -.f j ■1 77.T 1 .1 PP aR_ Putt ea c 1 1 - 4 " x . 264 MAIP FLook_ be 42 1 - i ttiot o bo DR- fi g" _As - legf, - - t Lieg 40 /. 4-- 17-0 li ftiff-V. gmr • V i'EU3 Lo0Y-..tmcn Soar (3 3 2..x ■t3 (.01 GRfsbP_ 96 ft P.A6e boa 4...•■•••■ F CO BI ) ‘ . 1411 1 ALLM q Egs a I mAict Aro Suo2* IY\ 6.11AK 6 5 Pw eke /1 1' t)J5s1" tak L Hiewo 1677944. 571O G Vie Loo e_lo 6 No e:rt-t • r- . , : , . , - . 4 •3L'q . - , )5 t w - – - r c . . e > r 1 W. i A7 I - 9 ,,,,,- 1 4. sTef-e piPc-- Ma •111/: fin PIM NIIII UMW. AMMl at 4 mionommuk 111=NIN MM mmmg somem .' MINIM ir. , ON in r.. ::51111011111■,_ 111111Wgs 21:1111111111111Ma :am o_qm -volt, II ,17011. WE" Mr.r, IMO! ft,.. Mal MN mwslaii••••• IMMINII•tuMeowim me al larAZEMIE IMINITejZINNIONIVIONI alPIMEME 1111M1•11 allow zrzaziarmanaiti ======ma 11111111111,1 • =Marl rag=mILEON M ETZ Int 1.1.1111•1111 Wag P' OPIWINIZONIIIIMER - 101MOIreg A. 4 .t • !NW.. no m•IIIM • fl•■111111 (3) 2 .. zi t/ (0"wool booR mAlc. - EA-sr ExbA 5mi2. fiob HAND 5 61b4D pi'os Gizobe S Z 7 js • V.iu cv • J§, 1 — 0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2009 ( c?d ire/ Z} ( \-4)Do A d0 (fry riolltas- •9:si.Ad0-3 cPsoaoci 2 kA)( 00 (9 e DSO poVr).1.1 lug r /2" A-RIO) 430 L .1— 1.11 ( Pg. 0 1 70 SG b otu\. OFF t.c_.- (pot_y5 A / i o‘loG . 'P\n (PKoPosGr. F CE, AA...at-az:At-a' • .5 PKoposeb S j H S 7 S 2 t STO (PIZ Co FF ND • SE,4LlN4 VTR /A ,E . Weo6i� as REQ a STAEDTLER No. 937 811E Engineers Computation Pad 181 6''L Z/Z A/ • /�ES dam! 7oP 0A' NFL , ►ivALL , ® CZ L. A Pi R s 7 s /N [, A-S7 'V ev 7L' /M 4, , I// L G , - -1 Al= ff 5 7 " A% " Po s 7 © A/ 7�P e.,/= oeA)4 ,DQo lr /1/e'.0 . /4 7 7.4 e°/ ,/ W/ /.c�, / 1) /DE 4 L D (..."■</ S7OZA - P,o J , O S= /SEA/"/ /?E5 O / e NC27C° /-/ //c-/ eD»`/C • Se.q L., �. S L//FA5 /.4/ 1 /6''f/ Li s = 8,e .y /REyT_s o// ‘ 8 Pos 7 - /A/ IN4LL, ® IL UL AM lZc s�'s S- 5 EA M , 0 SEE A/">< 7 Pi �1 b /Z g a )C L( 3 �>GULA/'Is GG C4 Fes•, S// - /5_x 4Z, �J O 60 /es /j . Z s / Zs/ \i‘ _ � X � 0 \_ 7 i° 0,E C61 u o'7 A. O Her, p,c COLUMM d L ofe7 7 s 7fr/ O\‘ SE,4LlN4 VTR /A ,E . Weo6i� as REQ a STAEDTLER No. 937 811E Engineers Computation Pad 181 6''L Z/Z A/ • /�ES dam! 7oP 0A' NFL , ►ivALL , ® CZ L. A Pi R s 7 s /N [, A-S7 'V ev 7L' /M 4, , I// L G , - -1 Al= ff 5 7 " A% " Po s 7 © A/ 7�P e.,/= oeA)4 ,DQo lr /1/e'.0 . /4 7 7.4 e°/ ,/ W/ /.c�, / 1) /DE 4 L D (..."■</ S7OZA - P,o J , O S= /SEA/"/ /?E5 O / e NC27C° /-/ //c-/ eD»`/C • Se.q L., �. S L//FA5 /.4/ 1 /6''f/ Li s = 8,e .y /REyT_s o// ‘ 8 Pos 7 - /A/ IN4LL, ® IL UL AM lZc s�'s S- 5 EA M , 0 SEE A/">< 7 Pi �1 b 6'tv1-.00 f1Nv L E � iv y.€ e 7-/ews O T- -z v L4/ 7v S - - 4- frl , 7e". 70 X 7 ‘ " ' � x 'x 3" /7Aser; t,t7/ 3 E , % " 45 73/Aw -e L 7S • c 7i o A-/ � STAEDTLER ® No. 937 811E Engineer's Computation Pad // EE x 5 % Loi' Q 2 --/ S " C'vLV�M /; S7g lt / fAie Z30 l �s � o x .? o 3G" Z.) X /o " PA \` 01/0 s-7�� c ,fie c;2 o) ze 5-ozb 2" x 1‘" J/ 57 5 , - oAe Z " k 0 " 11/1/20/1._ /t/ /s- I 4/1 ›• /-/ SE 7 62 ti.E ewses .>•:) // „ ( /2 "2491/ 7 2'/f /4 1-1, r7loic elc z 4E/A/41, L. OS / n-a-lire4 /yez.P 5E 7 S • `t / /f /..c /Av 1 ' 7J ' 4 /l. 3°' a r/.- k /ree4e9 ct.J S / 5 . Q vmt La.4 9 s , Le., •mss ' I kciii/V4 a w S 0"/ , y /P` 'Z /" '' - /01 04/ 7 2 BEAM CALCULATIONS DATE: /6 O e 7 ' LOCATION: e< ,2.try Ai $ . / SPAN = L = FEET c MCAP. = GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = 7o PSF LL = 2 s PSF THEREFORE TL = 45 w = TL x width contrib. area = /5 PLF 45 x ? MDES. (UNIF. LOAD) = W X L 6 MDES. (POINT LOAD) = �( - X) s 3a P) xX FT# FT # FT # IN P 2 " BEAM OR JOIST TYPE : , � ° , GRADE: /7 Fb = Ts -0 PSI S = b x d IN = = /G 8 IN3 THEREFORE: M p. = S Fb = IN # /6 G ' < Ts--0 = / X68 IN # = � 5 3 2-- IN # REQUIRED FT # FT # FT # IN# BEAM CALCULATIONS DATE: /6�'e7 'o 9 LOCATION: c,¢.e y �ls s " /= . SPAN = L = Z , 7 ( FEET ( ") /4 /4 X - r z, r ' J n � i 3 2 `kG BEAM OR JOIST TYPE : G ,. GRADE: S = b x d IN = THEREFORE: M p. = S MCAP. = GREATER THAN MDES. THEREFORE OKAY w = TL x width contrib. area = 4 x /4 MDES. (UNIF. LOAD) = _ 67v , 2.5 -2 MDES. (POINT LOAD) = — BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = 2 o PSF LL = z S PSF THEREFORE IL = If�PSF w x L = 7'0 Fb = IN 7° PLF FT # FT # FT # IN # /LxP)xXFT# FT # FT # IN PSI IN# IN IN # REQUIRED " " La v, 0 /5 , osolegePp-7:09-Ett.:7-- BEAM CALCULATIONS DATE: /6 t9 c ? ' 0 9 LOCATION: 6fF SPAN = L = 2,7 FEET Gv o' l2 5-r c'A- a6 50 7 s 7-s S = b x d 1N = THEREFORE: McAP. = S Fb MCAP. = GREATER THAN MDES. THEREFORE OKAY L o -P DL = 2 ° PSF LL = g a PSF THEREFORE TL = 6o PSF MDES. (UNIF. LOAD) = w = TL x width contrib. area = 410 PLF 60 K /G BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same w x L 4g tz,7 MDES. (POINT LOAD) = — X) b , e._ 2'1/4)(6' u BEAM OR JOIST TYPE : 4"X6 U GRADE: � � * F = PSI 1N IN FT # FT # FT # IN xP)xXFT# FT # FT # IN = 3; i3 3 IN # REQUIRED .e093 BEAM CALCULATIONS DATE: /‘ 0c 7 ' LOCATION: 6.-'FS' Jos SPAN = L = ( FEET S= bxd /6.IN THEREFORE: McAP. = S Fb MCAP. GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = Z° PSF LL =z PSF THEREFORE TL = 7S PSF /0/ w = TL x width contrib. area = PLF x43 MDES. (UNIF. LOAD) = w x L FT # x 410 FT# FT # IN # /60 MDES. (POINT LOAD) = BEAM OR JOIST TYPE : GRADE: / 1- /P 141- Fb = 7 51) PSI IN IN = ‘ic 8 IN LxP)xXFT# FT # FT # IN = Z /C ° IN # REQUIRED BEAM CALCULATIONS DATE: /6 D c 7 t° 9 LOCATION: e // y luis .o? s -,w, e 4 .do oi2 SPAN = L= a � dP&- � Cm X 4s 630 (,}.9c(_ (04-0; 7" FEET x Zo 4 /S� = /‘° 2 6 ,L /c (9 o!2 L a4 r,,•- ,(o 4�p /Qor / La , Fie . - 86' - 5 /s .vz. / /, . /t/4 1 L e X 27° DL = PSF THEREFO MDES. (UNIF. LOAD) = MDES. (POINT LOAD) = ((L BEAM OR JOIST TYPE : 3 cvc 'fr , GRADE: 2, 4 c" � „ )0Z ,, S = b x d IN = THEREFORE: MCAP. = S Fb 7s. o d . 2 q° v MCAP. = THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same w = TL x width contrib. area = 427 PLF GREATER THAN MDES. w x = /, 270 = /21 , 9 = O ° IN3 PSF PSF L FT # e/e FT# FT # IN# F = 2 , 4o 0 PSI IN X FT# FT # FT # IN # = /BU oo° IN # = /2 /, 9ZaIN # REQUIRED BEAM CALCULATIONS DATE: /6'©x' w 9 LOCATION ////: �i1-s SPAN = L = FEET DL = PSF LL = PSF THEREFORE TL = PSF TL x width contrib. area = MDES. (UNI . LOAD) = BEAM OR JOIST ' ' E : GRADE: S= bxd /6 ► += THEREFORE: WAR = S Fb MCAP. = GREATER THAN MDES. THEREFORE OKAY 5 - 4 411 4 s /ZI -frn 52 i'� Z 7 741-1_ BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same MDES. (POINT LOAD) _ ((L — X) / L x P) x X FT # FT # FT # = IN w x L Fb IN IN # IN PSI PLF FT # FT # FT # IN IN # REQUIRED BEAM CALCULATIONS DATE: /6 4 7 '0 9 LOCATION: tie, y NC - 9' i S7 /4-2 l�4'2.. SPAN = L = e r FEET BEAM OR JOIST TYPE : S = b x d IN = THEREFORE: f?s MCAP. = S 2 1', 6 e s— (" 4 GREATER THAN Mims. P s r THEREFORE OKAY 33, - 7S - /v /2a 'D Stc7, /1'h."S u MDES. (UNIF. LOAD) = BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same atePo DL= Z PSF LL = 4o PSF THEREFORE TL = ' PSF a w = TL x width contrib. area = e 3 d PLF 25 2 B /Z 35 - ( - 7 w x L FT # �j3o 4. e/8 FT# FT# 20 ; G0� IN# 5Z- D /3 I- )/L x P) x X FT# FT # FT # IN # GRADE: / 2-71C-/412 . F = es PSI IN IN # IN IN # REQUIRED s 63 � 28 /N 2 " 2(- 4- 30 c v v rL // 113L, 2' x6 D/ 4" S © r e ' / 9 V g y /,ys®E e 7 fo p'', 4/ o / z, a- 7ces' %s'/ S / 1'7 BEAM CALCULATIONS DATE: / 6 0 e ' 7 ' 0 2 LOCATION: l/ r- y /S7 fLou,e e2oS5 - j3��4'- "c/ E64/2. E.42 SPAN = L = 1'�lcaoZ 6,4 L ✓ 4 1 4 ' ) j THEREFORE: MCAP. _ /7 /4 FEET ci 28 * xieoArr Pu,ets.I /S 6' ` (/Se /E d,2 As & 4 , GovA -sir caste' ( , x- 20 ps"F = /GD A 7 = 4" '' BEAM OR JOIST TYPE : 9 -t GRADE: "x /Z" S = b x d IN = 7$- o0 McAP. = . w = TL x width contrib. area = z 5' PLF 6 D x(7t' +- 19") MDES. (UNIF. LO MDES. (POINT LOAD) = (a- — X) S . F Z, 40 GREATER THAN MDES. THEREFORE OKAY BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = 2 c PSF LL = 'PSF THEREFORE TL = ‘O PSF 24 ®o = 7S,0o w x L = 4io X /g z -e = /2 5 4 7 IN IN = / /v, v ev IN # P F = 2,40' 49 PSI FT # FT # FT # IN # X FT # FT # FT # IN # = (2 (' IN # REQUIRED 47° BEAM CALCULATIONS DATE: /‘. soe 7 '0 9 LOCATION: e5 if/S / 5-7 /1 / SPAN = L = FEET -p / ite 2-1 I A eri,A-e_ o p/A 4# 4 / 0 /P NC. Z0,4,0 7 7 /L , 41. 2,e'' S ePe°' rz 4 , 012 /2 &- .44_5 a5-,i 7 / / / t. ila ,4 4 e Al ) • (AJ / L C /-'t 67: czar 7a 572 A7 6e j e' /91- / "r• BEAM OR JOIST TYPE: GRADE: S = b x d IN = THEREFORE: x MCAP. = MCAP. c 75> o - go / aaa 'Cr THEREFORE OKAY GREATER THAN MoEs. /5 7 MDES. (UNIF. LOAD) = S Fb BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242-7665 Fax: Same DL = 20 PSF LL = 4 PSF THEREFORE TL = 60 PSF w = 11 x width contrib. area = PLF z Z,Ceoc,,QS X‘.0 =/.5 /5 w x L FT # e.9 zse FT # FT # IN # = 5 7 .57 a (} F b 6' °° PSI (J5C 3.0/aocr, PSI me IN # IN # IN # REQUIRED / S /2- N4s $ 8 /A/ 3 , .s : ed aSt..c / X 4 2 , 9 s I 74 X FT # FT # FT # IN # AMERICAN INSTITUTE OF STEEL CONSTRUCTION e S SHAPES Properties for designing Flange W Elastic Properties Area Depth , Thick Thick- Axis X -X Axis Y -Y Designation A d VI►idth ness ness b/ t1 t w I 8 r I S r In.' In. In. In. In. In! In.+ _ In. In! In -+ In. S24><120 35.3 24.00 8.048 1.102 0. 798 3030 252 9.26 84.2 20.9 1.54 X105.9 31.1 24.00 7.875 1.102 0.625 2830 236 9.53 78.2 19.8 1.58 S24)(100 29.4 24.00 7.247 0.871 0.747 2390 199 9.01 47.8 13.2 1.27 X 90 26.5 24.00 7.124 0.871 0.624 2250 187 9.22 44.9 12.6 1.30 X 79.9 23.5 24.00 7.001 0.871 0.501 2110 175 9.47 42.3 12.1 1.34 E120>< 95 27.9 20.00 7.200 0.916 0.800 1610 161 7.60 49.7 13.8 1.33 X 85 25.0 20.00 7.053 0.916 0. 653 1520 152 7.79 46.2 13.1 1.36 S2OX 75 22.1 20.00 6.391 0.789 0.641 1280 128 7.60 29.6 9.28 1.16 X 65.4 19.2 20.00 6.250 0.789 0.500 1180 118 7.84 27.4 8.77 1.19 S 18X 70 20.6 18.00 6.251 0:691 0.711 926 103 6.71 24.1 7.72 1.08 X 54.7 16.1 18.00 6.001 0.691 0.461 804 89.4 7.07 20.8 6.94 1.14 15 5 14.7 15.00 5.640 0.622 0.550 486 . .8 5.75 15.7 5.57 1.03 X 42.9 12.6 15.00 5,501 0.622 0.411 447 9 5.95 14.4 5.23 1.0/ S 12X 50 14.7 12.00 5.477 0.659 0.687 305 50_8 4.55 15.7 5.74 1.03 X 40.8 12.0 12.00 5.252 0.659 0.462 272 X5.4 4.77 13.6 5.16 1.06 S12)< 35 10.3 12.00 5.078 0.544 0.428 229 38.2 4.72 9.87 3.89 0.980 X 31.8 9.35 12.00 5.000 0.544 0.350 218 36.4 4.83 9.36 3.74 1.00 S IOX 35 10.3 10.00 4.944 0.491 0.594 147 29.4 3.78 8.36 3.38 0.901 X 25.4 7.46 10.00 4.661 0.491 0.311 124 24:7 4.07 6.79 2.91 0.954 S 8X 23 6.77 8.00 4.171 0.425 0. 441 64.9 16.2 3.10 4.31 2.07 0.798 X 18.4 5.41 8.00 4.001 0.425 0.271 57.6 14.4 3.26 3.73 1.86 0.831 S 7X 20 5.88 7.00 3.860 0.392 0.450 42.4 12.1 2.69 3.17 1.64 0.734 X 15.3 4.50 7.00 3.662 0.392 0.252 36.7 10.5 . 2.86 2.64 1.44 0.766 S 6X 17.25 5.07 6.00 3.565 0.359 0.465 26.3 8.77 2.28 2.31 1.30 0.675 X 12.5 3.67 6.00 3.332 0.359 0.232 22.1 7.37 2.45 1.82 1.09 0.705 S 5X 14.75 4.34 5.00 3.284 0.326 0.494 15.2 6.09 1.87 1.67 1.01 0.620 X 10 2.94 5.00 3.004 0.326 0.214 12.3 4.92 2.05 1.22 0.809 0.643 S 4X 9.5 2.79 4.00 2.796 0.293 0.326 6.79 3.39 1.56 0.903 0.646 0.569 X 7.7 2.28 4.00 '2.663 0..293 0.193 6.08 3.04 1.64 0.764 0.574 0.581 S 3X 7.5 2.21 3.00 2.509 0.260 0.349 2.93 1.95 1.15 0.586 0.468 0.516 X 5.7 1.67 3.00 2.330 0.260 0.170 2.52 1.68 1.23 0.455 0.390 0.522 Nominal Weight per Ft. 120 1.93 105.9 1.93 100 1.65 AO 1.65 79.9 1.66 1.70 1.69 1.48 1.48 1.41 1.41 1.31 !:9 1.31 1 1.31 .8 1.28 1.28 1.20 1.15 1.13 0.967 0.973 0.914 0.894 0.815 , 0.817 0.781 ` .741 • AMERICAN INSTITUTE OF STEEL CONSTRUCTION e S SHAPES Properties for designing Flange W Elastic Properties Area Depth , Thick Thick- Axis X -X Axis Y -Y Designation A d VI►idth ness ness b/ t1 t w I 8 r I S r In.' In. In. In. In. In! In.+ _ In. In! In -+ In. S24><120 35.3 24.00 8.048 1.102 0. 798 3030 252 9.26 84.2 20.9 1.54 X105.9 31.1 24.00 7.875 1.102 0.625 2830 236 9.53 78.2 19.8 1.58 S24)(100 29.4 24.00 7.247 0.871 0.747 2390 199 9.01 47.8 13.2 1.27 X 90 26.5 24.00 7.124 0.871 0.624 2250 187 9.22 44.9 12.6 1.30 X 79.9 23.5 24.00 7.001 0.871 0.501 2110 175 9.47 42.3 12.1 1.34 E120>< 95 27.9 20.00 7.200 0.916 0.800 1610 161 7.60 49.7 13.8 1.33 X 85 25.0 20.00 7.053 0.916 0. 653 1520 152 7.79 46.2 13.1 1.36 S2OX 75 22.1 20.00 6.391 0.789 0.641 1280 128 7.60 29.6 9.28 1.16 X 65.4 19.2 20.00 6.250 0.789 0.500 1180 118 7.84 27.4 8.77 1.19 S 18X 70 20.6 18.00 6.251 0:691 0.711 926 103 6.71 24.1 7.72 1.08 X 54.7 16.1 18.00 6.001 0.691 0.461 804 89.4 7.07 20.8 6.94 1.14 15 5 14.7 15.00 5.640 0.622 0.550 486 . .8 5.75 15.7 5.57 1.03 X 42.9 12.6 15.00 5,501 0.622 0.411 447 9 5.95 14.4 5.23 1.0/ S 12X 50 14.7 12.00 5.477 0.659 0.687 305 50_8 4.55 15.7 5.74 1.03 X 40.8 12.0 12.00 5.252 0.659 0.462 272 X5.4 4.77 13.6 5.16 1.06 S12)< 35 10.3 12.00 5.078 0.544 0.428 229 38.2 4.72 9.87 3.89 0.980 X 31.8 9.35 12.00 5.000 0.544 0.350 218 36.4 4.83 9.36 3.74 1.00 S IOX 35 10.3 10.00 4.944 0.491 0.594 147 29.4 3.78 8.36 3.38 0.901 X 25.4 7.46 10.00 4.661 0.491 0.311 124 24:7 4.07 6.79 2.91 0.954 S 8X 23 6.77 8.00 4.171 0.425 0. 441 64.9 16.2 3.10 4.31 2.07 0.798 X 18.4 5.41 8.00 4.001 0.425 0.271 57.6 14.4 3.26 3.73 1.86 0.831 S 7X 20 5.88 7.00 3.860 0.392 0.450 42.4 12.1 2.69 3.17 1.64 0.734 X 15.3 4.50 7.00 3.662 0.392 0.252 36.7 10.5 . 2.86 2.64 1.44 0.766 S 6X 17.25 5.07 6.00 3.565 0.359 0.465 26.3 8.77 2.28 2.31 1.30 0.675 X 12.5 3.67 6.00 3.332 0.359 0.232 22.1 7.37 2.45 1.82 1.09 0.705 S 5X 14.75 4.34 5.00 3.284 0.326 0.494 15.2 6.09 1.87 1.67 1.01 0.620 X 10 2.94 5.00 3.004 0.326 0.214 12.3 4.92 2.05 1.22 0.809 0.643 S 4X 9.5 2.79 4.00 2.796 0.293 0.326 6.79 3.39 1.56 0.903 0.646 0.569 X 7.7 2.28 4.00 '2.663 0..293 0.193 6.08 3.04 1.64 0.764 0.574 0.581 S 3X 7.5 2.21 3.00 2.509 0.260 0.349 2.93 1.95 1.15 0.586 0.468 0.516 X 5.7 1.67 3.00 2.330 0.260 0.170 2.52 1.68 1.23 0.455 0.390 0.522 Nominal Weight per Ft. 120 1.93 105.9 1.93 100 1.65 AO 1.65 79.9 1.66 1.70 1.69 1.48 1.48 1.41 1.41 1.31 !:9 1.31 1 1.31 .8 1.28 1.28 1.20 1.15 1.13 0.967 0.973 0.914 0.894 0.815 , 0.817 0.781 ` .741 BEAM CALCULATIONS DATE: 20 'c ' O , LOCATION: /is "/ 3 SPAN = L = // FEET Z¢ (l?.e F ,_2 4 )(6 0 _,,4700 "k /v 5-7/*7,4 — ,qDb --s L /X/E I- 2x6 BEAM OR JOIST TYPE : 4 zx7o o S= bxd /6IN 241 S ` b 0 .1-2 / 6 ' " THEREFORE: M = S - To - 2 > Z k 10 2',.c d La oc-".. -1 - 7ci7 (1 , , MCAP. = 2r,7 8 Gues GREATER THAN MDES. THEREFORE OKAY II BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = 2 ° PSF LL = 4 ° PSF THEREFORE TL = 6 D PSF w = TL x width contrib. area = I ? 6) PLF Z - w x L MDES. (UNIF. LOAD) = /20 , /6 /S MDES. (POINT LOAD) = • �(L — /LxP)xXFT# FT # FT # IN GRADE: ,. Fb = 5" PSI _ c° c/ IN z1 /3 Fb IN 2 /O = 2 A013 /Z" X / " 3 )--= ��. = 49'G kg s - z9 - FT # FT # FT # IN 29, 2s 7/'/ = 24; 0 7 # ril - = 4 o go IN # REQUIRED Zi.3y f 7 = 4f.G /N - 7 2 \rem /7 /9/ 5' 2 /O 2 3 9 HE cf/ )( 7 2(.3 __ 01,2 (H ‘ (._ 7 'f /14" X 7c P5 ] =_ BEAM CALCULATIONS DATE: z r O' LOCATION: c y Xis 2 , J o u/1 SPAN = L = / FEET (z < BEAM OR JOIST TYPE : Z -- 6 G v S= bxd /6 IN THEREFORE: , »Oh 2 )(1 g/ S')( = / 3,/4 y � McAP. = S MCAP. = 7°`°3 //v/,v4 ,? o d,-1 w = TL x width contrib. area = ( ° PLF MDES. (UNIT'. LOAD) = w x L /8 FT # = (z0 /z� /$ FT# FT # IN# MDES. (POINT LOAD) = l — GRADE: A = G g9 /3./f Fb GREATER THAN MDES. REFORE OKAY BY: Bruce S MacVeigh,. P.E. • 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same DL = z ° PSF LL = 4 ° PSF THEREFORE TL = 6 PSF / 'r` F xP)xXFT# FT # FT # IN # Fb = ■F� PSI ■ > ?o.o3 = IN# = /7 02 L IN 7 S7 Z v (r � 4lDD ,pf/r>fc' = IN # REQUIRED ' .1. � �' x &,kvV = /5/( // (!3, 4 - /f,7 x "5-o (3Z,Sg k 4r ) Z7, ? S 5; 724° December 9, 2008 City of Tukwila Attn: Plans Examiner Subject: Acceptability of Proposed Concrete Stemwalls, Building Re 12607 East Marginal Way S., Tukwila, WA (PN: 734560 -0675 and -0 Dear Sir: Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S. Tukwila, WA 98168 Office: CUTYOF "(W APR % 2 "tio9 PERMIT CENTER ' C1 Fax: SamPenn _ "PV 4k �O. • ;i rr r Qn"OliC $l1 206) 242 -7665 Plan review ��l of al is subject to el3EVIEWED FOR DE COMPLIANCE APPROVED MAY 18 1009 This letter verifies the adequacy of proposed conventional, if tall, con ' rete stemwalls at the above location for support of the elevated existing st ctur . Of Tukwila The existing structure is an older two story residence which is being r - G DIVISION into an office building and raised approximately four feet at the foundation e The existing basement level is abutted on the south by an old fill bank, also on the owner's property. As part of the remodeling of the building, the old foundation will be completely removed and replaced by an eight inch conventional stemwall with footing. On the south side of the building, the stemwall will extend up to the bottom of the first floor structure, and the wedge shaped area between the building and the old fill bank (approx. eight feet in height) will be backfilled to create a level topography from the top of the bank (future parking) to the first floor of the building. A similar fill will be used at the front, or east, side of the building. (The north side will have step stemwalls and the rear grade is at the basement floor level, requiring only low stemwalls.) With normal backfill, the approximately eight foot high stemwall would have to act as a retaining wall. In this case, a geotechnical evaluation has recommended the use of large styrofoam blocks in the zone of backfill. The result is a fully solid fill suitable for minor stable loadings, and the practical absence of the usual lateral soil pressures on the wall. This is a fairly innovative approach, but should work well. Attached are some extracts from the geotechnical evaluation documenting the use of the foam blocks. Conclusion: Based on the recommendations in the geotechnical evaluation, and observations of the factors involved in determining lateral forces on backfilled concrete walls, the proposed use of a conventional, if tall, stemwall instead of the CORRECTION LTR #. 2- Doi 520 formal retaining wall, is acceptable. The result should be in compliance with all current building design codes. Thank you for your assistance. Should you have any questions, please feel free to contact this office directly. Since„ ly Bruce S. MacVeigh, P.E. Civil Engineer graysitetuk04 /0905 Page 20 Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 important to recognize that any buried basement retaining wall will need to be designed as a reinforced concrete retaining wall capable of supporting the loads imposed upon it. We recommend that, if conventional granular backfill is to be used along the exterior of this new basement wall, the following geotechnical parameters be used for all such walls in design: • Active equivalent fluid weight acting on = 37 pcf wall capable of rotating more than 0.001 times the free - standing wall height • Active (at rest) equivalent fluid weight = 57 pcf acting on wall fixed against rotation • Short term seismic Toad component = 10.3H pounds per linear foot • Point at which the seismic load is applied = 0.6H feet to the wall [measured up from the base] These lateral pressures assume a horizontal backfill [ground surface] extending for a distance of at least fifteen (15) feet from the top of the wall, and that no surcharges, such as hydrostatic, stacked material, traffic, or other loads are imposed on the walls. It is also critical that any retaining wall be provided with a suitable "full wall height" drainage system. This should help in reducing the risk that hydrostatic pressure could build up behind a wall and create a loading not anticipated in design. Specific recommendations for drainage are presented later in this report (also see Plate 5). Lightweight GeoFoam [Polystyrene] Block Backfill: In an effort to reduce both the vertical and lateral loads . applied to the subgrade and new basement wall, respectively, we recommend you seriously consider the use of lightweight backfill material. For this project we recommend using lightweight GeoFoam [polystyrene] blocks immediately adjacent to the eastern and southern basement walls and extending this block backfill out to a point roughly four to eight feet from the walls. We also recommend leaving approximately a foot of freeboard between the tops of the GeoFoam blocks and the top of the basement wall to allow for installation of a roughly twelve (12) inch thick surficial layer of compacted granular fill to create a Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 suitable site wearing surface. The compacted .fill should be separated from the tops of the lightweight blocks by layer of geotextile such as a Mirafi 180N, or an equivalent approved in writing by the geotechnical engineer. If these GeoFoam blocks are used then the following lateral loading conditions should be employed. • Active equivalent fluid weight acting on = 0.3 pcf wall capable of rotating more than 0.001 times the free - standing wall height [in a triangular pressure distribution] • Active (at rest) equivalent fluid weight = 0.5 pcf acting on wall fixed against rotation din a triangular pressure distribution] • Surcharge load resulting from surficial = 40 psf per fill [in a uniform pressure distribution linear foot over full wall height] • Short term seismic Toad component = 0.9H pounds per linear foot • Point at which the seismic load is applied = 0.6H feet to the wall [measured up from the base] Page 21 As with the more conventional backfill, these lateral pressures assume a horizontal backfill [ground surface] extending for a distance of at least fifteen (15) feet from the top of the wall, and that no surcharges, such as hydrostatic, stacked material, traffic, or other loads are imposed on the walls. It is also critical that any retaining wall be provided with a suitable "full wall height" drainage system. This should help in reducing the risk that hydrostatic pressure could build up behind a wall and create a loading not anticipated in design. Specific recommendations for drainage are presented later in this report (again, see Plate 5). If more than three feet of lightweight GeoFoam backfill is placed immediately against the basement wall the seismic Toad increment will be essentially eliminated, and no earthquake induced lateral loading of the basement walls need be incorporated in design. restive Engineering Options INC_ A firm practicing in the geosciences PREPARED FOR MR. DAVE STEIN GEOTECHNICAL ENGINEERING STUDY PROPOSED BASEMENT LEVEL ADDITION 12607 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON Glen M Preside 08 -2870 December 16, 2008 Copyright Creative Engineering Options, Inc. December 16, 2008 5418 159th Place NE Redmond, WA 98052 (425) 883 -6889 $1 ' pro 5:: QI, f.... 1 : t . � � 1,n4�. 817-6-°-141S81- REVIEWED FOR CODE COMPLIANCE ` APPROVED MAY 18 2009 City of Tukwila BUILDING DIVISION cnr� DEC p 61006 P ERMITCEMIR °RA -5?-0 FAX (425) 867 -9664 wwwceogeo.com ' Important IHtormatiou About Your Gootechnical Engineering Report Subsurface problems are a principal cause of construction delays cost overruns, claims, and disputes. The following information is provided to'help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project - Specific Factors Geotechnical engineers consider a number of unique, project- specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when its changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your'report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnica! engineer who prepared the report (a modest fee may be required) and /or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that ASFE The Best Pe0ale an Earth 8811 Colesville Road /Suite G106, Silver Spring, MD 20910 Telephone: 301 /565 -2733 Facsimile: 301 /589 -2017 e -mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negbgent or intentional (fraudulent) misrepresentation. IIGER06045.OM have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of rnold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in-this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE- Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE- member geotechnical engineer for more information. Creative Engineering A firm practicing in the geosciences December 16, 2008 Mr. Dave Stein c/o Leroy Gray 1760 Ferry Avenue S.W. Seattle, Washington 98116 Subject: Dear Mr. Stein Introduction ptions INC_ Geotechnical Engineering Study Proposed Basement Level Addition 12607 East Marginal Way South Tukwila, Washington 08 -2870 We are pleased to submit herewith our report entitled "Geotechnical Engineering Study, Proposed Basement Level Addition, 12607 East Marginal Way South, Tukwila, Washington. The primary purposes of this study were to evaluate and characterize the sites subsurface soil and groundwater conditions and their potential behavior under load. Based on the results of our limited field evaluation and data acquisition and review we were to develop geotechnical recommendations for any necessary site earthwork operations, for foundation and floor slab design, and for any below grade basement retaining walls. We also evaluated the sites' potential risk of liquefaction during an earthquake, and developed recommendations for basement wall drainage and site erosion control. We proceeded with our services on the basis of Mr. Dave Stein's December 15, 2008 oral authorization. The site is located approximately as shown on the Vicinity Map, Plate 1. The site, along with the approximate building location and other site features, is presented on the attached Site Plan, Plate 2. 