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Permit D10-110 - FEUERBORN RESIDENCE - NEW HOUSE
FEUERB ORN RESIDENCE 4870 S 152 ST D10 -110 City oftukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206- 431 -2451 Web site: http: //www.ci.tukwila.wa.us COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0042000420 Address: 4870 S 152 ST TUKW Project Name: FEUERBORN RESIDENCE Permit Number: Issue Date: Permit Expires On: D10 -110 07/27/2010 10/01/2011 Owner: Name: FEUERBORN GARY Address: FEUERBORN CINDY , 21220 SE PETROVITSKY RD 98038 Contact Person: Name: GARY FEUERBORN Address: 21220 SE PETROVITSKY RD , MAPLE VALLEY WA 98038 Email: GARYFEUERBORN @HOTMAIL.COM Phone: 253 - 347 -6863 Contractor: Name: OWNER AFFIDAVIT ON FILE Phone: Address: Contractor License No: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF 2606 SF SFR WITH 720 SF GARAGE ON SEPTIC SYSTEM. PROJECT ON WD. 125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, GRADING, STORM DRAINAGE (tightline to the existing CB in the R.O.W.) AND ACCESS DRIVEWAY OFF A PRIVATE EASEMENT. REVISION #1 AFTER PERMIT WAS ISSUED IS FOR OPENCUT TRENCH ACROSS S. 152nd STREET FROM THE SCL POWER POLE TO INSTALL (2) TWO 3 -INCH PVC SERVICE CONDUITS FOR UG POWER INSTALLATION. Value of Construction: Type of Fire Protection: Type of Construction: Electrical Service Provided by: $310,441.64 Fees Collected: $10,648.25 International Residential Code Edition: 2009 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Number: 0 Size (Inches): 0 N Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Y Y N Start Time: End Time: Private: Profit: N Private: ** *continued on next page * ** Public: Non - Profit: N Public: doc: IBC- SF7 /10 D10 -110 Printed: 04 -27 -2011 Permit Center Authorized Signature: I hereby certify that 1 have read and examine this pe and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: 7^ r6oeMirt? This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: 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. 12: 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. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. doc: IBC- SF7/10 D10 -110 Printed: 04 -27 -2011 15: Water heaters shall be anchored or stra�d to resist horizontal displacement due to e uake motion. Strapping shall be at points within the upper one -third and r one -third of the water heater's vertical di ion. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 16: 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). 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: 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. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire- resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 31: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: Maximum grade for all projects is 15 %. 36: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 37: 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 doc: IBC- SF7 /10 D10 -110 Printed: 04 -27 -2011 shall contrast with their background. Addrevakimbers shall be Arabic numbers or alphabet 'ters. Numbers shall be a minimum of 4 inches (102mm high with a mium stroke width of 0.5 inch (12.7mm). (IFC 1) 38: 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) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051 40: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 41: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 42: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** Minimum 48 hours in advance the applicant shall call Public Works at 206 433 -0179 to schedule a Public Works pre- construction meeting with Public Works project Inspector 43: The applicant shall obtain a Septic System Permit from King County Health Department @ 206 296 -4932. An Electrical Permit from City of Tukwila is required for any associated electrical work. 44: Applicant shall obtain a water meter permit from Water District #125 prior to any water service work. 45: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 46: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 47: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 48: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 49: Any material spilled onto any street shall be cleaned up immediately. 50: Contractor performing work inside the City Right of -Way shall have a valid Business License with the City of Tukwila. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 52: From October 1 through April 30, cover any slopes and stockpiles that are 311:1V 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. 53: 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. 54: 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. 55: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 56: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 57: Right of Way pavement restoration shall be per City of Tukwila Standard Detail RS -3. 58: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed) and/or construction work zone. Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. doc: IBC- SF7 /10 D10 -110 Printed: 04 -27 -2011 City of/Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.ci.tukwila.wa.us COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0042000420 Address: 4870 S 152 ST TUKW Project Name: FEUERBORN RESIDENCE Permit Number: D10 -110 Issue Date: 07/27/2010 Permit Expires On: 01/23/2011 Owner: Name: Address: FEUERBORN GARY FEUERBORN CINDY , 21220 SE PETROVITSKY RD 98038 Contact Person: Name: GARY FEUERBORN Address: 21220 SE PETROVTTSKY RD , MAPLE VALLEY WA 98038 Email: GARYFEUERBORN @HOTMAIL.COM Phone: 253 - 347 -6863 Contractor: Name: OWNER AFFIDAVIT ON FILE Phone: Address: Contractor License No: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF 2606 SF SFR WITH 720 SF GARAGE ON SEPTIC SYSTEM. PROJECT ON WD. 125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, GRADING, STORM DRAINAGE (tightline to the existing CB in the R.O.W.) AND ACCESS DRIVEWAY OFF A PRIVATE EASEMENT. Value of Construction: Type of Fire Protection: Type of Construction: $310,441.64 Fees Collected: $10,638.25 International Residential Code Edition: 2009 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Y Y Water Main Extension: Water Meter: N Private: Profit: N Private: ** *continued on next page * ** Public: Non - Profit: N Public: don: IBC- SF4 /10 D10 -110 Printed: 07 -27 -2010 City ot Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.ci.tukwila.wa.us Permit Center Authorized Signature: 6(i),-6( Permit Number: D10 -110 Issue Date: 07/27/2010 Permit Expires On: 01/23/2011 Date: 0747 7C� I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: /j' {/`"� � Date: Print Name: (17ar7 &a-t &a-t or This permit shall becon4 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. doc: IBC- SF4/10 D10 -110 Printed: 07 -27 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 0042000420 Address: Suite No: Tenant: 4870 S 152 ST TUKW FEUERBORN RESIDENCE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10 -110 ISSUED 04/26/2010 07/27/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: 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. 12: 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. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: 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. doc: Cond -10/06 D10 -110 Printed: 07 -27 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: 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). 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: 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 Thkwila. 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. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire - resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 31: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in doc: Cond -10/06 D10 -110 Printed: 07 -27 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http. //www.ci.tukwila.wa.us accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: Maximum grade for all projects is 15 %. 36: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 37: 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) 38: 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) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 40: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 41: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 42: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** Minimum 48 hours in advance the applicant shall call Public Works at 206 433 -0179 to schedule a Public Works pre - construction meeting with Public Works project Inspector 43: The applicant shall obtain a Septic System Permit from King County Health Department @ 206 296 -4932. An Electrical Permit from City of Tukwila is required for any associated electrical work. 44: Applicant shall obtain a water meter permit from Water District #125 prior to any water service work. 45: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 46: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 47: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 48: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 49: Any material spilled onto any street shall be cleaned up immediately. 50: Contractor performing work inside the City Right of -Way shall have a valid Business License with the City of Tukwila. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. doc: Cond -10/06 D10 -110 Printed: 07 -27 -2010 • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tulcwila.wa.us 52: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 53: 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. 54: 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. 55: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 56: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 57: Right of Way pavement restoration shall be per City of Tukwila Standard Detail RS -3. 58: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed) and /or construction work zone. Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. * *continued on next page ** doc: Cond -10/06 D10 -110 Printed: 07 -27 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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: Print Name: Date: -7'.027-/0 ordinances governing or local laws regulating doc: Cond -10/06 D10 -110 Printed: 07 -27 -2010 CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 http://www. ci. tukwila. wa. us OR OFFICE USE ONLY) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY 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 INFORMATION - SITE ADDRESS: /5-7 a 1 57° A. i"bo L5 • PROPERTY OWNERS NAME: 6iaeitJ riuet,1 MAILING ADDRESS: 02I Sf / ITV C Wiley - ST ATE �� ZIP KING CO ASSESSOR'S TAX NO.: DO T'02066 462C) CONTACT PERSON - WHO DO WE CONTACT WHEN THE PERMIT IS READY TO BE ISSUED NAME: �Q/ t l r�u Lrb, r DAY TELEPHONE: dS.? PO- 'cF6�3 n MAILING ADDRESS: as }� S Pe 1frOv/ 43 -tit P'1�1�/C �Q`�C(, /�(/A • /d'�3ri' N (l // ( / CITY STATE ZIP E -MAIL ADDRESS: 6 L CJ '( L4 r6Orn O 1"y rug' 1 • GOIei FAX NUMBER: GENERAL CONTFIACTOR INPORMATIE COMPANY NAME: 5441C- MAILING ADDRESS: as r�6n ✓G CONTACT PERSON: E -MAIL ADDRESS: CONTRACTOR REGISTRATION NUMBER: CITY STATE ZIP DAY TELEPHONE: FAX NUMBER: EXPIRATION DATE: PROJECT INFORMATION' VALUATION OF PROJECT (CONTRACTOR'S BID PRICE): $ e2001000 SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): Bade/ Cl /lei (2C DETAILED BUILDING INFORAMTIS PROJECT FLOOR AREAS 0P,OSFrD SQUARE ~'nFC 0TAGE BASEMENT 1" FLOOR l ,2sg SF 2 "u FLOOR r 391 s.F GARAGE ®, CARPORT ❑ 7; j $f. DECK — COVERED ❑ UNCOVERED ❑ TOTAL SQUARE FOOTAGE 33265F 0 SPRINKLERED BUILDING? ❑ YES Al NO FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? ❑ YES H:Wpplications\Forms- Applications On Line\2009 Applications \4.2009 - Permit Application - SFR Combination.doc Revised: bh VI NO Page 1 of 3 PUBLIC WORKS PERMIT INFORMATION SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): gLA (61 a /IL.i -' (,.-i IC htrvti CALL BEFORE YOU DIG: 1- 800 -424 -5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT ❑ ... TUKWILA DJ ...WATER DISTRICT #125 ❑ ... WATER AVAILABILITY PROVIDED SEWER DISTRICT ❑ ... TUKWILA ❑ ...VALLEY VIEW ❑ ... SEWER USE CERTIFICATE ❑ ...HIGHLINE 0... RENTON ❑ ...RENTON ❑... SEATTLE ❑ ...SEWER AVAILABILITY PROVIDED SEPTIC SYSTEM: at...ON -SITE SEPTIC SYSTEM - FOR ON -SITE SEPTIC SYSTEM, PROVIDE 2 COPIES OF A CURRENT SEPTIC DESIGN APPROVED BY KING COUNTY HEALTH DEPARTMENT. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): I... CIVIL PLANS (MAXIMUM PAPER SIZE - 22" X 34 ") ❑ ... TECHNICAL INFORMATION REPORT (STORM DRAINAGE) F41 ... GEOTECHNICAL REPORT ❑ ... TRAFFIC IMPACT ANALYSIS ❑ ... BOND ❑ ...INSURANCE ® ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) ❑ ... HOLD HARMLESS - (SAO) ❑ ... HOLD HARMLESS - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - NO DISTURBANCE B... CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY ❑ e5... TOTAL CUT 0 . TOTAL FILL ❑ ... SANITARY SIDE SEWER ❑ ... CAP OR REMOVE UTILITIES ❑ ... FRONTAGE IMPROVEMENTS ❑ ... TRAFFIC CONTROL ❑ ... BACKFLOW PREVENTION - FIRE CUBIC YARDS CUBIC YARDS ❑... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ❑ ...WORK IN FLOOD ZONE ❑ ...STORM DRAINAGE ❑ ...ABANDON SEPTIC TANK ❑ ...CURB CUT ❑ ...PAVEMENT CUT ❑ ... LOOPED FIRE LINE PROTECTION IRRIGATION DOMESTIC WATER ❑ ... PERMANENT WATER METER SIZE... ❑ ... TEMPORARY WATER METER SIZE .. ❑ ... WATER ONLY METER SIZE ❑ ...SEWER MAIN EXTENSION PUBLIC ❑ ❑ ... WATER MAIN EXTENSION PUBLIC ❑ WO # WO # WO # PRIVATE ❑ PRIVATE ❑ ❑ ... GREASE INTERCEPTOR ❑ ...CHANNELIZATION ❑ ...TRENCH EXCAVATION ❑ ... UTILITY UNDERGROUNDING ❑ ... DEDUCT WATER METER SIZE FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE FIRE LINE SIZE AT PROPERTY LINE .. WATER ❑ ... SEWER MONTHLY SERVICE BILLING TO: NAME: 6'a k((GI-J)A. r MAILING ADDRESS: a 1 Fe ro,t t11 Jft, b• NUMBER OF PUBLIC FIRE HYDRANT(S) 0... SEWAGE TREATMENT WATER METER REFUND /BILLING: NAME: 6,ttr(1 Fcue,rbt rri MAILING ADDRESS: J % 2 2 O SC p64-ro✓6 5kti l/ DAY TELEPHONE: w og t4// i CITY DAY TELEPHONE: fc t+I(cy CITY on-3-3q-1-4P6.3 STATE ZIP .2 C3-1117- 6,163 GJa • '3.S.b3/ STATE ZIP H: \ApplicationsWorms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 2 of 3 EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: VALUE OF MECHANICAL WORK $ �� coo FUEL TYPE: 14 ELECTRIC [ ❑ GAS 1 FURNACE <100K BTU 1 APPLIANCE VENT 4T VENTILATION FAN CONNECTED TO SINGLE DUCT 1 THERMOSTAT WOOD /GAS STOVE WATER HEATER (ELECTRIC) EMERGENCY GENERATOR OTHER MECHANICAL EQUIPMENT PLUMBING: 50 D VALUE OF PLUMBING /GAS PIPING WORK $ BATHTUB (OR BATH /SHOWER COMBO) BIDET DISHWASHER FLOOR DRAIN LAVATORY (BATHROOM SINK) 1 SINK WATER HEATER (GAS) LAWN SPRINKLER SYSTEM '3 CLOTHES WASHER SHOWER WATER CLOSET GAS PIPING OUTLETS 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. 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. PROPERTY OWNER OR AUTHORIZED AGENT: SIGNATURE: PRINT NAME: 6a +1r ` I c oon MAILING ADDRESS: o2 � 226 5 F Pe fro�I #Sk 1 Ad- DATE: V.- a . l DAY TELEPHONE: 2517- Pr? ^ 6o4 e6 1/1441) l e Y Vet / /e(� �/� STATE IDATE APPLICATION ACCEPTED: `�_� DATE APPLICATION EXPIRES: (9-- .)-I9 \ STAFF INITIALS: I H:\Applications\Forms- Applications On Line\2009 Applications \4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 3 of 3 PUBLIC WORKS PERMIT I'NF IATIO SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): LA Ir,( a nip/ C,. lc- heK+ CALL BEFORE YOU DIG: 1- 800 -424 -5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT ❑ ... TUKWILA ... WATER DISTRICT #125 ❑... WATER AVAILABILITY PROVIDED SEWER DISTRICT ❑ ... TUKWILA ❑ ...VALLEY VIEW ❑ ... SEWER USE CERTIFICATE ❑ ...HIGHLINE ❑ ... RENTON ❑ ... RENTON 0... SEATTLE ❑ ...SEWER AVAILABILITY PROVIDED SEPTIC SYSTEM: IN....ON -SITE SEPTIC SYSTEM - FOR ON -SITE SEPTIC SYSTEM, PROVIDE 2 COPIES OF A CURRENT SEPTIC DESIGN APPROVED BY KING COUNTY HEALTH DEPARTMENT. ERUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ... CIVIL PLANS (MAXIMUM PAPER SIZE - 22" X 34 ") ❑ ... TECHNICAL INFORMATION REPORT (STORM DRAINAGE) 0 ... GEOTECHNICAL REPORT ❑ ... TRAFFIC IMPACT ANALYSIS ❑ ... BOND ❑ ... INSURANCE ® ... EASEMENT(S) ❑ ...MAINTENANCE AGREEMENT(S) ❑ ... HOLD HARMLESS - (SAO) ❑ ... HOLD HARMLESS - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - NO DISTURBANCE ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ... CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY ❑ I... TOTAL CUT .20 v RI... TOTAL FILL vl 0 CUBIC YARDS CUBIC YARDS ❑ ...WORK IN FLOOD ZONE ❑ ... STORM DRAINAGE ❑ ... SANITARY SIDE SEWER ❑ ...ABANDON SEPTIC TANK ❑ ... CAP OR REMOVE UTILITIES ❑ ...CURB CUT ❑ ... FRONTAGE IMPROVEMENTS ❑ ...PAVEMENT CUT ❑ ... TRAFFIC CONTROL ❑ ...LOOPED FIRE LINE ❑ ... BACKFLOW PREVENTION - FIRE PROTECTION IRRIGATION DOMESTIC WATER ❑ ... PERMANENT WATER METER SIZE... " WO # ❑ ... TEMPORARY WATER METER SIZE .. " WO # ❑ ... WATER ONLY METER SIZE " WO # ❑ ... SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ❑ ... WATER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ❑ ...GREASE INTERCEPTOR ❑ ...CHANNELIZATION ❑ ... TRENCH EXCAVATION ❑ ... UTILITY UNDERGROUNDING ❑ ...DEDUCT WATER METER SIZE FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE FIRE LINE SIZE AT PROPERTY LINE >.. WATER ❑ ... SEWER MONTHLY SERVICE BILLING TO: NAME: 6 i rti PP.(,(er -born' MAILING ADDRESS: 2 1 aa-O Se NUMBER OF PUBLIC FIRE HYDRANT(S) 0... SEWAGE TREATMENT (efr-ovr 61 1 WATER METER REFUND /BILLING: NAME: Ca.ril FCLt�r- b,r,�j MAILING ADDRESS: al o?1 U pe.fr-O 45)G./ DAY TELEPHONE: CITY DAY TELEPHONE: b44 L I4+ /Ciy CITY on-7-11(-7-4A3 STATE ZIP as-3-p17- 44'63 STATE ZIP INCOMPLETE LTR# H: ApplicationsWonns- Applications On Line\2009 Applications \4-2009 - Permit Application - SFR Combination.doc Revised: bh bLO-110 RECEIVED MAY 03 2010 Page 2 of 3 PERMIT CENTER CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA. WA 98188 http://www.ci.tukwita.wa.us COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY 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** vtiopE-Rty • ntw ..,Vt:t • A,,'••••,... • • • • • • •ri.if,»Yi•!;n4:x.... • ,Weri: • .4. SITE ADDRESS: /3--/ a 1 51 . Ai.. • PROPERTY OWNERS NAME: 6t4e7ti Fever Carr! MAILING ADDRESS: c2 2:010 $ e" Pe h- KING CO ASSESSORS TAX NO.: ita 066 4.2,0 A' Att VW ley STATE l',07(12 ZIP NAME: Garii raierbdriN int-) z 1- DAY TELEPHONE: (253 - 7 - 6,63 MAILING ADDRESS: ak. at ?O JC- re tv OViTail get Pl4ph.. 0/4 W Ca• CITY 940-03P STATE ZIP NJ Pe_tierborn AO i-m4 . colei FAX NUMBER: E-MAIL ADDRESS: .-:,:01,OFV.1400kMATANA*6A,571,4-xx.:;;; COMPANY NAME: Samc.. as MAILING ADDRESS: ADDRESS: STATE CONTACT PERSON: E-MAIL ADDRESS: CONTRACTOR REGISTRATION NUMBER: CITY DAY TELEPHONE: FAX NUMBER: EXPIRATION DATE: ZIP orioatotos-FoRmAti qa,L.tr,,,efdrfv,z-i**P, VALUATION OF PROJECT (CONTRACTORS BID PRICE): $ 4:2001 006 SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): ''1 gititgitti51.601thilt.44:61.NtOOkit( '‘''Ke+,,,,,`--.1 --ii. 1 ''' 1/47.:4' -,fP-414''''Vq;',—"N..:‘ r. ' ,'''•kl 'X'.6• j 'e'-.4.',.u4'&v.."'''',i44•*.v:;*.'''4° - ...." -3,V.1..—:,-,`•Vg../i 1446:tE-011gf:OOR.AR-EASA :A,t4,•:-.1PROPOSED'SQuAREV- BASEMENT lt" FLOOR • 1.2501- SF eu FLOOR 135-4 .5.r GARAGE EL CARPORT 0 720 5,F. DECK - COVERED 13 UNCOVERED 0 TOTAL SQUARE FOoTAGE 3326 SE o SPRINKLERED BUILDING? 0 YES NO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED? 1:1 YES 95 NO H:1Applications \Forms.Applications On Linea009 Applications14-2009 - Permit Applicati n - S C bination.doe Revised: bh Page 1 of 3 • BULLETIN A2 • TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME freUerbOrn Kes deV►G‹., PERMIT # 0.:10 -II 0 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization I Od Erosion prevention .2 6 O Water /Sewer /Surface Water a OD Road/Parking/Access 3 bn. A. Total Improvements 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 Enter total fill volume cubic yards cubic yards $250 (1) LO) /900 04. 5i1-e, u dik Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (4) $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 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 CORRECTION LTR#i ECEOVE JUN 2 9 2010 PERMITCENTER 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) $ (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1s' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 9 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0042000420 Address: 4870 S 152 ST TUKW Suite No: Applicant: FEUERBORN RESIDENCE RECEIPT Permit Number: Status: Applied Date: Issue Date: D10 -110 ISSUED 04/26/2010 07/27/2010 Receipt No.: Initials: User ID: RI1 -01069 LAW 1632 Payment Amount: $2,500.00 Payment Date: 05/25/2011 11:35 AM Balance: $0.00 Payee: GARY FEUERBORN TRANSACTION LIST: Type Method Descriptio Amount Payment Cash Authorization No. ACCOUNT ITEM LIST: Description 2,500.00 Account Code Current Pmts BONDS /DEPOSITS 000.239.100 Total: $2,500.00 2,500.00 doc: Receiot -06 Printed: 05 -25 -2011 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.: 0042000420 Address: 4870 S 152 ST TUKW Suite No: Applicant: FEUERBORN RESIDENCE RECEIPT Permit Number: Status: Applied Date: Issue Date: D10 -110 ISSUED 04/26/2010 07/27/2010 Receipt No.: Initials: User ID: Payee: R11 -00813 TLS 1670 Payment Amount: $10.00 Payment Date: 04/27/2011 07:56 AM Balance: $0.00 GARY J FEUERBORN TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 075618 ACCOUNT ITEM LIST: Description 10.00 Account Code Current Pmts PW ADDL PERMIT /INSP FEE 000.342.400 Total: $10.00 10.00 doc: Receiot -06 Printed: 04 -27 -2011 City of Tukwila Department of Comnumity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 0042000420 Permit Number: D10 -110 Address: Status: APPROVED Suite No: Applied Date: 04/26/2010 Applicant: FEUERBORN RESIDENCE Issue Date: Receipt No.: R10 -01359 Initials: User ID: LAW 1632 Payment Amount: $8,300.03 Payment Date: 07/20/2010 02:39 PM Balance: $0.00 Payee: GARY FEUERBORN TRANSACTION LIST: Type Method Descriptio Amount Payment Check 4298 8,300.03 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BONDS /DEPOSITS 000.239.100 1,200.00 BUILDING - RES 000.322.100 3,212.65 FIRE IMPACT FEES 90830402.5000.5304.XXXXX 922.00 MECHANICAL - RES 000.322.102.00.00 189.00 PARK IMPACT FEES 90930101.5000.5301.XXXXX 1,426.00 PLAN CHECK - NONRES 000.345.830 - 2,088.22 PLAN CHECK - RES 000.345.830 2,088.22 PLUMBING - RES 000.322.103.00.00 252.00 PW PERMIT /INSPECTION FEE 000.342.400 40.00 PW PLAN REVIEW 000.345.830 40.00 STATE BUILDING SURCHARGE 640.237.114 4.50 TRAFFIC MITIGATION FEES 104.367.120 1,013.88 Total: $8,300.03 PAYMENT RFCEIVED doc: Receiot -06 Printed: 07 -20 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 0042000420 Address: Suite No: Applicant: FEUERBORN RESIDENCE RECEIPT Permit Number: D10 -110 Status: PENDING Applied Date: 04/26/2010 Issue Date: Receipt No.: R10 -00714 Payment Amount: $2,338.22 Initials: WER Payment Date: 04/26/2010 01:59 PM User ID: 1655 Balance: $3,658.15 Payee: GARY FEUERBORN TRANSACTION LIST: Type Method Descriptio Amount Payment Check 4287 2,338.22 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 PW BASE APPLICATION FEE 000.322.100 Total: $2,338.22 2,088.22 250.00 IAYMENT RE Ely"' ED doc: Receipt -06 Printed: 04 -26 -2010 INSPECTION NO. INSPECTION RECORD Retain a copy with permit �)b-II 0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro ect: Fetter bpi") 3°S I le_ A y L° Type Inspection: t r t lietAkt Address: 1/k10 6 /5,) Sf Date Ca led: 07h a/ Special Instructions: / Op{ fiO celeaSe � one'l co.( 6-,61liet-Jft 1 Date Wanted: 09b1h / a.m. p.m. Requester: Phone o: as-3 3417- 6/63 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: �?,1I -(LALQ1 J Inspector: G�J n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ,t` • e? :- vRt:..65 }Z2 1 q S.•.Y_ Y'i / S•'7 C 4' •i'T• : - f '! a •v ^ '41.7; f a INSPECTION RECORD : • ' Retain a copy with permit -15/2)-1/6 19 • INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION _' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: /62/6 ?& A/ I ?FS. Type of Inspection: , i/Ll#9l C Pi 7114 b;,v, A- ,:./A1- areci.x,V Address: 4/87O S / -S-2 S Date Called: Special Instructions: .- a gf6 -ate Date Wanted: .2 6- // a.m. CP -m—, Requester: Phone No: a53 -3 4/7-64963 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: k) 6' AS _11/ 4 Pi 7114 b;,v, A- ,:./A1- areci.x,V ,::_z) A 2-oh AA/ .;.i/ x.,/41 _ii pAev -/ -. B71 r Wu, i A, 4 i ,/ .t 7),';*-7:--141/0-s-vtio Ao/o/j---,-A,. i d ft/9i a9A,'cy AN/VA, 7. SPECTION FEE REQU\RED. Prior to ext inspection. fee must be d at 6300 Southcenter Blvd., Suite 100. /l Call to schedule reinspection. • 17 INSPECTION RECORD Ritain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: / t/,gpl3D #N k' fir S Type,of Inspection: _ AOf(.P -/� v --1n/ C Address: `/t3 70 .5' /S2 ST Date Called: 2 Special Instructions: 479Am/6, /)o% y Date Wanted: —Ji —/i p.m Requester: Phone No: e2,53 :ii7 -lo8! 3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: .• 2 02 /A/6 — 479Am/6, /)o% y 4 -.;., L. ` — 41/.4." �--1 N - Date: INSPECTION FEE R'QUIRED/Prior to next inspection. fee must be • aid at 6300 Southcent Blvd. uite 100. Call to schedule reinspection. ` 1.:. • 1 : INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 b/d- /o Project: 1:--e- ?/fR dee AI / ?" C Type.of Inspection: -Z -wa Address: 4/ 7o s i570.7 s 7— Date Called: Special Instructions: / ,l Date Wanted: .S/— ii— ./ a.m. p.m. Requester: Phone No: ,.2.5R- 3e7/7 -A 663 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspe(o -11 REINSPECTION FEE REQUIRED. Pr pr to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date:4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: fg2 //R 3 oRAJ /21c Type of Inspection: J= /Oove _L-A./.37/1•0170A/ Address: 17/g 70 /52 s-r- Date Called: Special Instructions: Date Wanted: _3 -3/ —// S. Requester: Phone No: X. Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspec or: !Date: r EINSPECTION EE REQ1 ED. Prior to next inspection. fee must be paid at 6300 Sout center lvd.. Suite 100. Call to schedule reinspection. AL- a 'INSPECTION RECORD ° I Retain a copy with permit INSPECTION NO. .two -i/o PERMIT NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: F -e2/Ap eaPA/ RES Type of Inspection: il ?X' r-._ ,t6?/1. Address: 4/A 76 s //a-.2 _ S r Date Called: Special Instructions: Date Wanted: _- 30 --/ ! a:mt m Requester: Phone No: X333ii7 -&g36 3 proved per applicable codes. Corrections required prior to approval. COMMENTS: Inpecto . Dat fFfiNSPECTION FEE REd IRED. Pr' r to next inspection. fee must be aid at 6300 Southcenter Blvd., Sui a 100. Call to schedule reinspection. INSPEQTION NO. INSPECTION RECORD Retain a copy with permit NO-4 /t _ G� PERMIT NO. tra CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: /P JJR & A/ /?f$ Type of Inspection: . /AMA /.X0) /4477A Address: ".16370 S keT ST Date Called: r -'ioaf 2 Special Instructions: Date Wanted: 7-- ?0---// p.m Requester: Phone No: .,75.3 - 3'/7- ,.75-3-3A/7- 6/263 ixApproved per applicable codes. a Corrections required prior to approval. COMMENTS: G✓1 // /Ns2./4 7' /— 4.19/0/01. �) , z 70 /e — 4 Date: /,1.47 l .�� ,� .�„ ,. ,t 3 — 3 D --, If PECTION FEE REQUIRE . Prior to ext inspection. fee mutt be at 6300 Southcenter Blvd.. Suite 10 . Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)10.-//e) INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 4'`• 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: FE2M6ORAJ ASS Type of Inspection: F/2AfruTlb Address: 4/870 S /5 2 57 Date Called: Special Instructions: Date Wanted: 3 -30-1/ a.m Requester: Phone No: .1.53 24/ l-'G- 5' 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: In INSPECTION FE REQUIRED. Pri to next inspection, fee must be paid at 6300 Southcenter Blvd.. Su' a 100. Call to schedule reinspection. w c ^ 7All'7 p u^; sw.� . �[ �:°. `w.:.. 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 it- IQ= - Pr `et/ 'C r q O(A J� e Typ AlAk o nspe ct�on:c n to - 2.,,i-A, Addrgs n S. (S 2 S� Da/C... tt..L 3 J ,. ` Special Instructions: '. L-1_ se '. Date Wanted: ...... 2 r ___' 1 a�m.- Requester: -7. < _ O A•A n 10 -e k / P IZ (, /„..141-- C ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: v 1f FD �ik Su (^�—L' - i)t.%P, PTA i Al A` "'eJ ii, tier AA . ewe a x /‘ _C- ,) J , J ,. .[ s. `� r: s -e:rs L-1_ se '. JL- / AC_ (14 P1 ter.. ,-C -7. < _ O A•A n 10 -e k / P IZ (, /„..141-- C 6i= v` L)sC_ r 6A C A 1 o k^ CliC k--i&) L. l '...%1 II•DD /0 kief 3,1 r A 1 A Inspeckor: Date: ❑ REI PECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 (10 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 zD Permit Inspection Request Line (206) 431 -2451 r Project: F i R 1� ix ei, Type of Inspection: W k LI- S t4F O rN I nX.. el Address: i-te/0 s tsa s-T--- Date Called: Special Instructions: >� �y— _.�.•+� ---- —mow Al �y 'i�N / � Date Wanted: a.m. Requester: PhoioN6 +11 8_ 7644 e'�V Approved per applicable codes. a Corrections required prior to approval. COMMENTS: 4( MS 3 iorbaL reel a� SSW' ,,J kCk t, Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPEC ION NO. PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 ,alt, = -- /40 I2-= Protect: n Type of,IInnspect�io Address: A1/13 79 *4s /:,,' .2-. Date Called` • Special Instructions: / Date Wanted: ,a.mm.: Requester: -F. Phone' No: e-2 6_6 — Wel 7451 :• [Approved per applicable codes. Y I Corrections required prior-to approval. COMMENTS: ri REIN Di'ION FEE REQUIRED. Prior. to flex \inspection. fee must be - paid at 6300 Southcenter Blvd.. Suite 100. Cal to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ;� (206) 431 -3670 to --(r0 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection: Address: Date Called: Spe ial Instructions: Date Wanted: ^ 1 P.m. Requester: Phone 6 l i5 _wail ai Approved per applicable codes. Corrections required prior to approval. COMMENTS: �..-� f r P' T-; n d►e IP Imn51t0 "kb ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. •{ c • F• x7..494:.= .•4-- lu:as+• INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr�uuett: (t e curt -j' 1 ?PJ,3 ...4 S Mu ST in `S " l .' Y/ Type of Inspection: , Address: • (1"1--)' i ',..,5L- IQ—A Jp 647,),‘!\i-tr All tic Date Called: Special Instructions: 3 Y's �j - p' - 3 ° n f.65'�' Date Wanted: 2„-i0-11 p.m. Requester: Phone No: jf0 q ? ❑ Approved per applicable codes. Corrections required prior to approval r. D. COMMENTS: (t e curt -j' 1 ?PJ,3 ...4 S Mu ST in `S " l .' Y/ l pi :re4 0 Mgt _�A C , (.1' 1 L.- , (1"1--)' i ',..,5L- IQ—A Jp 647,),‘!\i-tr All tic 3 mk I, ±A4 -Lt4 2. sc.A4A b S't ! &(eS1 sit 24 or i- ' 61 fpm G,4_)LikE..4 Srtel titi .- .Gv """ &_c_.— s/ r LAJ A-L5 r 1Inspor:. OA- 'Date?, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid -at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M i( • INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 .0w6 -11l0 re�c1 e ezzil A 1 0,i"e`<fsYpe -gro o . srA.., / Address: -48'70 5 /5 ak^ 5i Date Called: Special Instructions: _ . / Date Wanted: (� -ra . — . Requester: l'*i.NJ � �+V � .4 ?- ,3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: � • ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Insp ctor: Date: y / ^/ Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT/NO. CITY OF TUKWILA BUILDING DIVISION re" 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P ect: Type o Inspecti t f Address: d et sr? 0 s.i5Z Sr- Date Called: Special Instructions: Date Wanted: Cr 'f O —AD m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 5 COMMENTS: Inspe4 i�- Dat 1'- .00 REINSPECTION F ` REQUI ' ' D. Prior to inspection, fee must be d at 6300 Southcenter B n d., Suite 100. Call to schedule reinspection. R - pt No.: Date: 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 £/D -2/0 Project: e� Ikd to Type of Inspection: �/ 2 / iG. )1.I Address. 17/0 7O5. ,/S2 H,a4, Date Called: Special Instructions: Date Wanted: g-3---/54 Requester: Phone No: .2-04P--6-W'''72/,/ r4,14A Approved per applicable codes. Corrections required prior to approval. C� CO MENTS: 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: • ►1� • feigY INSPECTION RECORD to.: - Retain a cop; with permit INSPECTION NO. .. • PERMIT NO. CITY OF TUKWILA/ BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukv''ila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 =2451 Project: %%� ; e''v` / %senc ti Type of In ion: QD / at) h Address: _ - a -70 425 least • • Date Called: osk s th Special Instructions: .. Date Wanted: Requester: r. to ,Nvi Phone No: aS3- 3 4/7- 6ka3 . Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 r V)ranr 4A , - FIJI- 1!!I 4 - 1 i — `Pv►atecf 1 .-- iH mi o - ._ J Inspector: Date: -12-6, r ( 11 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Le INSPECTION RECORD Retain a copy with permit INSPECTION NO: PERMIT NO ' p•y. G` .OF TUKWILA BUILDING DIVISION 6300 South*tfter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspecti6n Request Line (206) 431 =2451 o Proms� F.. te�'�tn Kesi4C4c Type of Inspection: Cl..A-s) LA', s1 • ,5'- tP `",1 Address: • da70 c e2.s-� Date Called: °sight Special Instructions: Date Wanted: olhi /// - a' m. p.m. Requester '4 uee• /go >rn Phone No: A 3 3 y7- 8 45 Approved per applicable codes: LJ Corrections required prior to approval. COMMENTS: e645 —RIA164 41) L. 1.. -- ratted $ — ve _ k i(JN to' Inspector: e["-1 Date:5_ rd (1 J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd:, Suite 100. Call to schedule reinspection: sv.:r -- . , •• -404 +r y •.. ii- J .• .. •ti • . 17- :i'+ ~ , INSPECTION NO. '�''.J'>A• INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: eet)tP %a^0�S on - Type of Inspection: fd 4/ W �P Li" . ,Firyuoy, rrvtfA i n _ +0 41c7o r Address: t3 53o S3 Luc.. S Date Called: to "2- (b Da.. Ar _ 44, __ PoC- u.i S Also Special Instructions: • , Date Wanted: (0128/ /D .m. Requester,, OK -4-o hac..k.Ai I ( . Phone No: • .Approved per applicable codes. • Corrections required prior to approval. 'COMMENTS: Li" . ,Firyuoy, rrvtfA i n _ +0 41c7o r -(16n ere SgtL( . gfeA 4t . so (le_ i 4or 2 hours _ x_o esSure es r - dt to -PS bauk..; / / . e. 4-`` Da.. Ar _ 44, __ PoC- u.i S Also (1_feSSu %e.- -f"ee- - 44119 _ . fa SS -ea . /otne SfiG Service, ►pP4vot _ - 1 '/ ." p" ( X D I G -by -rain per j� " P s > - a ndrIs . No ler con-PC eMP o -_ OK -4-o hac..k.Ai I ( . Inspector: Date: (6 /7-91 /C.) ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. TES INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Project: reuerLiorn 'Res. Type 9kf Inspection: t're- , TUSC__ Address: 14970 '5 l52.. S-1- Date Called: Y (� (O Special Instructions: Date Wanted: S 1 4 I to Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: C- Inspector: Date: 1+i/6 ❑ $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: • INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Ttikwila, Wa. 98188 206 - 575 -4407 Project: . ,.. 4ku e r bp( 11) 4'5; )-ee-ce, Type of Inspection: �'. f , �,•.) a I.- Address: 1./670 Suite #: S 1 Sa- • Con ct Person: Special Instructions: Permits: Phone No.: 9-53 -3 '1-7 - 063 -Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: PN,..-� S Date: s/ l 0 Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 MITCHELL ENGINEERING INC. FILE COPY 7821 - 168th Ave. N.E. Redmond, WA 98052 (4251747 -1500 D rmpt No NCO►. I Nr•+ C.4> LATIkAL La Agl 114-411 A5)-10.44.1 r-2l-6 ;T5 '2) ' 4. LAT 2 Tii3•c As ciLeibcti 4Er 44, IN/L, 1(2 - 144 aF 1 12,4/44i4t-= /73itF 101 i 74/2,W-- / /dip- q+ . /2caiF — /vry *, `3' /f= 24 dt4 //5 !moo = " THESE CALCULATIONS ARE COPYRIGHTED AND MAY NOT SE COPIED WITHOUT THE WRITTEN PERMISSION OF USE OF THESE CALCUA1TONS IS LIMITED TO A SPECIFIC PROJECT FOR PERSONS NAMED HEREON FOR THE CONSTRUCTION OF ONE BUILDING. ANY OTNER USE OR REUSE IS STRICTLY PROHIB- ITED WITHOUT THE WRITTEN CONSENT FROM MITCHELL ENGINEERING. INC. PREPARED Y DATE t/ 14-1 [ 47 Pii&4060/2/11--i Fr4AVA9 5 TaiewLA C • REVIEWED FOR CODE COMPLIANCE APPROVED JUL 14 2010 City of Tukwila BUILDING DIVISION btO- 110 RECEIVED APR 2 6 2010 PERMIT CENTER PROJECT 14!<Gr7 ice+' ' __ SHEET NO. OF SUBJECT 23420 Fr-c, JOB NO. ti10°Z; ,i1,7/' „. 5 F ge /'rd it) r t i 'r &4 1V d clOa (702 1 77 $/1 r77-7 $9. r7-71177G m7 6L d ,2,6 77 frwl-1417/ 111..Y3.1 , 7!,5¢ r g 01 r 1 '° * *& 111.181 -I V,,°+17;, T6/4/1 1714 -t fTh 1 V7 1J • • Ok S/h4� it/Az -w. //A,J /tJ � Itoo� L�lr°k Lvi L fr�4./idi S /law /Q4-1 23 . J. a/0 - 233 4-1_4 GV4US 5W. F 744441 234. 4.21e)-- 25g MITCHELL ENGINEERING INC LA A L ilk Cg- f ie-4 A \N I c ° a, VT2 -7t1 ,) ss-p16-1 4) A ca (7-05) e) '41'2 4 (*A L):41*)./11‘,, AST I2 :to) Gl �� p s1 ��f J� ���% ° ` .o-L'i ` (N"A L. 'fbs t2 24)10,L 4z, :114 (.1.1aL Cp Ft". Cc ) 9!) � t 511- '��'1.�i 1 � � I 1 P4 - l ) 5'14= . F 74 74 1125:1429 X05 m �?, i��� e ©,�3 101 21�,��.�� d.34 • 1,0 t ' aP 97:44 -( F--r z 1, r- Tv 574--1 1- , 2 TTr rte r PREPARED BY / SHEET NO 415 OF DATE 4/14 I I o SUBJECT JOB NO. 235 C2 -7Y ®5) r 91. CI tao 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747 -1500 Jo 6. I (4 MITCHELL ENGINEERING INC. G (a h=1 Itavg• 'I) 1J 0 - 1-?-7211 ,4 2a6F - ���' b) NAI Ig 4F- = V6-= a4 s a11-4.7412.1.: 540 —574%-1-4: 6°14. A` —1a° to 40 l5- 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 d FtA7 — 55= 73.!.' _ I9.2aei= 74I, 3 = 110eF� ---- ���5 � C�ir�c. sad st 511A1Z Pgo-fT' dI°Prg- Itapt2- �3 k44 1.314i:14o- -co ,54.4.0/ t7'� 223 —iq•4 i, '13 74 2 -1c. / 2'. scaler - r -'I I.1/A►J- lai45 �I t 4 5'25+ Ii4/7, 1. `0 1a5 4+R- 73J2221-'?4 4°44 slums 460251V::22,...(1.4 PREPARED BY DATE 4 PROJECT SHEET NO. OF SUBJECT JOB NO. MITCHELL ENGINEERING INC. 0 Lat. Flag.- a 4a4 ;4 - 214, / /'° 2 ,'F- 1124 d�29.2„, l�324 /•Iii -4 C� ,L41,J f - 5$ak3/3 z `_ /42 "Er 01744015 A — 21ap t i4 2y. /2 4'1442v/it.= `= 2p- /94 $ - 142,-111= 2( q.� 20 /Mime, c/0e 2/ -142,4 7 ge44// 743 -4 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 4/ PREPARED BY PROJECT �o SHEET NO. ! OF DATE 4//4 /t7 SUBJECT JOB NO. d/n — 13`5 SHEAR WALL SCHEDULE NAIL SIZE NAIL SPAGIN6 HE 4FIR *2 */FT. STUDS TOP/BOTTOM PLATE BLOGKIN6 REQUIRED SHEAR WALL DESI6NATION EDGES PI -6 8d 6" 12" 6" YES 210 PI -4 8d 4" 12" _ 4" YES 510 PI -3 8d 5" 12" 3" YES 400 P2 -3 8d 3" 12" 3" YES 800 PI -2 8d 2" 12" 3" YES 525 P2 -2 8d 2" 12" 3" YES 1050 SHEAR WALL NOTES: I. PI- 1/16 APA. RATED PLYWOOD OR ORIENTATED STRAND BOARD (05.5) ON ONE SIDE OF WALL. P2- T/16 A.P.A. RATED PLYWOOD OR ORIENTATED STRAND BOARD (0.5B) ON EACH SIDE OF WALL. 2. FOR PI -3, P2 -3, PI -2 *P2 -2 SHEAR WALLS USE 3x STUDS AT ADJOINING PANEL EDGES. 5. NAILS SHALL BE 8d COMMON (0.131" DIAMETER). 4. WHERE PLYWOOD 15 INSTALLED ON BOTH SIDES OF WALL, PLYWOOD JOINTS SHALL FALL ON SEPEReTE STUDS, EACH SIDE. 5. ALL PANEL WALLS, PI -3, EDSES. INSTALL BLOCKED PI -2 4 P2 EITHER SPACE NAILS WITH 2 -INCH NOMINAL FRAMIN6 FOR P1-6 4 PI-4 WALLS REQUIRE 3x FRAMING MEMBERS OR VERTICALLY FOR PLYWOOD INCHES ON CENTER • INTERMEDIATE SUPPORTS. EDGES P2-3, PANELS SHEAR AT PANEL OR A.P.A. -2 SHEAR HORIZONTALLY 0 12 RATED SHEATHING. 6. 5/8" DIAMETER ANCHOR BOLTS SHALL BE 10 INCHES LONE, SPACED A MAXIMUM OF 24 INCHES ON CENTER. 5/4" DIAMETER ANCHOR BOLTS SHALL BE 12 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER PLATE WASHERS ON ANCHOR BOLTS SHALL BE 3 "x3 "xI /4 ", U.N.O. PLATE WASHERS TO BE 6ALVANIZED OR STAINLESS STEEL. 1. REFER TO PLANS AND SECTIONS FOR ANCHOR BOLT SIZES, SPACING, PLATE NAILING, ETC. 8. AT PI -3, P2 -3, PI -2 NAILING SHALL BE $ AT ADJOINING, (1) OF -SILLS, P2 -2 SHEAR WALLS 5TA66ERED PER FOOTNOTE PANEL ED6E5 AND MUD I.B.C. TABLE 2506.4.1. STRUCTURAL NOTES (MITCHELL ENGINEERING) GORE DESIGN 15 IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE (1B.GJ / 2006 INTERNATIONAL RESIDENTIAL CODE (I.R.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS LATERAL WIND �"°OSURE 6, 85 MPH 5EISMIG ---- - ---- -- ---PER DESIGN GATASORY D (I.B.G.) PER DESIGN GATA60RY P2 (I.R.C.) FOUNDATIONS EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL ASSUMED SEARING CAPACITY OF 1500 P5F. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF I'-6' BELOW ADJACENT EXTERIOR FINISHED GRADE. CAST -IN -PLACE GONG- TE F'c = 3p00 P5I 0 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6-5/4 6ALLONS OF WATER PER 44* SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. TOTAL AIR ENTRAINMENT SMALL NOT BE LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. MAXIMUM SIZED ASSRE6ATE5 15 I -1/2 INCHES. MAXIMUM SLUMP I5 4 INCHES. ALL BEINFORCIN6 STEEL DOYIELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE %' DIAMETER WITH 1 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER UNLESS NOTED OTHERWISE ON THE PLANS. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. STRUCTURAL TIMBER ALL &RAPES SHALL CONFORM TO PAMPA 6RAPIN6 RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE GUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED PER PRESERVATIVE TREATMENT NOTE. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED PER I.RG. SECTION R31q.5. NAILING SHALL CONFORM WITH I.R.G. TABLE R602.5(1) $ R602.10 OR I.B.G. TABLE 2504.1. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2x STUDS 2x FLOOR 4 ROOF JOIST 4x BEAMS 6x BEAMS COLUMNS LUMEER NOT NOTED HEM-FIR *2 HEM-FIR *2 POW-FIR/LARCH POUG- FIR/LARGH POW-FIR/LARCH DOUG- FIR/I.ARGH Fb • 650 PSI Fb ■ 850 PSI *2 —Fb a 815 PSI *2 —Fb = 850 P51 *2 ---Fb = 615 PSI M2 - ----Fb = 850 P51 MISCELLANEOUS HANGERS TO BE PROVIDED BY SIMPSON COMPANY. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-807. ANCHOR BOLTS INTO CONCRETE SHALL SE % DIAMETER WITH 7 INCHES OF EMBEDMEND INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN AGGORDANGE WITH ISL. SCHEDULE. 1661 COMMON NAIL DIAMETER - (0.162 INCH). LAMINATED STUDS SHALL BE NAILED WITH (2) ROWS I6d COMMON NAILS • 6' 0.G. FLOOR SHEATHING SHEATHING SHALL BE % INCH TONGUE $ 6R00VE, APA RATED SHEATHING. SPAN RATING WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH IOd COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL ED6ES 4 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATMIN6 SHALL BE GLUED TO THE JOIST AND THE TONGUE AND 6ROOVE JOINTS WITH AN APPROVED ADHESIVE. 419 ROOF SHEATHINb SHEATHIN6 SHALL BE 7' A.P.A. RATED SHEATHING. SPAN RATING 5% INSTALLED WITH LONG DIMENSION ACROSS SUPPORTS. PANEL. END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL. ED6E5 WITH 84 NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. WALL SHEATHING SHEATHIN6 TO EE We A.P.A. RATED SHEATHING. SPAN RATING 2% PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL E06E5 WITH ad NAILS AT 4 INCHES ON CENTER AND 10 INCHE ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWIN65. PRE - MANUFACTURED ROOF TRUSSES TRUSSES SHALL BE PLANT FABRICATED OF DOU6LA5- FIR/LARCH OR HEM-FIR. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, 5I6NED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. SUBMIT TRUSS SHOP DRAWINGS TO MITCHELL EN INEERIN6 FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES. SPECIAL CONDITIONS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISCREPANCIES SHALL SE REPORTED TO THE ARCHITECT OR EN6INL 'R THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENIN65 HAVE BEEN INSTALLED. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS 114 THE FLOOR, ROOF AND WALLS WITH ALL APPROPRIATE DRAMS. THE CONTRACTOR SHALL. COORDINATE WITH THE BUILDIN6 DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL SNP SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. REINFORCEMENT fy • 401,00 P51 FOR *5 4 SMALLER fy • 601,00 PSI FOR *6 4 LARGER NOTES ALL BOLTS, WASHERS, NAILS, SCREWS, HAN6ERS AND FRAMIN6 STRAPS THAT DOME INTO CONTACT WITH ACQ TREATED L.UN. SHALL BE STAINLESS STEEL OR HOT - DIPPED 6ALVANIZED STEEL. FRAMING 4 FOUNDATION J, DIMENSION �f SHEAR WALL PER PLAN 4 SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 6' MIEN. WOOD TO SOIL A(I) #4 BAR CONT. MAX 6"—.....j:: BELOW TOP OF FND. WALL ' I•• \ / / /\ L III :.• TIGHTLINE \ \, \ . all; STORM DRAINS • /. II IF REQUIREDY∎ \% \ /\ \/x 5" CLR.\ 4" DIA PERF. FOUNDATION DRAIN x STUDS PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN 4" GONG. SLAB OVER 4" GRANULAR FILL • G 2 \�& \ \N • II . \/ \+t4 BAR VERTICAL 6 18" O.G. ; : 4 • HORIZONTAL ®18" O.G. Il. lid .•-�i� • (2) #4 BAR CONTINUOUS J� 4" HOOK 1f 4",1 8" ,1,e4")( 8" GARAGE FND. PALL 5oc:774-i Il SCALE : I" = I'-O" CAD DETAILS \H. MITCHELL\B. Slab on Grade\5. 5 Inch garage fnd v wH O O J 0 J Q N z STARTING ® DOUBLE TOP PLATE DOUBLE TOP PLATE 5d NAILS @ r- = 3" O.G. TO EACH TOP PL • SHEAR WALL PER PLAN SCHEDULE 5 MPSON STHD14 HOLDOWN w/ (38) I6d SINKERS #4 ® 15" O.G. HORIZONTAL (3) #4 VERTICAL w/ 4" HOOK ® FOOTING - 4 .11 . : • . :11 o: I . IP fJ II • ' IL, •ill tt• ..s11• • t}•u•'�.n1IF '1 .` .t•u•• .•II. 7 n.� I • • : 11 11 • a S EXTEND BEAM TO END OF SHEAR PANEL 3 ROWS 5d@3 "O.G. PLYWOOD TO BEAM 8d @ 3" O.G. TO STUDS, PLATES $ BLOCKING 3x STUDS 3x ELK'S P.T. 3x6 w/ (2)s/4 "4,x12" ANCHOR BOLTS w /GALV. 3 "x3 "x %4" f . WASHER SLAB ON GRADE a a SHEAR PANEL (4) GARAGE c710#:/ 342" SCALE : N.T.S. GAD DETAILS\H. MITCHELL\E. Lateral Restrafnt\2. later restraint panel- STHDI4 AI/2 BUILDING LINE BEYOND ..4 ,'. • d . GARAGE SLAB • .• .a • —rrr -I r 11 � 111=4 11 III - III -1 I 1 -1 I 1 -1. I- 111 =111 -1 I I- 111 =1, 7=111=, 111=411=-111= I — TURN DOWN SLAB —11 I= INTO CONT. FOOTING (2) #4 BARS CONTINUOUS 4 e "111= ' 1 —I I • 41 II 811 91e4II FOOTING DRAIN TH I GKENED SLAB ® 0.H. DOOR 3c77a/ CAD DETAILS\H. MITCHELL\B. Slob on Grade \I2. thk slob @ OH dr S Inch qi1/3 FRAM I NG_ & _FOUNDAT-I ON DIMENSION SHEAR WALL PER PLAN $ SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN I6d @ 4" O:C. Z = FLASHING WOOD_ TRIM OPTIONAL= I6d TOE -NAIL 6" O.G. 6" MIN. WOOD TO SOIL TIGHTLINE STORM DRA I N IF REQUIRED \ =QJ _= 0517UMINOUS\N \\ 2X STUDS PER PLAN - BATT INSULATION PER PLAN BATT 'INSULATION PER PLAN 3/4" T.46. PLYWOOD SUBFLOOR GLUED NAILED fir . 1 11111111 1,111'1'1 1 /111111. 111111.111, P €R PLAN 1 ((4j; 1� al MUDSILL / A. BOLTS 1. 1 . PER FOUNDATION PLAN • ;.4111 `/// (I) #4 BAR CONT MAX. 6" BELOW TOP OF FND WALL / #4 BAR VERTICAL 18 G " O:: O 0 .(DAMPPROOFIN6/ \ . `L HORIZONTAL 18" O.G: mmm TOP OF FT6.'\\ „•p. Z TO FIN. GRADE • •I1.. 3" GLR.� 4" PIA PERF. FOUNDATION DRAIN - • j• w 4 • 4 6 MIL. BLACK V. a (2) #4 BAR CONTINUOUS 8" FND. NALL 414. 4" HOOK 777SCALE I" = I' =0" GAD Details\H. MITCHELL\A. Crawl Space \l /. 5 Inch fnd wall - parallel FRAMING 4 FOUNDATION DIMENSION SHEAR WALL PER PLAN 4 SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN I6d ® 4" O.G. Z - FLASHING WOOD TRIM OPTIONAL I6d TOE -NAIL 6" O.G. 6' MIN, WOOD TO SOIL TIGHTL INE STORM DRAIN IF REQUIRED BITUMINOUS, \\,\ �( ' DAMPPROOFING TOP OF FTG X \\ AK-D . . • .. _. R \5 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.$ G. PLYWOOD SUBFLOOR GLUED 4 NAILED f� 1616.. TO FIN. GRADE • 3" CLR. FLR..15TS. PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN (I) #4 BAR CONT MAX. b" BELOW TOP OF FND WALL #4 BAR VERTICAL 0 18" O.G. 4 HORIZONTAL 0 18" O.G. 6 MIL. BLACK V. B. (2) #4 BAR CONTINUOUS 4" DIA. PERF. FOUNDATION DRAIN S.. 4 "j/ 8" FND. NALL 5c77ai -4" HOOKS 7134V--'-SCALE : I" = 1' -0" GAD Datails\H. MITCHELL\A. Gravel Space \I4. 8 Inch fnd wall ��J SHEAR WALL PER PLAN 4 SCHEDULE BATT INSULATION PER PLAN — 3/4" T.46. PLYWOOD SUBFLOOR GLUED 4 NAILED LAP JOIST 6" z FLR. JSTS. PER PLAN Ibd @ 4" O.G. Sd @ 4" O.G. WINENINIONNININEM f'3ER BLKQG NAILS BOTTOM OF BEAM SIMPSON "PB" OR z "MA6" OR APPROVED i EQUAL BEAM PER PLAN t x4x12" CLEAT w/ Z 2 IbdI�NA(I S IfdNTO ILLS INTO .OLUMN 4 POST PER PLAN 6 MIL: BLACK V. B. � =1 I =1 I I— III —I 11 =1 1I- 1 1- 111-111 ;111_, ,III . ; , 1' -4" / CONTINUOUS FOOT! NCB *c_Ti..,/ d1 2) #4 BAR CONTINUOUS SCALE : I" = 1'-0" GAD DETAILS\H. MITCHELL\A. Crawl Space \41. continuous footing 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.$6. PLYWOOD SUBFLOOR GLUED $ NAILED FIFA= Riirtl PER PLAN MUDS LL / A. BOLTS PER FOUNDATION PLAN X (I) #4 BAR CONT. Z Q MAX. 6" BELOW TOP I OF FND WALL dJ #4 BAR VERTICAL @ 18" O.G. $ HORIZONTAL @ 15" O.G. 6 MIL. BLACK V. B. FRAMING $ FOUNDATION DIMENSION INSTALL 1/2" G.W.B. Q I6d 14" O.G. I6d TOE -NAILS ® 6" O.G. 4" CONC. SLAB OVER 4" GRANULAR FILL It• .. ■— • 6» (2) #4 BAR CONTINUOUS -L- , - - 4" HOOK _ X 1* 8' die 41* III BITUMINOUS DAMPPROOF I NG TOP OF FTC. TO TOP OF SLAB 8" FND. IAIALL @ GARAGE SCALE : I" = I' -O" CAD Details \H. MITCHELL\A. Crawl Space\26. 5 Inch fnd wall garage fists par /7 SHEAR WALL PER PLAN 4 SCHEDULE FLOOR JST TYPE DIRECTION PER PLAN MST HOLDONW PER PLAN DOUBLE STUD HOLDOWN H z w N YELL TO FLOOR - STRAP 5aTaLl *ga' NO SCALE CAD DETAILS\H. MITCHELL \I. WOII to Wa11\15. wall to floor -mst strap di8 SHEAR WALL PER PLAN I6d TOE -NAIL 4" O.G. 5HEAR WALL PER PLAN OR HDR SCALE : I" = I' -O" SHEAR TRANSFER S5-54,(.1 CAD DetaIls \H. MITCHELL \I. Wall to Wall \I. shear wall floor 41/7 SHEAR WALL PER PLAN 16d @ 4" O.G. 8d @ 4" O.G. I6d TOE -NAIL @ 6" O.G. SHEAR WALL PER PLAN SHEAR TRANSFER glc771 �' la FLOOR JSTS PER PLAN SCALE : I" = I' -O" GAD DETAILS \H. MITCHELL \I. Wall to Wall \q. shear wall to floor -par pQo ► r ► I6d TOE NAIL. 6" O.G. 1 SHEAR WALL PER PLAN � 4 SCHEDULE OR HDRI Sd NAIL ®4" O.G. FLOOR SHEATHING LATERAL. DETAIL 41 f FLOOR JOISTS PER PLAN NO SCALE GAD DETAILS\H. MITCHELL \H. Floor to WaII \II. shear floor to waII- par -A35 #2/ BLOCKING ad NAIL ® 4" O.G. PLYWD FLOOR SHEATHING --- - - - - - -- - --.M - - - - - - - - - - - - - - - - - - -- (4) 16d TOE NAIL PER EACH BLOCK PER PLAN FLOOR JOISTS SHEAR WALL PER PLAN 4 SCHEDULE OR HDR NO SCALE LATERAL DETAIL ¢ 2 GAD Datafls\H. MITCHELL \H. Floor to WaII \I. shear floor to wall -perp *122 SHEAR WALL PER PLAN (NO SHEAR WL SIM. SECTION) Ibd TOE -NAIL ® 4" O.G. SHEAR WALL PER PLAN OR HDR SCALE : 1" = I' -O" SHEAR TRANSFER 5‘,--F,J -Ai I s GAD DETAILS\H. MITCHELL \I. Wall to Woll\. shear wall floor -slm ii 23 BATT INSULATION PER PLAN 1/16" PLYWOOD SHEATHING NAILED w/ 8d NAILS @ 4" O.G. 4 SUPPORTED PANEL EDGES ROOFING MATERIAL PER TRUSS ELEVATION OVER BUILDING PER PLAN PAPER 4 SHEATHING inumunta, anummingt. �•..._ gin 101,A711PA A55 @ 24" O.G. (BIRD BLOCKING TO TOP PLATE) SIMPSON HI CLIP EACH TRUSS SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN EXTEND 12" ABOVE INSULATION WITH 1 1/2" CLEAR AIRSPACE HVENTED 2X BLOCKING W/ (5) 2" PIA HOLES PER 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD PER PLAN �•� 5" C.OLNTINUOUS META •�`� GUTTER —8d NAILS @ 4" O.G. (SHTG TO BIRDBLOCKIN6) OVERHANG PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN FLAT CEILING * EAV 5cr,,,(i -4144 CAD DETAILS \H. MITCHELL \F. Roof \I. It ceiling SCALE : I" = I' -0" r PLYWOOD ROOF Sd @ 4" O.G. TRUSS SHEATHING 7/16" PLYWOOD SHEATHING ON GABLE TRUSS. NAILED W/ 8d NAILS ® 4" O.G. W/ ALL EDGES BLOCKED I6d TOE NAILS 6" O.G. GABLE END WALL RAKE WALL. FULL. HEIGHT STUDS IF GABLE END TRUSS 15 DESIGNED FOR LATERAL FORCE OF 5500 *, PLYWOOD DOES NOT NEED TO EXTEND UP GABLE END LATERAL DETAIL F� SHEAR WALL OR HEADER NOT TO SCALE GAD DETAILS\H. MITCHELL \F. Roof\5. shear transfer -roof to ext wall Roof Roof w/ tile Floor Floor w/ Gyperete Ceiling Deck Exterior Cantilevered Balcony Interior Partition Exterior Partition BEAM CALCULATIONS FILE COPY FOR PLAN M2300ABFT -4 TO BE BUILT IN TUKWILA, WASHINGTON FOR GARY TEUERBORUM LOADING 15 PSF Dead Load + 25 PSF Dead Load + 10 PSF Dead Load + 24 PSF Dead Load + 5 PSF Dead Load + 5 PSF Dead Load + 10 PSF Dead Load + REVIEWED FOR CODE COMPLIANCE APP ,(WED JUL 1 4 2010 City of Tukwila BUILDING DIlIRIMI 25 PSF Live Load 25 PSF Live Load 40 PSF Live Load 40 PSF Live Load 10 PSF Live Load 40 PSF Live Load 60 PSF Live Load DEFLECTION Roof = 1/240 Live Load, 1/180 Total Load Floor = 1/360 Live Load, 1/240 Total Load NOTE: This stamp applies to the members and assemblies described in these calculations, and are only valid if they have been wet stamped. DLo L1O = 40 PSF = 50 PSF = 50 PSF = 64 PSF = 15 PSF = 45 PSF = 70 PSF = 07 PSF = 10 PSF Architects Northwest Job No. 100058 RECEIVED APR 26 2010 PERMIT CENTER ARCHITECTS NORTHWEST, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 (425) 485 -4900 FAX (425) 487 -6585 www. ArchitectsN W.com Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: BEAM OVER CRAWLSPACE Summary: 3.5 IN x 9.25 IN x 4.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 155.6% Controlling Factor: Section Modulus / Depth Required 5.79 In LOADING DIAGRAM Span = 4 ft Reactions Live Load Dead Load Total Load Uplift Load A 1120 Lb 634 Lb 1754 Lb OLb B 1120 Lb 634 Lb 1754 Lb OLb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 560 Plf 310 Plf 7 Plf 877 Plf Uniformly Loaded Floor Beam( 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010: 1:04:42 PM Project: 2300A4FT - Location: BEAM OVER CRAWLSPACE Summary: 3.5 IN x 9.25 IN x 4.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 155.6% Controlling Factor: Section Modulus / Depth Required 5.79 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 CF =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 19.53 S= 49.91 Area (Shear): Areg= 9.06 A= 32.38 Moment of Inertia (Deflection): Ireq= 15.78 1= 230.84 0.00 IN 0.01 IN = L/5497 0.01 IN = L/3510 1120 LB 634 LB 1754 LB 0.80 IN 4.0 FT 1.33 FT 360 240 40.0 PSF 10.0 PSF 7.0 FT 40.0 PSF 10.0 PSF 7.0 FT 1.00 170 PLF 560 PLF 7 PLF 317 PLF 877 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1078 PS 180 PS 1754 FT -LB 1088 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beamf 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010: 1:04:46 PM Project: 2300A4FT - Location: BEAMS BY STAIRWAY Summary: 3.5 IN x 9.25 IN x 4.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 667.6% Controlling Factor: Section Modulus / Depth Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Length -Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Tributary Width -Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.0 ft from left support Critical moment created by combining Controlling Shear: At a distance d from support. Critical shear created by combining all Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): CF =1.20 all dead and live Toads. dead and live loads. Required 3.34 In DLD= 0.00 IN LLD= 0.00 IN = L/19240 TLD= 0.00 IN = L/10542 LL -Rxn= 320 LB DL -Rxn= 264 LB TL -Rxn= 584 LB BL= 0.27 IN L= 4.0 FT Lu= 1.33 FT L/ 360 L/ 240 LL1= 40.0 PSF DL1= 10.0 PSF TW1= 2.0 FT LL2= 40.0 PSF DL2= 10.0 PSF TW2= 2.0 FT Cd= 1.00 WALL= 85 PLF wL= 160 PLF BSW= 7 PLF wD= 132 PLF wT= 292 PLF Fb= 900 PS Fv= 180 PS E= 1600000 PS E -Min= 580000 PS Fc_perp= 625 PS Fb'= 1078 PS Fv'= 180 PS M= 584 FT -LB V= 362 LB Sreq= 6.50 N3 S= 49.91 N3 Areq= 3.02 N2 A= 32.38 N2 Ireq= 5.26 N4 1= 230.84 N4 Roof Beam( 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010: 1:04:50 PM Project: 2300A4FT - Location: BEAM @ FRONT ROOF Summary: 3.5 IN x 9.25 IN x 8.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 277.9% Controlling Factor: Section Modulus / Depth Required 4.76 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CI =1.00 CF =1.20 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.02 IN 0.02 IN = L/3848 0.04 IN = L/2260 400 LB 281 LB 681 LB 0.31 IN 8.0 FT 2.0 FT 4. : 12 240 180 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 7 PLF 8.0 FT 100 PLF 70 PLF 170 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1238 PS 207 PS 1362 FT -LB 558 LB 13.21 N3 49.91 N3 4.05 N2 32.38 N2 18.39 N4 230.84 N4 Roof Beam( 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010: 1:04:53 PM Project: 2300A4FT - Location: NOOK WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 10.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 153.1% Controlling Factor: Section Modulus / Depth Required 4.71 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #1- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CI =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.06 IN 0.07 IN = L/1650 0.14 IN = L/882 500 LB 436 LB 936 LB 0.27 IN 10.0 FT 2.0 FT 4. : 12 240 180 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 15 PLF 9 PLF 10.0 FT 100 PLF 87 PLF 187 PLF 1200 PS 170 PS 1600000 PS 580000 PS 625 PS 1378 PS 196 PS 2340 FT -LB 824 LB 20.37 51.56 6.32 41.25 39.48 193.36 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam'. 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010: 1:04:57 PM Protect: 2300A4FT - Location: BEAM OVER FIREPLACE Summary: 5.5 IN x 11.5 IN x 3.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 239.4% Controlling Factor: Area / Depth Required 5.66 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #1- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 CF =1.00 Fv': wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left -2 -2= TRD- Left -2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Fb= Fv= E= E -Min= Fc_perp= 0.00 0.00 0.00 IN IN = L/15097 IN = L/8818 1635 LB 1227 LB 2862 LB 0.83 I N 1476 LB 1131 LB 2607 LB 0.76 IN 3.0 FT 1.33 FT 3.0 FT 1.00 360 240 0 PLF 150 PLF 14 PLF 164 PLF 2000 LB 1200 LB 1.5 FT 450 PLF 270 PLF 450 PLF 270 PLF 0.0 FT 1.5 FT 1.5 FT 450 PLF 270 PLF 132 PLF 79 PLF 1.5 FT 3.0 FT 1.5 FT 1350 PS 170 PS 1600000 PS 580000 PS 625 PS Fb'= 1348 PS Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 170 PS 3299 FT -LB 2112 LB 29.36 121.23 18.64 63.25 18.97 697.07 N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: BEAMS BY STAIRWAY Summary: 3.5 IN x 9.25 IN x 4.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 667.6% Controlling Factor: Section Modulus / Depth Required 3.34 In LOADING DIAGRAM Span = 4 ft Reactions Live Load Dead Load Total Load Uplift Load A 320 Lb 264 Lb 584 Lb 0 Lb B 320 Lb 264 Lb 584 Lb O Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 160 Plf 125 Plf 7 Plf 292 Plf Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: BEAM @ FRONT ROOF Summary: 3.5 IN x 9.25 IN x 8.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 277.9% Controlling Factor: Section Modulus / Depth Required 4.76 In LOADING DIAGRAM Span = 8 ft Reactions Live Load Dead Load Total Load Uplift Load A 400 Lb 281 Lb 681 Lb 0 Lb B 400 Lb 281 Lb 681 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 63 Plf 7 Plf 170 Plf Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: NOOK WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 10.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 153.1% Controlling Factor: Section Modulus / Depth Required 4.71 In LOADING DIAGRAM A Span = 10 ft Reactions Live Load Dead Load Total Load Uplift Load A 500 Lb 436 Lb 936 Lb 0 Lb B 500 Lb 436 Lb 936 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 78 Plf 9 Plf 187 Plf Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: BEAM OVER FIREPLACE Summary: 5.5 IN x 11.5 IN x 3.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 239.4% Controlling Factor: Area ,depth Required 5.66 In LOADING DIAGRAM TR12 R Center Span = 3 ft Reactions Live Load Dead Load Total Load Uplift Load A 1635 Lb 1227 Lb 2862 Lb 0 Lb B 1476 Lb 1131 Lb 2607 Lb O Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 150 Plf 14 Plf 164 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 450 Plf 270 Plf 450 Plf 270 Plf 0 Ft 1.5 Ft TR2 450 Plf 270 Plf 132 Plf 79 Plf 1.5 Ft 3 Ft Point Loading Live Load Dead Load Location P1 2000 Lb 1200 Lb 1.5 Ft Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: BEAM OVER NOOK Summary: 5.125 IN x 15.0 IN x 16.