5418 - 159th Place NE • Redmond, WA 98052 (425) 883 -6889 FAX (425) 867 -9664 • www.ceogeo.com 131ST Approximate Site Location 141ST J3157_5 125TH < ST , S 127TH ST — rns 128Ti\ST 1 RIVERTON 13 GENERAL HOSP cc) V S 12 Si I2STH —n <1 ' S 1 3 12STH ST cr) 39TH 1— FOSTER i ST ER HS 1 FS I ST -a ; Nzr 1 25T1 i2 ING T5N lralL K JR HS ST • 4600 Reference: Based on the 2008 edition of the Thomas Brothers King County map number 654, grid E-1. Creative Engineering Options INC. A Firm Practicing in the Geosciences VICINITY MAP Plate 1 Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Project Description Page 2 It is CRITICAL that you do not rely on this brief summarization of our design recommendations to make any design or construction decision. We recommend that the owner, and each member of the design team, read this report in its entirety before making any design or construction decisions. Failure to do so could result in an unanticipated level of risk related to a design or construction element and an increased cost. It is also the client's responsibility to see that all parties to the project, including the architect, designer, engineer, contractor, subcontractor's, etcetera, are made aware of this report in its entirety, including the Limitations and Additional [Construction Observation] Services sections. This report addresses the geotechnical aspects of the proposed basement addition project only. It does not address any environmental, wetland, or biological aspects of the site conditions, such as the potential presence of toxic or hazardous conditions or buried tanks, septic systems, or of wetlands or mold. If the environmental aspects of site development need to be addressed, it should be done by a suitably qualified expert under a separate contract. Based on our limited discussions we understand that the current plans call for disconnecting the existing timber -frame structure from the existing foundations and temporarily raising it about fifteen (15) feet so that a new foundation and basement level can be constructed beneath it. The southern and eastern basement walls are to comprise ten (10) foot high reinforced concrete [retaining] walls and will be supported on a 4' - 10" wide conventional continuous strip footing. The western and northern walls are to comprise timber frame structure and will also be set on conventional strip spread footings. The interior of the structure is to be freshly supported by a series of four individual column footings and a glu -lam beam spanning from one end of the building to the other in an east to west direction. These footings are presently expected to be set on a minimum thickness of one foot of coarse, angular, crushed rock firmly tamped into the underlying subgrade. When the new basement level is completed, the timber -frame structure will be lowered down into firm contact with the basement and structurally reconnected. In addition, as part of the new basement level construction, we understand that you also plan to install a new concrete floor slab. Although no specific structural load data are presently available, based on our experience with similar light commercial buildings, we estimate that the maximum combined building dead and live loads are unlikely to exceed the following. SOUTH 126th STREET 554.54' REC 554.52' MEAS Approximate location of the temporary straw or coir roll filter fence Reference: Based on a Record of Survey for Regina Vale; by Boyd & Associates, Inc., sheet 1 of 1; job number 1387 -2; dated 5- 30 -02. 207.61' • 162.51' PLAT 162.29' PROPORTIONED FND OLD 1 1/2" LEANING IRON PIPE @ 0.8' NORTHEASTERLY Existing 2 -story wood house - to be elevated over a new basement # 12607 u OLD 2 STORY WOOD OG BUILD H1G #12601 (SMALL EAVES NOT SHOWN) A Firm Practicing in the Geosaences F Creative Engineering Options INC. 9.29 LEGEND Denotes approximate area of proposed new basement wall backfilling [and fill slope toe buttressing]. Denotes the approximate area of crushed rock covered driveway and parking area. Denotes approximate location of perimeter foundation and basement wall drain and [buried] tightline outfall pipe. Approximate Scale 1" -- 20' Site Plan N SE 1/4, SW 1/4, SEjCTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. Plate 2 Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Surface SITE CONDITIONS Page 4 should not relieve the contractor from the responsibility for making his own site study. Our recommendations, based on our data review, site observations, and engineering analyses, are presented following the discussion of site conditions. The site is located along the western side of the 12600 block of East Marginal Way South, just a short distance to the north of the junction with South 126th Street in Tukwila, King County, Washington, approximately as shown on the Vicinity Map, Plate 1, attached. The lot is bounded immediately along the northern property line by an existing "high," flat roofed, one story, wood -frame commercial structure which abuts the street to the east. To the south the site is bounded by an existing [construction] materials storage facility, and to the west, beyond the creek, by what appears to be residential development. Across the street to the east is additional existing, well established commercial development. The eastern perimeter of the site, immediately abutting the sidewalk along the western edge of East Marginal Way South consists of a moderate, grass and berry vine covered slope of about ten (10) feet in maximum height. This slope, which exhibits a gradient estimated at about 1.5H:1 V, or roughly 67 %, has been in -place for many years and exhibits no visible evidence of erosion or instability. Similarly, the southern perimeter of the site is bounded by an approximately 1 H:4V, or a slope of > 100 %, for almost the full length of the site. This slope, constructed many years ago from compacted granular fill materials is also grass and berry vine covered and exhibits no visible evidence of erosion or instability. We observed no visible evidence of any standing or surficial water on the site at the time of our field study. However, there is a flowing creek located along the extreme western end of the lot which flows in a roughly south to north direction. Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Subsurface Page 5 General: In order to more accurately assess the site's , in -place soil and groundwater conditions we conducted a visual evaluation of the soils exposed at the site, along the western edge of the adjacent street, and in the fill slope along the southern side of the property. We also reviewed the soil and geological information available in our library and files at the time of writing this report. The following is a generalized description of the local geology and the subsurface conditions encountered in our limited field exploration. Local Geology: As part of our evaluation of this property we reviewed the local Geologic Map of the area [Geology of the Des Moines Quadrangle, Washington; by Howard H. Waldron; U.S.G.S. Map Number GQ -159; dated 1962] to approximately determine the general geologic nature of the in -situ materials. According to this map the site is located in an area underlain almost entirely by the Vashon Drift materials, Kame Terrace Deposits [Qit], and Ground Moraine [Qgt]. The Kame terrace soils are described by Waldron as "Glaciofluvial sand and gravel deposited against or close to the ice "and the Ground Moraine soils are described as "mainly compact unoxidized till with a discontinuous cover of sand and gravel." These descriptions is in general accordance with the observed soil conditions. For informational purposes we have provided a pictorial depiction of the local geology on Plate 3. Soil Conditions: As indicated earlier, we conducted a limited visual evaluation of soil exposures at, and in the immediate proximity of, the subject site. We noted that the in -situ soils beneath the existing structure [and forming the rear, westerly, yard area] typically comprise a Tight brown to gray- brown, loose to medium dense, moist to wet, silty fine to medium sand, at least to shallow depth. We classified this soils in general accordance with the Unified Soil Classification System [USCS] as a SM. The soils alongside, and presumed to be at the invert of, the western creek appear to comprise a brown to gray- brown, moist to wet, medium dense to dense, silty sand with gravel. This latter material, which appears to be generally consistent with the material described geologically as the "Ground Moraine" deposit, was also classified by the USCS as a SM. The soils forming the eastern and southern perimeter slope appear to comprise an old and reasonably stable fill. These soils typically comprise a light brown to light gray- brown, moist, medium dense to dense, silty fine to coarse sand and clean fine to coarse sand. We also noted the presence of a small to moderate rounded gravel content, and occasional pieces of broken concrete within the soil matrix. We Approximate Site Location Foster Golf Cou rse f IC' 01 GV Reference: Geology of the Des Moines Quadrangle, Washington; by Howard H. Waldron; U.S.G.S. Map Number GQ -159; dated 1962. Creative Engineering Options INC A Firm Practicing in the Geosciences LOCAL GEOLOGY Plate 3 Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 6 classified this material by the USCS as either an SP or an SM, depending on the specific constituents. Soil Behavior: Based on the observed conditions it is our professional opinion that the bulk of the in -situ soils beneath this site are generally firm and are reasonably competent at shallow depth. They have provided generally adequate support to the existing structure which has been in -place for many years. They are also generally considered capable of supporting the anticipated relatively light building loads, including the new basement level, without undue detriment. The underlaying typically medium dense silty sand, or sand soils are considered to be somewhat settlement sensitive, though the foundation supporting conditions may be enhanced by controlled redensification. Based on the general observed soil conditions it appears that most of the soils likely to be exposed by site clearing and /or basement level construction contain a moderate to substantial amount of silt [and potentially clay] sized particles. As a result these materials should be considered to be moderately to highly moisture sensitive when wet. In wet weather these soils should be expected to prove difficult to work and /or compact, and they are likely to deteriorate rapidly under even Tight pedestrian traffic. Because of the moderate high fines content of most of the site soils the in -situ materials are considered to be of low permeability, or to be essentially impermeable. The great majority of these soils do not lend themselves to use as an infiltration medium. Groundwater With the exception of the presence of the western creek, in which the flowing water appears to be confined to a specific channel, we did not observe any evidence of a well established groundwater level beneath the existing building. Given the elevation and location of this property, and the presence of the westerly creek, we estimate that the local groundwater level is typically not more than about ten (10) to twelve (12) feet below the existing site grade. It has also been our experience that groundwater and seepage levels should not be considered static. Typically, fluctuations in the levels and rates of flow can, and often do, occur on a seasonal basis, after periods of heavy or sustained precipitation, or from surface flow from elsewhere on the property or its surroundings. In spite of this, it is or professional opinion that, providing appropriate protective measures are taken during construction, neither groundwater Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 nor seepage should have any significant detrimental impact or affect on the proposed new basement level construction, or on the completed structure, particularly after installation of the recommended drainage control measures. Any earthwork [or general] contractor should be aware of the potential for the presence of shallow water [temporary or otherwise] or seepage beneath the general building and parking lot areas of this site [particularly during the wetter winter months of October through May], and the risks usually associated with the presence of water. He should take appropriate measures in his bid by including a contingency in his budget and schedule to accommodate the possible need to deal with groundwater and /or seepage inflow during construction. DISCUSSION AND RECOMMENDATIONS Site Preparation and General Earthwork Page 7 General: Based on our understanding of the proposed site development it appears that there is a requirement for only a minimal amount of earthwork to install the building's new basement level foundations. The presently open area along the eastern and southern perimeters of the existing building are, however, to be backfilled to help raise the site grade to that of the abutting street and adjacent lot to the south. The backfill will, if economically feasible, comprise a substantial amount of lightweight polystyrene block material to help avoid imposing any significant vertical loads on the underlying soil or any large lateral loads on the new basement walls. The following paragraphs outline the earthwork measures likely to be involved in site development. Demolition and Removal: The first step is site redevelopment will be to disconnect the existing timber frame structure from its foundation system, to raise it about fifteen (15) feet [using steel beams and hydraulic jacks], and to support it in a series of stacked -in -place timber cribs. Then, the existing perimeter foundation stem walls will be demolished and removed, along with the underlaying foundations. Also, the existing concrete floor slab will be saw cut at the appropriate locations so that the slab can be removed in new foundation locations and alignments. All of the demolition debris should be broken into small enough pieces that they can be hand Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 8 loaded into dump trucks and removed from the site. Keep in mind that all demolition debris must be disposed in accordance with the applicable local and State regulations. Stripping and Clearing: As the next step in individual lot development the construction areas along the eastern and southern sides of the existing building should be stripped and cleared of all vegetation, topsoil, landscaping materials, trees, buried stumps, debris, and any other deleterious material that might detrimentally impact site excavation and /or backfilling. Based on the limited information generated by our visual site observations we estimate that an average stripping depth of about four inches is likely to be required. The owner should also be aware that the property was not subject to direct in -place exploration. Consequently it is likely that greater thicknesses of unsuitable material will probably exist in some locations on the site. Because of this, we recommend that the owner provide a contingency in the budget and schedule to accommodate the risk of, and need for, additional stripping and removal of unsuitable surficial soils and deleterious materials, and their disposal. Unless desired for later landscaping purposes the stripped materials should be removed from the site and disposed in accordance with the applicable local regulations. If you wish to reuse the stripped materials they may be stockpiled on -site, but at least twenty (20) feet from any excavation or construction area. Any stockpile should be protected against the elements with a sandbagged or staked -in- place plastic sheeting. We suggest that the perimeter of any stockpile also be provided with a pinned -in -place row of straw bales to help prevent any sediment being flushed off the stockpile and onto the site or the surroundings. Overexcavation: It currently appears that only a minimal amount of excavation of material is likely to be required to install the proposed individual interior column foundations or the building's new continuous southern and eastern foundations. We anticipate that the maximum foundation excavation depth is likely to be about two feet. This should be sufficient to allow for the placement of an approximately twelve (12) inch thick layer of coarse, angular, crushed rock or recycled concrete in the foundation alignments. In any excavation in excess of four feet in depth that is not shored the excavation side slopes must be laid back at an appropriate gradient in conformance with the current local and OSHA safety standards. This should be expected to increase the Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 9 amount of material that must be excavated, stockpiled and either replaced or reused as backfill. Excavated soils may be temporarily stockpiled away from the construction area, if desired. We recommend any and all stockpiles be set back at least twenty (20) feet from the top of any excavation. Stockpiled material should, wherever possible, be protected against the elements. This can be accomplished by covering the stockpile(s) with a pegged or sandbagged in -place visqueen sheeting. Only the reusable soils should be stockpiled. Any unsuitable or excess soils should be removed from the site and disposed in accordance with the appropriate local regulations. We also recommend the installation of a straw bale filter fence along the downgrade perimeters of the stockpiles to help prevent surface flow from the stockpiles transporting soil fines to the excavated building areas of the site, or beyond. Redensification: As mentioned earlier in this report, we recommend that all load supporting subgrade soils be carefully and thoroughly redensified under controlled conditions before any foundation form -work, reinforcing steel, concrete, or backfill is placed. Redensification may be achieved by having the compaction equipment make a minimum of five passes. [One pass is a passage of the compactor in each direction, forwards and backwards, over the same strip of subgrade.] On this site, this redensification process should be carried out over the whole of the "at grade" floor and building foundation subgrade area and over the subgrade area to be backfilled. If conducted under control this process should help enhance the degree of in -situ density within the upper approximately two to three feet of underlying soil. We also recommend that the earthwork contractor exercise considerable care when redensifying these building subgrades, particularly if construction is to occur in the wetter winter months of October through April to avoid "pumping" moisture up to the subgrade surface. If this controlled redensification process causes moisture to be "pumped up" to the subgrade surface it will become difficult, if not impossible, to create a firm and competent subgrade surface, or to enhance the in -situ density of the shallow underlying soils. In this case, we recommend that the redensification process be halted and the geotechnical engineer be requested to re- evaluate the conditions and determine a course of action to suit the conditions. Structural Fill or Backfill: Structural fill is defined as any fill placed under buildings, pavements, slabs, or any other load- bearing areas. Structural backfill is Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 10 generally material placed into an excavated space, typically between a foundation, stem, retaining, or buried wall, and the cut soil. Ideally, but particularly for wet weather construction, structural fills and backfills should consist of a free - draining granular material with a maximum size of three inches. The material should have about 75% passing the number 4 mesh sieve and no more than 5 percent fines (silt and clay sized material passing the No. 200 mesh sieve). During dry weather any organic -free, compactible material meeting the above maximum size criterion is acceptable for this purpose. Although not presently anticipated, as a practical and economical means of simplifying the site preparation process for this project, if any significant amount of Toad bearing fill is required we suggest you also consider using either a two to four inch sized crushed rock or a crushed recycled concrete material for the bulk of the backfilling. This material should have a maximum particle size of four inches and should be relatively "fines- free." The choice of material is strictly one of economics since both materials should be expected to act in essentially the same manner once satisfactorily installed. One of the primary advantages of using these materials is that they do not require any significant compactive effort or moisture conditioning, and are not suitable for [and thus do not require] testing with a nuclear density gauge. As a result there is typically a cost saving involved with their use as a fill or backfill source material. Fill or Backfill Placement and Compaction: Structural fill under floor slabs and footings, or in utility trenches, should be placed in thin horizontal lifts not exceeding ten (10) inches in loose thickness for heavy compactors and four inches for hand held and operated compaction equipment. Each lift should be compacted to a minimum of 95 percent of the materials' maximum Standard Proctor dry density, or to the applicable minimum City standard, whichever is the more conservative. Non load bearing foundation and stem wall backfill may be compacted to a lesser standard, typically to between 90% and 92% of the materials' maximum Standard Proctor dry density. As indicated above, to facilitate the earthwork and compaction process, the earthwork contractor should place and compact fill materials at, or near (typically within about two points of the wet side), the materials' optimum Standard Proctor moisture content. This should help enhance the compactibility of the materials and avoid the risks involved with wet, "moisture sensitive" soils. If fill materials are more than about three points on the wet side of optimum they will need to be dried Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 11 to within about two points of the Standard Proctor optimum moisture content. This can be accomplished relatively inexpensively by periodic windrowing and aeration. Alternatively, drying can be achieved by intermixing the fill materials with ordinary portland cement powder to absorb excess moisture. In this latter case we have found that the hydration of the cement not only results in water absorption, but also often develops some "concrete -like" strength within the soil and cement matrix. In our experience the soil cement matrix can sometimes generate a compressive strength in excess of two thousand (2,000) psi. If this option is selected, we recommend that the cement powder be intermixed at a rate of about 3% by weight of the soil. [This form of soil treatment is NOT suitable for any material to be used as a free - draining backfill.] If a crushed rock or recycled concrete is used as a fill or backfill it may be placed in a loose lift thickness of about twelve (12) inches. Because of the coarseness of this material it is not practical to perform in -situ density tests in the compacted material. With the crushed rock or recycled concrete it is appropriate to rely on the visual evaluation of the materials' performance whilst being tamped -in -place with a vibratory compactor or track hoe bucket. Fill and Backfill Testing: Because there is more than one variation of the "native" soil on -site, and because it is likely that additional materials may be imported to the site, we recommend that any field technician employed to monitor and test the degree of in -place compaction being achieved plot each and every Standard Proctor laboratory curve on a single "master" sheet so they form a "family" of curves. Then, each field density test should be plotted against this family to determine which of the curves is applicable to the tested soil. This family of curves will also quickly indicate if there is a different material being tested so that an additional laboratory curve can be generated. This step is crucial for fill compaction control when multiple soils are employed and helps to generate an economical fill placement and compaction operation. If the crushed rock or recycled concrete is used as a backfill it is not feasible to perform in -situ density tests so these recommendations do not apply. Because of the moderate sensitivity of this project we recommend that any and all structural fill and /or load bearing backfill be tested to verify that the appropriate degree of compaction is being achieved. We recommend that a minimum of one test be conducted in every one hundred (100) cubic yards of fill or backfill, or one Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 12 test per one hundred (100) square feet of compacted fill or backfill surface, whichever generates the greater number of tests. Where a fill or backfill is placed in more than one layer of thickness it is crucial that each layer of the fill or backfill be tested. We recommend that in utility trenches the frequency of testing should be the same as described above. Whilst this testing program sounds onerous the reality is that the owner will be employing an accredited testing agency to observe the fill placement and compaction process and to perform these in -situ tests. Typical practice is for the testing agency to bill the owner for a minimum amount of time, generally two to four hours, regardless of the time actually spent on the site. In our experience each in- place density test with a nuclear density gauge takes a maximum of about three to five minutes to complete. Even if the field technician will be on -site for only one to two hours it should not be difficult to have him [or her] perform between eight and fifteen (15) tests during each site visit. We recommend that the owners' contract with the testing agency make it clear than a potentially significant number of in -place density tests will be required. We also strongly recommend that each in -situ density test be approximately located horizontally and vertically with respect to a "fixed" and relocatable point on the site, such as the existing street edge or an existing manhole structure. In this manner it should be possible to show with a reasonable degree of accuracy the comprehensiveness of the fill or backfill testing, and to depict a "density profile" through the backfill. This can be an important element in the event there is a problem with the fill or backfill performance and any subsequent litigation. Native Subgrade Soil Density Testing: It is important that the owner recognize that in -place density testing of the subgrade created in the "native" [undisturbed] silty sand and sand soil is unnecessary and inappropriate. If the native soil is tested it is virtually certain that the results will indicate a "failing" degree of compaction. This does not mean the native soil is unacceptable for Toad bearing purposes, only that it is not behaving in the same manner as a compacted structural fill. Instead of performing in -situ density tests in the native soil it is usually preferable to have the geotechnical engineer probe the subgrade with a small diameter steel rod. The magnitude of rod penetration, coupled with the engineers' visual evaluation of the nature and condition of the exposed subgrade soil and his experience and engineering judgement, is a reasonably accurate determinator of the subgrade soils' competency. Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 13 Impacts on Buried Structures: It is also important that no large or heavy compaction equipment be used within about five feet of either a basement level or retaining wall, or any utility manhole or catch basin structure. If large equipment is used in these areas there is a risk that excessive lateral pressures could be developed and applied to the structure by the equipment. This could lead to damage to, if not failure of, the structure. We recommend that a small walk- behind compactor be used in these areas, and that the fill be placed in loose lifts of no more than four inches in thickness. Larger compaction equipment may be used beyond that point. Wet Weather Construction: As indicated earlier, most of the shallow in -place soils are generally granular in nature, though they typically contain a fine grained constituent. Because of their varying silt [and possibly clay fines] content, they are typically considered likely to be "moisture sensitive" in nature. There is sufficient silt [and potentially clay] content within the soil matrix that, in the event they become wet, they may well prove to be difficult to work or compact. In this case, [becoming wet] they should be expected to deteriorate under even Tight pedestrian construction activity. To help reduce the potential negative impacts wet weather might have on these soils we recommend that earthwork during wet weather be performed in relatively small areas to minimize the exposure of the soils. All excavation and /or removal of materials should be rapidly followed by the placement and compaction of new non moisture sensitive backfill materials. It should also prove helpful for the contractor to "roller seal" any exposed surfaces to help reduce the potential for wetting and infiltration of surface water into the shallow soils. It might also prove helpful if the size and type of construction equipment be limited to help prevent soil disturbance. In our experience site disturbance can be significantly limited by the use of a trackhoe for earthwork operations. An adequately sized trackhoe can be set in one location to excavate materials and to place them into trucks without moving from its original location. This helps to minimize the amount of equipment traffic across the site as well as limiting the truck traffic activity. If construction is to occur during the wetter winter months, depending on the specific conditions that exist at that time, it may be helpful to over - excavate an additional roughly eighteen (18) inches below foundation bearing elevations and to replace the overexcavated soil with a tamped -in -place coarse, angular, crushed rock or crushed recycled concrete to create a "bridge" at the subgrade elevation. In this case, the Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 14 crushed rock or recycled concrete should extend for a similar distance out beyond the perimeters of the foundations. We also recommend that in wet weather construction all prepared foundation or floor slab subgrades be protected against the elements. This may be readily accomplished by placing a thin layer of pea gravel, crushed rock or recycled concrete, crushed railroad ballast, or even a cement and sand "mud mat" over the exposed surface. This protective layer need only be about one to two inches thick since it is primarily to prevent subgrade disturbance by the workmens' foot traffic. Conventional Spread Footing Foundations General: As indicated earlier, it is our professional opinion that the proposed new single family residential structures can all be supported on conventional spread footings. These footings should bear in the carefully and thoroughly redensified in -situ native silty sand or clean sand soils found at relatively shallow depth. Alternatively, as a means of enhancing the bearing subgrade's condition, we strongly recommend that the footings should bear on at least twelve (12) inches of coarse, angular, two to four inch sized crushed rock, or crushed recycled concrete, placed over the properly redensified in -place "native" soil. Where crushed rock, or crushed recycled concrete, is used to support the structure it should extend for a minimum distance beyond' the proposed building foundation perimeters equal to, or greater than, the thickness of the fill beneath the footing. This . helps . to avoid'the risk of 'a lateral shea`rfailureoccurring beneath the footings. As mentioned earlier, we strongly recommend that all exposed foundation and floor area subgrades be carefully and thoroughly redensified by at least five complete passages of a vibratory steel wheel compactor. [One passage is considered to be a pass of the compactor in each direction, forward and backwards, over the same strip of subgrade.] Conventional Foundation Design Parameters: For the proposed [basement addition] modified structure we recommend that the following geotechnical parameters should be used in design and construction of a conventional spread footing system. Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 • Minimum recommended lateral dimension = 3.5 feet of column footing supporting a vertical load of < 25 kips (excluding deck loads) e Minimum recommended lateral dimension = 5 feet of column footing supporting a vertical Toad of >25 kips Page 16 Because of the generally firm and reasonably competent nature of the shallow undisturbed in -situ native silty sand and sand soils, and working on the presumption that all exposed subgrade soils will be carefully and thoroughly redensified [and /or comprise a firmly tamped -in -place crushed rock, or crushed recycled concrete], it is acceptable to use a one -third increase in the above allowable soil bearing pressure when considering short term transitory wind and seismic loads in design. We also recommend that all perimeter foundations [excluding retaining wall foundations] contain top and bottom reinforcing steel to help stiffen the footing and to help resist the detrimental impacts of any potential future localized soil compression and possible resulting differential settlement. [This is of particular importance if any footing crosses a cut -to -fill transition.] In our experience a minimum of three #4 reinforcing bars in the tops and bottoms of the footings are usually adequate for this purpose, particularly if even a short reinforced concrete stem wall extends. above the footing. 11Fe aalso? recommend that, -the :interior, fo- undations be structurally interconnected' to`the perireter foundations t� form a .•. .stiff;"" grid `like,Thettlement resistantplatform. Although this platform will not prevent settlement from occurring, it will tend to damp out the differential settlement impacts and, thus, reduce the potential for building distortion. For informational purposes we have provided a pictorial rendition of this form of foundation on Plate 4, attached. If an isolated column footing is located in a cut -to -fill transition, of is in a contact between two varying materials, and if the column footing is not structurally integrated into the foundation system as a whole, we recommend the foundation subgrade be further overexcavated until firm, competent, material is exposed. The footing may then be set on this competent subgrade, or the excavation may be backfilled up to the minimum bearing elevation with compacted structural fill, crushed rock, crushed recycled concrete, a controlled density fill, or lean concrete. NOTES Schematic Only - Not toScate (for informational purposes only) Typical Plan View 1 { I I I I I I l I I I I ! I I I L L 1-- - r- 1 I I I Foundation and Stem Walls I I 1 L L A Reinforcing Steel (per structural engineer) Section A - A' b Stem Wall • Exterior Grade d • Minimum recommended depth of foundation, d = 18 inches • Minimum width of foundation, b = 18 inches • Minimum thickness of foundation, t = 12 inches • Structural Engineer to verify size, type, location of all reinforcing steel and notify sizes. Creative Engineering Options INC. A Firm Practicing in the Geosciences FOUNDATION DETAIL Plate 4 Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 17 We strongly recommend that you have the project structural engineer review and verify or modify the above foundation design recommendations. He should determine the need for, number, size and location of all reinforcement. In the event of a conflict between the above recommendations and the structural engineers recommendations the structural engineer shall govern. Settlement: Working on the presumption that the foundations will bear on a minimum thickness of twelve (12) inches of coarse, angular, crushed rock or recycled concrete firmly tamped down into the underlying soil subgrade, our analysis developed an estimate of the potential load related settlement beneath the proposed modified structure. In our professional opinion, based on the above, the maximum potential magnitude of settlement under the proposed combined modified building dead and live loads [incorporating the new basement level structure] is likely to be within the building's tolerable limits. We estimate that the maximum potential settlement is likely to be of the following order: Continuous Column 5 -1/2" 1 " 1 " Based on the above we also estimated that the potential magnitude of differential settlement would be likely to be about 1/4" between individual column foundations and, potentially, up to about two inches over half the building length if the site water level is high [within 1.5 times the foundation width below the bottom of the footing]. The owner should understand that the existing building has already incurred some of these settlement magnitudes and that the majority of the remaining magnitudes of total and differential settlement should be expected to occur as the fresh dead Toads are applied during the reconstruction of the building. This should allow for any necessary re- leveling of the building before reconstruction is completed. The remainder should be expected to occur over several months after construction is completed. Providing the subgrades are prepared as recommended herein the risk of long term creep related settlements occurring should be expected to be low to negligible. Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Lateral Load Resistance: Lateral Toads can be resisted by a combination of passive pressures acting on the buried portions of the building foundations, or friction between the concrete elements of the foundations and floor slabs and the underlying subgrade. For the former, the concrete must be placed neat against competent native soil or compacted structural fill. We recommend the following parameters be used in design. • Estimated passive pressure developed = 150 pcf in soil and acting against the buried foundation element including 1.5 factor of safety for shallow foundations [neglect upper 12 inches in design] • Estimated coefficient of frictional = 0. 22 resistance for loose to medium dense in -situ silty sand or sand soil (including 1.5 factor of safety) • Estimated coefficient of frictional = 0. 34 resistance for tamped -in -place coarse crushed rock over redensified soil subgrade (including 1.5 factor of safety) As indicated above, we also recommend that, at a minimum, the upper one foot of passive pressure be neglected in design unless the soil is overlain with either a floor slab or paving. Slab - on - Grade Floor Page 18 A concrete slab -on -grade floor supported either on the carefully and thoroughly redensified in -place soil, or on a new crushed rock or recycled concrete pad placed over the existing concrete floor slab is acceptable for the proposed new basement level of this structure. Any soft, loose or disturbed soils should be carefully redensified [as described earlier] before constructing the slab. We recommend that the following parameter be used in floor slab design: Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 • Vertical modulus of subgrade reaction for = 75 pci concrete floor slab on redensified in -situ native soil subgrade, or on a compacted fill, crushed rock, or recycled concrete, over the redensified native soil subgrade [per Table 2 -3, Concrete Floors on Ground by the PCA] Page 19 Because of the potential for the presence of underslab moisture over the long term, and because this new basement area is to provide storage space, we recommend you consider installing a capillary break beneath the slab to provide space for moisture vapor transmission. This capillary break should consist of atil ae s tWfour ` ,.,.„jnches free - draining, granular material, such as coarse sand, pea gravel, or a 5/8 -inch minus washed rock. In any areas where moisture vapor transmission through the slab is undesirable, such as office or living space areas where carpeting or vinyl tiles are used, we recommend an im,pe b�• ar�r�ier be installed over the capillary break beneath the slab. A 6 mil plastic membrane is typically adequate for this purpose. This membrane will help prevent moisture vapor transmission up through the slab and the associated moisture - related damage to interior furnishings and salt generation in the surface of concrete slabs. It is very important that any and all building utilities are installed before the capillary break and visqueen barrier are installed to avoid damaging them. Damage to either element could result in a non - functioning system and that could lead to creation of the problems this system is designed to avoid. As an additional protective measure, the owner should also consider placing two to four inches of damp sand over the membrane. This will help protect the membrane during construction and will help in curing of the concrete slab. It will also help to prevent cement paste bleeding down into the underlying capillary break through joints or tears in the visqueen barrier. Basement Retaining Walls Based on our understanding of the current design plans it appears that one of the primary goals of this building modification will be to install an approximately nine to ten (10) foot high basement level which is to act as a future storage area. It is Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 • Active equivalent fluid weight acting on = 37 pcf wall capable of rotating more than 0.001 times the free- standing wall height • Active (at rest) equivalent fluid weight = 57 pcf acting on wall fixed against rotation • Point at which the seismic load is applied = 0.6H feet to the wall [measured up from the base] Page 20 important to recognize that any buried basement retaining wall will need to be designed as a reinforced concrete retaining wall capable of supporting the Toads imposed upon it. We recommend that, if conventional granular backfill is to be used along the exterior of this new basement wall, the following geotechnical parameters be used for all such walls in design: • Short term seismic load component = 10.3H pounds per linear foot These lateral pressures assume a horizontal backfill [ground surface] extending for a distance of at least fifteen (15) feet from the top of the wall, and that no surcharges, such as hydrostatic, stacked material, traffic, or other loads are imposed on the walls. 4I1Q112 'ngwwaII A be prov dediwith ats table `full0 .wall,.heighft drainage system. This should help in reducing the risk that hydrostatic M: pressure could build up behind a wall and create a loading not anticipated in design. Specific recommendations for drainage are presented later in this report (also see Plate 5). Lightweight GeoFoam [Polystyrene] Block Backfill: In an effort to reduce both the vertical and lateral loads applied to the subgrade and new basement wall, respectively, we recommend you seriously consider the use of lightweight backfill material. For this project we recommend using lightweight GeoFoam [polystyrene] blocks immediately adjacent to the eastern and southern basement walls, and extending this block backfill out to a point roughly four to eight feet from the walls. We also recommend leaving approximately a foot of freeboard between the tops of the GeoFoam blocks and the top of the basement wall to allow for installation of a roughly twelve (12) inch thick surficial layer of compacted granular fill to create a Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 suitable site wearing surface. The compacted fill should be separated from the tops of the lightweight blocks by a layer of geotextile such as a Mirafi 180N, or an equivalent approved in writing by the geotechnical engineer. If these GeoFoam blocks are used then the following lateral loading conditions should be employed. • Active equivalent fluid weight acting on = 0.3 pcf wall capable of rotating more than 0.001 times the free - standing wall height [in a triangular pressure distribution] • Active (at rest) equivalent fluid weight = 0.5 pcf acting on wall fixed against rotation [in a triangular pressure distribution] • Surcharge load resulting from surficial = 40 psf per fill [in a uniform pressure distribution linear foot over full wall height] • Short term seismic Toad component = 0.9H pounds per linear foot • Point at which the seismic load is applied = 0.6H feet to the wall [measured up from the base] Page 21 As with the more conventional backfill, these lateral pressures assume a horizontal backfill [ground surface] extending for a distance of at least fifteen (15) feet from the top of the wall, and that no surcharges, such as hydrostatic, stacked material, traffic, or other loads are imposed on the walls. It is also critical that any retaining wall be provided with a suitable "full wall height" drainage system. This should help in reducing the risk that hydrostatic pressure could build up behind a wall and create a loading not anticipated in design. Specific recommendations for drainage are presented later in this report (again, see Plate 5). If more than three feet of lightweight GeoFoam backfill is placed immediately against the basement wall the seismic load increment will be essentially eliminated, and no earthquake induced lateral loading of the basement walls need be incorporated in design. Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Liquefaction Page 22 According to a 1994 study by the Washington Department of Natural Resources [Liquefaction Susceptibility for the Des Moines and Renton 7.5 Minute Quadrangles, Washington; by Palmer, Schasse and Norman; Washington Division of Geology and Earth Resources; Geologic Map GM -41; 1994] the general site area is considered to be a Category I liquefaction risk. This means that where alluvium, manmade fill, or modified land exists the susceptibility to earthquake induced liquefaction is "High." With this in mind we conducted a computer analysis using estimated soil parameters. This analysis indicates that, when considering a 0.25g horizontal spectral acceleration, factors of safety against liquefaction of less than 1.0 exist at shallow depth for a Magnitude 7.0, or less, earthquake. Because of this it is our opinion that these in -situ soils may be considered to be at moderate to high risk of liquefaction during an earthquake. We also evaluated the potential magnitude of liquefaction related settlement that might ne expected to occur during a severe [Magnitude 7.0, or less] earthquake using the Tokimatsu and Seed methodology. Here our analysis indicated that with a water level at about three feet below the surface grade settlement of up to about 6 -3/4- inches might be expected to occur on this site. For a water level at a depth of more than eight feet liquefaction related settlement of up to about 4 -3/4- inches might occur. Differential settlements across the building length of between about 3- 1 /2- inches and 2 -1/3- inches, respectively, might also be expected to occur. However, that being said, we found no visible evidence that demonstrates the site has undergone any significant liquefaction, or suffered any significant [noticeable] liquefaction induced settlement during the February 28, 2001 Magnitude 6.8 earthquake, or the earlier 1965 earthquake. Thus, based on the site's apparently positive seismic performance we anticipate that the actual liquefaction risk and potential magnitude of liquefaction related settlement are, and will be, of a lesser order than that described above. The risk of a significant detrimental impact on the rebuilt structure as a result of a Magnitude 7.0, or less, earthquake is, this, considered to be low to moderate. Fill Slope Stability One issue of potential concern is the presence of the filled material storage facility immediately to the south of the site. The toe of the fill slope is indicated on the Site Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 23 Plan, Plate 2, and we understand that the City of Tukwila staff consider this to be a "potential landslide hazard." We earlier addressed the restraint of this fill slope [by means of a concrete ecology block wall] in two letters dated October 11, 200 and December 8, 2000. At that time, and this site analysis preceded the February 28, 2008 Magnitude 6.8 earthquake, we found the fill mass to comprise a medium dense [to dense with depth] silty fine to coarse sand, to a cleaner sand, material that contained small to moderate amounts of rounded gravel and occasional pieces of broken concrete. At the time of our original assessment we found the northern face of this fill to be stable under static and dynamic [earthquake] conditions. The site's [and fill's] positive performance during the February 28, 2001 Magnitude 6.8 earthquake appears to support this original assessment of stability. Based on the currently proposed site redevelopment plan we understand that the space between the existing building [and what will be a new reinforced concrete basement retaining wall] and the northern face of the adjacent fill mass is to be backfilled up essentially to the existing surface grade. This means that the existing fill slope face will no longer exist, and that the entire northern face of the exiting fill will be buttressed by a combination of backfill and the new basement level of the modified structure. This backfilling operation will, therefore, eliminate the presence of an existing artificially constructed "steep" slope, will create a buttress along the vast majority of the fill, and should be expected to enhance the overall stability of the fill mass. As a result there will no longer be a "potential landslide hazard" or any "environmentally Critical Area" in -place alongside this rebuilt structure and the stability of the fill slope will no longer pose a concern. Foundation Drainage General: As mentioned earlier, with the possible exception of the western creek we did not observe any evidence of a well established groundwater level, or of any significant groundwater seepage, beneath the site at the time of our field evaluation. From the encountered in -situ conditions it appears to us that neither groundwater nor groundwater seepage is likely to pose a significant threat to construction of the proposed new basement level. Nevertheless, we believe it is both prudent and practical to install short and long -term drainage control measures as part of project design and construction to help alleviate, if not eliminate, the potential for any long term groundwater or seepage [water] related problems. Short Term Drainage Measures: Over the short term, we recommend that the earthwork and /or general contractor be prepared to install one [or possibly more] Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 24 shallow sump pits to collect water [seepage] in foundation excavations. All collected water [seepage] should be pumped to a positive and permanent discharge. (A positive and permanent discharge might consist of a nearby storm drain catch basin.) It is essential that all surface runoff be directed away from the crest line of all excavations, including utility trenches, and not be allowed to sheet flow over the exposed faces. Thus the site surface adjacent to a trench or the foundation excavation crest line should be graded so that surface water is directed away from that feature and off the construction area of the site. Water should not be allowed to stand in any area where a building or floor slab is to be constructed, on a subgrade where additional fill is to be placed and compacted, or where a pavement is to be installed. During construction, the earthwork contractor should roller seal all loose surfaces at night or at the beginning of a weekend to reduce the potential for moisture infiltration into the subgrade soils. Site grades should allow for drainage away from building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of at least ten (10) feet away from a building or driveway alignment, except in areas that are to be paved where there should be sufficient gradient to initiate gravity flow away from the structure. Any excavation, including utility trench excavations, should be protected against the elements during construction. This can be accomplished by overlaying the exposed slope surface with a sandbagged or pegged -in -place visqueen barrier. Temporary site grading should be performed to create site grades that direct water away from the excavation. Long Term Drainage Measures: In the long term, perhaps the most critical element of drainage control is to install a footing drain around the buildings' perimeter foundations. This drain should consist of a perforated or slotted, rigid, narrow plastic ADS AdvanEDGE drain pipe bedded on and surrounded by a free - draining granular material. The drain pipe, which should be a minimum of twelve (12) inches deep and one and one half inches wide, is also typically provided with a geotextile [4oz, needlepunched fabric, Typar, or 4oz. Amoco fabric] wrapping or "sock." The pipe should be placed at, or just below, the invert elevation of the foundation. As indicated, the drain pipe should be bedded on, surrounded by, and covered with, a clean, free - draining granular backfill, such as pea gravel or a washed rock, and should have sufficient gradient to initiate gravity flow. Mate ial and ?' Percen age o Pass! g 4 inch 100 2 inch 75 - 100 #4 mesh 22 - 66 #200 mesh 5 max. Dust Ratio 2/3 max. Sand Equivalent 60 min. Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 The drain pipe must be tightlined to discharge under control into a permanent system, such as a nearby storm drain catch basin or manhole structure or, in this specific case, to an energy dissipation apron near the eastern edge of the site's westerly creek. Typical wall and footing drain details are provided for informational purposes only on Plate 5, attached. We also suggest that subsurface drain line locations, if appropriate, be established during the earthwork phase of the project by our representative when seepage areas and conditions may be more clearly defined. All areas to receive these drain lines should be observed by the geotechnical engineer. Where the immigration of fines from the native soil into the above - referenced drainage material may compromise the drain, the gravel backfill should be protected by a geotextile filter cloth. We recommend the use of a Mirafi 180N, or an equivalent approved in writing by the geotechnical engineer, be used for this purpose. It is also critical that the geotextile material be installed in strict accordance with the manufacturers' specifications. Failure to do so can result in a "failure" of the system and a voiding of any warranty or guarantee. Any buried basement retaining wall should also be provided with a drainage system similar to that described above for conventional footings. The drainage materials should extend up the full height of the buried portion of the wall to help avoid the potential for hydrostatic pressure buildup. We also recommend that the free - draining material meet the requirements of the 2006 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction, Section 9- 03.12(2) Gravel Backfill for Walls, as follows. Page 25 D LEGEND 5 ? Q Q QoQ_ Slope to Drain • A Surface seal of native soil or other low permeability material. (Can be separated from underlying free - draining by building paper, visqueen or geotextile, at owner's discretion. Free - draining, granular backfill material meeting the gradation specification presented below 6 -inch minimum diameter, perforated or slotted rigid concrete, metal, or plastic pipe with tight joints, with a positive gradient sufficient to generate gravity flow and provided with accessible cleanouts at regular intervals. Perforations (3/16 to 1/4 inch diameter) to be in lower half of pipe, with lower quarter segment unperforated to facilitate water flow. Slotted pipe to have 1/8 -inch maximum width slots. Must NOT be tied to roof downspout or perimeter footing drain lines. Alternative geotextile drainage fabric attached to wall after the wall has been damp - proofed. Capillary break placed beneath floor slab consisting of clean pea - gravel, 1/2 -inch minimum washed rock, or clean sand, with a minimum thckness, t, of 4 inches. Capillary break to be separated from floor slab by impermeable plastic membrane. NOTES • Minimum depth of footing burial, D = 18 inches. • Estimated thickness of impermable surface layer, S, = 6 to 12 inches. • Capillary drainage material beneath floor slab should be hydraulically connected to perimeter subdrain pipe. (Use of 2 -inch minimum diameter weep holes, as shown above, is one option of achieving this end.) • Any backfill within 18- inches of wall should be compacted with hand - operated compaction equipment only. Heavy compaction equipment should not be used within 5 feet of wall to help avoid imposition of additional lateral load on that wall which could cause wall damage. • All wall backfill should be placed and compacted in accordance with the recommendations contained in the Fill Placement and Compaction section of the attached CEO, Inc. report. • Wall drainage and backfill material should meet the following gradation requirements, unless otherwise recommended by the geotechnical engineer: Material and Sieve Size 3 inch 1 -1/2 inch 3/4 inch 1/4 inch #10 mesh #50 mesh #100 mesh #200 mesh Schematic Only - Not to Scale — Exterior Wall Percentage of Material Passing 100 80 - 100 60 - 90 50 - 80 35 - 65 25 - 45 10 -15 0 -3 Floor Slab /:// \V / GV Creative Engineering Options INC A Firm Practicing in the Geosciences WALL AND FOOTING DRAIN DETAIL Plate 5 Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 26 As an alternative to a free - draining backfill, and one that requires significantly Tess space, we recommend the use of a composite drainage fabric, such as Miradrain, Delta- Drain, "J" Drain, or an equivalent approved in writing by the geotechnical engineer. This composite should be placed directly against the face of the basement retaining wall (once the wall has been suitably moisture - proofed with bitumastic paint or other moisture - proofing agent) with the filter cloth facing the soil surface. The geotextile fabric "tail" of the composite should be wrapped over the basal drain line and its surrounding free - draining gravel to make a clean and direct connection. Backfill is then placed against the geocomposite covered basement retaining wall, and is compacted as it is raised back to design site elevation. This option also allows for the reuse of previously excavated on -site soil rather than an imported free - draining material and, thus, offers a small cost savings. A typical pictorial depiction of these wall drainage system elements is also provided on Plate 5. Energy Dissipation Apron: Because of the topographic constraints at this site, and given the difficulty involved in creating a practical and economical connection to the existing storm drain system, we recommend allowing the foundation drains to discharge the small amount of seepage likely to be collected over a crushed rock energy dissipation apron. This apron should be set down into a shallow hand excavation of about sixteen (16) inches in maximum depth and six feet in minimum length. The crushed rock apron should then consist of a minimum [central] width of eighteen (18) inches and side slope widths of nine inches for a total apron width of three feet. The four inch diameter unperforated plastic tightline should extend for a minimum distance of twelve (12) inches out over the upgrade end of the apron to help avoid the potential for erosion beneath the outfall. The apron should be a minimum of ten (10) inches deep, and should consist of essentially fines free two to six inch sized crushed rock. As an additional precautionary measure you might also consider placing a layer of geotextile over the subgrade, between it and the crushed rock, If you elect to do this we recommend using a Mirafi 180N fabric, or an equivalent approved in writing by the geotechnical engineer. For informational purposes we have provided a pictorial rendition of this form of energy dissipation apron on Plate 6, attached. Roof Drainage: Under no circumstances should any buildings' roof down spout lines be connected to the footing drains. Down spouts must be separately tight - lined to discharge. We also recommend the installation of sufficient cleanouts to NOTES L Schematic Only - Not to Scale (Dimensions as indicated) Drain Pipe _. • b B 5 :tio: g: o • Minimum recommended length of drain pipe extension over rock apron, E • Minimum recommended width of rock apron, B • Minimum length of rock apron, L • Minimum suggested width if perimeter apron slopes, b • Minimum suggested width of apron bed, w • Minimum recommended depth of rock apron, t • Minimum suggested slope of perimeter apron slopes, h • Minimum estimated total depth of rock apron, T • Minimum size of recommended apron rock E Mirafi 180N Protective Geotextile Layer (or an equivalent approved in writing by the geotechnical engineer) = 12 inches = 3 feet = 6 feet = 9 inches = 18 inches = 10 inches = 3H:1V = 16 inches = 2 to 6 inches IC A %.. GV Creative Engineering Options INC. A Firm Practicing in the Geosciences TYPICAL ENERGY DISSIPATION APRON Plate 6 Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 27 allow for easy and periodic down spout drain line flushing and maintenance. It has been our experience that the most functional cleanout spacing is for one to be installed at any bend or corner in a drain system and at a spacing of about thirty -five (35) feet in straight pipe runs. This will help to keep the potential extent of drain line clogging to a small segment of pipe that can be cleared with relative ease. On this site, because of the lack of nearby storm drain facilities, it will be advantageous if the roof down spout tight lines can be connected to, and discharge into the on -site sewer line. Temporary Erosion Control Temporary Silt Filter Fence: It is important that appropriate erosion control measures be implemented in construction to avoid the potential for flushing soil fines off the construction area of the site and onto adjacent properties, streets, or into the westerly creek. As a minimum measure we recommend that the earthwork contractor erect a temporary silt fence along the downgrade perimeters of the construction area of the site. These fences should be set sufficiently far from the edge of any excavation to allow for free passage for the workmen. They should, however, be upgrade of any drainage control swale or berm. The silt fence should consist of a minimum of one row of an eight or ten (10) inch diameter straw filled coir roll which, once set in- place, should be "staked" with a steel pin or wooden stake to help prevent their movement. For informational purposes we have provided a pictorial depiction of this typical form of erosion control measure on Plate 7, attached. Site Surface Protection: Where the site excavation process exposes the in -situ soils they will be subject to all of the erosive forces of the elements, such as wind, rain, freeze, thaw and drying (by the sun). As a result they should be expected to deteriorate rapidly if not adequately protected. To achieve protection against the elements we recommend that all such areas be either revegetated or repaved as quickly after construction as possible. If any areas of disturbed soil are to remain exposed during construction for up to ten (10) calendar days they should be protected against the elements with a layer of straw mulch. If the exposure is to be more than ten (10) calendar days then the straw mulch should also be supplemented with a hydro seed mixture. Depending on the time of year when such revegetation occurs it might be helpful to use an erosion control blanket to help keep the seed and mulch in -place until the "b. yr. G %Jr NOTE: )s. Creative Engineering Options INC. A Firm Practicing In the Geosclences I 1 I \ 1// • 1#! ilaMCENT ROLLS SHALL naerzy .4eur rmw Rous wsr Be PzArio ALONG SLOPE CONTOURS r.„ (75-4 .X : STAKE (5 x 25m) Afor TO SCALE 8-;O DX (200-250MM) Temporary straw of coir roll filter fence installation requires the placement and secure staking of the roll directly onto the site surface and, for this specific project, it does NOT require the use of a shallow trench. Surface water flow should not be allowed to seep under, or around, the roll. Temporary Straw or Coir Roll Filter Fence Plate 7 Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 28 root mat has an opportunity to germinate and take hold. In this case we recommend the use of a North American Green C -125 Erosion Control Blanket, or an equivalent approved by the geotechnical engineer. This blanket not only helps keep the seed and mulch in -place but also provides a protective thermal blanket over the seed and mulch mixture. According to the manufacturer, this blanket also reduces the water flow velocity by up to 77 %, and reduces the soil loss by up to about 98 %. These values are dependant on the blanket being installed in strict adherence with the manufacturers specifications. Crushed Rock Site Entry Apron: Another important element in site erosion control will be the installation of a coarse crushed rock entry apron. The apron should comprise coarse, angular crushed rock of approximately two to six inches in size and the rock should be separated from the underlying subgrade by a layer of geotextile, such as Mirafi 500X or an equivalent approved in writing by the geotechnical engineer. This apron must be of at least fifteen (15) feet in width and should extend onto the site for a distance of about fifty (50) feet, or more. The corners where the rock apron meets the existing street edge should be radiused in accordance with the requirements of the local BMP's. The rock apron should be at least fifteen (15) inches in thickness and MUST be maintained during construction. This apron provides an area where trucks can be "brushed" down and loose materials removed from between the truck or trailer tires. This helps prevent materials being transported onto the nearby local streets. Storm Drain Catch Basin Protection: We also recommend that the contractor install pre- manufactured silt sacks in all nearby storm drain catch basins located in adjacent or downgrade roadways or pavement areas. This should help prevent any sediment that might wash off the site from filling and clogging any of the existing functioning drain system. However, it is CRITICAL that the contractor recognize that these silt sacks are a maintenance item and that they will require periodic cleaning during construction to remove debris and collected sediment. Failure to perform this periodic maintenance is likely to result in clogged storm drains and local flooding during periods of precipitation, particularly in the winter months. Geotechnical Engineering Study 08 -2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Limitations CLOSURE Page 29 The above information is being provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that Creative Engineering Options, Inc., is assuming any responsibility for construction site safety, measurements or dimensions, or the contractors, subcontractors, or other engineers activities, means or measures. Such a responsibility is not being implied and should not be inferred, but remains with the owner and his contractor or other engineers. Furthermore, it should be clearly understood that CEO, Inc., does not in any way "direct" or "supervise" the contractor, his staff or his subcontractors and their employees, or any other engineer. This responsibility also remains solely with the owner and his or her general contractor. Our recommendations and conclusions are based on the site materials observed, the limited subsurface data generated from our field study, our engineering analyses, the design information provided, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care, skill and competence ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No other warranty, expressed or implied, is made. The recommendations submitted in this report are based upon our site observations and current exploratory data, and our experience in the general proximity of the site. These data pertain to the times and locations where they were obtained or observed only, but are assumed to be reasonably representative of the conditions beneath the majority of the area explored or observed. Soil and groundwater conditions between exploratory locations may vary from those encountered. The nature and extent of variations between the exploratory locations may not become evident until construction. If variations do appear, the geotechnical engineer should be requested to re- evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services Construction Observation and Testing Services: For continuity, and as typically requested by most public jurisdictions, we also recommend that CEO be retained to Geotechnical Engineering Study 08 - 2870 12607 East Marginal Way South - Basement Addition December 16, 2008 Page 30 provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow for rapid design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. This allows us, on behalf of the owner, to periodically monitor the stability of any open foundation excavations and to verify that adequate soil bearing is available in foundation and floor area locations, that the subgrade redensification process is appropriately conducted, that the crushed rock or recycled concrete is adequately tamped -in- place, and that the eastern and southern site fills are appropriately placed and compacted. [CEO, Inc., does not perform the in -situ density testing, but can observe the tests performance and evaluate the data developed by the accredited testing agency selected for these services on the project.] Also, it allows us to verify the correct installation of the lightweight GeoFoam block backfill, and to verify that the building foundation and basement wall drainage system is properly installed. It also allows us to periodically verify that the temporary and long term erosion and sediment control [TESC] measures are adequately implemented and that they remain functional throughout construction. We do not accept any responsibility whatsoever for the performance of the foundations, earthwork, pavements, or any other geotechnical aspect of the project. WARNING! It is CRITICAL that the owners, their architect, the structural engineer and the contractor read the ENTIRE report. Do NOT base any design or construction decisions on any portion of the brief summary letter or of the report text taken out of context. If decisions are based on only a part of the recommendations there is a significant risk that the decisions could result in an impractical or uneconomic design or construction procedure, could add significant risk to the project, and /or could result in damage to, or even failure of, the design element. APPENDIX A 08 -2870 ADVANEDGE PIPE MANUFACTURER'S DATA ` , a• Geotexfile acts as a soil filter only, not as a structural member. Figure 3. AdvanEDGE is designed to be a true pipe, with significantly higher flow and structural strength. HDPE core fully encloses waterway. Lateral pillars maintain pipe rigidity Double the flow capacity Traditional flow rate lab tests on panel pipe have borne little resemblance to actual installed conditions, and have shown little difference in the tested flow capacity of any of the geocomposite brands. Recently, the Kentucky Transportation Center has designed a test method which is far more representative of the actual forces acting on installed pipe. The results of this improved test show that AdvanEDGE has approximately twice the flow capacity of the two lead- ing competitive geocomposites. Details are outlined in the Engineering Specification section on page 5. Stronger material makes a stronger pipe AdvanEdge is manufactured from a high density polyethylene resin that meets the structural property and chemical resistance requirements of ASTM D 3350. Many of the other geo- composite cores are made from less durable materials, such as low density PE or styrene. Fast, economical installation The slim -line design of AdvanEDGE (only 1.5" thick) allows for installation in a narrow trench, easily cut with high- speed trenching equipment, and with minimal surface disruption. The pipe is strong enough to resist any deformation when fed through the trencher's boot, or when the trench is filled, compacted and covered. Full invert AdvanEDGE is delivered in 100 ft. and retains water 500 ft. coils, with longer lengths avail - and promotes able to meet project conditions. Joints high flow are, therefore, few in number, and are capacity. made with an innovative coupler that is secure enough to resist installation stresses. 1t 3 :.� 1a` .. n-S ' r ti t �t 7 f c wit • � t7 L - a 'n Throughout the rather brief history of geocomposite panel pipe, there has been an unfortunate lack of testing specifications that would adequately predict the product's performance in the field. Structural Strength For example, the early post - and -net and cuspated designs called for com- pression testing in the horizontal plane only, using test methods such as ASTM D 695 and ASTM D 1621. These meth- ods totally ignored the vertical and shear forces imposed on installed pipe, and the effect of the unsupported geo- textile. It's little wonder that these open core products could pass parallel plate loading tests, and yet perform poorly in actual installations. ADS, along with many industry researchers, have long believed that a new laboratory test could and should be devised to more accurately represent the real -world conditions of installed pipe. After several years of develop- ment, there are now two test methods which not only replicate the actual forces imposed on installed drainage panels, but also yield results that corre- late closely with the observed failure history of various competitive products. 