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 25.5% Controlling Factor: Section Modulus / Depth Required 13.39 In LOADING DIAGRAM P1 P2 T t 7 w A Center Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 4632 Lb 2997 Lb 7629 Lb 0 Lb B 4847 Lb 3126 Lb 7974 Lb O Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 370 Plf 110 Plf 17 Plf 497 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 88 Plf 138 Plf 88 Plf 138 Plf 0 Ft 3 Ft TR2 0 Plf 35 Plf 0 Plf 35 Plf 3 Ft 13 Ft TR3 150 Plf 175 Plf 150 Plf 175 Plf 3 Ft 16 Ft Point Loading Live Load Dead Load Location P1 621 Lb 498 Lb 3 Ft P2 724 Lb 560 Lb 13 Ft Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: FAMILY ROOM WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 10.0 FT / #1 - Douglas- Fir -Larch - Dry Use _ Section Adequate By: 21.8% Controlling Factor: Section Modulus / Depth Reguired 6.8 In LOADING DIAGRAM A P1 P2 Center Span = 10 ft Reactions Live Load Dead Load Total Load Uplift Load A 525 Lb 819 Lb 1344 Lb OLb B 525 Lb 810 Lb 1335 Lb OLb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 9 Plf 9 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 65 Plf 0 Plf 65 Plf 0 Ft 2.5 Ft TR2 150 Plf 195 Plf 150 Plf 195 Plf 2.5 Ft 7.5 Ft TR3 0 Plf 60 Plf 0 Plf 60 Plf 7.5 Ft 10 Ft Point Loading Live Load Dead Load Location P1 150 Lb 126 Lb 2.5 Ft P2 150 Lb 126 Lb 7.5 Ft Project: 2300A4FT - Summary: 5.125 IN x 15. Section Adeq P1 Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Location: FLUSH BEAM 1 OVER GARAGE 0 IN x 20.0 FT (2 + 16 + 2) / 24F -V4 - Visually Graded Western Species - Dry Use uate By: 73.1% Controlling Factor: Moment of Inertia / Depth Required 12.49 In LOADING DIAGRAM W W ■ A Left Cantilever 2 ft Center Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 3239 Lb 2786 Lb 6025 Lb 0 Lb B 3239 Lb 2786 Lb 6025 Lb 0 Lb Left Cantilever Uniform Loading Live Load W 290 Plf Point Loading Live Load P1 269 Lb Center Span Dead Load Self Weight Total Load 245 Plf 17 Plf 552 Plf Dead Load Location 169 Lb OFt Uniform Loading Live Load Dead Load Self Weight Total Load W 290 Plf 245 Plf 17 Plf 552 Plf Riqht Cantilever Uniform Loading Live Load Dead Load Self Weight Total Load W 290 Plf 245 Plf 17 Plf 552 Plf Point Loading Live Load Dead Load P1 269 Lb 169 Lb Location 2 Ft P1 B Right Cantilever = 2 ft Project: 2300A4FT Summary: 6.75 IN x 9.0 Section Adeq P1 Multi- Loaded Beam( 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 - Location: FLUSH BEAM 2 OVER GARAGE IN x 20.0 FT (2 + 16 + 2) / 24F -V4 - Visually Graded Western Species - Dry Use uate By: 27.4% Controlling Factor: Moment of Inertia / Depth Required 8.3 In LOADING DIAGRAM P1 W w A Left Cantilever = 2 ft Center Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 1811 Lb 1067 Lb 2878 Lb O Lb B 1811 Lb 1067 Lb 2878 Lb 0 Lb Left Cantilever Uniform Loading Live Load W 40 Plf Point Loading Live Load P1 1250 Lb Center Span Dead Load Self Weight Total Load 10 Plf 13 Plf 63 Plf Dead Load Location 835 Lb 0 Ft Uniform Loading Live Load Dead Load Self Weight Total Load W 40 Plf 10 Plf 13 Plf 63 Plf Right Cantilever Uniform Loading Live Load W 40 Plf Point Loading Live Load P1 1250 Lb Dead Load Self Weight Total Load 10 Plf 13 Plf 63 Plf Dead Load Location 835 Lb 2 Ft B -r \ Right Cantilever = 2 ft Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: GARAGE DOOR HEADER Summary: 3.125 IN x 12.0 IN x 16.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 68.8% Controlling FEcto . 1`Ap n nt QQf 1 isrtla peptn RequlrTd 1C.0811— LO DI G gIAGRAI�I II� II T, 1 Center Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 1003 Lb 867 Lb 1870 Lb O Lb B 1172 Lb 968 Lb 2140 Lb O Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 25 Plf 8 Plf 33 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 75 Plf 45 Plf 150 Plf 90 Plf 0 Ft 6 Ft TR2 150 Plf 90 Plf 150 Plf 90 Plf 6 Ft 16 Ft Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) j Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: LIVING & DINING ROOM WINDOW HEADERS Summary: IAI IAI vl�il 1 T / 3f I _ flnunlac -Fir -I arch - flni 1 Ica P2 Section Adequat By: 124.4% Controlling Factor: Section Modulus / Depth Required 6.34 In LOADING DIAGRAM V I I 1 R3 'TR2 � � I W A Center Span = 8 ft Reactions Live Load Dead Load Total Load Uplift Load A 1520 Lb 818 Lb 2339 Lb OLb B 1520 Lb 818 Lb 2339 Lb OLb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 305 Plf 85 Plf 11 Plf 401 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 75 Plf 130 Plf 75 Plf 130 Plf 0 Ft 1.5 Ft TR2 0 Plf 20 Plf 0 Plf 20 Plf 1.5 Ft 6.5 Ft TR3 75 Plf 130 Plf 75 Plf 130 Plf 6.5 Ft 8 Ft Point Loading Live Load Dead Load Location P1 188 Lb 188 Lb 1.5 Ft P2 188 Lb 188 Lb 6.5 Ft Project: 2300A4FT - Summary: 5.125 IN x 18 Section Adeq Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Location: MAIN BEAMS OVER GARAGE .0 IN x 20.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use uate By: 9.0% Controlling Factor: Section Modulus / Depth Required 17.24 In LOADING DIAGRAM P1 W P2 W I T R 1 I Center Span = 20 ft Reactions Live Load Dead Load Total Load Uplift Load A 3746 Lb 2460 Lb 6206 Lb 0 Lb B 6104 Lb 3029 Lb 9133 Lb OLb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 20 Plf 20 Plf Trapezoidal Loading Left LL TR1 400 Plf Left DL Right LL Right DL Load Start Load End 100 Plf 400 Plf 100 Plf 8 Ft 20 Ft Point Loading Live Load Dead Load Location P1 3239 Lb 2806 Lb 8 Ft P2 1811 Lb 1083 Lb 16 Ft Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jeffrey deRoulet , Architects Northwest on: 04 -20 -2010 Project: 2300A4FT - Location: MSTR BEDRM WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 10.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 66.4% Controlling Factor: Section • • 1 ,.1• hD ��tt LOADING DI • G • NI TR TR1 w Center Span = 10 ft Reactions Live Load Dead Load Total Load Uplift Load A 621 Lb 493 Lb 1113 Lb OLb B 724 Lb 554 Lb 1278 Lb O Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 15 Plf 9 Plf 24 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 88 Plf 53 Plf 150 Plf 90 Plf 0 Ft 5 Ft TR2 150 Plf 90 Plf 150 Plf 90 Plf 5 Ft 10 Ft B Approximate Site Address: Public Health - Seattle an ing County Site Design Application Fo r Individual On -Site Sewage System (OS. (Submit 5 copies of application with 4 copies of plans) l 1 I 1s,A'e5 Name and address of property owner Applicant Name Designer 5E-G: APPL.IC_ i` r _ Street Address 11 %-. L1I 2Co(Z.l-4 A,iZi 1 City -Zip Code Last First 1 rzYs424Z -{ Record 1,D. Number ON . ATTACH A D Al D ' • ' RE ON MAP FOR LOCATING THE PROPERTY. Street Address 1 City -Zip Code t�. (.ffra_Au THIS IS NOT A PERMIT I�3�s +Pc. = virsK't' M Pt.PLi: VALLEY' 1 Phone 1 5-3 - 347- G,4',F'$ �i :)a , 1 F ;IX to 0 er 2' Phone PROPERTY INFORMATION: Legal Description Attached fZ Parcel # (APN) 10 10141 h)-1 0)1010141 Z 101 Section: I 1 )' 1 Township: 1 jZ 13 1 Range: 1 1,41 Subdivision Name: 1 AVASI�( 14 CIA G----1-127-() ,21- -0 ADDS= I3(`)j} i Lot: 1/21._ 1/3 1 Block: 1 1 14 1 Property Size 11)1(- )IC31C 101 Sq. ft. Acreage: 1 ,(G0Z_ 1 Distance from property line to nearest sewer: Water Supply 11p 1 (IP) I = Individual Public Water Supply Name: 1 G(`f' -/ 0I- I U V' JJ1LA Sensitive Area: 1AI (Y ?N) If yes, specify 1 1 (L,W,O) L = Landslide 1 171C1011 Group A Supply Rural Area ❑ Urban Area 1Z1 1-1 .,KWlLA Group B Supply W = Wetlands 110# 1 1 1. 1 1 1 1 0 = Other SYSTEM INFORMATION: New System 15! 1 Repair Design 1 1 Correction of OSS Failure? 1 1 Y ?N Detailed Plans Attached (4 sets) 1 `i1 Y ?N Type of Building 1 1 1..C.; 1 1 1 SF = Single Family MF = Muttiple Family COMM = Commercial INST = Institutional P Type of System Proposed: 1 A 1 411 — 1 1 I F 1 G = Gravity GP = Gravity with pump M = Mound SF = Sand Filter PD = Pressure Distribution 1 HT = Holding Tank CT = Composting Toilet E = Experimental 0 = Other Niff.Iz,PA� 1 Dates Soils Logged: 1 1 181 LA C1 Soil Logs Data Attached: (Min. 4/lot) 1-(1 Y ?N NIP I IZIZ1CT ATICY,1 'T Depth to Watertable or Restrictive Layer: 1 13 1 Inches Maximum Slope in Drainfield /Reserve Area 1 .? 1 1 CALCULATIONS: Number of bedrooms: 13 1 Total Gallons/Day (450 minimum): 14 IS 101 Gal. G l/ rft/da g� � Total Absorption Area: Sq. ft. Application Rate: 1 (E ( sq Y rP 1 1 'y 1 01 � 1 Total Drainfield Length: 1 1 6 1 1 1 Ft. Septic Tank Size: 1 1 1 7 15-101 Gal. Pump Chamber Size (if needed) 1 ■ 1 7 1 S I01 Gal. fl V ''Trench Depth (min /max): Soil Texture Type (1A -5) 11 1 Trench Width 1 inches Garbage Grinder 1 4 1 Y ?N I 1 6° 1/ 1 1 "I 1 inches I understand that failure to oanpty with the Code Cour y Board of lead to revocation of my Designers Certificate of and/or Designer's Signature: FOR HEALTH DEPARTMENT USEZINLY: 3 m result in the disapproval of the sewage system being proposed in this application. Noncompliance may the Heath Department (, / C,C) l (,) 7 K.C. ID# 1 D I 010 14 I Date: /? - Zj —Or( APPROVED (date): t "1 Comments BY: STEM MUST BE INSTALLED BY A KING COUNTY CERTIFIED INSTALLER UNLESS OTHERWISE PROVIDED BY CODE 1 i f--!-G t L • '-�=� {, L L C f c ..- 1 L `a,Pre- construction meeting required between designer, installer, builder prior to permit issuance APPROVAL OF THIS DESIGN APPLICATION IS BASED SOLELY ON INFORMATION PROVIDED IN THIS APPLICATION AND DOES NOT CONSTITUTE PERMISSION TO BEGIN CONSTRUCTION OF THE PROPOSED SEWAGE DISPOSAL SYSTEM OR ANY OTHER IMPROVEMENTS ON THE SITE. THIS APPROVAL , SHALL NOT BE CONSIDERED AN ASSURANCE, EITHER EXPRESSED OR IMPLIED, THAT DEVELOPMENT PERMITS FOR THE SITE WILL BE ISSUED. THIS APPLICATION EXPIRES TWO YEARS FROM DATE OF APPROVAL DISAPPROVED (date): BY: See attached Site Deficiency Sheet My person aggrieved by any decision or Thal order of the Heath Officer may file a written application for appeal to the Health Officer within 60 calendar days of the date of the above decision. (Title 13, KC.B.O.H. Chapter 13.12 - Sewage Review Committee). CS 13.15.97 Rev.721/00 CRITICAL LOT - LIMITED SPACE Designer must stake off drainfield and reserve area and monitor lot during preparation and construction. Cuts, structure relocations, or improper clearing may invalidate this plan. )(°b 1. 1(0 RECEIVED RECEIVED PERMIT CENTER OLE SEPTIC DESIGN Inc. P.O. Box 1040 ENUMCLAW, WA 98022 (360)825 -1965 fax (360)825 -8812 NOTES: ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE SEATTLE KING COUNTY HEALTH DEPT. TITLE 13, ON -SITE SEWAGE CODE. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CLIENT /HOMEOWNER TO BACKFILL OR COVER ALL THE SOIL TEST PITS ON THIS PROPERTY AFTER THE HEALTH DEPT. HAS REWIEWED THE SOILS. EXTREME CARE SHALL BE TAKEN NOT TO DISTURB THE NATURAL SOILS IN THE DRAINFIELD AREA PRIOR TO OR AFTER THE INSTALLATION OF THE SYSTEM. THE SEPTIC TANK SHALL BE 1750 GALLONS L.L'2. Gcxlce- 1 {-CP )7S0 THE DRAINFIELD LENGTH SHALL BE S FEET IC..l of s Sr •S) THE TRENCH BOTTOMS SHALL BE NO DEEPER THAN INCHES THE TRENCH SPACING SHALL BE NO LESS THAN a • S FEET Oti< <-(="TER- ALL DOWNSPOUT AND FOOTING DRAINS SHALL BE DIRECTED AWAY FROM THE DRAINFIELD AREA AND MAINTAIN THE REQUIRED SETBACKS FROM THE SYSTEM. ALL WATER LINES SHALL MAINTAIN A 10 -FOOT SETBACK FROM THE DRAINFIELD AREA. THERE SHALL BE NO CUTS DOWNSLOPE OF THE DRAINFIELD AREA UNLESS THE DESIGNER HAS ENSURED THAT THE PROPER SETBACKS CAN BE MAINTAINED FROM THE CUT TO THE DRAINFIELD AREA !!!! A MINIMUM OF 12 "OF SOIL COVER AND MAXIMUM OF 22 INCHES IS ALLOWED OVER THE TOP OF THE WASHED ROCK IN TRENCHES. BACKFILLING OF ALL SANITARY DRAINFIELDS MUST BE COMPLETE BY A LICENSED INSTALLER WITHIN 30 DAYS FROM APPROVAL OF SEATTLE KING COUNTY HEALTH DEPARTMENT. PUMP NOTES: TANK SIZE 1750 GALLONS uz Lolocr�p. E ?750 v /�3AL -up/ PUMP CYCLE 1 7 GAL/DOSE t 0a.E5 CONDITIONS: ! SA .S" FT FLOW 0,4 GPM MANUFACTURER: O2L.7�GO MODEL NO. P e9-00c 1-1-rK134-1C SAND FILTER: PUMP CYCLE GAL/DOSE CONDITIONS: FT FLOW GPM MANUFACTURER: MODELNO. THERE SHALL BE AN ALARM INSTALLED TO ALERT HOME OWNER OF PUMP FAILURE. ALL PROPERTY LINES ARE PER PROPERTY OWNER. THE COLE SEPTIC DESIGN, INC. TAKES NO RESPONSIBILITY FOR THEIR ACCURACY. EXISTING KEYSTONE RETAINING WAY DRIANFIELD CONTROL POINT 1.5" STEEL POST IN CONC. EL 189.61' ASSUMED TREES TYP. 51ST AVE S. 206.18' N01 °18'01 "E 1750 GALLON PUMP TANK CCP 1750 -2 WITH SALCOR 3G UV DISINFECTION 1000 GALLON CLARIFIER TANK CCP 10-2 1750 GALLON CUZ MICROFAST .5 TANK CCP 1750 " to 10" OF FILL TO BE REMOVED DOWNSPOUTS TO STORM SYSTEM 0 1 rWATER METER FROM THE CITY OF TUKWILA — WATERLINE LOCATION L BLOWER 0 Q x-100% RESERVE DRIP FIELD 196' 198' 2 207 v;' 0 c M — CO — — d, T — - — — �— — — — Z9 — �tima� — — 27, la - — 2sptma — 686' LINEAL FEET as 5e - - --1— FENCE TO BE REMOVE 204I 10' MIN." =-� — SHED TO BE REMOVE Krim —' war � a e,;may — 33'nmary en�s6 AIR / VACUUM RELIEF VALVES NORTH CO SL 5 0-7 \ liziestra i9-n._ �'eSL3 —Q • -°� — - = //r J, Q 0' MIN. PANEL STUB EL 183.70' PROPOSED 3 BEDROOM RESIDENCE Maximum Building Envelope FF EL 186.20' 1 1'61 EXISTING CUT BANK SUPPLY LINE FROM PUMP LUSH LINE BACK TO BUILDING SEWER 206.26' N01 °18'01 "E NETAFIM HEADWORKS PROJECT: 130' N88 °16'04"W 20' V! N 20' OSS DESIGNED FOR: GARY FEUERBORN 1512151stAVE S PRIMARY DRAINFIELD 563 LINEAL FEET SUBSURFACE DRIP IRRIGATION GRAPHIC SCALE 1" =20' COLE SEPTIC DESIGN P.O. BOX 1040 ENUMCLAW, WA. 98022 (360)825 -1965 fax (360)825-8812 PARCEL # 0042000420 DATE: DRAWING# 12/4/09 09 -39 -D PUMP TANK UD STAINLESS STEAL SCREWS SECURE TO PUMPTANK LID GLUED 6' CAP 18' PUMP SHROUD wip 11 II 11 1 RISER ANGLE CUT ON PIPE SUBMERSIBLE TURBINE EFFLUENT PUMP - 6 PVC ASTM 3034 PIPE 6 -1' HOLES FLOW INDUCER SIDE PROFILE DETAIL (PUMP TANK) ORIGINAL GROUND 6" MIN. 1 6. MAX .. T AIR / VACCUM RELIEF VALVE OVER GRAVEL SUMP ZONE #2 SOLID TUBING AT ENDS ZONE #1 VALVE BOX TYP. GRAVEL SUMP UNDER UNDER AIR / VAC ONLY NETAFIM DRIP LINE 12' MIN. RESTRICTIVE LAYER XX/XX 4XX TYPICAL DRIP LINE DETAIL AIR / VACCUM RELIEF VALVES INSTALL VALVE BOXES TO FINAL GRADE FOR ACCESS Headworks Detail Plan View - NTS Field Flush Valve 1" Ball Valve or 1" Electric Valve 3/4" Tech Filter 1" PVC Union Support Block Carson 17 "x 30" Box Netafim 1" Super Disc Filter Filter Fabric on box bottom FLOW i 0 =1=I_7 ■.� �■ _■ 11111111 1" Female Adapter 1 "x 3/4" ST Bushing 111111 i\J // 0 -100 Liquid Field Pressure Gauge 1" SSS PVC Tee w/ 3/4 "x 1/4" SS Bushing 1" PVC Union 1" PVC Pipe Chemical injection port 1" SSS PVC Tee 1" SS PVC Ell 1" PVC Pipe 1" SS PVC Ell Support Block 1 "x 3/4" ST Bushing 3/4" Ford Water Meter Support Block over gravel sump 2 M ------ 46' primary _ _ _ _ _ 4 5 ' _____ 45'primary 44 primary— — - -29' rimayr — — 26' primary — _ _ _ _ _ 3 a ry — — — — ---------36' primary ---- 35'Lrimary ________ 34' primary ___ NETAFIM BMOLINE PRESSURE COMPENSATING DRIP TUBING. 12 INCH EMITTER SPACING TYPICAL -------33' primary _____ ---- CL- - - -- --32' primary ____ -- 32' primary ---- 31'primary --- - - -- 30'primary -- - - - - -- ORENCO A4202A HYDRO INDEXING VALVE NETAFIM HEADWORKS PRIMARY DRAINFIELD LAYOUT • SUPPLY LINES TYP. FLUSH LINES TYP. CHECK VALVES 3/4" SCH 40 PVC SUPPLY LINE FROM PUMP 3/4" SCH 40 PVC FLUSH LINE BACK. TO BUILDING SEWER i • • • • • • Alf 8i 00107 TARRY J. COLE COLE SEPT /C DESIGN P.O. BOX 1040 ENUMCLAW, WA. 98022 (360)825 -1965 fax (360)825-8812 PROJECT: TYPIICAL DETAILS GARY FEUERBORN 15121 51st AVE S SCALE: NONE DRAWN BY: 5100107 DATE: 12/4109 PARCEL # 0042000420 DRAWING# 09 -39 -D SPECIFICATIONS: • MICROFAST .5 AEROBIC TREATMENT UNIT COMBINED WITH CUZ CONCRETE 1750 GALLON CCP 1750 -2 DUAL COMPARTMENT TANK. INLET EL 183.30'. • CLARIFIER TANK -1000 GALLON SINGLE COMPARTMENT CUZ CONCRETE CCP 10-2 INLET EL 182.90'. • • PUMP TANK -1750 GALLON SINGLE COMPARTMENT CUZ CONCRETE CCP 1750 -2 W/ SALCOR 3G "UV" DISINFECTION. INLET EL 182.50' PUMP INTAKE EL 177.50' • PUMP - ORENCO P2005 TURBINE TO DELIVER 8.4 GPM @ 154.5' TDH • TIMER - RHOMBUS IFS 11 SET FOR 12 - 37.5 GAL DOSES TO THE DRIP FIELD • SALCOR 3G ALARM - SJ- ELECTRO "TANK ALERT" EXTERNAL MOUNT or EQUIV. • SUPPLY LINE - 3/4" SCH. 40 PVC 300 LINEAL FEET • DRIP FIELD - 563 LINEAL FEET NETAFIM BIOLINE PRESSURE COMPENSATING DRIP TUBING. 563 EMITTERS SPACED 12" ON CENTER. DRIP LINE SPACING 30" ON CENTER. • DRIP LINE FEEDERS - NETAFIM SOLID TUBING 250 LINEAL FEET. • TRENCH DEPTH - 6" MIN. 9" MAX. • BACK FLUSHING - MANUAL. FLUSH VELOCITY = 2 FEET PER SECOND AT O &M SERVICING. • RESERVE DRIP FIELD - 686 LINEAL FEET NETAFIM BIOLINE PRESSURE COMPENSATING DRIP TUBING PRECEDED BY MICROFAST .5 PRETREATMENT. NOTES: • INSTALL TANKS IN ACCORDANCE WITH MANUFACTURES SPECIFICATIONS (DEMONSTRATE A WATER TIGHT FIELD TEST) • PLUMBING STUB BASED ON ASSUMED DATUM - PLUMBING STUB SHALL BE CHANGED TO ACCOMMODATE ELEVATIONS ON THE SITE PLAN. • CLEARING IN THE DRAINFIELD AREAS SHALL BE ACCOMPLISHED BY A LICENCED KING COUNTY INSTALLER. • NO FOOTING DRAINS WITHIN 30' DOWN GRADIENT OF THE DRAINFIELD AND RESERVE AREAS. • ALL DISTANCES AND ELEVATIONS WERE MEASURED WITH TAPE MEASURES AND HAND LEVELS (THIS IS NOT A SURVEY). • PROPERTY LINES ARE PER OWNER CSD TAKES NO RESPONSIBILITY FOR THER ACCURACY. DOSE SPECIFICATIONS: • MAXIMUM DAILY FLOW = 450 GALLONS PER DAY • OPERATIONAL CAPACITY = 360 GALLONS PER DAY • TOTAL ABSORPTION AREA = 1407 SQ. FT. • DOSE VOLUME = 37.5 GALLONS • MAXIMUM FREQUENCY = 12 TIMES PER DAY • DRAW DOWN = 1.21 INCHES PER DOSE @ 31 GAL. / IN. 4.4S 0' •: �' or I '# i' e #11 saootoi ..�1 do, or I. BARRY J. COLE to 1 -,12- -10 SOIL LOGS: 12/2/09 SL 1 0'-4' BROWN SANDY LOAM 4' -23" MEDIUM BROWN SANDY LOAM 23 "-41" MOTTLED LOAM - ROOT DEPTH 23° SL 2 0 " -14" BROWN SANDY LOAM 14 " -32" TAN / GRAY SANDY LOAM 32 " -41" MOTTLED FINE SAND - ROOT DEPTH 32' SL 3 0 ° -8" BROWN SANDY LOAM 8 " -35" MEDIUM BROWN SANDY LOAM 35 "-48" MOTTLED LOAM - ROOT DEPTH 35' SL 4 0 " -10' BROWN SANDY LOAM 10 " -30" MEDIUM BROWN SANDY LOAM 30 " -42" MOTTLED LOAM - ROOT DEPTH 30' SL 5 0 " -12" DISTURBED SOILS 12 " -36' MEDIUM BROWN LOAMY SAND 36' -48" MOTTLED FINE SAND - ROOT DEPTH 36' NOTE: THIS SYSTEM WAS DESIGNED FOR RESIDENTIAL SEWAGE STRENGTH ONLY. THE FOLLOWING ARE PARAMETERS FOR RESIDENTIAL SEWAGE STRENGTH: TABLE 13.08.1 RESIDENTAIL SEWAGE STRENGHT PARAMETERS PARAMETER BOD CBOD TSS 0 and G SEPTIC TANK EFFLUENT RANGE (mg /L) 130 - 230 APPROXIMATELY 108 -191 49 -150 10 -25 NOTE: THE OWNER SHALL PROVIDE A COVENANT AGREEING TO OPERATE, MAINTAIN, AND REPORT THE PERFORMANCE OF THE ON -SITE SEWAGE SYSTEM (INCLUDING THE ATU) IN ACCORDANCE WITH TITLE 13. 13.60. THE OWNER SHALL ALSO PROVIDE A SIGNED SERVICE CONTRACT FROM AN APPROVED KING COUNTY MAINTAINER. COLE SEPTIC DESIGN P.O. BOX 1040 ENUMCLAW, WA. 98022 (360)825 -1965 fax (360)825 -8812 PROJECT: SPECIFICATIONS & SOIL LOGS GARY FEUERBORN 1512151stAVE S SCALE: NONE DRAWN BY: 5100107 DATE: 12/4/09 PARCEL # 0042000420 DRAWING# 09 -39 -D FRO)A -CUZ CONCRETE PRODUCTS KING COUNTY 1=A5T .5 AEKODIG TFEATMENT c-)Y3TEM (500 GAL. T REATfvENT) A -O' 2' OIA. : 3' 7 1/4' --3> r 1 -8' 2' 014. 2•::q1/2'' f -8' TRA`iH TANK AGGE55 A Irle r. 5-- 0' Q' 6' TANK AGGE`7`7 7 FROM BLOWER AEROBIG UNIT AGGE`)5 3' -3 I /4' 24' OIA 8' 2' TO DRAINFIELO PLhl? TANK AGGE9h gad, Le,41 %5 c n+ 5 " -4• 1146 (liar KING GGL'NT" # GGP 1750 -2 Trash cork /Aeromr. Unit Gor'ao U.V. LIGHC 4L412M FI OAT 5' -5' KING COUNTY a GGP 1000-'. Puna Tank xith IJ.V. L3ht T -679 P.002/003 F -364 FROM-CUZ CONCRETE PRODUCTS iu-1 (UUo KING COUNTY FA `)T .5 AEeO5IG T IEATMENT c)Y`71EM WO GAL. TREATMENT) A TRASH TAt.L< ACGEY-, q' b• �1 TANK AGGE` , FROM BLOWER AEROBIC UNIT A. AGGEhS <E 3'-3 I/4' 2 4' PIA 8' 2' TO GRAINFIELD PL.w TANK ACCE9h Mel` g5421.111ESOD U.V. LIGHT ` (_ z~, Irle! Outlet Wet 5. -5. 6.- a 5' -10' 4' 3" 5' -2" { KING GG NITY x W' 1750 -2 Trash Fork/Act-61c Unit Gotha KING COUNTY a GGP feee -t 1750 Air Line 31 3/8 " ±1/4" (79.7±0.6] T -1 350 Gallon MINI [1300 L MIN] I I I I See Note 6 Settling L Zone L, Treatment Zone Minimum Clearance to insert Fast Liner into tank Electrical conduit from blower control system to blower /blower housing. See notes 1, 3, & 8 f 23 7/8" [60.8] Inspection/ Pump out Ports See note 3, 7 & 8 31810)&41N Vent See note 2 2"(5] MIN Blower Piping T MIN 17.6 MINI 06 4 115.21 10.2 Influent waste see note 6 T Settling See note 5 Zone 591/2 "MIN 15"-±1/4" (38.1 ±0.6] O12 "MIN [30.5 MIN] L [151.1 MIN] All plumbing and venting must use water tight gaskets see note 7 & 10 4" [10] 0 FAST® treated effluent I see note 9 4U®f© ►liIC�►s Treatment Zone -1_ 4§11Mif A*r FNfUM f t 30" MIN 31 1/4" MIN [76.2 MIN] [79,4 MIN] 163/8 "MIN [41.6 MIN] 34 7/8"±1/8" [88.4 ±0.3] 41 1/4" MIN [ 104.8 MIN] 10" MIN See note 4 [25.5 MIN] NOTES 1. Blower piping to FAST® may not exceed 100 FT (30.5m] total length and use a maximum of 4 elbows in the piping system (@ 100FT [30m]). For distances greater than 100 FT (30m] consult factory. Blower must be located above flood levels on a concrete base 24" X 18" X1" [61 X 45.7 X 2.6cm] min 2. Vent to be located above finish grade or higher to avoid infiltration. Cap with a vent grate with at least 7.1 sq in .[45.8 sq. cm] open surface area. Secure with stainless steel screws (see sheet 4 of 4 M1cr0FAS1® 0.50 Details) . or Run Vent to desired location and cover opening with a vent grate with at least 7.1 sq in.[45.8 sq. cm] open surface area. Secure with stainless steel screws. Vent piping must not allow excess moisture build up or back pressure. 3. All appurtenances to FAST® (e.g. tank pump outs, etc.) must conform . to all applicable country, state, province, and local plumbing and electrical codes. Blower control system by Bio- Microbics, Inc. • 4. Tank volume must be increased by 20% if minimum of 10 inches [25.5cm] is used between the unit and the base of tank. Consult factory for approval. 5. The primary compartment may be a separate tank. 6. Either the influent pipe tee shall be fitted with a pipe cap or the baffle separating the two zones shall be extended all the way to the top of the tank. If choosing to use the pipe cap. Then the baffle shall be at least 3" [8cm]higher than the water level as shown on the drawing. 7. All inspection, viewing and pump out ports must be secured to prevent accidental or unauthorized access. 8. Tank, piping, conduit, blower housing pad and vents are provided by others. 9. All piping and ancillary equipment installed after FAST must not impede or restrict free flow of effluent. 10. The air supply line into the FAST® unit must be secured to prevent vibration induced damage. The air supply line should be secured with a non - corrosive clamp every 2' min [60 cm]. See alternate air supply option on sheet 4 of 4 MicroFASl® 0.50 Details. 11. Min height may be reduced, consult factory and reference "Short- • FAST - Module - Procedure.pdf." 12. Refer to sheet 4 of 4 MicroFASl® 0.50 Details drawing for leg extensions requirements. 6 1/8' [15.6] Pipe Length See MicroFAST 0.50 Details DO NOT SCALE UNLESS NOTED DIMENSIONS ARE IN INCHES [CENTIMETERS] TOLERANCES ± 0.02 IN /IN [± 0.05 CM /CM] MicroFAST 0.50 FAST Unit WEIGHT lb THE INFORMATION CONTAINED IN THIS DRAWING 15 THE SOLE PROPERTY OF BIO- MICROBICS INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF BIO- MICROBICS INC. IS PROHIBITED. DESIGN AND INVENTION RIGHTS ARE RESERVED. IN THE BIO- M[CROB(CS © 2008 INTEREST OF TECHNOLOGICAL ADVANCEMENT, ALL PRODUCTS ARE SUBJECT TO DESIGN AND OR MATERIAL CHANGE WITHOUT NOTICE. NAME DATE DRAWN CTC 12/18/2006 SIZE CHECKED PF 7/2212008 A DRAWING NUMBER MicroFAST® 0.50 with feet REVISED Tuesday. July 22. 2008 1 REV. INI-02 -A SHEET 2 OF 4 Specifications for MicroFAST 0.50 Wastewater Treatment System 1. GENERAL The contractor shall furnish and install (1) MicroFAST®0.50 treatment system as manufactured by Bio - Microbics, Inc. The treatment system shall be complete with all needed equipment as shown on the drawings and specified herein. The principal items of equipment shall include FAST® system insert, leg extensions, or lid, blower assembly, blower controls and alarms. All other items will be provided by others. The MicroFAST 0.50 unit shall be situated within a 450 Gallon (1700L) minimum compartment or tank as shown on the plans, or in a 800 gallon [3000L one compartment tank. Suggested Maximum settling zone is (1) X the daily flow. Tank(s) must provide adequate pump out access and conform to local, state, and all other applicable codes. The contractor shall provide coordination between the FAST system and tank supplier with regard to fabrication of the tank, installation of the FAST unit and delivery to the job site. 2. OPERATING CONDITIONS The MicroFAST 0.50 treatment system shall be capable of treating the wastewater produced by typical family activities (bath, laundry, kitchen, etc.) ranging from (1) one to (8) eight people and riot to exceed 500 US Gallons per day (1800 LPD). 3. MEDIA The FAST media shall be manufactured of rigid PVC, polyethylene, or polypropylene and it shall be supported by the polyethylene insert. The media shall be fixed in position and contain no moving or wearing pats and shall not corrode. The media shall be designed and installed to ensure that sloughed solids descend through the media to the bottom of the septic tank. 4. BLOWER The MicroFAST 0.50 unit shall come equipped with a regenerative type blower capable of delivering 17 -25 CFM [31 -46 m3 /hr[. The blower assembly shall include an inlet filter with metal filter element. 5. REMOTE MOUNTED BLOWER The blower shall be mounted , up to 100 feet [30.5 meters] maximum, from the MicroFAST unit on a contractor supplied concrete base. The blower must not set in standing water and its elevation must be higher than the normal flood level. A two - piece, rectangular housing shall be provided. The discharge air line from the blower to the MicroFAST System shall be provided and installed by the contractor. 6. ELECTRICAL The electrical source should be within 150 feet [45.7 meters] of the blower consult local codes for longer wiring distances. All wiring must conform to all applicable codes(IEC, NEC, etc.). Wiring distances must prevert significant voltage loss. Input power on 60Hz electrical system is 110/220 VAC, single phase, 2.8/1.4 Amps. Input power on 50Hz electrical systems 127/230 VAC, single phase 0.352 kw /hr. All conduit and wiring shall be supplied by contractor. 7. CONTROLS The control panel provides power to the blower with an alarm system consisting of a visual and audible alarm capable of signaling blower circuit failure and high water conditions. The control panel is equipped with SFR® (Sequencing Fixed Reactor) timed control feature. A manual silence button is included. 8. INSTALLATION AND OPERATING INSTRUCTIONS All work installation and connections of the MicroFAST 0.50 shall be done in accordance with the written instructions provided by the manufacturer and in accordance with all applicable local codes and regulations. Operations manuals shall be furnished which will include a description of installation, operation, and system maintenance procedures. 9. FLOW AND DOSING FAST systems have been successfully designed, tested and certified receiving gravity, demand -based influent flow. When influent flow is controlled by pump or other means to help with highly variable flow conditions, then multiple dosing events should be used to help ensure even flow. 10.WARRANTY Bio- Microbics, Inc. warrants all new residential FAST® models (MicroFAST® 0.50, 0.75, 0.90, and 1.5) against defects in materials and workmanship for a period of two years after installation or three years from date of shipment which ever occurs first, subject to the following terms and conditions, (all other FAST® system models are warranted for a period of one year after installation or eighteen months from date of shipment, whichever occurs first, subject to the following terms and conditions): During the warranty period, if any part is defective or fails to perform as specified when operating at design conditions, and if the equipment has been installed and is being operated and maintained in accordance with the written instructions provided by Bio - Microbics, Inc., Bio - Microbics, Inc. will repair or replace at its discretion such defective parts free of charge. Defective parts must be returned by owner to Bio - Microbics, Inc.'s factory postage paid, if so requested. The cost of labor and all other expenses resulting from replacement of the defective parts and fro installation of parts furnished under this warranty and regular maintenance items such as filters or bulbs shall be borne by the owner. This warranty does not cover general system misuse, aerator components which have been damaged by flooding or any components that have been disassembled by unauthorized persons, improperly installed or damaged due to altered or improper wiring or overload protection. This warranty applies only to the treatment plant and does not include any of the house wiring, plumbing, drainage, septic tank or disposal system. Bio- Microbics, Inc. is reserves the right to revise, change or modify the construction and /or design of the FAST system, or any component port or parts thereof, without incurring any obligation to DO NOT SCALE make such changes or modifications in present equipment. Bio - Microbics, Inc. is not responsible for consequential or incidental damages of any nature resulting from such things as, but not limited to, defect in design, material, or workmanship, or delays in UNLESS NOTED delivery, replacements or repairs. DIMENSIONS THIS WARRANTY IS IN LIEU OF ALL OTHER WARRANTIES EXPRESS OR IMPLIED. BIO- MICROBICS SPECIFICALLY DISCLAIMS ANY IMPLIED ARE IN INCHES WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. TOLERANCES S] NO REPRESENTATIVE OR PERSON IS AUTHORIZED TO GIVE ANY OTHER WARRANTY OR TO ASSUME FOR BIO- MICROBICS, INC., ± 0.02 IN /IN ANY OTHER LIABILITY IN CONNECTION WITH THE SALE OF ITS PRODUCTS. Contact your local distributor for parts and service. [± 0.05 CM /CM] • MicroFAST 0.50 FAST Unit WEIGHT lb SUE DRAWING NUMBER THE WHOL WITHOUT INFORMATION THE WRITTEN PERMISSION OF BIO- MICROBICS INC. O IS PROHIBITED. IT DESSIIGN AIND INVENTION RIGHTS IAAEIRESERVED. IN THE BIO- MICROBICS © 2008 INTEREST OF TECHNOLOGICAL ADVANCEMENT, ALL PRODUCTS ARE SUBJECT TO DESIGN AND OR MATERIAL CHANGE WITHOUT NOTICE. NAME DATE DRAWN CTC 12/18/2006 MicroFAST® 0.50 Specifications CHECKED PF 7/22/2008 REVISED Tuesday. July 22. 2008 ( REV. INI -02 -A SHEET 3 OF 4 Notes 1. Secure leg extension to the FAST® unit by placing two screws on each side of the leg extension (4 screws per foot are included). 2. Cut 4" [10] schd. 40 PVC pipe (not included) to obtain the desired height. Minimum pipe length of 6 1/8" [15.561; Original leg extension height requires a pipe length of 11 1/8" [28.26]. For heights greater then 18" [45.7] use schd. 80 PVC pipe (not included). Consult factory for extending leg beyond 36191]. 3. Anchor the leg extensions to the tank with non - corrosive hardware not included at the provided mounting points . 4. Increase minimum tank volume by 20% if minimum leg extension is used. 5. The air supply line into the FAST® unit must be secured so as to prevent damage from pipe vibration. See all notes on MicroFAST@ 0.50 with lid drawing 6. The air supply line into the FAST® unit must be secured to prevent vibration induced damage. The air supply line should be secured with a non - corrosive clamp every 2' MIN. 7. Tank, anchors, piping conduit, blower, housing pad and vents are provided by others. Minimum leg extension assembly see note 4 661P.""----------------7 2 screws per side Included NDS Grate MIN 7.1 in SQ [45.8 cm SQ] of open surface area Fasten with non- corrosive screws FAST® Vent Option Non - corrosive clamp every 2 feet Riser 2" Air Supply Line FAST® Ai. 012 "MIN [30.5 MIN] Non - corrosive clamp every 2 feet FAST® Air Lift Riser Gasket 2" [5cm] Air Supply Line 2" [5cm] Coupler • Alternate Air Supply Option DO NOT SCALE UNLESS NOTED DIMENSIONS ARE IN INCHES [CENTIMETERS] TOLERANCES ± 0.02 IN /IN [± 0.05 CM /CM] I8800P00 RTE0 MicroFAST 0.50 FAST Unit WEIGHT lb THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BIO- MICROBICS INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF BIO- MICROBICS INC. IS PROHIBITED. DESIGN AND INVENTION RIGHTS ARE RESERVED. IN THE BIO- MICROBICS © 2008 INTEREST OF TECHNOLOGICAL ADVANCEMENT, ALL PRODUCTS ARE SUBJECT TO DESIGN AND OR MATERIAL CHANGE WITHOUT NOTICE. NAME DATE DRAWN CTC 12/18/2006 SIZE A DRAWING NUMBER MlcroFAST® 0.50 Details CHECKED PF 7/22/2008 REVISED Tuesday, July 22. 2008 ( REV. INI -02 -A SHEET 4 OF 4 The Netafm Bloline Calculator estimates the amount of Biotin, needed to Install a wastewater drip dispersal system along with other design parameters. It Is NOT Intended to replace a professional design, and should be used for estlmating purposes only. Always consult with a professional designer. Do not use this program with other brands of products. General Instructions FBI In the vlole4ehaded cells. Output Information will automatically tw calculated and sham In blue-shaded calla. Do not attempt to enter data Into the blue - shaded cells. It will erase the formate and potentially Impact other output data. To save your Information as • .tat file for future reference or submittal, 8l1 In the Information In the proJecrs name and address fields below. The name you choose for 'Job Name/Homeowner" will become the name of the .tat file. It will be saved on your computer when you click the "Save to File' button at the bottom of the Omit. A file folder will be created for you called "Netanm" end the file will be stored there. For example, If the Job Name / Homeowner for the project Is Mr. & Mrs. Jones, all of your Information will be saved In • file folder called "Natafim" and the file In this folder will be called "Mr. 8 Mrs. Jones.txt". Netafim Bloline® Dripperline Design Recommendations - Based on Maximum Emitter Discharge Rate Per Day Job Namel Homeowner: Address: City, State, Zip: Permit Agency: Installer Name:: Designed By: Date: Gary Feueruorn 1512, 51st Ave° '<log ; ot,ol ole Seouc Desyn Inc 2.4 '2209 System Data Input Gallons Per Day Maximum Emitter Discharge Rate Per Day Select Emitter Flow Rate (GPM) Select Emitter Sparing (Inches) Flush Velocity (fps) 450 0.8 0.42 12 2 Assumptions Estimated Pump Flow Rating (GPM) Inlet Pressure (psi) Inlet Pressure (Feet of Heed) Row Spacing Between Drlplines (feel) Number of Zones Hours Per Day to Use for Dosing Elevation Change from Pump to Dose Tank Outlet (leet) Elevation Change ham Dose Tank to Drip Field (feel) Length of Supply Una 8 Manifolds (Men Type of Pips - Supply Line 8 Manifolds Size of Supply & Manifold Pipe (Inches) Pipe Roughness Constant Inside Diameter of Pipe ( Inehes) Number of Dally Dosing Events Per Zone 20 35 90.9 2.5 2 24 5 30 300 PVC 8chee 0.79 150 0.924 12 Calculation Outputs Total System Information Application Area Required (square feet) Total Amount of Biolines Required (feet) Total Number of Emitters in the ()rigged Zone Information Number of Zones Amount of Biolines Per Zone Ifeetl Number of Emitters Per Zone Minimum Number of Laterals Per Zone Maximum Number of Laterals Per Zone Number of Laterals That Will be Used Maximum Length of Biolines Laterals Based on Inlet Pressure Flow Rate Per Zone (GPM) Holding Capacity of Dnpperline Per Zone (Gallons) Additional Flow Reoulrement to Accommodate Flushing Velocity Head Loss Data - Dosing Cycle with no Flush Friction Loss per 100' (Dail in Supply Line 8 Manifolds Velocity Its) Friction Loss in Supply Line 8 Manifolds (psi) Friction Loss in 5uopN Line 8 Manifolds (Feet of Head) TDH (Total Dynamic Head In Feet of Head) Head Loss Data - Dosing & Flushing Cycle Friction Loss per 100' (psi) in SuppN Line 8 Manifolds Velocity (fps) Friction Loss In Supply Line a Manifolds (ps0 Friction Loss In Supply Line & Manifolds (Feet of Heed) TDH (Total Dynamic Head in Feet of Head) Control Settings Information Total System Runtime Per Day (HH:MM)I Total Runtime Per Zona Per Day (HH.MM) Total System Dosing Events Per Day Runtime For Each Dose ( HH:MM) Rest Time Between Doses In the Same Zone ( HH.MM) Miscellaneous Information Dosing Volume Per Emitter Per Dose (gallons) Inches Per Week of Dosing Volume of a Single Dose (gallons) Pump Selection Porno Flow Rating (GPM) 705 (Total Dynamic Head in Feet of Head) Pumo Manufacturer Pumo Model 1,408 582 582 2 261 281 2 12 4 269 2.0 2.7 8.4 0.4 1.2 1.1 2.1 118.5 5.9 5.0 18.7 28.7 154.5 2:49 1:55 24 0:10 2:01 0.07 3.59 19.7 5.4 154.5 ORENCO P2005 • • PRESSURE DISTRIBUTION DESIGN WORKSHEET DESIGN NETWORK: DAILY DESIGN FLOW= (# BEDROOMS) X (FLOWBEDROOM)= 450 GAL APPLICATION RATE BASED ON SOIL TYPE = g ; so, = . GPD/FT REQUIRED ABSORBTION AREA = /407 SQ. FT (REQUIRED ABSORTION AREA= DAILY DESIGN FLOW /APPLICATION RT.) TRENCH/BED WIDTH TOTAL TRENCH/BED LENGTH = tJ A, FT = S63 FT NETWORK CONFIGURATION: DRIP Lit— -LA-TERA LENGTH = 30' — 46' FT 16 L-'1& DZ,P LraJC LATERAL SPACING = • 5 FT > % s WPCS SupPc.L/ = 17S FT PIPE LENGTH SuPPI.r ,-/ INE DIAM. = 3/4 IN = N (!k FT MANIFOLD LENGTH L ice! s - rTh.re CHOOSE AN ORIFICE SPACING = 1 FT CALCULATE THE NUMBER OF ORIFICES = NIA` ORIFICES (LATERAL LENGTH DIVIDED BY ORIFICE SPACING) 5 6 TOTAL SELECT LATERAL DIAM. FROM APPENDIX 1 OF PRESSURE DIST. GUIDELINES: LATERAL LENGTH) ORIFICE DIAM (d) LATERAL DIAM.(D) ORIFICE SPAC.(Y) SCH40 CLASS200 IN IN FT FT FT CHOSEN PIPE CLASS = CHOSEN ORIFICE DIAM. = LATERAL DIAM.= ORIFICE SPACING = . e F• i . t.Y n� t 't. 5100107 5 "•' BARRY J. COLE ''-" SELECT MANIFOLD DIAMETER: CALCULATE ORIFICE DISCHARGE RATE FROM TABLE IN APPENDIX 2 ORIFICE DISCHARGE RATE //" GPM CACULATE LATERAL DISCHARGE RATE GPM USE TABLE 1 TO DETERMINE ACCEPTABLE MANIFOLD DIAMETER ACCEPTABLE MANIFOLD DIAMETER = 3/9 IN SLN, 40 DESIGN OF PRESSURIZATION SYSTEM: DETERMINE DOSE VOLUME BASED ON SOIL TYPE A. RECOMMENDED DOSING FREQUENCY RECOMMENDED DOSE VOLUME (DESIGN FLOW/DOSING FREQUENCY) B. DOSE VOLUME BASED ON DOSE VOLUME/PIPE VOID RATIO = ,{1 B = 1,,a DOSES PER DAY = 3?.- GAL GAL REQUIRED DOSE VOLUME = (4) X (INTERIOR VOLUME OF LATERALS + INTERIOR VOLUME OF MANIFOLD + INTERIOR VOLUME OF TRANSPORT LINE) (4)X( GAL + GAL + FOR DESIRED DOSE VOLUME USE GAL) = GAL = 3 -2, S GAL DETERMINE REQUIRED PUMP DISCHARGE CAPACITY = 0. G'L GPM DISCHARGE RATE = LATERAL DISCHARGE RATE TIMES THE NO. OF LATERALS wax/ 9100107 • ip" ' BARRY J. COLE e "495 • • CALCULATE TOTAL FRICTION LOSSES IN NETWORK: TRANSPORT LINE FRICTION LOSSES = (USE TABLE OR EQUATION IN APPENDIX 3) = SS. 33 FT PIPE PIPE FLOW PIPE FICTION LOSS MATERIAL DIAMETER (GPM) LENGTH IN PIPE io. 6a 17S' s s• 33' MANIFOLD AND LATERAL FRICTION LOSSES = 4 FT. TYPICAL TOTAL ELEVATION LIFT = 3S FT DETERMINE TOTAL DYNAMIC HEAD: RESIDUAL PRESSURE OA, FT TRANSPORT LINE FRICTION LOSSES 55. 31 FT MANIFOLD AND LATERAL FRICTION LOSSES ■lh.. FT TOTAL ELEVATION LIFT 3 S FT TOTAL DYNAMIC HEAD 90, 13 FT REQUIRED CAPACITY = /0, 0? GPM, TOTAL DYNAMIC HEAD = 10,33 FT REQUIRED PUMP OgENCo S(rC: D i &6,1 geGOD -At --01&4 DA:Trpt.t i OtL t-�1nr �r�&4t'1 i. \ i —EEZ. D SL 1 A(Z c: i D H EXPIRES ��_}�_ 10 lc j INSTALLER FRIENDLY SERIES° IFS Single Phase Simplex w} Demand/TD) Single phase, simplex demand dose or timed dose, float controlled system for pump control and system monitoring. The IFS simplex control panel is designed to control one 120, 208, 240 VAC single phase pump in water and sewage installations. The IFS control panel features an easy -to -use touch pad with display on the inner door for programming and system monitoring. The panel configuration can be easily converted in the field to either a timed dose or demand dose. TOUCH PAD FEATURES A. Float Indicators illuminate when floats are activated. Alarm will activate if a float operates out of sequence. B. HOA (Hand- Off - Automatic) Buttons control pump mode with indication. Hand mode defaults to Automatic when stop level or redundant off level is reached. C. Pump Run Indicator illuminates when pump is called to run. D. LED Display shows system information including: mode, pump elapsed time (hh:mm), events (cycles), alarm counter, float error count, timed dose override counter (timed dose only), and ON /OFF times (timed dose only). E NEXT Push Button toggles display. F. UP and SET Push Buttons set pump ON /OFF times (timed dose only). PANEL COMPONENTS 1. Enclosure base measures 10 X 8 X 4 inches (25.4 X 20.32 X 10.16 cm). NEMA 4X (ultraviolet stabilized thermoplastic with removable mounting feet for outdoor or indoor use). Note: Options, voltage, and amp range selected may change enclosure size and component layout. 2. Red Alarm Beacon provides 360° visual check of alarm condition. 3. Exterior Alarm Test/Normal /Silence Switch allows horn and light to be tested and horn to be silenced in an alarm condition. Alarm automatically resets once alarm condition is cleared. 4. Alarm Horn provides audio warning of alarm condition (83 to 85 decibel rating). 5. Circuit Breaker (optional) provides pump disconnect and branch circuit protection. 6. Power Relay controls pump by switching electrical lines. Definate purpose contactor used when pump full Toad amps are above 15. 7. Float Connection Terminal Block 8. Incoming Control /Alarm Power & Pump Terminal Block 9. Control Power Indicator /Fuse indicator Tight illuminates if control power is present in panel. Alarm will activate if control fuse is blown. 10. Alarm Power Indicator /Fuse indicator light illuminates if alarm power is present in panel. 