1. Tilted Plane Test. Originally designed by Ronald Frobel in 1991, this device places the panel pipe sample between two blocks at approximately a 30o angle, which is equivalent to the shear force on vertically installed pipe from a load imposed on the surface (see Figure 4). The worst case vertical Toad can be assumed as dual truck wheels posi- Figure 4 tioned on a pavement shoulder above the panel drain, with only 2" between the surface and the top of the pipe. With a wheel load assumed at W = 16 kips, the total force exerted against the panel drain is calculated at 240 lb. /in. The actual force required to cause com- pression failure in AdvanEDGE pipe is 400 lb./in, which gives the product a safety factor of 1.67 (400/240) in this worst case tilted plane lab test. 2. Soil Box Test. Even closer to reali- ty is the soil box developed in 1994 by John Fleckenstein of the Kentucky Transportation Center. The test box replicates the trench condition in width, depth, panel pipe placement, and back - fill material (see Figure 5). 19.16 cm' 19.66 cm • 2.54 cm I / LOAD •1 PLATE 50.00 cm Figure 5 27.94 cm PANEL ORAIN Tests were conducted by Mr. Flecken- stein on the six major brands of geo- composite panel drains, in both loose and dense sand backfills and at vertical loads ranging from 5.7 to 22.7 Ib /in2. As shown in the table below, Advan- EDGE clearly outperforms the others both in vertical compression and in loss of core capacity. These findings corre- late fairly closely with failure reports from more than 190 dig -ups and borescope inspections in 18 states and one Canadian province. Kentucky Transportation Center Soil Box Test Vertical Compres• Loss of Core sion @ 22.7 Itlin Capacity (Percent (Percent Reduction Reduction In in Height) Core Open Area) Product AdvanEDGE Hydraway Stripdrain Prodrain Akwadrain 1.4 to 1.9 -1.1 to -2.1' 3.5 to 16.8 12.1 to 57.6 5.0 to 10.2 15.0 to 35.0 3.3 to 10.0 15.2 to 52.0 1.6 to 5.3 5.3 to 27.4 • AdvanEDGE core capacity actually increased/ ASTM is developing a formal testing standard based on the KTC soil box, with a tentative publication date of Spring, 1998. This will be a significant step forward to help specifying agen- cies identify geocomposite drainage products that will in fact give satisfacto- ry long -term performance in the field. Flow capacity ASTM D 4716 has been the traditional means of measuring the flow rates of various geocomposites, and the tested brands have all scored between 15 and 20 gpm /ft using this method. But the method has three serious flaws: (1) samples are tested horizontally, while most applications install the pipe verti- cally, (2) there is no external loading applied to simulate actual pressures from soil, pavement, or traffic, and (3) test samples are very short. In 1997, the Kentucky Transportation Center devised a flow test that is far more representative of in- service condi- tions. Samples are placed vertically in a loaded soil chamber, resulting in a surprising difference in measured rates from the old ASTM test. Figure 6 shows that AdvanEDGE has roughly twice the flow capacity of the two major competitive brands, even when the full vertical load is not applied. 13 With soil load I'll Without soil load Figure 6. AdvanEDGE flow capacity vs. two open core geocomposites. (Source: Kentucky Transportation Center, 1997) 5 Proper fabric selection is dependent on both the site conditions and the core design. The site conditions include backfill gradation, pavement base gra- dation and stability, shoulder base material, and any cracking, blocking, or rubblizing done to the pavement. Fabric Average Opening Size (A.O.S.) (095) and permittivity can be set by these project conditions. Sizing criteria for the filter fabric is as follows: Soils retention = Soils permeability = 015 (of Filter) < 4 _ 5 D15 (of Filter) > 4 -5 D85 (of Soil) D15 (of Soil) Filter fabric selection = 0 95 < 20 The 095 for AdvanEDGE's standard geotextile is 0.212 mm. If other values are required, the Design Engineer can contact ADS for other available fabrics' A.O.S. Slot width sizing (fabric -less installations) = D85 (of Soil) Slot Width > 1.2 Geotextiles for AdvanEDGE Selection of the fabric fo AdvanEDGE closed core pipe is governed by the requirements for subsurface drainage shown in the AASHTO M -288 table. Class B requirements typically apply to most installations. If a granular backfill is used, it is possible to remove the fab- ric from AdvanEDGE (provided the nar- row slot width is specified). Geotextiles for Open Core Designs For geocomposite products designed such that the geotextile is a structural element and outer boundary, the fabric puncture resistance and modulus are critical. The farther apart the posts or cuspations (and therefore the larger the fabric area supported by each post or cuspation), the greater the required puncture resistance and the higher the required modulus. Fabric selection for these open core products requires that the additional strength requirements of separation applications be met. Some geocom- posite manufacturers use resin bonded or calendared fabrics to increase fabric modulus. These treatments reduce A.O.S. and permittivity as well. The Design Engineer should insure that the reported parameters in the manufactur- ers' literature reflect the treated proper- ties as this requirement is essential to a good design. 1 2 Physical Requirements for Geotextiles per AASHTO M -288 SUBSURFACE DRAINAGE' CLASS A CLASS B 180 80 PROPERTY 1. Grab Strength (Ibs) 2. Elongation ( %) 3. Seam Strength (Ibs) 4. Puncture Strength (Ibs) 5. Burst Strength (psi) 6. Trapezoid Tear (Ibs) 7. Permeability (cm /sec) 8. Apparent Opening Size (U.S. Std. Sieve) 9. Permittivity (Sec 10. Ultraviolet Degradation (% Retained Strength) 11. Asphalt Retention (gal /yd 12. Melting Point ( °f) TEST METHOD ASTM D 4632 ASTM D 4632 ASTM D 4632 ASTM D 4833 ASTM D 3786 ASTM D 4533 ASTM D 4491 ASTM D 4751 ASTM D 4491 ASTM D 4355 Appendix XI ASTM D 276 160 80 290 50 K Fabric > K Soil Notes 5 & 5A 70 25 130 25 K Fabric > K Soil Notes 5 & 5A 70 @ 150 hrs 70 @ 150 hrs Minimum: Use value in weaker principal direction. All numerical values represent minimum average roll value (i.e., test results from any sampled roll in a lot meet or exceed the minimum values in the table). Stated values are for non - critical, non - severe conditions. Lot sampled according to ASTM D 4354. Class A drainage applications for fabrics are where installation stresses are more severe than Class B applications, i.e., very coarse, sharp, angular aggregate is used, a heavy degree of compaction ( >95% AASHTO T -99) is specified, or depth of trench is greater than 10 feet. 3 Class B drainage applications are those where fabric is used with smooth graded surfaces having no sharp angular projections, no sharp angular aggregate is used; compaction requirements are light (<95% AASHTO T -99), and trenches are less than 10 feet in depth. 4 A nominal coefficient of permeability may be determined by multiplying permittivity value by nominal thickness. The k value of the fabric should be greater than the k value of the soil. 5 Soil with 50% or less particles by weight passing US No. 200 Sieve, A.O.S. less than 0.6 mm (greater than #30 US Std. Sieve). 5A Soil with more than 50% particles by weight passing US No. 200 Sieve, A.O.S. less than 0.297 mm (greater than #50 US Std. Sieve). Roadway Edgedrain 4" TYP. • `� a . • • Roadway Pavement • • d '° a_ ' Paved Shoulder 4 o //, /i / /` /' //‘ /, / 2" TYP Roadway Base Course 3 0 O ° 4 ∎ o . • �o i as 46114 4 � Oo o .o/ Place AdvanEDGE pipe directly < against pavement section and / backfill as required. \� \ \ \ \ \. \\ \\ \\\\ \,\ \ > \\ / *„ \.\\ . \! Subsurface Drainage - 4" Typ� ' Pavement (or turf) surface Trench Line - Layer to be drained .i.. / \ii > /.: /.. /. /..`is /i/ / • .•,,,,,, /.. /: /, . /, Foundation Drainage Ij s 00 0% . s., .0 , • ,kfi Islam 1111 \ / /../., /i.. /•. /,,. / \ AdvanEDGE M O � I H p . % pipe placed \ directly against wall \ ' Backfill with permeable � . �/ / materials and compact I Typical Putting Green Collar Edge of gree Surface turf Soil mixture " .. --! % q v .� t y : % 1 : , Gravel J �� ndisturbed . ** „_ Pin with 60 penny nails as required For applications without gravel, - i . v ' - .. /`F 12" AdvanEDGE 4- AdvanEDGE with � earth sock is recommended. The following guidelines apply to the installation of AdvanEDGE in all appli- cations. Specific instructions for high- ways, streets, parking areas, and other paved surfaces are given in ASTM D 6088, "Standard Practice For Installation of Geocomposite Pavement Drains." 1. AdvanEDGE pipe can be installed in a narrow trench with either face of the panel against the structure or soil to be drained. 2. Means shall be provided to hold the panel flush against the trench wall or structure during backfilling. 3. Depending on soil permeability and drainage requirements, the trench may be backfilled with the excavated materi- al, coarse aggregate, gravel, or natural sand. 4. When excavated material is used, the trench shall be backfilled to the desired limit (excluding bituminous or rock material larger than one inch) placed in two layers, and compacted. 5. When either coarse aggregate, grav- el, or natural sand is used, the trench shall be backfilled in two lifts and each lift compacted to the satisfaction of the engineer. 6. Joints shall be made using ADS AdvanEDGE couplers prior to placing AdvanEDGE in the trench. Use two coupling pins on each AdvanEDGE coupler. Couplers should be placed under the fabric at the joint to prevent backfill infiltration. To accomplish this, split the fabric seam and lay back the fabric approximately 8 in. Install the - coupler with two pins. Replace fabric over the coupler and secure the fabric with suitable tape. 7. Outlets should be placed as needed. Fittings for transition from the Advan- EDGE pipe to 4" or 6" round pipe shall be ADS end outlets or side outlets as required. 8. End caps should be used at all ter- mination points to prevent soil infiltra- tion into system. 7 e Ci*WrIrtril r'4 tr"4 0.11P00 4 as o t ZONE OFFICES ® MIDWEST/NORTHEAST CA WESTERN LONDON, OH WASHOUGAL, WA 1-800-733-9554 1-800-733-8523 SOUTHERN • MANUFACTURING FRANKLIN, TN FACILITY 1-800-733-9987 LOCATIONS ADVANCED DRAINAGE SYSTEMS, INC. 4640 TRUEMAN BLVD. HILLIARD, OH 43026 800 WWW .ADS-PIPE.COM .tk 44. itt;t1a 4-4r:aa:44iatZ, '11,■,r_CiAsAlfWAOYee;: THE MOST 4 f;!, 1",J N AME IN D RAINAGE S YSTEMS® 0 1999 Advanced Drainage Systems. Inc. © The Green Stripe is registered in U.S. Patent and Trademark Office. Printed in U.S.A. — 45° Wye (Horizontal) CA \ End Outlet Split Coupling 1 0 Side Outlet 0 0 0 0 End Cap Tee (Horizontal) APPENDIX B 08 -2870 USE OF THIS REPORT BY OTHERS REPORT ENTITLED: Geotechnical Engineering Study Proposed Basement Level Addition 12607 East Marginal Way South Tukwila, Washington by CEO, Inc., 08 -2870, dated December 16, 2008 To: Creative Engineering Options, Inc. 5418 159 Place NE Redmond, Washington 98052 Applicant herewith applies for permission to use the referenced report to (please indicate how you intend to use the report and why you wish to do so): Applicant understands that the referenced report is an instrument of professional service produced by Creative Engineering Options, Incorporated (CEO) and that express written authorization from Glen Mann and the afore mentioned corporation is required to use or in any way rely upon this report or any of the information contained within, or to duplicate, otherwise reproduce or copy, excerpt from, reference or quote from this report. Applicant understands that any unauthorized use of or reliance upon this report, or any unauthorized duplication , other reproduction or copying, reference to or excerption or quotation of this report is strictly prohibited, and will subject the violator to all legal remedies available to CEO. Applicant recognizes that CEO may, at its sole discretion, withhold authorization, or grant such authorization contingent upon applicant's acceptance of terms and conditions established by CEO to address issues arising out of the use of the report by the Applicant not contemplated by CEO at the time CEO initiated its services with Mr. Dave Stein and Mr. Leroy Gray, which included preparation of this report. APPLICANT: APPLICATION FOR AUTHORIZATION TO USE Name of Firm Address of Firm Telephone Number Contact Person Name Date of Application Contact Person Title 5 Copies DISTRIBUTION 08 -2870 Mr. Dave Stein c/o Mr. Leroy Gray 1760 Ferry Avenue S.W. Seattle, Washington 98116 gm/08 -2870 Stein -Gray Tukwila Basement Addition Geotechnical Report/ZipCSD REVIEWED CODE COMPL APPROVED .ta 18 2009 • Ciy of Tukwila BUILDING DIVISION 1 DED EXP. JOINT 18" SIDEWALK 5-8' 2% SECTION A -A 2" MIN. OR MORE AS DIRECTED. * DEPENDS ON DRIVEWAY PROFILE 2" - 518" 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 COMMERCIAL DRIVEWAY December 23, 2011 Bruce MacVeigh 14245 59 Av S Tukwila WA 98168 City of Tukwila Department of Community Development Jack Pace, Director RE: Gray Office Building Special Permission Application (L09 -011) for Work in Stream Buffer Dear Mr. MacVeigh: On March 25, 2010, the City issued a Notice of Decision for L09 -011 which permitted work within the buffer of an adjacent type 2 stream. As part of the City's approval of the special permission application, the applicant was required to install a significant amount of buffer plantings as mitigation. On December 21, 2011, Sandra Whiting, the City Urban Environmentalist completed an inspection of the buffer plantings and the plantings passed inspection. As required by L09 -011, you must provide annual monitoring reports for five years from final approval of the plantings by the City. Your first monitoring report is due to the City on December 22, 2012 and reports will need to continue to be provided to the City until December 22, 2016. Please contact me if you have any questions, I can be reached by phone at (206) 431 -3684 or via email at Brandon.Mile . ' Tukwilawa. • ov. I will be out of the office until January 3, 2012. Sinc 1 trann on J. Miles Senior Planner cc. Sandra Whiting, Urban Environ alist Files (L09 -011 and D08 -520 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 October 17, 2011 Marci Gray 1760 Ferry Ave SW Seattle, WA 98116 RE: Request for Extension Development Permit No. D08 -520 Gray Office Building —12607 East Marginal Wy S Dear Ms. Gray, This letter is in response to your written request for extension to Permit Number D08 -520. 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 March 26, 2012. 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 File: Permit No. D08 -520 W:\Pennit Center\Extension Letters\Pertnits\2008\D08 -520 Permit Extension.doc Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 (1E: Qiyvv)t: Dog-sa0 a(0,o) �- (Ah +A. o_tA, owl 0G, 7, 06-cP Oh sL reuse /0-3 O crrv OCT 11 2011 ''ERM ITCENTER \c\(Noi, <Ahic5e-i\ 9? II I o �,p� 1 Ail 1 LEROY GRAY 1760 FERRY AV SW SEATTLE WA 98116 • City of Tukwila RE: Permit No. D08 -520 GRAY OFFICE BUILDING 12607 EAST MARGINAL WY S TUKW Dear Permit Holder: Department of Community Development Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/02/2011. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/02/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D08 -520 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • a q�r City of Tukwila March 16, 2011 Bruce MacVeigh 14245 59 Av S Tukwila WA 98168 RE: Correction Letter #1 to Revision #1 Development Application Number D08 -520 Gray Office Building —12607 East Marginal Wy S Dear Mr. MacVeigh, 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. 1 have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 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. Bill Rambo Permit Technician Encl File No. D08 -520 Department of Community Development Jack Pace, Director W:\Permit Center \Correction Letters\2008\D08 -520 Corr Ltr #1 to Rev #2.DOC jem i Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS March 16, 2011 Leroy Gray D08 -520, Revision 12607 East Marginal Way South C /LI The Planning Division of DCD has reviewed the above permit application. The application is not ready for issuance. The following items need to be addressed before issuance of the building permit. 1. The proposed landscaping does not comply with the City's landscaping regulations. Type 1 landscaping is required along East Marginal Way. Type 1 landscaping requires the planting of four trees and 17 shrubs (See TMC 18.52.030). 2. Grass does not seem to be an appropriate choice of groundcover at this location. One suggestion is to use beach strawberry or other similar groundcover. Also, the groundcover must be located in all landscaped areas and must obtain 90% converge within three years. 3. When you resubmit please provide a landscaping only plan. The plan submitted is too busy with detail that is irrelevant for review of landscaping. 05 -04 -2009 LEROY GRAY 1760 FERRY AV SW SEATTLE WA 98116 RE: Permit Application No. D08 -520 12607 EAST MARGINAL WY S TUKW Dear Permit Applicant: Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician xc: Permit File No. D08 -520 • • City of Tu vv ila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current permit application files, it appears that your permit application applied for on 12/26/2008 , 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 06/24/2009 . 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 06/24/2009. 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. 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 o Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 May 4, 2009 Leroy Gray 1760 Ferry Ave SW Seattle, WA 98116 RE: CORRECTION LETTER #3 Development Application Number D08 -520 The Office /Gray Residence —12607 East Marginal Wy S Dear Mr. Gray, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Planning Department: Brandon Miles at 206 431 -3684 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 throujh the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, J�nmlf Mars all t Technician encl File No. D08 -520 • City of Tukwila epartment of Community Development Jack Pace, Director P:\Permit Center\Correction Letters \2008\D08 -520 Correction Ltr #3.DOC jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 ® Tukwila, Washington 98188 a Phone: 206 - 431 -3670 a Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: May 1, 2009 Leroy Gray D08 -520, 2 nd comment 12607 East Marginal Way S C /LI PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The permit cannot be approved and additional information is needed by the applicant. Planning comments are as follows: 1. ADA Ramp The Civil Plan, sheet 2 of 2 shows an ADA ramp in the front of building does not comply with setbacks. The ramp must be setback at least 25 feet from the front property line. Consider moving the ramp to the rear of the structure in order to comply with structure setbacks. This comment was referenced in the City's 2 nd comment letter. Corrective Action Relocate ramp to comply with setbacks or submit for a variance from the City's Hearing Examiner. • oc 1 IL 1LL Iz_Q((IJ /LAAJ t1R B _ REUtsa. rEs .I2 L- TC 7rHc� S tTE ?L AI.), Glv4.4._ PL h(ravc / 3 cc v 4� v(se TIC= kt)(4 19-/I4p. / s 6'4u-a - a otr .a Ai _ EQ-1 c4 art% 6 'PLAil,)s Y AG 5 .5" 3€CTra. $, Esc g $Ec Tic Ns f1. z3 5�� (� 7a D it crog . &u lid Dau (mss f i9 = 3 ALL DR -.S l /0 tx. / / RC. VI &=0. As &qrcr _ q -k �- 51-1 PL"J SRS aLP - rks tE,Oat- EQ TO s s 77 PL.S N ADR. ()AN S773LL - The - 6J/4-7CQ Flaw. OA B C.bkA Nvt6 P-5 (.N. a65"-i ; 5) TAE PL n/ 1J, 8 Rey.)( s) . T4E P2,0 ti 7 PLA O S c3ru c 6u-oil-V.- s T r & r o T lkC L 4) `T7 SITE PL(31‘,1 Nas 8e It44.5.640 - 7) EigsCfntFruT S lfove BcEiu A-066 ro ? S irk" / 4 rub l..,oT Cc,NS aL < b 477 oN Fc_A/ii. trv'G D v r slate • Dog —3 I 5464.17-7-4.. q- Zz _cog 2 RE-U( U UFL,. ( A'J - o6..PL�TetlD oftf0 5u.6m,i1PE0 q- Z2 -C? c % • c40'rvtttZ coN SI-*.U.0 --- ‘b 4.3 Lei 54griA l T ob.3 66/0 mss' C-E. /v OR/ Vt2AM -I tki L L � (� s Q I 9._EZ 1 T3 E be) N E, 5 Z=E AC -c--61P Ti o N LE T 50-13, armi) Building Division Review Memo Date: March 31, 2009 Project Name: The Office /Gray Residence Permit #: D08 -520 Plan Review: Allen Johannessen, Plans Examiner • Page 1 Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. A structural engineer shall be required to verify the proposed foundation and structural designs for this project in concurrence with the recommendation by the geotechnical engineer's study; to address concerns and findings of the sites soils as indicated in the geotechnical report. The main concern is that the structural design shall meet all seismic and wind design loads for this geographical area. Typically structures constructed or renovated for public use or business shall be designed or engineered by a registered design professional. The structural engineer shall provide engineers calculations (drawings if necessary) with original stamp and signature by the engineer. The structural drawings already provided may be stamped by the engineer providing these drawings meet or exceed the engineer's recommendations for structural design. (IBC 106.1 & Chapter 16) 2. Sheet #8 details for guards and handrails shall require revised or additional information: a. Section "G ", stair handrail shall be minimum 34- inches to maximum 38- inches vertical in height from the nose of the stair tread (arrows shown with no dimension). b. Section "H" & "I ", Guards along stairways, ramps or landings where measured more than 30- inches above the surface or grade shall have balusters such that a 4 -inch diameter sphere cannot pass through. This may be provided with details and dimensions or general notes with key references to the details. (IBC Section 1012 & 1013) c. Section "I" guard rail shall be a minimum of 42" above the surface or landing (38" shown). Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS January 9, 2009 Leroy Gray D08 -520, 2 comment 12607 East Marginal Way S C /LI The Planning Division of DCD has reviewed the above permit application. The permit cannot be approved and additional information is needed by the applicant. Planning comments are as follows: 1. Site Plan There are two site plans that have been submitted with the application. One appears to be prepared by the building designer and the other was prepared by the engineer. The two plans conflict with each other. For example the building site plan does not show an ADA ramp while the plan prepared by the engineer shows a ramp. It was noted at the meeting when we met on Friday, April 10, 2009, that the gravel behind the structure will be removed. This is not reflected on the site plan. Corrective Action Submit only one site plan. Revise as needed. 2. ADA Ramp The Civil Plan, sheet 2 of 2 shows an ADA ramp in the front of building does not comply with setbacks. The ramp must be setback at least 25 feet from the front property line. Consider moving the ramp to the rear of the structure in order to comply with structure setbacks. Also, the Civil Plan showing the ADA ramp does not match the structure drawings. Page 4 of 8 for drawing LG001 show stair being used to access the building with no ADA ramp access. Corrective Action Relocate ramp to comply with setbacks. Ensure that all plan sheet depict the same information. 3. Use In the City's first comment letter dated January 9, 2009 the City informed you that you need to pick either a residential or commercial use. Additionally, the City noted that a residential use is not permitted in the zone and that the previous residential use on the property had been non - conforming. In conversations with Mr. Stein he noted that you intended to convert the structure into an office space. Additionally, the correction letter received by the City on March 23, 2009 specifically notes that this is a conversion to office. If this is a conversion why do the plans make reference to this being a remodel of a residence? For example, sheet, LG001 notes that this project is an alternation to a residence and not a conversion. Sheet LGO01 also notes the specifications for a kitchen fan; however page 4 of 8 of LGO01 notes that the existing kitchen will be converted into an office. Corrective Action Delete /cross out all references to this being a residential use. If you believe you have a non - conforming use and want to continue that use, you will need to submit for a Code Interpretation by the Director of Community Development. 