11. Ground Lug NOTE: Schematic/Wiring Diagram and Pump Specification Label are located inside the panel on enclosure cover SEE BACKSIDE FOR COMPLETE LISTING OF AVAILABLE OPTIONS. Model Shown IFS11W114X8AC (Inner door view) Model Shown IFS11W114X8AC (Inside view) Reg. Cdn Pat. & TM Off I� FEATURES I � I • Entire control system (panel and switches) is UL Listed to meet and /or exceed industry safety standards ® Dual safety certification for the United States and Canada ® Standard package includes: Demand Dose - three 20' Sensor Float® control switches Timed Dose - two 20' Sensor Float® control switches • Complete with step -by -step installation instructions C US lls Three -year limited warranty LISTED PO Box 1708, Detroit Lakes, MN 56502 1- 888 - DIAL -SJE • 1- 218 - 847 -1317 1- 218 - 847 -4617 Fax email: sje @sjerhombus.com www.sJerhombus.com s 1INVd 1OHINO IFS MODEL IFS MODELTYPE 1 = SPLX TIMED DOSE (includes option 8AC standard) 2 = SPLX DEMAND DOSE (includes option 8AC standard) ALARM PACKAGE 1 = alarm package (includes test/normal /silence switch, fuse, red light & horn) ENCLOSURE RATING W = NEMA4X STARTING DEVICE 1 = 120/208/240 VAC 9 = 120 VAC PUMP FULL LOAD AMPS 0 = 0 -7 FLA 1 = 7 -15 FLA 2 =15 -20 FLA PUMP DISCONNECTS 0 = no pump disconnect 4 = circuit breaker 120 VAC (must select starting device option 9) 120/208/240 VAC (must select starting device option 1) SWITCH APPLICATIONS H = floats (Timed dose = low level and alarm / Demand dose = stop, start, and alarm) X = no float timed dose demand Dose Note: Pump down applications only. OPTIONS Listed below 8AC If additional features are required, can the factory for a quote on an Engineered Custom control panel. CODE DESCRIPTION 1J Duo alarm inputs 3A Alarm flasher 3B Manual reset alarm 4A Redundant off (select option 4D if floats are required) Demand Dose Timed Dose 4D Redundant off float - 20 ft. Sensor Float® 6A Auxiliary alarm contacts, form C 8AC Display board includes: ETM counter, events (cycles) counter, alarm counter, and override counter (timed dose only). (Included as standard.) 10E Lockable latch - NEMA 4X 1OF Lightning arrestor (control and alarm power combined) 10K Anti- condensation heater 11C NEMA 1 remote alarm panel (must select option 6A) CODE El 1• 10 Q 1• 5A 0 16A 0 1• 68 Q 16C 0 16D a 17C a 17D 17G a 17H a 18A DESCRIPTION NEMA 4X remote alarm panel (must select option 6A) Control / Alarm circuit breaker 10' cord in lieu of 20' (per float) 15' cord in lieu of 20' (per float) 30' cord in lieu of 20' (per float) 40' cord in lieu of 20' (per float) Sensor Float° / internally weighted A (per float) Sensor Float® / externally weighted A (per float) MiiliAmpMaster " / pipe damp 0 (per float) MiiliAmpMaster " / externally weighted ® (per float) Timer override option with float (timed dose only) 0 Mechanically - activated 0 Mercury- activated SAMPLE MODEL IFS 11 1 11 W11 9 11 1 11 4 11 H 118AC10E 1 Model Type Alarm Package Enclosure Rating Starting Device Pump Full Load Amps Pump Disconnects Switch Application Options: Display, Lockable Latch ®SJE- Rhombus 07108 • P Series Pump Curves • Using a Pump Curve A pump curve helps you determine the best pump for your system. Pump curves show the relationship between flow (gpm) and pressure (TDH), providing a graphical representation of a pump's optimal performance range. Pumps perform best at their nominal flow rate —the value, measured in gpm, expressed by the first two numerals in an Orenco pump nomenclature. 400 350 300 250 cu 200 N G cZ 150 100 50 P10 Series 1/2 hpto1 hp 3 6 9 12 Gallons per Minute (gpm) Orenco Systems' Incorporated 1-800-348-9843 15 400 350 300 a� z 250 Q. a 200 U_ E CI 150 100 50 P20 Series 1/2 hp to 1 -1/2 hp 5 10 15 20 25 30 Gallons per Minute (gpm) NTD- PU -P -1 Rev. 1.2, 0 2/03 Page 3 of 4 Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 Redmond, WA USA 98052 -3333 Telephone (425) 883 -0777 Fax (425) 882 -5498 www.golder.com REPORT ON "Golder Associates PRELIMINARY GEOTECHNICAL INVESTIGATION BAILEY SHORT PLAT DEVELOPMENT 51sT AVENUE SOUTH AND SOUTH 152" STREET TUKWILA, WASHINGTON Submitted to: Mr. Gary Feuerborn 21220 Southeast Petrovitsky Road Maple Valley, Washington 98038 FOP ImPiorteVeAc •G a Ay• � � 4 j Submitted h1: Yoe? Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 cat 04 Redmond, Washington 98052 Ani.; V�(, ,ord John deLaChapelle. L.L.G. Senior Project Engineering Geologist Distribution: 3 Copies - Mr. Gary Feuerborn 3 Copies Golder Associates Inc. September 7, 2007 0.06 71111 1•curlxn a b.idcdc plat Rc1em dok. ' EXPIRES 773/Os J,: les G. Johns. E.G., L.E.G Joshua L. Ilanson. P.E. rincipal j f? \ engineering Geoiog.. t ; 4. James G. Johnson I) 1 ° 1 1 (5 Senior Project Engineer RECEIVED APR 26 2010 PERMIT CENTER 073-93449.000 September 7, 2007 i 073 - 93449.000 TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 3.0 FIELD INVESTIGATION 3 3.1 Site Reconnaissance 3 3.2 Subsurface Explorations 3 4.0 LABORATORY TESTING 5 5.0 SUBSURFACE CONDITIONS 6 5.1 Geologic Setting 6 5.2 Soils 6 5.3 Groundwater 7 6.0 GEOLOGIC HAZARD EVALUATION 9 6.1 Data Review 9 6.2 Qualitative Slope Stability Evaluation 9 7.0 ENGINEERING RECOMMENDATIONS 11 7.1 General 11 7.2 Seismic Criteria 11 7.2.1 Liquefaction Considerations 11 7.3 Foundations 12 7.4 Lateral Load Resistance 12 7.5 Slab Subgrade 13 7.6 Permanent Wall Design Criteria 13 7.7 Dewatering 14 7.8 Drainage Provisions 14 8.0 CONSTRUCTION CONSIDERATIONS 16 8.1 General 16 8.2 Erosion Control 16 8.3 Construction Drainage 16 8.4 Subgrade and Footing Preparation 16 8.5 Earthworks 17 8.5.1 Fill Materials and Placement 17 8.5.2 Subgrade 18 8.5.3 Temporary Slopes 18 090b07.1h 1_Feurbom bailey's Plat Report doc Golder Associates September 7, 2007 -ii- 073- 93449.000 8.5.4 Permanent Slopes 19 8.6 Temporary Dewatering 19 8.7 Utilities 19 8.8 Geotechnical Construction Monitoring 19 9.0 CLOSING 20 10.0 REFERENCES 21 Table 4 -1 Table 5 -1 Figure 1 Figure 2 Figure 3 LIST OF TABLES Laboratory Test Results Groundwater Depths and Elevations LIST OF FIGURES Vicinity Map Site and Exploration Plan Conceptual Geologic Cross - Section A -A' LIST OF APPENDICES Appendix A Test Pit Logs Appendix B Laboratory Test Results 090607jbl_Feurbom bailey's Plat Report due Golder Associates September 7, 2007 -1- 073- 93449.000 1.0 INTRODUCTION Golder Associates Inc. (Golder) is pleased to present this geotechnical investigation report for Bailey's Short Plat located at the northwest corner of the intersection of 51" Avenue South and South 152 "d Street in Tukwila, Washington, as shown on Figure 1. The purpose of this study was to explore the soil and groundwater conditions at the property and perform a geotechnical evaluation of the site in support of proposed development. The scope of services for this geotechnical investigation was performed in accordance with our Proposal No. P73 -93449 to Mr. Gary Feuerborn dated July 23, 2007. The scope of work included the following primary tasks: • Review available topographic maps, sensitive area maps, and geologic maps to assess anticipated surface and subsurface conditions. • Conduct a site reconnaissance to evaluate site conditions including surface topography, slope stability, groundwater seepage, and past land use; • Complete a total of six test pit explorations (two test pits in each lot) ranging in depth from 5 to 15 feet deep; • Coordinate utility locate requests and test pit explorations; • Perform laboratory testing to characterize soils retrieved during the subsurface explorations • Develop preliminary geotechnical recommendations for the design and construction of the proposed development; and • Prepare a report summarizing our field exploration results and geotechnical recommendations. The following sections provide our subsurface site characterization, our geotechnical design recommendations, and geotechnical construction recommendations. Depending on the final building configuration and proposed development plans, further subsurface exploration and geotechnical analysis may be required. 090607jh1 Feurbom bailey's Plat Report doc Golder Associates September 7, 2007 -2- 073 - 93449.000 2.0 SITE AND PROJECT DESCRIPTION The subject site consists of an approximately 26,850 square foot, rectangular shaped tax parcel (Parcel 0042000420) located at the northwest corner of the intersection of 51' Avenue South and South 152nd Street in Tukwila, Washington. Review of the topographic site plan supplied by DMP surveyors, dated April 23, 2007 shows that the site slopes to the east - southeast at estimated gradients in the range of approximately 17 to 36 percent. The elevation of the site ranges from approximately 200 feet above sea level near the northwest corner of the site and approximately 152 feet at the southeast corner of the site. The maximum elevation change between the western and eastern property lines is approximately 48 feet. The subject site is bordered to the west and north by single - family residence lots, to the south by South 152nd Street, and to the east by an approximately 6 foot high keystone wall that steps down to the shoulder along 51' Avenue South. The site is vegetated with medium to large diameter deciduous trees and a dense understory of miscellaneous brush including thick blackberry bushes. An approximately 60- foot -long rockery is located immediately outside the west boundary of the site. Minor to moderate amounts of grading appear to have occurred at the site in the past with the majority of the grading activities occurring in Lot 1. Here, a relatively flat bench was cut into the slope and the excavated soil was pushed down slope to the eastern portions of Lot 1. At the time of our test pit explorations there was a partially demolished, cinderblock building and a partially demolished, cinderblock seep well located at the boundary between Lot 1 and Lot 2, as shown on Figure 2. The cinder block building had a intact poured concrete footing and floor slab that measured roughly 12 feet by 14 feet. The existing, cinder block, seep well measured roughly 6 feet by 6 feet with walls that once had extended 1 to 2 feet above existing grade but have since partially collapsed. At the time of our test pit explorations the water level in the well was approximately 2 feet below grade and the bottom of the well was approximately 6 to 7 feet below existing grade. During our subsurface explorations we encountered a buried 1- inch - diameter water pipe and buried electrical wire, both of which were abandoned and inactive. It appears that the partially demolished building on the site was once used as the pump house for the well and that the water was pumped to a residence located to the west of the subject site. A small, metal tool shed and chain link fence that extends from the existing neighbor's property to the northwest may be encroaching on the northwest corner of the subject site. Review of the topographic site plan indicates that the proposed development will subdivide the site into three single family residence lots, as shown on Figure 2. Each of the rectangular lots measures 130 feet in the east -west direction and measure 67 to 72 feet in the north -south direction. A 20 foot wide ingress /egress and utility easement is located on the west side of Lots 1 and 2 and partially extends into Lot 3. No specific building layouts or grading information was provided at the time of this report. However, based on our experience with projects with similar sloping grades, we anticipate the proposed residences will likely be two to three stories in height with ground floor levels that daylight to the east. We estimate maximum cuts and fills will be in the range of 10 feet or less. 090b07jhI _Feurbom baileys Plat Report doc Golder Associates September 7, 2007 3.0 FIELD INVESTIGATION 3.1 Site Reconnaissance -3- 073- 93449.000 Golder conducted a site reconnaissance on August 10 and 11, 2007. The reconnaissance was conducted to identify existing soil and water conditions, observe the current condition of slopes, identify past slope instability, and evaluate the potential for future instability. During our site reconnaissance. the focus was on the identification of geomorphic indicators of current or historic slope instability. Such indicators include, but are not limited to: • Irregular or hummocky slope topography; • Cracks, scarps, or other indicators of ground movement; • Tilted, leaning or pistol - butted trees, or distressed vegetation; • Vegetation of markedly different ages or types (e.g., a swath of alders in an otherwise mature coniferous forest); • Freshly exposed soil, or soil deposition at the base of steep slopes; • Hillside groundwater seeps or springs; and, • Surface water ponding (sag ponds) or surface depressions. Any one of these indicators does not necessarily indicate the presence of current or historic slope instability. However, the presence of one or more can indicate the potential for an unstable slope. The results of the site reconnaissance are presented in the Geologic Hazard Evaluation section of this report. 3.2 Subsurface Explorations The field exploration program was conducted on Friday, August 10, 2007. The investigation consisted of excavating a total six exploratory test pits (two test pits in each lot). The test pits ranged in depth from 5 to 15 feet below ground surface (bgs). The test pits were designated G -TP -1 through G -TP -6. The approximate location of the test pits are shown on Figure 2. The test pits were excavated under agreement with Golder by Kelley's Excavating Inc. of Auburn, Washington, using a Komatsu PC 120 steel - tracked excavator equipped with a 36 -inch bucket and five standard digging teeth. Upon completion of the explorations the test pits were backfilled with the native soils and tamped down with the excavator bucket. The grade of the land was restored, however, some settling of the soil should be expected at each of the test pit locations. The test pit locations were kept within the property boundaries and were located to best characterize the subsurface conditions at the site. Test pits were not excavated in the 20- foot -wide easement that runs along the west side of Lots 1 and 2 and partially in Lot 3. The test pit locations were plotted on the site plan by measuring distances from existing site features. Survey data was not available at the time of this report thus the approximate test pit elevations were estimated from the topographic site plan. The soils encountered during excavation of the test pits were logged by a licensed geologist from our office. Soils were classified in the field in accordance with Golder Technical Procedure TP- 1.2 -6, 000007jhl_Feurbom bailey's Plat Repon doc Golder Associates September 7, 2007 -4- 073 - 93449.000 "Field Identification of Soil," which is summarized on the Soil Description Index in Appendix A. Pertinent information, including sample depths, stratigraphy, engineering characteristics of soil, and occurrence of groundwater, was recorded on test pit logs. Soil density was estimated by examination of grab samples, monitoring the digging action of the excavator, and by pushing a 0.5 -inch diameter, steel soil probe into undisturbed soils in the upper 4 feet of each test pit. Disturbed but representative soil samples were collected from each test pit. All soil samples were sealed in plastic jars or plastic bags, to reduce moisture loss, and returned to Golder's Redmond, WA office for further examination and laboratory testing. Summary test pit logs of each test pit are presented in Appendix A of this report. The stratigraphic contacts shown on the test pit logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The soil and groundwater conditions described in the test pit logs are only for the specific dates and location reported and may not represent the soil and groundwater conditions at other times and locations. 090607jhI_Feurbom bailey's Plat Report doe Golder Associates September 7, 2007 -5- 073 - 93449.000 4.0 LABORATORY TESTING As part of the geotechnical investigation, a laboratory testing program on selected samples from the testpits was completed. Ten grab samples of soil collected from the test pits were submitted to the Golder Soil Laboratory in Redmond, WA for laboratory testing. The tests performed include four grain -size (sieve) analyses on granular soils and six natural moisture content determinations. The soils were tested using American Society for Testing and Materials Standards (ASTM) guidelines. The laboratory test results are presented in Table 4 -1. Complete results of all laboratory tests are included in Appendix B of this report. TABLE 4 -1 Laboratory Test Results Test Pit & Sample No. Depth (ft) Sieve Analysis (ASTM D422) Moisture Content (ASTM D2216) Gravel % Sand % Fines % % G -TP -1 G -2 4.5 NT NT NT 8.0 G -TP -2 G -2 4.5 10.3 49.4 40.3 10.3 G -TP -3 G -1 1.0 NT NT NT 6.9 G -TP -3 G -2 4.5 0.4 96.0 3.6 4.9 G -TP -4 G -1 2.5 NT NT NT 54.1 G -TP -5 G -1 1.0 NT NT NT 5.5 G -TP -5 G -2 4.0 57.8 37.9 4.4 5.3 G -TP -5 G -3 5.5 0 97.9 2.1 23.8 G -TP -6 G -1 4.0 NT NT NT 11.2 G -TP -6 G -2 5.0 NT NT NT 13.7 NT Not Tested 090607jhl_Fewiwrn bailey's Plat Report doc Golder Associates September 7, 2007 -6- 073- 93449.000 5.0 SUBSURFACE CONDITIONS 5.1 Geologic Setting The recent geologic history of the Puget Sound Lowland region has been dominated by several glacial episodes. The most recent, the Vashon stade of the Fraser glaciation is responsible for most of the present day geologic and topographic conditions. The Puget lobe of the Cordilleran ice sheet extended down from Canada and deposited a heterogeneous assemblage of proglacial lacustrine deposits, advance outwash, lodgment till, and recessional outwash. As the glacier retreated northward, it uncovered a sculpted landscape of elongate uplands and intervening valleys. Tukwila, Washington is located in the central Puget Lowlands and native soils are predominately glacial in origin although more recent alluvial, marsh, lake, and landslide deposits are present. According to the geologic map by Booth and Waldron (2004) the near surface geology in the majority of the site is Lodgement till that consists of a mixture of dense clay, silt, sand and gravel. The geologic map indicates that the east boundary of the site may be underlain by recessional glacial lake deposits that typically consist of soft silt and clay. 5.2 Soils The subsurface conditions encountered during our site investigation indicate that there is a thin Lodgement till layer that caps advance glacial outwash deposits that underlie most of the site, as shown on cross - section A -A' (Figure 3). The Lodgement till consisted of a mixture of silt, sand, and gravel. The advance glacial outwash consisted of crudely stratified, fine to medium sand, sandy gravel and silty fine sand. At the southeast corner of the site, where grading had occurred, a thin layer of loose, organic -rich fill soil was encountered above the advance glacial outwash deposits. The advance glacial outwash deposits encountered at the western and southern portions of the site were water bearing and slow to rapid seepage was observed in this unit. The advance glacial outwash deposits were generally dense to very dense, however, they tended to cave or collapse when a steep cut was made below the groundwater table, such as in a test pit excavation. The soil units are described in greater detail in the following sections. • Fill Soil: Fill was encountered at the surface at test pits G -TP -4 and G -TP -6, which were located on the east side of Lot 2 and Lot 1 respectively. The fill ranged in thickness from 1.5 to 2.0 feet thick in our test pits, but likely varies in other areas. The fill was likely generated during past grading operations at the site and consisted of a very loose to loose mix of wet, silty sand, gravel and cobbles with zones of black organic soil. Construction debris was scattered throughout the fill soil. • Topsoil: A topsoil layer was encountered at the surface of all test pit locations. The topsoil ranged from 0.5 to 1.0 feet thick and consisted of very loose to compact, silt, sand and gravel with some fine to coarse organics and a thick root mat. • Weathered Lodgement till and Lodgement till: The Lodgement till consisted of a very dense, non - stratified mix of silt, sand, and gravel with trace amounts of cobbles and was generally damp and gray to mottled gray in color. The upper 2 to 3 feet of the till was weathered and was generally compact to dense, mottled light brown with some iron staining, and dry to damp. 090607jh I_Feurbom bailey's Plat Report doc Golder Associates September 7, 2007 -7- 073 - 93449.000 Till was encountered at or near the surface in test pits G -TP -1 and G -TP -2 located in Lot 3, and in test pit G -TP -3 located in the west side of Lot 2. The till is likely a thin cap that overlies the advance glacial outwash, and, prior to past grading activities, likely extended across much of the subject site. The till may be thickest on the west side of Lot 3, however, due to the very dense nature of the Lodgement till we were only able to excavate to a depth of five feet in test pit G -TP -1 at this location. The Lodgement till was approximately four feet thick in test pits G -TP -2 and G -TP -3. The till layer likely tapers out along the east edge of the site. We encountered a thin (1.5 foot thick) layer of till -like deposits below the fill in test pit G -TP -6, which was located at the east side of Lot 1. This soil was slightly stratified and may represent a gradual transition from till to the underlying advance glacial outwash. • Advance Outwash: These deposits were encountered near the surface or below till layer across the subject site. The advance outwash extended to the bottom of each of the six test pits excavated for this study. The advance outwash was generally a dense to very dense, fine to medium sand, however, zones of sandy gravel and gravelly sand were present locally. Scattered one -inch- thick, non - horizontal ribbons of clayey silt were observed within the top three feet of the outwash sand in test pits G -TP -2 and G -TP -4, both of which were located at the east side of the site. The advance outwash ranged from crudely stratified to thinly laminated and interbedded, and graded to silty fine sand near the bottom of test pits G -TP -2 and G -TP -3. With the exception of G -TP -3, the advance glacial outwash deposits were generally wet with slow to rapid groundwater seepage. Moderate to severe caving and sand flow was observed in the test pit excavations where groundwater seepage occurred in the advance outwash deposits. Groundwater is discussed in more detail in Section 5.3 of this report. The subsurface conditions encountered are presented on the test pit logs in Appendix A. The soil contacts indicated on the logs represent the approximate boundaries between soil types. These contacts represent transitions from one soil type to another and should not be regarded as exact contacts. The subsurface conditions may vary between and beyond the test pit locations. 5.3 Groundwater Groundwater was encountered in four of the six total test pit explorations. The four test pits where groundwater seepage was observed were located on the mid to lower elevations of the site. Observed groundwater levels ranged from 1 foot to 9 feet below ground surface and occurred in the advance outwash sand deposits. The observed seepage rates were variable and generally ranged from slow to moderate, except at test pits G -TP -5 and G -TP -6 located at the east and west sides of Lot 1. Here, the seepage rate ranged from slow to rapid and the seepage rate was estimated to be approximately 10 to 20 gallons per minute. Moderate to severe caving and sand flow was observed in the test pit excavations where groundwater seepage occurred in the advance glacial outwash deposits. It is likely that some of the shallow groundwater is intercepted at the east edge of the site by an existing 6 -foot- high keystone wall that runs along the west side of 5151 Avenue South. An existing, partially demolished, cinderblock seep well is located at the boundary between Lot I and Lot 2, as shown on Figure 2. The cinder block, seep well measured roughly 6 feet by 6 feet with walls that once had extended 1 to 2 feet above existing grade but have since partially collapsed. At the time of our test pit explorations the water level in the well was approximately 2 feet below grade and the bottom of the well was approximately 6 to 7 feet below existing grade. U'U607jh1_Feurbom baileys Plat Report doe Golder Associates September 7, 2007 -8- 073 - 93449.000 The groundwater and soil stratigraphy observed in the borings indicated the groundwater can be expected below a depth of 2 to 5 feet across the mid to lower elevations of the site. Our test pits did not extend deep enough at the higher elevations of the site to observe the depth to groundwater. Groundwater conditions should be expected to fluctuate depending on the time of year, site utilization and other factors, and will likely be higher during wetter periods of the year. The approximate groundwater depths and elevations are presented in Table 5 -1. Observed seepage depths and estimated qualitative seepage rates are shown on the test pit logs included in Appendix A of this report. TABLE 5 -1 Approximate Groundwater Depths and Elevations Test Pit Approximate Ground Surface Elevation (ft)' Total depth of Test Pit (ft) Observed Seepage Depth (ft)* Approximate Groundwater Elevation (ft) G -TP -1 191 5 Not Observed Not Observed G -TP -2 165 12 5 160 G -TP -3 184 15 Not Observed Not Observed G -TP -4 162 8 2 160 G -TP -5 172 13 5 167 G -TP -6 160 13 5 155 Ground surface elevation estimated from topographic site plan supplied by DMP surveyors, dated April 23, 2007. (Vertical datum: NAVD 88) 090607jhl_Feurbom bailey's Plat Report doc Golder Associates September 7, 2007 -9- 073- 93449,000 6.0 GEOLOGIC HAZARD EVALUATION 6.1 Data Review Golder reviewed geologic maps, sensitive /critical areas maps, and landslide hazards areas maps of the site to determine past and potential slope instability at the site. According to the geologic map by Booth and Waldron (2004) no landslides have been mapped on or adjacent to the site. According to the King County iMAP (2007) critical areas ordinance (CAO) map the site is classified as a low CAO basin condition and no Storm Water Design Manual (SWDM) landslide hazards are mapped. According to the King County (2007) Sensitive Areas Ordinance Designation (SAO) map there are no SAO landslide hazards at the site. According to the City of Tukwila (2007) Flood Hazard and Geologic Hazard Areas map the site is mapped as being located in a potentially geologically unstable area, Slope Classification 2 and Slope Classification 3. The slope classifications are based on slope steepness and soil conditions. The two classifications are described as: • Slope Classification 2 (moderate hazard): The slope is between 15 and 40 percent and underlain by permeable soils. • Slope Classification 3 (high hazard): The slope is between 15 and 40 percent and underlain by impermeable soils and bedrock. Under Section 18.45.130 of the Tukwila Municipal Code (TMC), development can be allowed in moderate and high hazard areas provided that the applicant can demonstrate that: • There is no evidence of past instability or earth movement in the vicinity of the proposed development, and where appropriate, quantitative analysis of slope stability indicates no significant risk to the proposed development or surrounding properties; or • The area of potential geologic instability can be modified or the project can be designed so that any potential impact to the project and surrounding properties is eliminated, slope stability is not decreased, and the increase in surface water discharge or sedimentation shall not decrease slope stability. 6.2 Qualitative Slope Stability Evaluation We did not observe surface evidence of slope instability during our site reconnaissance. As discussed in Section 5.2., most of the site consists of a thin cap of dense to very dense Lodgement till overlying advance glacial outwash. Where the advance outwash was saturated, typically in the middle and lower portions of the slope, we encountered moderate to severe caving in the steep test pit walls. We did not observe surface seepage at the site, however, the thin layer of organic -rich, topsoil /fill soil encountered in test pits at the east edge of the site was wet. It is our opinion that the slopes at the subject site are stable under their current configuration. We base this conclusion on the following evidence: • Soils at the site generally consist of glacially overridden dense to very dense till and advance outwash, excepting thin topsoil deposits and localized fill deposits; Un(bO7jhl_Feurbon bailey's Plat Repon doc Golder Associates September 7, 2007 -10- 073 - 93449.000 • The advance outwash contains intact bedding and lamination, indicating that the advance outwash has likely not been displaced by slope movement; and, • We did not observe geomorphic evidence of slope instability during our site reconnaissance. However, while the slopes appear to be stable under their current configuration, the presence of shallow groundwater and caving in the advance outwash unit indicates the potential for the formation of unstable slope conditions if excavations into the advance outwash are left unsupported and /or not properly dewatered. If excavations or cuts are planned into the advance outwash, below the water table, provisions for dewatering will need to be made so that cut slope stability is maintained. 09ub07jh l_Feurbon bailey's Plai Report doc Golder Associates September 7, 2007 -11- 073 - 93449.000 7.0 ENGINEERING RECOMMENDATIONS This section of the report provides our interpretation of the geotechnical data obtained during the investigation. The recommendations provided are intended for the guidance of the design engineers and are intended for this project only. The data may not be sufficient for construction and where comments are made on construction, they are provided only to highlight aspects of construction which could affect the design of the project. Contractors bidding on or undertaking the work must make their own interpretation of the subsurface information provided as it affects their proposed construction methods, costs, equipment selection, scheduling and safety. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site. The presence or implication(s) of possible surface and /or subsurface contamination resulting from previous site activities or uses of the site and /or resulting from the introduction onto the site of materials from off site sources are outside the scope of work for this report and have not been investigated or addressed. 7.1 General The site is suitable for the proposed development from a geotechnical standpoint, provided the engineering recommendations in this report are followed. The native till and advance outwash soil units have suitable bearing capacity for single or multi - family homes. The main geotechnical issue at the site is the presence of shallow groundwater and associated caving and sloughing of the advance outwash sand unit below the ground water table. It should be expected that cuts and excavations made at the site will encounter shallow groundwater. The subsurface exploration for this project was conducted in the relatively dry summer months, and it should be expected that the water level will rise during the wetter winter months. The presence of groundwater will require temporary and permanent dewatering for foundations or structures (such as retaining walls) that extend below the water table. Active dewatering and mechanical stabilization will likely be required during construction to reduce the potential for slumping or sloughing of exposed sand units. Unsupported cuts made into the advance outwash sand below the groundwater table can be expected to slump and slough, potentially causing slope instability issues at the site. 7.2 Seismic Criteria Washington State adopted the International Building Code (IBC) on July 1, 2004. Section 1615 of the IBC is related to earthquake loads and site ground motion. Sites are classified based on the average soil profile properties in the top 100 feet. The test pit excavations for the current study were advanced from 5 to 15 feet below the existing ground surface. For design purposes, the average soil profile properties should be considered for 100 feet below the base of subsurface structures, i.e. estimated to as much as 25 feet below the existing ground surface. There is no geological evidence indicating a decrease in soil density below the extent of the subsurface explorations for this study. It is our opinion that the site should be classified as Class C based on IBC Table 1615.1.1 due to the presence of very dense, glacially consolidated deposits expected within the top 100 feet. 7.2.1 Liquefaction Considerations The soils considered most susceptible to liquefaction generally consist of very loose to compact saturated granular deposits. In general, the site is underlain by dense to very dense, glacially 090607jhI_Fcurborn bailey's Plat Report doc Golder Associates September 7, 2007 -12- 073 - 93449.000 consolidated, granular soils that range from damp to wet. We conclude that the potential for liquefaction at this site is low. 7.3 Foundations Conventional, shallow isolated or continuous spread footings may be used, provided they are founded on a subgrade of undisturbed, native, dense to very dense Lodgement till or advance outwash. Footings should not be founded on fill or organic soils that may be encountered on the site. Where these unsuitable soils are encountered, the soils should be over - excavated to dense, native soils, and replaced if necessary with structural fill. Foundation subgrade should be observed and judged suitable for the intended loads by the geotechnical engineer or building official. Conventional shallow isolated or continuous spread footing foundations should be designed based on the following parameters: MAXIMUM ALLOWABLE BEARING PRESSURE (FS = 3.0) Dense till, Advance Outwash, or Structural Fill 2,500 psf MINIMUM EMBEDMENT FOR FROST PROTECTION: Perimeter footings 18 inches Interior footings (below exterior grades) 12 inches MINIMUM WIDTH: Perimeter footings 18 inches Interior isolated footings 24 inches SETTLEMENT: Total Settlement less than 1 inch Differential Settlement less than 0.5 inch As the development plans are conceptual at this time, we recommend that once the foundation plans are completed by the structural engineer the settlement and bearing analysis be reevaluated by Golder. 7.4 Lateral Load Resistance The foundation will have to resist lateral loads from earth pressures, wind, and seismic loads. For design purposes, these loads can be resisted by: • BASE FRICTION: An allowable value of 0.30 can be assumed for base friction between the soil and spread footings. A factor of safety of 1.5 is included in the allowable value (ultimate = 0.45) • PASSIVE RESISTANCE ON BASEMENT WALLS FOUNDED AGAINST SOIL: The maximum available passive pressure on deep basement walls can be significant. However, considerable deformation is required to develop the full passive pressures and for deep basement walls the resulting deformation is usually unacceptable. Thus for design purposes, we recommend that the allowable passive pressure be based on a fluid 000607jh1_Feurbom bailey's Plat Repon.doc Golder Associates September 7, 2007 -13- 073- 93449.000 with a density of 350 pcf above the groundwater table and 200 pcf below, or an allowable average lateral pressure of 1.0 ksf, whichever is smaller. The 1.0 -ksf maximum average value is intended to limit the lateral movement to less than about 1/2 inch. These values can be increased by 1/3 for seismic loads. • PASSIVE RESISTANCE ON SIDES OF SHALLOW FOOTINGS: For design purposes, we recommend that the allowable passive pressure be based on a fluid with a density of 350 pcf above the groundwater table and 200 pcf below on the sides of buried footings. 7.5 Slab Subgrade Conventional slab -on -grade floors can be supported on a subgrade of the native bearing soils as noted in the Foundation Recommendations, or on structural fill placed and compacted as noted in the Earthworks section of this report. Slab -on -grade floors should not be founded on organic soils, loose soils or uncompacted fills. Slabs above the water table should be underlain by a capillary break material, consisting of at least four inches of clean, free draining sand and gravel or crushed rock containing less than 3 percent fines passing the #200 sieve (based on the minus No. 4 sieve fraction) meeting the following specification: TABLE 5 -1 Capillary Break Gradation Sieve Size or diameter (in) % Passing 1" . 100% Passing No. 4 0% - 20% No. 200 0 — 3% Slabs below the water table should have an under slab drainage system as discussed in the drainage provision section of the report. Vapor transmission through floor slabs is an important consideration in the performance of floor coverings and controlling moisture in structures. Floor slab vapor transmission can be reduced through the use of suitable vapor retarders such as plastic sheeting placed between the capillary break and the floor slab, and/or specially formulated concrete mixes. Framed floors should also include vapor protection over any areas of bare soils and adequate crawl space ventilation and drainage should be provided. The identification of alternatives to prevent vapor transmission is outside of our expertise. A qualified architect or building envelope consultant can make recommendations for reducing vapor transmission through the slab, based on the building use and flooring specifications.. 7.6 Permanent Wall Design Criteria For backfilled walls that are fixed at the top, an equivalent fluid weight of 55 pcf can be used to represent the at rest earth pressure. For backfilled walls free to rotate at the top (cantilever) the active earth pressure can be represented by an equivalent fluid weight equal to 35 pcf. All backfilled walls must be provided with drainage to prevent buildup of hydrostatic pressure. Where traffic loads will occur adjacent to the wall, a uniform lateral surcharge load of 100 psf should be added. Additional lateral surcharges should be added to the design pressures to account for vertical surcharges, such as existing foundation and floor loads, adjacent to the excavation. 090G07jh l _ Peurbo n bailey's Plat Report dos Golder Associates September 7, 2007 -14- 073 - 93449.000 7.7 Dewatering Shallow groundwater was encountered within 2 to 5 feet of the ground surface in test pits excavated in the middle and lower part of the slope on the site. Because the test pit exploration was conducted in the summer, it is likely that the groundwater table will be higher during the winter months. Although we have not been provided with a grading plan, it is likely that excavations on the site to make level building lots will be below the groundwater table. Temporary dewatering during construction will be required if excavation extends to groundwater. Because of the relatively rapid inflow of water, and the associated caving and sloughing of the advance outwash sand unit in the test pits, we recommend that active dewatering (i.e., dewatering wells) be used to lower the water table for excavations made for retaining walls and foundations. All footing excavations and floor slabs below the water table should be dewatered to a level at least 2 feet below the bottom of the excavation, prior to preparing the subgrade and pouring the concrete. 