4. Parking Corrective Action Revise plans as needed. Corrective Action Revise site plan accordingly. Corrective Action Revise site plan accordingly. • • King County records note that the total living area for the structure is 1410 square feet. The City's parking regulations (TMC 18.56) require three stalls for every 1,000 square feet of usable floor area. Usable floor area excludes bathrooms, utility rooms, etc. Sheet 1 of 2 of the Civil Plans notes that the required number of parking stalls for the site is six and that nine are proposed with an additional two "unmarked stalls" in the rear of the building. Using the City's parking requirements would only require three parking stalls for the use. As we discussed in the meeting consider sheet flowing the water from the parking lot through the stream buffer to the adjacent stream. 5. Parking Landscaping Requirements See TMC 18.52.035 for landscaping requirements for the parking area. A total of 135 square feet (9''15 sq ft) of landscaping needs to be provided for the parking area. As we discussed when we met on April 10, 2009, the landscaping could be located in the front of the parking area. Please note that you cannot get credit for the landscaping in the buffer area. The specific details of the landscaping can be worked out after the permit is submitted. However, the site plan needs to identify where the landscaping will be placed. 6. Buffer Reduction The City will grant a buffer reduction for the proposed project. However, the buffer reduction cannot be the full 50 feet for the southern parcel. The buffer reduction on the southern parcel should be the minimum necessary to allow for the parking stalls. The buffer needs to be pushed an additional 25 feet east. The City will allow the building permit to be issued prior to final approval of a planting plan. However, final approval of the building permit will not be granted until the buffer enhancement has been completed. • • 7. Lot Consolidation Before final approval of the building permit, the lot consolidation will need to be recorded with King County. As we discussed, all easements need to shown on the site plan. Corrective Action Revise lot consolidation as needed and submit revised copy to the City. This corrective action is independent from the building permit. DATE: PROJECT: www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards April 2, 2009 PERMIT NO: D08 -520 • • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS The Office / Gray Residence 12607 East Marginal Way South 2 " - Review Comments PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Complete the Public Works permit fee estimate fee sheet — enclosed. Include cost of new parking lot, new Commercial Driveway to replace existing Residential Driveway, erosion control, and storm drainage. 2. Show & label on the Civil plan sheet, the new Commercial Driveway to replace the existing Residential Driveway; for access to the proposed parking lot. 3. Owner /Applicant shall complete a Traffic Concurrency Certificate Application - enclosed. 4. A Street Use will be part of this Building permit and require bonding, insurance, and a Hold Harmless Agreement; for work within the Public Right -of -Way (for the new Commercial Driveway). 5. All utilities including power are required to be underground, per City of Tukwila ordinance. 6. A Transportation Impact Fee applies to this Building Permit. See Pavement Mitigation and Transportation Impact Fees Bulletin no. A3 — enclosed. CORRECTVO61 b408-6' Q.TR# I ��I 1. pA GC y.. - -.. ��`�:�� . � SEC 4:--- `� `��.,�. ?...a= ��'� ,���� � .�&� _.8 vo_r-wrgG L. ,... 00. I/ f1G() % f--G a .. -C IJ4A14JI /L)G Lc 0.. p //4 ie$, --571 'D/aPt-)(7- L C-7°. R.G.ti A\ /JA:77-6 3- _ .G ST .f.-7,-. tj SEE / P r1J ( c 4_ G-- 0 a/ / _ 1 • p y 5 . x/11, 't Z)1.2./ S /cf. • a g -sza �H !,J ��C_ /3G cp/J / 1 3- Zc--zaa9 3 -r7-o5? /Y L � ^. f �' (- mss. I e - / � (/ far 3 a P / -0 +. :r i b C _' � 7 . N� f/ r 1 wre..- .. a..a � � � , L . C `. rt. '.� c--1 V/ . L C�N ; (J 4--?j (L � c�� f v zp 3 -Li -at - 4-�° c ,.! 1� E 6�. E.! 6 f ( �.F+� v/ j K � -t REC niter t APR 2 3 7nm - - TUKVVtt.fc ... . PUBLIC WORKS RECEIVED MAR 232009 PERMIT CENTER I Leroy Gray 1760 Ferry Ave SW Seattle, WA 98116 RE: CORRECTION LETTER #1 Development Application Number D08 -520 The Office /Gray Residence —12607 East Marginal Wy S Dear Mr. Gray, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attached comments. Public Works Department: Dave McPherson at 206 431 -2448 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 messen>'er service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, enn fer Marshall rm't Technician encl File No. D08 -520 City qf Tukwila Department of Community Development Jack Pace, Director P:\Pemut Center\Correction Letters\2008\D08 -520 Correction Ltr #1.DOC jem • • Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Building Division Review Memo Date: January 7, 2009 Project Name: The Office /Gray Residence Permit #: D08 -520 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please provide a site plan with topographical elevation lines at 24" elevation intervals. Include on the site plan location of footing drains and show where the footing drains shall extend to a designed dispersion pit or storm drainage system. 2. Identify on the site plan the proposed parking to include location of the ADA van parking. Also show the accessible ramp from the parking area. Provide dimensions on the site plan to show set backs from property lines, dimensions of parking spaces and accessible parking. 3. The plans show a deck that appears to be located over the front portion of the new basement. Please identify the type of decking materials or show details of the deck construction to identify method of preventing moisture intrusion into the basement from the deck. 4. The plan shows the conversion of the crawl space into a basement by raising the building. As a result the existing two story building becomes three story building. Provide height dimensions for the new basement conversion. In addition, given that the height of the building has increased, please provide elevation drawings of the building showing all exterior elements to include: doors, windows, steps, walkways or ramps and parking. 5. Detail section "C ", show the support post material to be pressure treated (PT) or specify a 1" stand- off at the post base. 6. Page 4 existing upper level plan shows previous bedrooms identified as rooms 3, 4 & 5. Identify rooms as "Storage" or "Office" spaces. Provide a note "To be used as office and storage only sleeping areas not allowed ". 7. Sheet 3: Identify those portions of the new foundation walls where steps in the foundation wall shall be constructed as pony walls and identify height of each step. Provide clarification with specifics of the 5' wall extension shown. In addition provide exterior dimensions of the basement with dimensions for spacing of the post and beams. 8. In addition to item 7) provide specific details for the new basement door to include pad at the exterior of the door, size with type of door and show pathways or steps accessing that entrance. • . 9. Identify on the plan view the location and placement of the geo foam blocks. Identify the approximate start and end of the foam blocks as it relates to the proposed site grade and elevations. 10. Provide specific details for the handicap ramp handrails and guard rails. Details shall identify type of materials and how it shall be constructed with all dimensions. Please note: all guard rails, stair hand rails as well as other building elements shall comply with the 2006 IBC; IRC code specifications are no longer applicable for this building. 11. Page 1 Standard Structural Specifications sheet refers to 2003 codes. Revise all code notes to show compliance with the current 2006 International Building Codes. All code specifications on that sheet and building plans shall be consistent with current codes. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: January 9, 2009 Leroy Gray D08 -520 12607 East Marginal Way S C /LI PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The permit cannot be approved and additional information is needed by the applicant. The proposed building on the site may have contained a non - conforming use and the building on the site does not appear to meet the front setback for the applicable zoning. Both issues present issues with the proposed project. 1. The property is zoned Commercial /Light Industrial (C /LI). Dwelling units are not listed as a permitted use under Tukwila Municipal Code (TMC) 18.30. The existing dwelling may have had non - conforming rights; however it's unclear if those non- conforming rights still exist. TMC 18.070.040 (3) notes, "If any non - conforming use ceases for any reason for a period of more than six consecutive months, or a total of 365 days in a three year period, which ever occurs first, any subsequent use shall conform to the regulations specified by this title for the district in which such use is located. Please provide water records for the last three years in order to demonstrate the house is still vested to be used as a dwelling. 2. Even if the home is considered a non - conforming dwelling, there are strict limitations that are permitted for construction activities to the home. TMC 18.70.060 notes with regards to the maintenance activities permitted for structures that contain non- conforming uses and for structures that do not comply with setbacks, "If any building is devoted in whole or in part to any non - conforming use, work may be done in any period of twelve consecutive months on ordinary repairs, or on repair or replacement of nonbearing walls, fixtures, wiring or plumbing to an extend not to exceed 25 percent of the current replacement value of the building ". Additionally, TMC 18.70.050 provide limitations on the building maintenance for a non - conforming use. Installing a new foundation is not permitted. 3. You must pick a use, either this is an office or a residence (provided you can meet the non - conforming requirements). There are specific parking requirements for an office that the site will have to comply with if you choose to make this an office. Please note the presence of the stream in the rear of the property precludes installing any parking behind the structure. i DATE: PROJECT: January 30, 2009 PERMIT NO: D08 -520 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards The Office / Gray Residence 12607 East Marginal Way South Miscellaneous Review Comments PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. Verify if this permit is for foundation work only. Public Works requires the following, prior to Occupancy as a Commercial Building. Apply for a separate Public Works permit (or) expand Building Permit No. D08 -520. Submit a Civil plan signed and stamped by a Washington State Licensed Professional Engineer. Civil plan sheet(s) shall include; erosion control, land altering, storm drainage for downspouts and paved areas, design of commercial driveway including a maximum of 15% grade, paved parking lot, cut/fill quantities, existing and proposed contours /spot elevations, and utilities. Civil plan and design, shall comply with Geotechnical recommendations — by Creative Engineering Options, Inc., dated December 16, 2008 and subsequent geotechnical evaluations /reports. 4 r Reference Number(s) of Related Document(s): D08 -520 Grantor: LEROY GRAY, an Individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Abbreviated Work Description: Indemnification and Hold Harmless and Permit Temporary in Nature Along E. Marginal Way S. and adjacent to 12607 & 12609 E. Marginal Way South Work within the City Right -of -Way, including commercial driveway, traffic control & utilities. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, 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. 1 1• IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 11 day of April, 2009. STATE OF WASHINGTON) )ss. County of King ) ]] I certify that I know or have satisfactory evidence that Rc,y r«k-'y_ and is the person who appeared before me, and said individual acknowledged that he signed this instrument and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in this instrument. Dated Q i/ i i ICI • Authorize ig ature / Property ner C !e -c.6( 4- «,'Pr l Notary Public in and for the State of Washington residing at 7{4.0, �L My appointment expires C5- d-q- / G' �th DATED this 12. GRANTEE: CITY of TUKWILA By: Print Name: Its: James Morrow STATE OF WASHINGTON) )SS. COUNTY OF KING ) day of Public Works Director 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. �.L LLc,.t,6 ) C.Of L( Name: kr-( t i 1 � // tick)i , 2009 NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: C5-A--/C ACTIVITY NUMBER: D08 -520 DATE: 10 -19 -11 PROJECT NAME: GRAY OFFICE BUILDING SITE ADDRESS: 12607 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-25-11 Complete Comments: Permit Center Use Only , INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: n Documents /routing slip.doc 2 -28 -02 n n PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete Structural Review Required Approved with Conditions Y C 1 \4- Planning Division Structural n Permit Coordinator n Not Applicable No further Review Required DUE DATE: 11-22-11 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENT : 11 ,inngg�/Division f P3I�c Works P k ` Complete Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 Sid03aH000inill PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -520 DATE: 12/17/10 PROJECT NAME: GRAY OFFICE BUILDING SITE ADDRESS: 12607 EAST MARGINAL WY S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 2 after Permit Issued vD ire Pree t ion Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete U 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 U No further Review Required n Approved U Approved with Conditions 1 Not Approved (attach comments) Notation: REVIEWER'S INITIALS: n Planning Division DUE DATE: 12/21/10 DATE: DATE: Permit Coordinator Not Applicable DUE DATE: 01/18/11 n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: (OA Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: w2 DEPARTMENTS: kr i is -2z Buil Ing Ivision IN ACTIVITY NUMBER: D08 - 520 DATE: 10 - - PROJECT NAME: THE OFFICE /GRAY RESIDENCE SITE ADDRESS: 12607 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued Public Works Complete Comments: • HERMIT COORD COPY. PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Fire Prevention ❑ Structural Incomplete DATE: DATE: Planning Division Permit Coordinator Not Applicable TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-22-09 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 11-19-09 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 11 1 ) ERMITGOOROCOPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D08 -520 DATE: 05 -06 -09 PROJECT NAME: THE OFFICE /GRAY RESIDENCE SITE ADDRESS: 12607 EAST MARGINAL WAY S Original Plan Submittal X Response to Correction Letter # 3 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: TUES /THURS R T ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved - Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Fire Prevention Structural Incomplete u DETERMINATION OF COMPLETENESS: (Tues., Thurs.) 1 DATE: Planning Division Permit Coordinator DUE DATE: 05-12 -09 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: No further Review Required DUE DATE: 06 -09-09 Not Approved (attach comments) DATE: I ►�1 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: C -4'b T di fi>; Division ig; ` Piblic Works Complete Comments: APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 HERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -520 DATE: 04 -22 -09 PROJECT NAME: THE OFFICE /GRAY RESIDENCE SITE ADDRESS: 12607 EAST MARGINAL WY S Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued DETERMINATI OF COMPLETENESS: (Tues., Thurs.) • Permit Center Use Only • • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS R UTING: Please Route Structural Review Required ❑ No further Review Required E REVIEWER'S INITIALS: Approved ❑ Approved with Conditions ❑ Not Approved attach comments) Notation: REVIEWER'S INITIALS: , 01-1 4a') Fire Prevention Structural Incomplete El Bldg ❑ Fire ❑ Ping% PW ❑ DUE DATE: 04-23 -09 DATE: P 611 O '0I Dcl Planning Division Permit Coordinator ❑ Not Applicable DUE DATE: 05- 9 DATE: Staff Initials: Atill& Complete Comments: Documents /routing slip.doc 2 -28 -02 ion 0 4 � 11 L I Public corks APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: EMT D 'V • LAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -520 DATE: 03 -23 -09 PROJECT NAME: THE OFFICE /GRAY RESIDENCE SITE ADDRESS: 12607 EAST MARGINAL WAY S Original Plan Submittal X Response to Correction Letter # 1 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -24 -09 TUES/THURS RO TING: Please Route Structural Review Required allPA1A Bldg, Incomplete Art 3 -as -�{ J(JAkke#4 FireD ivision � w •O' � Preven� r � Plan nin L _, , g t — Structural Permit Coordinator U Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Response to Incomplete Letter # Revision # After Permit Issued Not Applicable No further Review Required n REVIEWER'S INITIALS: DATE: u DUE DATE: 04 -21 -09 Approved n Approved with Conditions 1 Not Approved (attach comments) M Notation: REVIEWER'S INITIALS: DATE: Fire ❑ PIngX PW'j Staff Initials: Complete Comments: Documents/routing slip.doc 2 -28 -02 Ile PERMIT COORD COPY 41) PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 - 520 DATE: 12 - - PROJECT NAME: THE OFFICE /GRAY RESIDENCE SITE ADDRESS: 12607 EAST MARGINAL WY S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bu • i ,. D+vision ��� f Fire Prevention Public o Structural fl Permit Coordinator DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R UTING: Please Route Structural Review Required E No further Review Required REVIEWER'S INITIALS: Incomplete ❑ DUE DATE: 12-30-08 DATE: DATE: CIPAA P anning Division Not Applicable APPROVALS OR CORRECTIONS: DUE DATE: 0 - 7 09 Approved I Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: C Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ PIng' PW [f, Staff Initials: REVISION NO. DATE RECEIVED REVISION NO. REVISION NO. DATE RECEIVED STAFF STAFF INITIALS ISSUED DATE STAFF IN T S ______j_ l -D°1 1 to ° 0 /-13 .0 Summary of Revision: b Vr(L 4 p C / �c A‹,, U &i Received by: in C� nov C it4- he, it6k?A to . ,e arVi2- Received by: pvw,CA aiii,fid REVISION NO. DATE RECEIVED REVISION NO. DATE RECEIVED STAFF ISSUED DATE STAFF INITIALS S ______j_ 9- 1 to Summary of Revision: qii-qtt Surmnary of Revision: Received by: in C� REVISION NO. DATE RECEIVED REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Summary of Revision: Received by: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: SITE ADDRESS: • P LCCU: PERMIT NO: VhAvy ORIGINAL ISSUE DATE: 11101 REVISION LOG ease ease print) ease print) (please print) REVISION NO. Summary of Revision: DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Received by: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /? 7 7/ • 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 Plan Check/Permit Number: ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 E Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Gray Office Building Project Address: 12607 East Marginal Wy S D08 -520 /1 ffeceiveo ciTy of 7U.A OCT ,19 2011 PERMIT CENTER Contact Person: / 3 : p U t € S. A-7,,d elie = /l. phone Number: 206— 5 7 / 7 5 4 Summary of Revision: 7L ,1N 7S Sheet Number(s): "Cloud" or highlight all areas of revision including date of revise; Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: t 4 Entered in Permits Plus on Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: htp: //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. — IF /2 / - 7 7.- i2 L , s PL ,q.- -e Ov i n ct(o ei i' 6 0 4,, P ei" - . M "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: H:\Applications \Forms - Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Created: 8-13-2004 Revised: 7 -2010 Plan Check/Permit Number: D 0 £ — C i 2 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner g,PAHP' "��� S Project Name: 2./2°7 52E� a « /CE {.TL Project Address: /2 07 F,4 5 7 /'7,9%' f /Y-4 /€ S , ,'4/ 2/5 7- Sheet Number(s): h4 ?" ,2 2 S /!�� 7 /- REVISION SUBMITTAL CITyD "'7(4 DEC - 1 71010 PER Mn , CE cEl4 Contact Person: 2/ e" r1 /61✓, A E , Phone Number: 206 - S 7/- e 791 Summary of Revision: / 7// ' k- '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 Revision submittals must be submitted in person at the Permit Center. the mail, fax, etc. Date: 2 t 7 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 0 z? t > /5•4 \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • Revisions will not be accepted through D 6 g^ c-- >c 1009 OCT 21 P ERMIT CENT Project Name: Project Address: ( 2 - 7 E 0 y l c Contact Person: err �/6/ -/ Pte- Phone Number: (z6) - Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: — —Zod • • 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 Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner cm / 113 MA`( 06 S i pEPMtT cENTEP Project Name: R l: V t LE 6 K e En 6 E.. c Project Address: (4,01 - ST pogctuAL, toots S, Contact Person: -- 17/Vk Stt (#0 Phone Number: 20 9 ID ^ 6659- Summary of Revision: F1, p1 k1 0 G b (v \'!"k o IV C Ili li RLA a) e`3 o5 Ft3 13 eep Rio tsc6 T Sifi1&) RAP 0 triite Sotsertk C)F 13vw Pkg..) JELL L e_'1L FDA rl& T 14(E: 2S t 5 e?"7 CI(, nQ w G 1 G 60i /.�c3cES S 7 Al SNa(..../ b e:rP -S a Pt i' t Rn rel P. Sheet Number(s): L 600/ & t6 S 6) 7 4 f "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: d Entered in Permits Plus on 6 ✓ 69-01 \applications\forms- applications on Iinetrevision submittal Created: 8 -13 -2004 Revised: CA CI o5 Pose / S 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. Date: // ^ 2 I —7-04 Plan Check/Permit Number: D08-520 ❑ 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: The Office /Gray Residence Project Address: 12607 East Marginal Wy S Contact Person: 1 t J" 51 t !.) Phone Number: Z 9 40-491.0 S'{ Summary of Revision: (AA L Q (ma ►7 C Pt4 ally) -..1\31 PRl`J FOS f0 N AL. `EN 61 Nom, 2 R AS ST &(KP LSD kEQ l x1 p RAW c n1 cAs AN b Sc rl(tl A [,€ 7T'c2 r,✓ l rN RcSRW5e. g.) A. ON BEEN RivlSEi). RtSijtSED NOTE ,4 -lnAC. OF 21 cur 6-e.000 c& itiOh. L. l-fAs &G Q €vrsEM. ACC /9-r Fe3P aloac erry APR 2 2409 PER r CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: k Entered in Permits Plus on O 22-1 Dc \applications\forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 - Z -- zo ❑ 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: The Office /Gray Residence Project Address: 12607 East Marginal Wy S Contact Person: 77)f\ S''('L fN , Phone Number: ?06 -- 9 4. )d Summary of Revision: PM I t-D /NG h/ t/) Sl 6/J , 1 I ) $ C l l/(L , /) P/! i /NC 090 /, 1-Z D 71 () 2,) s ` �- CT /li% n . tas ; . ?. NA-ry 3 - =aq A /7P.P2/01.)6 f G-- / /2 7E '3- n -09 PA GC 5 C.,r- J ?>,(C• %- 7 • 1 1 , l� ,. _3, Y N cc� o f 1-L 1 t _ NCB x r a l e ( - i /k- a % G . 0 R‘-=( 3 -(1- . ?P S Sec.._ 3, 7 -�-� f � 5eE AEv/. 1)47s, f , . 3- E -0 ? 'I- P G re: t City of Tukwila \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 Received at the City of Tukwila Permit Center by: fEr Entered in Permits Plus on °`)---7; - 0 1 Plan Check/Permit Number: D08-520 E- E �i Sheet Number(s): L& v E Z Tr' '>[ g, !✓.(/ l),/':,c�// ✓CzS 3 ,': r_,_ 1 , "1 -- "Cloud" or highlight all areas of revision including of revisio RECEIVED CITVOFTIJKWIIA MAR 23 2009 PERMIT CENTER CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 E -mail: tukp1an@ci.tukwi1a.wa.us AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING ) ( [please print states as follows: Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 - 0 1 79 Planning Division 206 431 -3670 PERMIT NO: �Q (J v I I . 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under No./ 3-. , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perfgryn construction wok. wner /Owner's Ag nt Signed and sworn to before me this day of �4�1/I .� , 2"X NOTARY PUBLIC in and for the State of Washington Residing at ( , County Name as commissioned: My commission expires: 18.27.090 Exemptions, The registration provisions of this chapter do not apply to: i. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their ,own business; .� A 4. O construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12. Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 1,5. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold.by the mobile /manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, oran electrical trainee meeting the requirements of chapter 19.28 - RCW'to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and /or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. MANAGER SEPARATE PERMIT REQUIRED FOR: Machardoal Electrical Plumbing :Gu City of Tukwila BUILDING DIVISION RECORDER'S CERTIFICATE FILED FOR RECORD THIS DAY OF . 2000 AT .M. IN BOOK OF SURVEYS AT PAGE AT THE REQUEST OF • „- SUPT. OF RECORDS CENTERLINE N 90'00'00 "E 554.53' AMOR S. 126TH STREF.T LOT 2 LEGAL DESCRIPTION: LOT 3, BLOCK 9. RIVERTON. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS. PAGE 36, IN KING COUNTY. WASHINGTON. s 90 "W 207.14' N 90'00'00 "E 230.63' LOT 4 PLANNING APPROVED • No Changes can be made. to these plans without appal from the Planning Division of DOD Approved By:, PM Date : 98.88' CHAIN -LINK FENCE IS ON PROPERTY LINE SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTON IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF: LEROY GRAY • IN DEC. ,999. P ctit/LA-4 6 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 subrnittaa l and may include additional plan review fees. � PATRICK E. LEIGH .CERTIFICATE NO. 24235 -50 PO BOX 461 5 SEATTLE PHONE 206 937 -0800 FAX 206 937 -0400 DATE: 01/03/00 JOB NO. 99 -677 SCALE I "- 20' DRAWN: PEL • 0 0 NOTE : NO COPY OF TITLE INSURANCE POL -:Y HAS BEEN FURNISHED TO THE SURVEYOR. THIS SURVEY DOES NOT CONSTITUTE A TITLE SEARCH BY THE SURVEYOR. NO ATTEMPT HAS BEEN MADE BY THE SURVEYOR AS A PART OF THIS SURVEY TO SHOW DATA CONCERNING EXISTENCE. SIZE. DEPTH, OR LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES: NOR OF ANY EASEMENTS WHICH AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. LEGAL DESCRIPTION WAS FURNISHED TO THE SURVEYOR BY THE CLIENT, AND THE SURVEYOR' ASSUMES NO LIABILITY OF, RESPONSIBILITY FOR VERIFYING THE CORRECTNESS OR COMPLETENESS OF THAT LEGAL DESCRIPTION. PROPERTY LINE SURVEYS WA 98146 SCALE: END .... NEMEM . _ ... MIME ME... 40 20' CORRECTION LTRit.4.2 FILE COPY Dos - 520 SW 10-23-04 REVIEWED FOR C ODE COMPLIANCE APPROVE MAY 18 2009 City o ukwila BUILDING DIVISION • FOUND MONUMENT OF RECORD - CONCRETE MONUMENT IN IRON CASE OR AS NOTED HEREUPON. • SET REBAR W /SURVEY CAP "PLS 24235 ". - SET BRASS NAIL /TAG "PLS Permit No.. VC Plan review approval is suit to errors and omIssions. Apprmeldommtudyldownerdsdbesnotartalze the violation of any adopted Code or ordnance. Receipt of approved Fretd y I Is to ged: Date., - -5 2°69 City Of Tukwila BUILDING DIVISION RECORD OF SURVEY RECEIVED MAR 2 3 2009 PERMIT CENTER KING COUNTY, WASHINGTON. SHT OF 20' SET 5/8" R&C X Filed for record this Manager - FND MED SIZE PK 0 EAST SIDE OF SANITARY SEWER MANHOLE 360.0' PLAT 359.54' PROPORTI{NED In book of at page ROBERT W. BOYD I- < a (0 0 0 0 0 LEGEND x NN\\\' n\". RECORDER'S CE - TIFICATE \ff% SET 5/8" R &C D .0 — FND OLD 1. 1/2" LEANING IRON PIPE 0.8' NORTHEASTERLY Rec. No SOUTH 126th STREET 554.54' REC X554.52' MEAS SET BRASS TACK & LS TAG IN LEAD SET 5/8" REBAR & CAP 0 FOUND 1/2" REBAR & CAP ® FOUND MONUMENT IN CASE FENCE LINE BUILDING LINE day of , '20 at at the request of Superintendent of Records 0 0) SE . .1. N89'18'57 "W 4, SW 1/4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON 162.51' PLAT 162.29' PROPORTIONED 4' CHAIN LINK FENCE LOT 2 ■ 13' LOT A N8 "W 0 0 0) V) co 0 i / (SMALL EAVES i/ /// 179.42' N8918'57 "W f ABBREVIATIONS: CONC CONCRETE CO. COUNTY FND FOUND MEAS MEASURED MED MEDIUM MON MONUMENT R &C REBAR AND CAP REC RECORDED SURVEY'OR'S CERTIFICATE . This map correctly represents a survey made by me . or under my direction in conformance with the requirements of the SURVEY RECORDING ACT at the request of REGINA VALE in MAY , 2002. . ( .9 Signature Robert W. Boyd. L.S. #17659 FND CONC FILLED CASE WITH 3" KING CO. BRASS DISK (TYPICAL) OLD 2 STORY WOOD %t BUILDING #12601 NOT SHOWN) 6-- 207.61' 0 N .,. 0 0� �� \ O (T . ,t3 0 7 d un 'try -7�C) N` TON �G . L� 2 y 0 19.1' 14' 0 cP LP 0 al et \ -v t O G� 0 u ) c ° ` 'j * . Iv N) 6 N I Q 0 0 Z U) Z N U. ,.-J L.L. J OB .2•6 LEGAL DESCRIPTION: LOT 2, . BLOCK 9, RIVERTO TRACTS, ACCORDING TO T OF PLATS, PAGES 36, RE EXCEPT THE EASTERLY 10 SITUATE IN THE COUNTY SUBJECT TO EASEMENT F COUNTY RECORDING NUMB 'I, A REPLAT OF RIVERSIDE INTERURBAN E PLAT THEREOF RECORDED IN VOLUME 13 ORDS OF KING COUNTY, WASHINGTON; FEET . THEREOF FOR WIDENING HIGHWAY; F KING, STATE OF WASHINGTON; R SLOPES, CUTS AND FILLS AT KING : R 7111290128. SURVEYOR'S NOTES 1. EASEMENTS, ROADS, RES RICTIONS, RESERVATIONS, HAZARDOUS WASTE DEPOSITS, MOLD INFEST ON, CONSTRUCTION DEFECTS, AND MINING ACTIVITIES, IF ANY, ARE NOT SHOWN EXCEPT AS INDICATED. 2 . UNPATENTED MINING CLAMS, RESERVATIONS OR EXCEPTIONS IN. PATENTS OR IN ACTS AUTHORIZIN THE ISSUANCE THEREOF, WATER RIGHTS, CLAIMS OR TITLE TO WATER IF Y, ARE NOT SHOWN EXCEPT AS INDICATED. 3 . INDIAN TRIBAL CODES OF REGULATIONS, INDIAN TREATY OR ABORIGINAL RIGHTS, INCLUDING EASE ENTS OR EQUITABLE SERVITUDES IF ANY, ARE NOT SHOWN EXCEP AS INDICATED. 4. BASIS OF BEARING — SEE DRAWING 5. EQUIPMENT AND PROCED RES USED: TOPCON GTS 225 TOTAL STATION AND CLOSED FIELD TRAVERSE. LAST CALIBRATION NOVEMBER, 2001. 6. ALL MONUMENTS VISITED DURING MAY, 2002. 7. THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF REGINA VALE AND DOES NOT EXTEND TO ANY UNAMED PERSON OR PERSONS WITHOUT EXPRESS RECERTIFICATION BY. SURVEYOR NAMING SAID PARTY. 8. CRITICAL AREAS TO BE ELD. VERIFIED BEFORE FINAL DESIGN. 9. ALL LOCATIONS SHOWN EREON ARE THOSE OBTAINABLE BY SURFACE EVIDENCE ONLY, UNLESS OTHERWISE NOTED. 10. LEGAL DESCRIPTIONS . SUP LIED BY OWNER(S) OR THEIR AGENTS. 11. THE SURVEYOR IS NOT RESPONSIBLE IHL HEAGGR GA I ION OF ANY UNDERLYING LOTS, IF ANY, BY THIS SURVEY. 20 10 EXPIRES: 003 BOYD 86 ASSOCIATES INCORPORATED 828 INDEX COURT. NE RENTON, WA 98056 425 -204 -0840 Drawn JKB Checked RWB RECORD OF SURVEY FOR REGINA VALE ra e 05 -30 -02 1" = 20' Job No. • 1387-2 Sheet 1 o 1 0 20 SCALE IN FEET REVIEWED OR. CODE COMPLI APPROVED MAY 18 2009 City of Tukwila BUILDING DIVISInti � 40 RECEIVED MAR 2 3 2009 PERMIT GENTEF SE 1/4, SW 1/4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. MANAGER 0 0 SEPARATE PERMIT REQUIRED FOR: kcal Etoo ies, ti PlumbIn. City of Tukwila BUILDING DIVISION CENTERLINE N 90'00'00 "E 554.53' S. 126TH STREET RECORDER'S CERTIFICATE FILED FOR. RECORD THIS DAY OF . 2000 AT .M. IN BOOK' • OF SURVEYS AT PAGE • AT THE REQUEST OF LOT 2 LEGAL DESCP I P T I ON LOT 3, BLOCK 9. RIVERTON. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS. PAGE 36, IN KING COUNTY. WASHINGTON. SUPT. OF RECORDS S 90'00'00 "W 207.14' LOT 3 98.88' N 90'00'00 "E 230.63' LOT 4 SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTON IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF: LEROY GRAY IN DEC. .:1999. PATRICK E. LEIGH .CERTIFICATE NO. 24235 PLANNING APPROVED No changes can be rnadeto these plans without approval from the Planning Division of DOD Approved 8y: f Date :, ' t ;- ocl CHAIN -LINK FENCE IS ON PROPERTY 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. 25.00' " �,lI l II ll li ill ❑❑ ll/lllll IJAHlillld LUl I U 11.05' 9.29' s 33.14' • 0 PROPERTY LINE SURVEY PO BOX 461 5 SEATTLE WA 98l46 PHONE (206 937 -0800 FAX (206 937 -0400 DATE: 01/03/00 JOB NO. 99 -677 SCALE I "- 20' DRAWN: PEL 0 SCAT. E: LEGEND: 40 20' - POUND MONUMENT OF RECORD - CONCRETE MONUMENT IN IRON CASE OR AS NOTED HEREUPON. - SET REBAR W /SURVEY CAP "PLS 24235 ". - SET BRASS NAIL /TAG "PLS 24235" Permit No.. V i _'' PlanreviewaPProvEdissubjecttoorrorsandordsdons. Approval of constwc on do uments does not aut prize the violation of any adopted code or ordinance. Receipt of approved Freld y : i le h adm By M - °' Date? zoo? City Of'Tlukwila BUILDING DMSION CORRECTION LTR FILE COPY bO8 520 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2009 City otAkwila BUILDING DIVISION NOTE : NO COPY OF TITLE INSURANCE POL C:Y HAS BEEN FURNISHED TO THE SURVEYOR. THIS SURVEY DOES NOT CONSTITUTE A TITLE SEARCH BY THEE SURVEYOR. NO ATTEMPT HAS BEEN MADE BY THE SURVEYOR, AS A PART OF THIS SURVEY TO SHOW DATA CONCERNING EXISTENCE. SIZE. DEPTH. OR LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES: NOR OF ANY EASEMENTS WHICH AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. LEGAL DESCRIPTION WAS FURNISHED TO THE SURVEYOR BY THE CLIENT, AND THE SURVEYOR ASSUMES NO LIABILITY OF RESPONSIBILITY FOR VERIFYING THE CORRECTNESS OR COMPLETENESS OF THAT LEGAL DESCRIPTION. RECORD OF SURVEY SW 10 -23 -04 RECEIVED MAR 2 3 2009 PERMIT CENTER KING COUNTY. WASHINGTON. SHT OF • , ROBERT W. BOYD Manager FND MED SIZE PK ® EAST SIDE OF SANITARY SEWER MANHOLE . 360.0' P, AT 1 359.5 ' PROPORTI NED 20' Filed for record this In book of SET 5/8" R&C RECORDER'S C day of TWO STORY WOOD HOUSE #12607 1.r) 0 . 0 z 0 0 0 co LEGEND X 0 \ \ \ \ \ \\N atIIpage 0 N FND OLD 1. 1/2" LEANING IRON PIPE ® 0.8' NORTHEASTERLY TIFICATE . , 20 at M Superintendent of Records at the request of Rec. No. I 0 rn SET 5/8" R &C �. tc► � c) rn SET BRASS TACK & LS TAG IN LEAD SET 5/8 . REBAR & CAP FOUND 1/2 REBAR & CAP FOUND MONUMENT IN CASE FENCE LINE BUILDING LINE SE 1/4, SW 1 SOUTH 126th STREET 554.54' REC 554.52' MEAS N8918'57 "W TOE 0 1 13' r j 162.51' PLAT . 162.29' PROPORTIONED LOT 4' CHAIN LINK FENCE LOT 2 4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON 0 0 (/) (/) N8 "W 179.42' N8918'5 "W f ABBREVIATIONS: CONC CONCRETE CO. COUNTY FND FOUND MEAS MEASURED MED MEDIUM MON MONUMENT R &C REBAR AND CAP REC RECORDED SURVEYOR'S CERTIFICATE . This map correctly represents a. survey made by me . or under my direction in conformance with the requirements of the SURVEY RECORDING ACT at the request of REGINA VALE In MAY 2002. Signature Robert W. Boyd. L.S. #17659 FND CONC FILLED CASE WITH 3" KING CO. BRASS DISK (TYPICAL) 1 207.61' 0 N -ac's.. \ 0 Cn .% 0 _ i vL BUILDI`�G 12Afl1 ~ ` 9 / (SMALL EAVES , , ,, ,// 4' L an NN 0 Z V) , if F///ff //////////fA\ \'• \\.\\\\•mil EXPIRES: 11/13 2003 U U ` ix ft C'1 t, cVN • (NJ `\d < Z � 0 0 I_ LL J L Z i J 4 Z . J. BOYD & ASSOCIATES INCORPORATED 828 INDEX COURT. NE RENTON, WA 98056 425- 204 -0840 LEGAL DESCRIPTION: LOT 2, . BLOCK 9, RIVERTO TRACTS, ACCORDING TO T OF PLATS, PAGES 36, RE EXCEPT THE EASTERLY 10 FEET THEREOF FOR WIDENING HIGHWAY; SITUATE IN THE COUNTY F KING, STATE OF WASHINGTON; SUBJECT TO EASEMENT F R SLOPES, CUTS AND FILLS AT KING COUNTY RECORDING NUMB R 71 11290128. SURVEYOR'S NOTES 1. EASEMENTS, ROADS, RES RICTIONS, RESERVATIONS, HAZARDOUS WASTE DEPOSITS, MOLD INFEST ON, CONSTRUCTION DEFECTS, AND . MINING ACTIVITIES, IF ANY, ARE NOT SHOWN EXCEPT AS INDICATED. 2 . UNPATENTED MINING CLAMS, RESERVATIONS OR EXCEPTIONS IN PATENTS OR IN .ACTS AUTHORIZIN THE ISSUANCE THEREOF, WATER RIGHTS, CLAIMS OR TITLE TO WATER IF Y, ARE NOT SHOWN EXCEPT AS INDICATED. INDIAN TRIBAL CODES 0 RIGHTS, INCLUDING EASE ARE NOT SHOWN EXCEP SE 1/4, SW 1/4, SE Drawn Checked JKB RWB N, A REPLAT OF RIVERSIDE INTERURBAN N E PLAT THEREOF RECORDED IN VOLUME 13 ORDS OF KING COUNTY, WASHINGTON; REGULATIONS, INDIAN'. TREATY OR ABORIGINAL ENTS OR EQUITABLE SERVITUDES IF ANY, AS INDICATED. 4. BASIS OF BEARING — SEE DRAWING 5. EQUIPMENT AND PROCED RES USED: TOPCON GTS 225 TOTAL STATION AND CLOSED FIELD TRAVERSE. LAST CALIBRATION NOVEMBER, 2001. 6. ALL MONUMENTS VISITED DURING MAY, 2002. 7. THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF REGINA VALE AND DOES NOT EXTEND TO ANY UNAMED PERSON OR PERSONS WITHOUT, EXPRESS RECERTIFICATION BY SURVEYOR NAMING SAID PARTY. 8. CRITICAL AREAS TO BE ELD. VERIFIED BEFORE FINAL DESIGN. 9. ALL LOCATIONS SHOWN. HEREON ARE THOSE OBTAINABLE BY SURFACE EVIDENCE ONLY, UNLESS OTHERWISE NOTED. 10. LEGAL DESCRIPTIONS SUP LIED BY OWNER(S) OR THEIR AGENTS. 11. THE SURVEYOR IS NOT RESPONSIBLE F 'I HL IZEAGGRLGA IION OF ANY UNDERLYING LOTS, IF ANY, BY THIS SURVEY. SCALE IN FEET RECEIVED MAR 2 3 2009 PERMIT GENTEF CTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. RECORD OF SURVEY FOR REGINA VALE ate cale 05 -30 -02 1" = 20' • REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2009 City of Tukwila . BUILDING DIVI,sm .Job No. Sheet 1387 -2 TANDARD STRUCTURAL SPECIF .' ATIONS: ASIS OF DESIGN — APPLICABLE CODES: 3" This deninn is based on the 1itC,244 construction shall adhere to the minimum requirements of the 2 ° *1Tt4 +s's € udt . ` Contractor shall be responsible to comply with all OSHA and Store esoorand industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as -built condition of the structure and related systems. . • OMPETENT CONSTRUCTION PERSONNEL: • Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. EMPORARY SUPPORT AND BRACING:ee. . General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor Of owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and /or permanent support systems. :ONFLICTS OR ERRORS IN PLANS: Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the • immediate attention of the Engineer. if any questions arise during construction pertaining to any . structural matter, the Engineer shall be consulted irimmediately. = OOTINGS, FOUNDATIONS, SLABS ON GRADE: Foundations. Footings • on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown .. in the plans or. calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed add replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be beloss locally prescribed frost zone,. not Tess than 18 ". Replace all over - excavated areas with granular Material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. Slabs on Grade. Subgrade below slabs shall be simile's' to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. Contraction Joints. Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or 'zip strips'. Light gage metal -keyed joints are not recommended in stabs .subject to vehicular traffic. Stab reinforcement shall be continuous across all contraction joints. Expansion (isolation) joints. Expansion (isolation) joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiberboard or similar, 1 /2 inch thick. Construction (cold) joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall,;be edntinuous across the joint. Cold joints in slabs should be full depth, vertical face, and form astraight- tooled edge. Cold joints constructed in this manner may also function as contraction joints. Footing Drains. Footing drains, with washed drsain rock extending to. within one foot of top of finished grade, shall be provided at the base of all footings and retaining wails, which will have, earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to • daylight, unless otherwise specified. STANDARD CONCRETE: Strength. Mix. Placing.. All concrete, . unless othenivise specified in the Plans or Calculations, shall attain a 28 day strength of fc = 2,500 .psi, and shalt contain not less than 5 -112 sacks of cement per cubic yard. Maximum water /cement ratio shall be b.50, and maximum slump = 4'. Max. aggregate size = 7/8 ". Mixing and placing of :alt concrete and selection of material to be in accordance with IBC and ACI 304 (latest editions). Provide 5% air entraining In all concrete exposed to the earth or weather. Waterproof Concrete. For concrete applications that are required tote waterproof,. the Contractor shall use KIM admixture by Kryton International ;Inc. (contact Marten Hansen: (360) 6 O- 9038).. Contractor -shall follow manufacturer's recommendations in use of KIM. No other admixtures shall be allowed unless approved in advance by the Engineer. 'CONCRETE REINFORCING: i Strength, Splicing. Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. Alt reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and includirig No. 8. and 8 bar diameter radius for bars larger than No.B. • Ties. For reinforced concrete beams, walis,'colunns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bags (a.k.a. stirrups.), the ties shall be bent with the least radius of bend so as to`envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap.the.main bars at least one bar diameter.. The diameter of bend shall not be smaller than the diameter of the main bars in contact. Slabs. Slabs on grade that will be subjected to ;Vehicular .traffic shall have 6" minimum (thickness) and thickened edges as described below. uniess•cesigned.and specified by others. Reinforcement shall be #4 centered in the slab. at 16" O.C. each; way. Such slabs shall have thickened edges consisting of a 12" x 12" minimum monolitjic footing with 2 ea #4 continuous at the top and bottom of the footing. . • Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6 "x6 "x10ga. or #3 at 24" O.C. each way, centered in a.4" stab. Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A -185. Splice by lapping one mesh +2" all sides. € • ' Hooks. For 180 degree hooks, provide a minimum of 2 -1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 inches extending beyond the bend. .,::,:. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water Rebar Splices Lap & Development Length. Splice, lap, and development lengths shall be per the following table (Table 1) unless noted otherwise. . From ACi 318 -99 Section 12.1 ."4 " ► c , " 1 ft = 2,500 sf Minimum Concrete Strength Bar Diameters . 2d (min.) Spacing And Minimum Steel Strength GR40 40,000 psi GR60 60,000 psi d (min.) Clear Cover Uncoated Epoxy. Coated €. Bar Reinf. Bar Un Reid. Ba 32 d 48 d 38 d 58 d Uncoated #4 #5 #6 16 in 20 in 24 in 24 in 30 in 36 in Examples. Epoxy #4• #5 #6 19 in 24 in 29 in 29. in 36 in 43 in Notes: d = rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover > 12" Table 1 —Reber Development Lengths EPDXY BOLT CONNECTIONS: General. Use Simpson'ej5bxy -tie bolt system withSET high strength epoxy, with zinc plated, A307 'aft-thread .bolts as shown in the sketches. The end, edge distances, and depth of all drilled holes shall be provided appropriately to required bolt (rod or, loads; all installation shall be in strict accordance . with manufacturers recommendation. Existing Reinforcing. It is imperative that no existing rebars are drilled or cut during the installation epoxy bolting. First locate existing•reinforcing bars using non-destructive methods (pachometer) and mark the locations of the reinforcements. Locate epoxy -bolts and boltholes such as to avoid hitting any existing reinforcements. Should the tocation of the bolts be greater than one inch from the suggested location in the drawings, or if minimum edge distances cannot be maintained. consult . with WCE for further guidance. STRUCTURAL STEEL: General. All fabrication and erection of Structural Steel shall comply with the requirements of AISC (Ninth Edition). It is strongly recommended that shop drawings be prepared under the supervision of a Washington State Registered Engineer, and should bear his stamp and signature. Materials. All materials shall comply with the following standards . except where noted otherwise. Wide flange, angles, channels, and plates: ASTM A36 (Fy •36 kst) of better. Steel pipe shall be ASTM A53, type E or S (Fy = 35 ksl), or ASTM A501 (Fy = 36 ksi). Structural Steel Tube sections shall be ASTM A500, Gr. B (Fy = 46 ksi). it is the responsibility of the general contractor to ensure that the steel chosen for saltwater and chlorine environments will be corrosion resistant. It is also the responsibility of the contractor to ensure that steel coatings are compatible with wood pressure treatments when in contact with these materials. . • Welding. Special inspection for all structural welding shall be provided according to AWS D1.1 unless exceptions apply per 17042. For shielded metal arc welding, use only low hydrogen electrodes, min. 70 ksi., in conformance with current ANSI l AWS - code. All base plates, beam end plates, steel end connectors, stiffener plates, and bent prates at column ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural sketches. Weld size shall be equivalent to or better than the element- being welded, and shall be welded all around unless otherwise noted. Care shall be taken to avoid excess warping of welded elements. Bolts. Bolts and anchor bolts to be ASTM A307 grade A, unless otherwise shown. Ali frame bolted moment connections shall conform to ASTM A325F with special inspection per chapter 1704. Provide standard washers under all nuts and anchor bolts, unless specifically prohibited elsewhere. Steel Coating Systems. General. All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations. Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to the atmosphere shall be shop coated with a 3- coat system. Preparation shall be a commercial sandblast, 2 — 3 mil anchor pattern. The prime coat shall be a 3 -mil thick organic zinc primer. The intermediate and topcoats shall be 3 mils thick each using a vinyl high -build coating system. Unless otherwise specified by the owner, the final color shall be 'primer gray'. Contractor shall verify this color with owner prior to any paint application. . Steel which will not be exposed to the atmosphere shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel. Preparation shall be wire brush deaning. Unless otherwise specified by the owner, the final color shall be 'primer red'. Contractor shall verify this color with owner prior to any paint application. POWDER ACTUATED PiN CONNECTIONS' (TOWER .PINS'). General Unless otherwise specified in the Plans, use 0.145" diameter minimum for concrete or steel. Minimum embedment length into concrete shall be 1 -1/4 ". Minimum embedment length into steel shalt be: 3/8 "; or pin shaft through the member, whichever is shorter. Install in strict accordance with manufacturers recommendations. Concrete Use. For use with concrete, adjust spacing of pins, or pre -drill with 1/16" diameter smaI =er bit than pin, as necessary to avoid cracking of concrete. CONVENTIONAL WOOD FRAMING: Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25 %), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined.. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor and / or Owner. General Construction: Pre -drill all nail holes where. required to avoid splitting. Connect all wood members per these sketches, caliouts, and the IBC. Tit/ Anchor Bolts. Anchor bolts 'to mud sill, use 5/8" diameter X 10" embedment at 48" OC, wither 3u )G 3 WNW heavy steel washers, wrench tight, unless otherwise shown. • Built -Up Beams. Built -up beams consisting of dimension lumber (typically 2X stock) are .permitted in lieu of sawn solid beams only if the 2X's are oriented such that they are not stacked on top of each other with the sum of their weak axes resisting load, but ate nailed together side -by -side, with the sum of their strong axes resisting load. Use 16d face, nails at 6" OC staggered into all tributary members. No splices allowed. . • Pressure Treated umber: Use pressure treated lumber in contact with concrete and / or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing' connectors, etc.). For more information refer to Simpson Strong Tie 'Wood Construction Connectors' Corrosion Information (page 5). Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Provide solid blocking at all bearing points. Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts !dads through the floor to the supports beneath. Partition Walls. All non -shear wall partition walls on stabs shall be secured with 0.145" diameter power pins at 12" OC, unless .otherwise shown. Shear wall partition walls on slabs shall be connected to the stab with the anchor bolting schedule shown above and herein. Provide double joists under all non- bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. Beam Supports (Trimmers). All Giu -Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less . may use single trimmer at bearing points. larger size sawn. beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shalt be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor: : •' : Botts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; use hooks on all embedded anchor bolts. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood. and between centerline of multiple bolts: 1/2 inch diameter bolts 2.5 inches 5/8 inch diameter bolts 3 inches - 3/4 inch diameter bolts 3.75 inches s• • , . • -•' 7/8 inch diameter bolts 4.3 inches ,, Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges. webs, etc.) shall be one inch. Engineer shalt specifically approve any bolted connection using less edge distance than shown above. • Lag Bolts. All lag bolts greater in diameter than 1/4' shall have pilot holes pre - drilled. Size of pilot hose in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) unless noted otherwise. Pilot hole diameter, of unthreaded portion shall be the same diameter "as . the unthreaded shank. Minimum lag bolt embedment into main member shall be eight times the bolt diameter. Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter. unless noted otherwise. PRE - FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified, however any other.' nationally recognized brand (Silver, KC,.etc.) may be used provided that they are equivalent in their ability to carry all applied Toads in all orientations. • Installation: The Contractor shall install all prefabricated Items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity, of the prefabricated item cannot be guaranteed if this provision Is not adhered to. • Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z •Max (G185, ASTM 653). or stainless steel (stainless steel 'connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and /or saltwater or chlorine environments will be corrosion resistant. Do not use Ammoniacat Copper Zinc Arsenate (ACZA) wood treatment with zinc - coated fasteners. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. . . /2h, 07 if,,7,-65 r F °, . f 1 ' n / )/E716.1 7 r Holdowns: Where hotdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor baits, and factory specified bolts. lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified. Doubled vertical members shall be composed of either two full - height studs, or one full- height stud and one trimmer (of 6' min. length). Doubled .2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment). which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'Ail - thread' may be substituted for long anchor bolts. Use with Prefabricated. Wood Products. i.e. Parallam. TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the specified connectors will work as intended with their product. Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. Post caps - Post bases PB series Beam hangers Top flange type, HB, JB, PF, HUSTF, HUTF, or equal. 'Joist hangers - "' U series. Truss end rafter hotdowns H2.5 at each heel to double plate. PREFABRICATED WOOD PRODUCTS: . PSL's (Parallel Strand Lumber). Where called for, use minimum 2.0E, 2,900 psi minimum allowable bending stress.. These products are specified due primarily to their extremely high strength values. They. must be stored and installed in strict accordance with manufacturer's recommendations. No substitutions are allowed. Glue- Laminated Timbers. Unless otherwise noted, all giu -lam beams shall be 24F -V4 DF /DF industrial appearance grade, manufactured by an AiTC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in . accordance with manufacturer's recommendations. If these span continuously over one or more interior supports, use 24F -V8 DF/DF. If visually exposed to interior living space, use Architectural Appearance Grade. Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1. All shear watts shall be positively connected to horizontal diaphragms at their tops and bottoms per the Callouts. herein. Plywood, use A.P.A. trademark CDX plywood unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and IBC for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire naffs may be substituted with nails of the same shank diameter and same length. Framing (studs) . shall be Douglas Fir — Larch species unless otherwise noted in the plans and sketches. . Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- • blocked supports at 24" OC. Use IBC Case 1 pattern. Nail with 8d at 6" on edges, and 12" in field. Contractor to verify all span ratings. Floors. All wood fbor diaphragms shall be glued and nailed. Use thickness as shown on the Plans. Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6" on edges, 12" in field, non- blocked, per IBC Case 1 pattern. 0 93 PC, AC, LCE or equal series N es— R <rr ro > I\l o t`N t v1/4)64 7-59Me; 00 00. r� 0_ ?� ` t' • No G � t 4ev'A y EXISI e � c ia.c FD T' PLA/L 6E4frEpt . n/ore5 5eoPt OF 0 -io gorzhohyjsi N,b SF GI F; I ►ot.JS rPgo Ep 33(/ * /c ivo 17 //9r LL2O16izINy /5 i) . 7116-" -- , swle. f5/2 '19ND perna,5 , ,' AtiOT,13 co C.ED. The t/.,►y ,Z'CW } / Ego)/ GgAy p . r' t.k 7"/ '$ 1)1551,v /s /3&$ J ON 2cY; » /8G 5 km /6// /2'P- /( j�ie`/9g4�. /9 L CO A.5/7?- :.C.7Q.t) $ / #1eL, X1 01/0e y l ` / n,,.v /i4rt' Err v''+ n;�r •' 1.,� 'r " ' .AA, -17 -..` . �� c/ 4, L. tie 74_ O GJ,v ,e5 g C,5� 0 / 7 a Cele 7 ''t cb pcs eque bL v/1 G / ,/,j 1.7 / /,4,- " 4 / , 1 /o re' ) /47,41, r, n �i J c7F P,)v) / 5/w)S: co„.) D/; �r2F F:›47;4":6 3 iAll �Jolz G °` 1 e.F E L -ETA.. etA/b viZny 111- L..9'1/1147 € } /Ivan of vh -W.s • ego y° A) Oc dDa /!� . , 5 / c (hi i v uhf 1/ /-1415 /ND 1 G�l �71��t%j , ,. � J� � � th /.3f ga 4LZ'' , 4/2 �� s� P,' C/f t /l /oA/S l9A/�� f cCE? /4LL. J ft7o lf$rP .�NSrver" j4 or (404ms5, 0it / 4 0b o,P, . pim rvsze, f v : /,✓ • 57∎/ a2A L PO e� 1 d w 16 SANS 4 E G it'? 7 �� ' car Co t PL c t/44. t "!, 7 /7 "°, '' 1,07"?)-7 X1;7 e� ►�, � � ,. �;, ; �- e ° t v i :: r,/ And _ » - "'1) P ;�_. $�1 s �>� ,' Aty ll Scia-remirre_ 743 t� y . F p �' c'R 0 me e.__ k1 / . Do /AM r 'e m L6:' /7e/, yt' /!v , !/ ; , . .,��. .�? - ti Ct f lam° � r /^ P� ''f '2n LatsylkAy f �i an ,1�,, w r -. �-4 �" �R, l` / p 6en�i $ ) , 1: coPE o + /?j *t: W ri i, ° ,/17 nitivyno /rc o f - 1ovJ 3 e5rf't& 4 ®1 /in5fl° la nl Air oi) z 6 r 1319 / oe pit /1 gZr wiZ ' > Sihitr '.o'1 i v 4 oitZ6 m6N 4b, 90 r) L 2)C fjcCCCI::) A) itioi4C• ,t;x1M-1 9 tAi 4 14-- isier 4 /n)6 y e a t r :51 3 ::: ) , 4 ; 2_4% 4 1;14 ,5 7 / 4- v 1) 5°°- • $ / / 4e /.0. T iN/ v,1.,1 g-- 0 - .- ' 1 o ovs I 1f / /,n/ /V/n e> F' I2-3c) i gi9f 86 `Y t f 'J, . >t-, iro,j + . J a ,„ t: / ° ;) 0 7 o i / /6- ? »rr 1 > ,` `M V /'P - / NS,,,Lr91� Q n s 3c�' �t,1: I 23 g4A - 4 t " /f5 > v R . p . 15 n1/11,11/79/41 'v7 /'veCA/! f /,L,9 4 , e0, crnere 16, � l �ivAti ou l grit ,,d/6 �� ' fib i Lqq a : s '4 ►+'5 47 • / r1 r / , I 1 . t f.- .:► / ..°- f' H ,v t 1, f-i �j t c �d 1 �/ 2 r �" 5�1�►�'1 1� 3 y LI)1 I'M IL: TkilocK pee! , If % / c1 �Z / ft pl s °• 1i•� /l) / v/v tit- H I C C 1 A L.S a 1� Ai - -100 -15 - r 'w11 floc, \164 / f` � 7 C . HEM 11\JS i1' ; y9IEn- 15 � 7 : t) fit r v. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2009 City of Tukwila BUILDING DIVISION f\ t g -C -/a 136 5t7 1 7z - -.94 o km/t_ ConlTiztcr ry o lk., / zAte.-itliothdas . ttid N?:41/firRIV told E 1 .07 ho5 b ifie90.40 ‘ , . 1 - - A IMO J N D L o w 0/ It NV f lDii '-S �- f �t i E r w/A)G,ac J E 1��F ..1i9�a S 1"v�r, ) ,�r,^91/ /Y &' i � .�'' g d� - a . e. �, / 4ll? 5 /,/L 7 e +.'E �i't ti mtfrirD r / 44 - _ `..._ 1 1 or 1,../ i-),/ , C - -, / c r ".a r/ 42, t:irf,4,,,np Ffiqvers rA)c-hir etriziA5 /CP, /f1/25r1 alintr1,914exits 141-.C., /111#1071 4111,141/ Vri5 SCA/ tiN,t) ypSaivi qpitakoelf (6uu A L 1 ffizik i 1 1 o e 57- IY1l ggl09 1'`J4 -, -6 tli)i2 P 1 ASS /z& „sr ffe9)10 141R .5oo tj cm 1 nmzeie y Moo y,vt,ta 5 11/4- 07.e R z©k 9 7- ow , zoo, 935 *5 / LeRoy S ca(. a Cme / /7vn/e at. 6k) 7 . Lcofi1. p 0►P /od Lon. .% tc j. c EJv i It RE of R/V 5/!>E AN .zv z 1 � ghc0 AC'C.oW INS to rl-/F fohr 1"!l r ��r�S a� I�oN� yon. LFn, /3 or ?1/ 7 , X49 - 5 �, 17 G7vA • wi $M /14, _ x �� h g45f -,Ly /c'p rThegeor Fv/ w l�cl�N 3 � 5 / 7ry / t1 --- - 71/g : coo/vi- or 1; 5r4 rG or • (A)(t314/1V3 A) . 5 .x t .. r. EASEltlifiVr FOR. SLOPE , c-orS AN' LL5 "r tvj 7,5e0 7 / //z qc' /z 5 QW/VC� / /0 1 C e / /oAJ • CITY ► 42.° OF TUKVVIL PR 2 2 2009 i,, itki tis : 0 04 v t .7 A -S 1 °`l- ! /MIhL» \ Lm 2.t 41/5 , PERMIT CENTER Co/J VGk s ' 12-6 c�5-r wrr/66: SCALE: / DATE: � -2l -02 APPROVED BY : DRAWN BY sp. 5� /d REV ISED91,479O9.. DRAWING NUMBER PAC.-.E. a. a L G 0 • ze- ,( t s i ' 31 NI GP-W.) P/I-C- ENOS 7 N& Low '_ . .L- PLRJ ST"D 6E 0K) Y t F • 51'8" Geo FOAM Ex 6+11.15 1.1 ‘2x Fasts 1571N5 4,X to 41 6r/lcSu, ' aT- If 5i-, / P Tv ('»T /N L. i U L- L 55c -=1"! oo rtJ Wit b } tiit /t / a to NAL) Sra 0 oL/ dn) / TOE 5 to Co Aiacritv 6 rD ro CAL G tt Fo t) er e' FA cq REC VED CITY 0 TUKWIIA APR 2'2009 PERMIT CENTER 13 i vy & '10.45 1 2467 SCALE: f/� i'= DATE: i'' _Lc .. g REv6100 APPROVED BY: REVIEWED F C ODE COMPLIANCE APPROVE MAY 18 2009 City of Tukwila BUILDING DIVISION r fi vi , CORRECTION LTR# Posb OFFice alIrcLiiuG P,6 -3 ©r -S DRAWN BY ro 7 & REVISED V' 9 DRAWING NUMBER LG tO� 1-Tc 14G..10 ( V ) goPo b 0 PEN aFF i c.._. (0oLy) 14 14 5(a M PO POGO) EN tL35E-1) -hrr Z . 6\ 00 V 0(1 P›. • LI \\\ \ rieVPOiz. q LoFFIE ..- _STfirido triArP CoPy goolon. 1 Roo (y\ (7E C) c 0 F 1- 1 _LE- REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2009 City of Tukwila BUILDING DIVISION STO (pRoPG5 ---6 Co FPcjE- 5-1 i /MD cay 110 Fr ( (0014) EK, 1 IIU Pi Levet_ PL' II, I ° Ir oct ro 406 / 0•014(14 (Aperii; az. 41111'4 4 (4 10, 1001 c • b08-52.• RECEIVED CITY OF TUKWILA APR 2 2 2009 PERMIT CENTER CompER.5 inviS U 057 /110.(tV61-.. 401 S. DRAWN BY r s SCALE: 14 DATE : APPROVED BY: REVISED -17-0? PRoPb lot PAGI oF 64/ /06 DRAWING NUMBER LG' Go/ Pi: 2 DNA If 1 t e 14 NI 0 I C,,A1 Reril AND (100 h bAdaVA .6/ evast9 \9ikir4 14-Nativ‘k• 9 WA; 411 t thov9mkrAW koalt tk 1-Q rv46.4 ( 1/ I) L L -L=A) L 13 /MA SEC - T - k A 1 ) C)(5.SC. - 1 3 riti ( GO - 5acnot) N PAG6 e Eicna CORREC.TION LTR# SL 1 3 1- e Pt (z._ ki4 A PA5) Po tr.) p 'Fa 01 Po ST (41) LAuotook. L bOes Si 0 '4ivt Ai'd aodtiv, .47y etogiv` c 5 COL-a MN CAP REVIEWED FO CODE COMPLIANCE APPROVED MAY 18 2009 City of Tukwila BUILDING, DIVISION c5Q--(0(e) Co/zund /AIL EfiCf4 w/A. SORES: 4/24/ 0 z #1*P 1-6 BOALE R - A - APPROVED BY: . 6) " . • . . 12667 Eignr frilf4k9 pe_ goorsw 1 -c 5 146J/14006 4 refiAce " ¼&j FO u\M tv 0 t/ HA PI 0 Filoiri tJC, &,) o krt4 1\4 T s cje6 Eic)91-, 5t RfpolcE NEaDri S C r :4)( tAs :14 4001140 to- tl civ v‘g DRAWN B REVISED 3 —c) G ADE- -- - 1W 1 r; ll Y le GAL. A.,B tAr /3 11 A3 " )41 4 6" ' 0" wAskiek vERrs ziLo c.c. nig. )22 / Hocoft-K.5 3 b#1,‹ 3 0f) 2: 5- Norge 1 ' a 0 -3o '1 MAI s61) bo ,3-71a) ortfJc .596cr? h ERsr sit sites I If "0,c, Eb6E-$ 1 "c sp:)ELL TkE-ATTEb NA 1 4, 7 7 v` COOT shall FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. sseT' E-6-775 N 6) c-..4ale.10( • g z-/6, acoe, z-o F t3L 0 Voa, (e :; 6, li / gotvij,zut.fic1067 1 ' 14.,;: ‘01 it room CPaLY- TY RE I/ r 11./ goo 5/De- u)/uz- 1 1 / „,• 0 0 es-- 5 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2009 City of Tukwila BUILDING DIVISION SCALE :AS j r joirt DATE : •' APPROVED BY: RECEIVED CITY Of TUKWILA PR 22 2009 PERMIT CENTER 1Z107 Ett r yrmAGIPAL wfiy se". DRAWN BY 'i ri REvisED4,..1 oosw cl (c a But Li) DRAWING NUMBER LG 00 No° PkOPCZ5L 1 .1q)iv‘O ‘ TY ) pko Gc(p)i)E: 517_ -79)31 f ,iprvi c. 1T1 / I De uu FALK 5X(577 1 GRADE, u i1 FL-Doe I) (31/- .FLooR 2g" EIL v‘. i24 -OJrJ W "Gs 0 1( cI It "PRo Po es) E ?Ravos'e) (d-- " (2) 32 6.3 J 7-0 (1 (i) 72 b 60 " Z., f 66 - ( 0" Ij 7i)e\i(411 Fuao or\ 114 T.--Lzor, I 2 3 I cf,-Lizo-g, ,zq (I) (3)3e geo i re 7 EL. q z gq - LOO -- 3c fr 1 1 --o' (3) it (3) 32, x .27 --- lue oPof Gp,obe ge GA al; 6E. b (I) 32"x6,3" 1 -. 0 1 2 ,HUG a\ST it ( 41 _7._ arr iAL LZUEL- ?GAN ..LAT FeNicE 35 DATE : ap ST c-- G 12,PDg REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2009 City of Tukwila BUILDING it A 4 10C;k5 id/VS /2.607 SCALE WERT( 0 ST "RsA.fr\ S TO "PA ik SG OVA I‘11. tI V44 p0 4411 0‘- zit /27,9-260kilic 61.0)( 5 APPROVED BY: DRAWN BYT7 57t REVISED 3 1 OFFICE gaILI)1 RE-wsmtv P1466 7 at= 6 DRAWING NUMBER 1.6.. 60 rly, birrze.* 7 - , Bri.vezp sfrotLeSr 4WD LfigoresrPci42'-46 s-f 6-4-s) Pe NOTG (T- ti 34 "og rnof T74-4/0 32 e f P<111/VIM 4 Egz 7 14J Exreglak, .5 - 1) e L SEcitcv\-) F —mos/N ivor Ls fi "Thso 4 /tor fr)a rioeiti 1 9 111A-KIMAYL / \PqiliNgtAtv.‘.. 4 0 11 Pw eke WG5 7E04,_ HA /4 MI P-G i G ' -4 -r- V I E L1/4-) Log ri 6 No k g, 11 1 1_ 0 /1 poecilEse PAmp5 OR- RE) P.40g StlaFAca:5 G„ercAreD fincak ?AM 30 ABOVE ,481116. TO r 6046t- 6Lovi sooLL Ihrw6 cso MOT LOS' Th# /0 IlL Y L'17- 3 , z tt I/ 4 /. , 3 0 1)00R zi I p rePI, ' owrii h Iv . 1 1 • .212' , . .P1-001; ER k`• 1 PR6Poseb GREA): tz,.. 1 oks Givi 4/p AAA_ be_-TAIL 5a t , 0 ti 1-6 5 140— t)r-q) HAND 14_ t&role_ C-T / -PP fv - • ... ■ f( tft = 4) : Elandrails and guard assemblies shall be designed to resist a load of 50 plf. or a concentrated load of 200 pounds applied in any direction at any point along the top and to transfer this load through the supports to the structure. IBC 1607.7.1 & 106.7.1.1. re 73m "E I_ Li 2 , \gre / 7 o q fylmi 1 Pe; k gou /4-14til. DATE : 3-17--g9 rnA)1 i t2. 00c-e,e.TE C. 1606 SCALE :/ /Von:a I 11 5E- C.Tlou *-/ = I / 1 ' 4A0bIC_AP REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2009 City of Tukwila BUILDING DIVISION No V.."n P66c.. oF e YP OFF kE Raj thie,A.16 DRAWING NUMBER fi /207 E 5 r MAR6//vAt_ REVISED 37.09 DRAWN BYT .517-0"1 Off Street Parking Area Dimensio ns TMC 18.56.040 A B C Parking Stall Aisle Width Curb Unit Width Way Angle Width Depth 1 Way Traffic 2 Way Traffic Length 1 Way Traffic 2 Traffic 8* 12 20 20* 28* 36* 8.5 12 20 23 29 37 15* 11 16* 17 11 17 9 17.5 11 18 9.5 18 11 19 45° 8* 17* 12.5 11.5* . 46.5" -- 8.5 19.5 12.5 12 51..5 9 20 12 12.7 52 S 9.5 20 12 13.4 52 60° 8* 18* 17.5* 9.2* 8.5 21 17.5 11 9.8 9 21 17 10.4 9.5 21 16.5 11 8* 16* 24 ' ,1Q 13 PA 8* 56* 87"' 8.5 19 24 8.5 62 63 1 9 23 ( 9 61 62 5 22 9.5 60 62 *These figures are for use with compact cars only. Any bays that contain combined compact and normal spaces shall be designed for normal spaces. Aisle (D) N 0 l Curb Length (E) Parking Angle (A) / Stall Width (B) Stall Depth Perpendicular to Aisle ( C ) Curb Length (E) . Aisle or Street Stall.Width or Depth (B or C) Unit Angled Parking Width (F) 74' 34" C,Ppk'DX. Parallel Parking Off- Street Parking Area Dimensions Figure 18 -6 TREE RETENTION NOTE LEGALLY REGULATED TREES ON SITE ARE SHOWN. NONE ARE PROPOSED FOR REMOVAL UNDER THIS GONSTRUCTI,ON PERMIT. 12'k18" Sign with International smbol of access 3' -0" to 5' -0" above grade * International symbol of access painted on paving Firm stable (paved) surface sloping not • more than 1:48 * Walkway stripes painted on surface to discourage parking violation la 26 Parking For The Handicapped TMC 18.56.080 a feet men van space 44 "Van Accessible" Sign below intemational symbol Paved walkway to building entrance 13 feet min Parking for The Handicapped Figure 18 -8 "/ 1.25 r ►p y „ j a i ". . 3 ig 14'E - z.-"' W/L,�E ."7D. t4frM4 Qom/ .WA Y ex. 1 vv WAS/ / PARKING AREA INFORMATION STALLS REQUIRED: 6 STANDARD(1 ADA VAN) 7 STALLS PROVIDED: ,'STALLS TOTAL 1STALLS STANDARD STALLS (9' X 19') ADA VAN STALL (16' X 19') 1 STALL AISLE ANGLE AISLE WIDTH 90 DEGREES 29 FEET NOTE: ADDITIONAL PARKING TO REAR OF BUILDING FOR DELIVERY AND INCIDENTAL PARKING AVAILABLE (UNMARKED) FOR APPROXIMATELY TWO ADDITIONAL STANDARD VEHICLES. BACKFILL NOTE BACKFILL PLACED ALONG THE NEW BASEMENT WALL AND THE NEW MINOR RETAINING WALLS AS SHOWN IS TO CONSIST OF SYROFOAM BACKFILL BLOCKS PER THE GEOTECHNICAL EVALUATION PREPARED PREVIOUSLY FOR THIS SITE BY GLEN MANN, P.E. UTILITIES NOTES 1. ALL NEW UTILITIES SERVING THIS SITE WILL BE UNDERGROUND. 2. THE EXISTING WATER SERVICE LINE AND METER, AND SANITARY SEWER CONNECTION WILL CONTINUE IN USE WITHOUT MODIFICATION TO SERVE THE EXISTING STRUCTURE. . CUT /FILL CUT 25 CY FILL 150 CY TOTAL 175 CY NOTE THAT CUT MATERIAL NOT SUITABLE FOR STRUCTURAL BACKFILL WILL BE WASTED ON SITE IN NON - STRUCTURALLY IMPORTANT AREAS. CONSTRUCTION SCHEDULE 1. FLAG LIMITS OF DISTURBANCE /CLEARING. 2. INSTALL SILT FENCE AND STABILIZED CONSTRUCTON ENTRANCE. 3. PERFORM ROUGH GRADING. 4. INSTALL BURIED UTILITIES, DRAINAGE LINES AND DISPERSIONS TRENCH. 5. INSTALL BACKFILL AS INDICATED AND INSTALL MINOR RETAINING WALLS. 6. REMOVE CONSTRUCTION ENTRANCE AND PERFORM FINE GRADING. 7. PLACE PAVEMENT. 8. - INSTALL CONCRETE WALKS, RAMPS. 9. REVEGETATE DISTURBED AREAS. 10. REMOVE SILT FENCE WHEN VEGETATION IS RE- ESTABLISHED. KEY TO IMPROVEMENTS O 4" PVC FOOTING DRAIN W /POSITIVE SLOPE TO TRENCH 0 4" PVC DRAIN LINE AT 1% MIN. TO SUMP 30 NEW ASPHALT PAVEMENT - 2-1/2" COMPACTED DEPTH HMA 1/2" (CLASS B) 3" CRTC © 95% COMPACTION 6" SELECT BASE © 95% COMPACTION PROOF ROLL EXISTING SUBGRADE 0 SPLASH BLOCKS, 4 LOCATIONS NOT USED © NOT USED NOT USED NOT USED 09 NOT USED 10 LF 2.5' WIDE DISPERSION TRENCH PER STANDARD DETAIL W /6" PVC PERF. PIPE @ 0.00% IE 6" PVC PERF. PIPE = 31.00 OVERFLOW ELEV. = 32.00 DISPERSION TRENCH DESIGN NOTE THE DISPERSION TRENCH IS TO BE PLACED TO THE IMMEDIATE CENTER REAR OF BUILDING. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By - 514-10c1 OkkM REVIEWED FOR CODE COMPLIANCE APPROVED f MAY 18 2009 City of Tukwila BUILDING DIVISION 1 ZONING C /LI Parcel Map and Data CORRECTION IMPERVIOUS .AREAS EXISTING 3,500 SF NEW 4,220 -SF FUTURE 7,720 SF Zv , e ©9 7 /2i47Y tO8. 520 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 D4401) 0.02 sec minimum Grab Tensile Strength (ASTM D4632) 180 min. for extra strength fabric 100 sibs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) 30% max. Ultraviolet Resistance (ASTM D4355) 70% min. Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786 -80a) 400 psi min. AOS (ASTM D4751) 20-45 -(U.S. standard sieve size) FIGURE:C.3.1.A STABILIZED CONSTRUCTION. ENTRANCE R = 25' MIN. INSTALL DRIVEWAY CULVERT IF .THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4 " -8" QUARRY SPALLS GEOTE XTILE 1 2" MIN. THICKNESS -. 0 STABILIZED CONSTRUCTIONENTRANCE Purpose roof downspout serves up to 700 s.f. of roof 50' min. vegetated flow path splash block AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -0 -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 PROVIDE - FULL WIDTH OF • INGRESS /EGRESS AREA Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by motor vehicles or runoff.by .constructing a. stabilized pad. of quarry spalls at the. entrances to: construction sites. Application Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. Design and Installation Specifications 1. . See Figure, C.3.1.A for details,; 2. A - separation geotextile shall be placed the spalls to prevent fine:•sediment from pumping up into the rock pad. The geotextile shall meet the following standards: 3. Hog fuel (wood based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. The effectiveness of hog fuel is highly variable, but it has used successfully on many construction sites, It generally requires more maintenance than quarry spells. Hog fuel is not recommended for entrance stabilization in urban areas. The inspector may at any time require the use of quarry spells if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause difficulties with compaction. 4. Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the . effectiveness of the .pad and Teduce the need for:maintenance. Maintenance 1. Quarry spalls (or hog fuel) shall be added if the pad is no longer in accordance with the specifications. 2. If the entrance is not preventing sediment from being .tracked onto pavement, then alternative measures to .keep the streets free of sediment shall be used Thin may include street. sweeping, an increase in the dimensions of the entrance, or.the installation of a wheel wash. if washing is used, it shall be done on an area covered with crushed rock,• and wash watershall drain to a sediment trap or pond. 3. Any sediment that is tracked onto pavement shall be removed immediately by sweeping. The sediment collected by sweeping shall be removed or stabilized onsite. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective. and there is a threat to public safety. If it is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the. sump where it can be. controlled and discharged appropriately. 4. Any quarry spalls that are.:loosened from the pad and end up on .the roadway shall be removed. immediately. . FIGURE C.2.E TYPICAL ROOF DOWNSPOUT`SPLASBBLOCK DISPERSION downspout extension NTS house splash block FIGURE C.3.1.E SILT FENCE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 1 If 1 1 11 I I II- II- II- II- I1 -11 -i1 1� -, �. 11= 11 = 1_I= 11 -11 II II• -II 11 II -11- 11-.1! II 11 -II - -- - -,.. Dig trench Reinforce SILT FENCE J 6 MAX POST SPACING MAY BEINCREASED TO 8' IF WIRE BACKING IS USED NOTE FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 7T Toe -in- fabric 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC MINIMUM 4"x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR1/4 " -1.57 • WASHED GRAVEL 2'x4 ".WOOD POSTS, STEEL FENCE POSTS, REBAR OREQUIVALENT Monitor FIGURE C.3.1.F SILT FENCE INSTALLATION AND MAINTENANCE Stake Maintain and clean Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use Silt fence maybe used downslope of all disturbed : areas. Silt fence is not intended to treat concentrated flows, nor is it intended to treat- substantial amounts' of overland flow. . Design and Installation Specifications 1. See Figure C.3.1.E and Figure C.3.1.F for details: 2. The geotextile used must meet the standards listed below. A copy of the manufacturer's fabric specifications must be available onsite. . 3. 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. 4. Where the fence is installed, the slope shall be no steeper than 2H:1 V. 5. If a typical silt fence (per Figure C.3.1.E) 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. 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. galvanized bolts 11 y G �� l ,� '! .. ,/ " � j 91 2 xiz � { �� / / \ t rade E 1 " 8 M NA 4' support post filter fabric * slope NTS min 6 1' -0 a O G 0 0 6 a ° a a s a o a o pipe O.D. 1' -0 SECTION A -A NTS small catch basin or yard drain Simple 10-foot trench #2,0% t 4" or 6" perforated pipe laid flat clean ( <_ 5% fines) 1 - 3 /4" washed rock ...... V.Atn..nNNMN�.w..wNNNNMNN✓ ~ F�IVV• �� fN l V�.+%.✓yn �aN. NY.Y..A✓�.Naf..I.✓ ..... V.4..f.✓.4.✓. NNNJ.i s .✓.H.NV.NN ..... N a/.nIMA.I..AN.I..AN N.A V.. ". . AMNM ..I.NN4..I.MV..R NY.+•.nI.NY..A4.NNN+A.A✓.4.MN W ✓.V.M.N....N.I.MMw`!f NNV.M� . A N4.N.TM.NNN1/.N V.inNNN.A./.. .AN.ANNNNM.N✓.Y.NM.N.I../.i/.� NNNNM.NNNNMJMM.ANY.N V.J•� NNN.A.AN.M1.AJ..I.Y..AY.NNN.AN.. V.M.NN.AN W.J.NM.✓..A.AM.NNNM.. N . �J .NV 4 .N.AN..AN..AN./.NNtA W NNE Maximum 50-foot trench w /notch board (see Figure C.2.1.D, p. C -32) PLAN VIEW OF ROOF 2" grade board notches NOTES: 1. This trench shall be constructed so as to prevent point discharge and /or erosion. 2. Trenches may be placed no closer than 50 feet to one another. (100 feet along flowline) 3. Trench and grade board must be level. Align to follow contours of site. 4. Support post spacing as required by soil conditions to ensure grade board remains level. USE OF :GRAVEL FILLED TRENCHES FOR BASIC DISPERSION Where dispersion of concentrated, flows through 50. feet of vegetatjon is not .feasible, such as on.a small or highly constrained site; .a gravel filled trench (also calleda dispersion.;treneh) :may be:used to "unconcentrate" flows. Dispersion trenches provide some storage for runoff, promote infiltration, and spread concentrated flows so that a shorter vegetated flowpath length can be used at the trench outlet. This BMP is more expensivethan the simple dispersion:systems described above, and must be carefully constructed to be effective. Uses: Roofs, ..driveways, lawns, pasture, etc. from.which.runoff isconcentrated in a downspout, yard drain, .pipe, .drainage tile, etc. Design Specifications Figure C.2:4.B (p. C =53) shows two types of dispersion trenches that may be used; ia "simple 10 -foot trench and a maximum "50 -foot trench with notch board." The 50 -foot trench with notch board is further detailed in Figure C.2.1.D (p. C -33). These gravel filled trenches must meet the following specifications for basic dispersion: 1. No more than 700 square feet of impervious surface (or 5 ;000 square feet of non- native pervious surface) may be drained to a simple 10 -foot dispersion trench. Up to 3,500 square feet of impervious surface (or 25,000 square feet of non - native. pervious surface) may be dramed to a 50 -foot trench with notch board. Smaller lengths of trenchwthnotch .board may be used at a ratio of 10 feet of trench per 700 square feet of, impervious surface.(or 5. ;0.00 square-feet of non_ native pervious surface). 2. A "vegetated flowpath segment" of at least 25.feet in length:mustbe available along the flowpath that runoff would follow upon discharge from a dispersion trench. This length must be increased to 50 feet if the discharge is toward a steep slope hazard area or a landslide hazard area steeper than 15 %. All or a portion of the vegetated flowpath segment maybe within the buffer for the steep slope hazard area or landslide hazard area. 3. The siinple 10 -foot trench illustrated in Figure C.2.4:B must beat least 2 -feet wide by 18- inches deep. The maximum 50 -foot trench with notch board detailed in Figure` C.2. I:D niust be at least 2 -feet wide by 24- inches deep. 4. All trenches must be filled with 3 /4 to T' /2 -mch washedrock. . 5. All trenches must be placed at least 10 feetfrom any building:and:mustbeparallel as' possible to contour of the ground. A setback of at least-5, feet:must be.maintainedbetween any edge ofa trench and the property line. 6. For purposes of maintaining adequate :separation of:flowi.discharged from adjacent dispersion devices, the outer edge of the vegetated flowpath segment °for "the'dispersien.trench must not overlap with other flowpath segments, except those associated with sheet flow from a non - native pervious surface. bO8 PREMOLOED EXP. JOINT (TYPICAL) * DEPENDS ON DRIVEWAY PROFILE r - 515" CRUSHED ROCK (MAX. GRADE 1S 15 %) SECTION A -A r MIN. OR MORE AS DIRECTED. TOP OF CURB AT DRIVEWAY it 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 M1: 08.03 APPROVAL: B. SHELTON i REVIEWED FOR CODE COMPLIANC APPROVED I MAY 18 2009 City of Tukwila BUILDING DIVIcinn, OCPIRES: 4/24/ /" �/ide / 4 7 f z o .94.0../2 /cP CITY 4 TUKWILA APR 2 2 2009 PERMIT CENTER 00 Z W J 0 00 0 0 z o_ z 2 0 2 I-- 0) G7 Q Z -I co Z 5 ( c -2 o0 mo o) 2 LL LL 0 O N D 00 c? w 0 rQ 00 z 0 00 o. a o0 w 2 of Z Z 0 1- cr 0 (n w 0 00 ICE 1 0, i