7.8 Drainage Provisions Basement walls poured flush against shoring should be provided with drainage by placing checkerboard grid or a full face geocomposite drain against walls. At the base of the wall a continuous horizontal drainage strip should be installed. The horizontal geocomposite drainage strip should be tied into the under slab drainage system. It is important to provide a good connection between the wall drain and the below slab drainage system. The detail of the wall /floor drain connection will depend on the type of shoring, basement wall type, and perimeter footing. During development of the final plans and specifications, we recommended that Golder be provided the opportunity to review or assist in development of the wall /drain tie in detail. Below the groundwater table, the drainage system should consist of: • FOOTING DRAINS: A footing drain consisting of 4- inch - diameter, heavy- walled, perforated PVC pipe or equivalent should be placed along the perimeter of all structures. The pipe should be surrounded by at least 6 inches of drainage gravel material. The pipe and drainage gravel should be wrapped in filter fabric to prevent migration of the subgrade soils into the drainage system. Clean outs should be provided for maintenance. • WALL DRAINS: Drainage behind backfilled walls can consist of checker board or a full face geocomposite drainage mat or a minimum of a two- foot -wide zone of clean sand and gravel fill with less than 5 percent passing the No. 200 sieve. For shoring, drainage typically consists of a grid of geocomposite drainage strips that are tied into a perimeter footing drain. • UNDER SLAB DRAINAGE SYSTEM: Below the water table, the slab should be underlain by a minimum 8 -inch thick, continuous draining blanket of clean drainage material (gradation per the capillary break specification), combined with cross drains. The cross drains should be spaced a maximum of 20 feet, center to center, and sloped to a minimum of 0.25 percent to drain. The minimum invert depth of the cross drains should be 18- inches below finish floor grade. • DISCHARGE: The below slab and perimeter footing drain system should be tightlined to the storm drainage system to drain by gravity or to a sump for pumping. The groundwater flow rate should be evaluated during construction and a permanent drainage system sized for that flow. For preliminary design purposes a steady state flow of 090007jhI_Feurlwm hanky's Plat Repon.doc Golder Associates September 7, 2007 -15- 073- 93449.000 30 gpm is recommended. The footing and under slab systems should be entirely separate form any system designed for surface water drainage. If a leak -free wall is desired, a water proof barrier, such as plastic or bentonite panels, should be placed over the geocomposite drain prior to pouring or shooting the permanent wall. If a soldier pile and tieback system is used for shoring, spacers should be placed between each lift of lagging to form a 1/4 -inch or so gap, in order to provide a drainage path from the soil, through the lagging and into the geocomposite drainage strip. Any backfill behind the lagging below the groundwater table should consist of clean, free draining material, such as pea gravel or coarse sand. Above the water table, perimeter footing drains, and wall drains as describe above, are recommended. 090607jhl_Feurbom bailey's Plat Report doc Golder Associates September 7, 2007 -16- 073- 93449.000 8.0 CONSTRUCTION CONSIDERATIONS 8.1 General General geotechnical related site construction will consist of demolition, site clearing, excavations, grading, subgrade preparation, shoring, casting of building walls, footings and slabs, placement and compaction of fills, temporary dewatering and installation of the drainage systems. This section discusses selected elements of these construction issues. 8.2 Erosion Control Erosion control for the site will include BMP's incorporated in the civil design drawings and may contain the following recommendations: • Complete the primary site grading during the summer months; • Limit exposed cut slopes; • Route surface water through temporary drainage channels around and away from exposed slopes; • Use silt fences, straw berms, and temporary sedimentation ponds to collect and hold eroded material on the site; • Seeding or planting vegetation on exposed areas where work is completed and no buildings are proposed; and • Retaining existing vegetation to the greatest possible extent. We recommend that the contractor sequence excavations so as to provide constant positive surface drainage for rainwater and any groundwater seepage that may be encountered. This will require grading slopes, constructing temporary ditches, sumps and/or berms. Permanent slopes shall not be graded steeper than 2H:1 V and, until vegetation is established, should be protected with plastic sheeting during adverse weather conditions. 8.3 Construction Drainage The grading contractors should channel all surface drainage into approved surface water collection systems. Surface water drainage from the site must be controlled during and after construction to avoid erosion and uncontrolled runoff onto 5151 Avenue South and South 152 "d Street. In wet areas, where seeps are encountered or where existing drainage swales /ravines will be covered with structural fill, drains consisting of a suitably sized PVC pipe surrounded by clean, free draining gravel and wrapped in filter fabric should be installed and drained by gravity to a positive discharge. Prior to any structural fill placement the geotechnical engineer of record should visit the site to provide recommendations for any drain installation. 8.4 Subgrade and Footing Preparation The foundation subgrade for the proposed project will likely consist of dense to very dense advance outwash and dense to very dense Lodgement till. Uncontrolled fill soils may also be encountered on the site. Where encountered, fill soils should be over - excavated down to the dense soils. 0906071h I_Feurbom bailey's Plat Report doc Golder Associates September 7, 2007 -17- 073- 93449.000 The subgrade soils could become loosened and disturbed under the influence of surface water, groundwater, and construction equipment. The contractor will have to implement suitable procedures to protect the subgrade such as excavating without tracking on the native soils, use of a crushed rock or gravel- working mat, soil admixing, geotextiles and other suitable procedures during wet weather. Native competent subgrade that becomes loosened by the contractors operation, and wet and unsuitable soils should be over - excavated and replaced with a suitable structural fill material, or admix the soil with a moisture reducing agent or cement treated base (CTB). The footing excavations should be free of any loose, soft disturbed material, mud or water prior to placement of reinforcing steel and concrete. 8.5 Earthworks At the time of this report a grading plan was not available, so the extent of cuts and fills across the site was not known. Based on the existing topography, it is assumed that the site will remain sloped with daylight basement structures across the site. Careful earthworks planning and subgrade protection by the contractor and implementation of the recommendations presented below will help minimize unanticipated costs. We recommend that any excavation on the site be sequenced to limit the amount of exposed subgrade particularly if construction starts during the rainy season. The native soils identified on site are considered moisture sensitive and may become unworkable when over the optimum moisture content. Conversely, if allowed to dry, silty soils can become an airborne dust problem. 8.5.1 Structural Fill Materials and Placement Structural fill should be free of organic and inorganic debris, be near the optimum moisture content, and capable of being compacted to the required specifications listed below. If the on -site soils do not meet the above criteria, or cannot be reworked to be suitable, we recommend using imported granular fill consisting of well graded material free of organic material, with less than 5 percent fines (that portion of the soil that passes the # 200 sieve). Other fill materials may be used with approval of the engineer. Maximum Lift Thickness: • On -site native soils or imported granular materials - 12 inches loose Minimum Compaction Requirements: • Beneath Building Foundations - The structural fill should be compacted to at least 95% of the ASTM D1557 maximum dry density value (modified Proctor value) for the material. The structural fill beneath footings should at a minimum extend laterally at a 1H:IV slope projected down and away from the bottom footing edge. • Beneath Roadways, Slabs and Pavements — Three feet below final grade, structural fill should be compacted to at least 90% of the ASTM D 1557 maximum dry density value for the material. Within about three feet of subgrade elevation, the fill should be compacted to at least 95% of the ASTM D 1557 maximum dry density value for the material. • Utility Trench Backfill - The fill should generally be compacted to at least 90% of the ASTM D 1557 maximum dry density value for the material, except within three feet of subgrade elevation, where the fill should be compacted to at least 95% of the ASTM D 1557 maximum dry density 090607jhl_Fcurbum bailey's Plat Report doc Golder Associates September 7, 2007 -18- 073 - 93449.000 value for the material. The City of Tukwila or the local utility district may have more stringent requirements. • Non- structural /Landscaped Areas - Firmly compact the soil to prevent excessive settlement and sloughing. Topsoil generated during stripping of the site would likely be suitable for these areas. Structural fill should be compacted with equipment suitable to achieve proper compaction. If density tests taken in the fill indicate that compaction is not being achieved due to high moisture content, then the fill should be scarified. moisture- conditioned, and recompacted. If the required densities cannot be met then the material can be replaced or a soil admixture used to dry the soil. 8.5.2 Pavement Subgrade Subgrade preparation may consist of cuts into undisturbed native soil or placement and compaction of structural fill. The subgrade should be firm and judged adequate for the intended loads by the geotechnical engineer of record. The subgrade should be prepared in accordance with the recommendations in this Section. Prior to paving the subgrade should be observed during a "proof roll" completed by a fully loaded dump truck. Soft or excessively yielding areas should be remediated or removed and replaced prior to paving. The native silty subgrade will be sensitive to disturbance from construction activities and rainfall. Pavement and foundation subgrade shall be maintained in a well compacted state and protected from degradation prior to paving or concrete placement. Any disturbed areas, or wet areas shall be remediated by a method determined suitable, based on the observed field conditions. The options may include excavation and replacement of the disturbed soil, placement of a geotextile separation fabric (such as Mirafi 500x or 600x), chemical stabilization and/or drainage improvements. Protection measures may include restricted traffic, perimeter drain ditches, or placement of a protective gravel layer on the subgrade. 8.5.3 Temporary Slopes Safe temporary slopes are the responsibility of the contractor and should comply with all applicable OSHA and WISHA standards. Temporary stable cut slopes less than 10 feet in height can generally be constructed in the native site soils, using the following recommendations: • Till, and Advance Outwash without seeps - l H:1 V Groundwater seepage may be encountered within the outwash deposits especially in the east downslope portion of the site. Temporary cuts that encounter groundwater seepage should be sloped at 2H:1V or flatter (as recommended by the geotechnical engineer at the time of construction) to prevent significant caving or sloughing. Temporary cuts in the outwash sand are expected to have some raveling at the cut face. If significant fills are encounter from previous site grading activities, then temporary cut slopes may need to be laid back flatter. In the event that groundwater seepage is encountered during excavation, the contractor must install temporary drainage measures to protect the cut face and prevent degradation of the excavation area until permanent drainage measures can be constructed. 090607jh I_Fcurbom bailry's Plat Repon doc Golder Associates September 7, 2007 -19- 073- 93449.000 8.5.4 Permanent Slopes Long term permanent cut and fill slopes should be 2H:1 V or flatter assuming proper compaction, drainage and erosion control. In our experience, 2H:1V and steeper slopes are significantly more likely to experience erosion or sloughing during the first winter season, until vegetation is well established. Aggressive erosion control measures, including plastic sheeting are sometimes needed to prevent significant slope damage. In general, 3H:1 V slopes or gentler are preferred for ease of maintenance and application of landscaping. 8.6 Temporary Dewatering Shallow groundwater will likely be encountered during excavations and cuts made for site development. The presence of shallow groundwater in the outwash sand caused sloughing and caving during the test pit exploration. To lower the groundwater table during construction, temporary dewatering should be used. The temporary dewatering should consist of dewatering wells installed upslope of the planned excavation or cut. The wells should be spaced and sized, with sufficient pumping capacity to lower the water table at least two feet below the base of the excavation or cut. 8.7 Utilities Maintaining safe utility excavations is the responsibility of the utility contractor. The soil and groundwater conditions in the utility excavations will vary across the site. We expect excavations in the till will be difficult in places because it can be very dense and occasional boulders and cobbles will be encountered. Excavations into outwash sand and gravel should be expected to cave more easily. As appropriate, trench shoring should be employed by the utility contractor. 8.8 Geotechnical Construction Monitoring We recommend that a qualified geotechnical - engineering firm is on -site full time during critical aspects of the project. This would include installation of any shored walls, footings, slabs, pavement and subgrade preparation, and placement of structural fills and trench backfill. O9ObO7jh I _Feurborn bailey's Plat Report doc Golder Associates September 7, 2007 -20- 073- 93449.000 9.0 CLOSING This report has been prepared exclusively for the use of Gary Feuerborn and his consultants for specific application for the proposed Bailey short plat development site at the northwest corner of the intersection of 51' Avenue South and South 152nd Street, Tukwila, Washington. We encourage review of this report by bidders and/or contractors as it relates to factual data only (logs of test pits, conclusions, etc.). The conclusions and recommendations presented in this report are based on the explorations and observations completed for this study and conversations regarding the proposed site develop and are not intended, nor should they be construed to represent, a warranty regarding the proposed development, but are forwarded to assist in the planning and design process. Judgment has been applied in interpreting and presenting the results. Variations in subsurface conditions outside the subsurface exploration locations are common in glacial environments such as those encountered in Tukwila and the site area. Actual conditions encountered during construction may be different from those observed in the subsurface explorations. When the site project plans are prepared, we recommend that we be given the opportunity to review the plans and specifications to verify that they are in accordance with the conditions described in this report. The subsurface explorations were performed in general accordance with locally accepted geotechnical engineering practice, subject to the time limits and financial and physical constraints applicable to the services for this project, to provide information for the areas explored. There are possible variations in the subsurface conditions between the test locations and variations over time. It has been a pleasure working with you on the Bailey short plat. We look forward to working with you as the project develops into the design phase. Please call us at (425) 883 -0777 with questions or comments. 0Q0b07jh I_Feurrlwm bailey's Plat Report doc Golder Associates September 7, 2007 -21- 073 - 93449.000 10.0 REFERENCES Booth, D. B. and Waldron, H. H., 2004. Geologic Map of Des Moines 7.5' Quadrangle, King County, Washington, U.S. Geological Survey, Department of the Interior, Reston, Virginia. Scientific Investigation Map 2855. scale 1:24,000. City of Tukwila 2007. Map 7 - Flood Hazard and Geological Hazard Areas, King County GIS, City of Tukwila GIS. map produced: December 2006. ( http: / /www.ci.tukwila.wa.us /dcd /shoreline/ Map% 207 %20Flood %20 & %20Geohazard.pdf) King County 2007. King County iMAP — Sensitive Areas (http: / /www.metrokc.gov /GIS /iMAP) King County, 2007. (Map) King County Landslide Hazard Areas — Sensitive Areas Ordinance Designations, Map produced: October 31, 2006. ( http:// www. metrokc .gov /ddes /gis /archive.htm) IBC (2006). International Building Code. Section 1613. International Code Council, Country Club Hills, Illinois. 090607jh I _Few born bailey's Plat Report doc Golder Associates 0 1000 SCALE IN FEET Source: USGS 7.5 Minute Topographic Quadrangle Map, Bellevue South, WA, 1983, Des Moines, WA, 1995, Renton, WA, 1994, Seattle South, WA, 1983 FIGURE 1 VICINITY MAP FEUERBORN /BAILEY'S PLAT GEOTECH/WA 073934490008901.81 I Mod: 08 /14/07 1 AMP Golder Associates U olo olo ST IN CO C. 1- EXISTING ROCKERY EXISTING PARTIALLY DESTROYED CINDER BLOCK STRUCTURE (APPROX.) EXISTING PARTIALLY DESTROYED CINDER BLOCK SEEP WELL (APPROX.) OIo 010 0.0 olo 142„ 010 010 olo 010 010 0l0 010 010 010 010 10 o 010 010 010 010 010 I' 0I0 VJ °I° ol° oio cnI'- 0I0 0I0 i 00 010 40' olo 0'O °I° 010 010 010 010 010 C L P._L -E LEGEND G -TP -1 TEST PIT DESIGNATION AND APPROXIMATE LOCATION APPROXIMATE LOCATION OF EXISTING STRUCTURES (NOT SURVEYED) v GEOLOGIC CROSS SECTION BASEMAP PROVIDED BY: DMP SURVEYORS, APRIL 2007 0 20 40 SCALE IN FEET z J z —J FIGURE 2 SITE AND EXPLORATION PLAN FEURBORN /BAILEY'S PLAT/ TUKWILANVA K: OCADOProjectsD20071-10739344900000073 93449_000_F02.dwg 1 F02 1 Mod: 09/07/2007, 14:02 1 Plotted: 09/07/2007, 14:02 1 KNewby Golder Associates WEST A CONCEPTUAL GEOLOGIC SECTION A -A' WEST SITE BOUNDARY oo 190 — p Q G -TP -3 z ' v�v `�v vim'— V- -- - c•,• LODGEMENT TILL J v v v v v v v vv v v v v v v v v v v v v v v v V�-...._ ,W , v v v v v v v v v v v v v V V V V V V V V V V V V V V V Vv . W • v v v v v v v v v v V V V V V V V V V V V V V V V V V V V V V V V V - Viv-- v J , v v v v v v v v v v v v vv v ‘ . ' v v V V v V V V V v v vv v ■V -v-- -, ` 180- < vvvvvvvvvvvvvvvv ADVANCE vvvvvvvvvvvvvvvvvvvvv�_ TOPSOIL vW ,vvvvvvvvvvvvvvvvGLACIAL 'vvvvvvvvvvvvvvvvvvvvvvvv--t,--____ c o v v v v v v v v v v v v v v v v 0UTWASH v V v V V v V V v v V v V v V V v v v v v v v v/ v v v ?�` v w, V v v v v v v v v v v v v v v\, , v v v v v v v v v v V V V V V V V V V V V V V v V V V V V V v DSO s--..„1�` O vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvivvvvvvvvvvv e-__ „ m' v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v�� < v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v/ v v v v v v v v v v v v v v v v v �� 7 'H ' v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v - W vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvivvvvvvvvvvvvvvvvvvvvvvvv�v -,r -- 170-v, vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv ii. LODGEMENT TILL TOPSOIL V v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v z ? 150- •", vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvsTD15FTvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvJvv v ' v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v „ „ „ „ „ . , v v v v v - - - ? - c - v - - a j r - v - v v.�cv_o.��vvvvvvvvvvvv v4vvv�- v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v - 9?v - v - v-v -v-u v v v v v v v - V V V v v v v v V v V v V v V V V V V v v V V v V v v v v V V v V v V v V v v V v V v v V v V v V V V V v vvvvvvvv v V V .4 v v v v v \,;- vv. vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv vvvvvvv�vvJvvvv'� vvvvv. ,;, -; 1, v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v-y v v v LEGEND 7 INFERRED CONTACT BETWEEN SOIL UNITS ?- ?- - INFERRED GROUNDWATER V v v v V v v v TOPSOIL LODGEMENT TILL ADVANCE GLACIAL OUTWASH EXISTING SEEP WELL (PROJECTED 30' NORTH) 0 G -TP-4 9 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v iv vv v vv vv v v v v v v ? •, vvvvvvvvvvvvvvvvvvvvvvvvINFERRED vvvvvvvvvvvvvvvvv\ ” 5' v v 9 v v v v v v v v v v v v v GROUNDWATER / V V v v v v v v v v v v v v v v v • , v v v v v v v v v v v v v v v v v V V v v v v v v v v v v v v v v v v v v TOPSOIL /FILL v v v v v v v v v v v v v v ADVANCE , vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv GLACIAL EAST A' EAST SITE BOUNDARY v V v v v vvvvvvvv v . , „ V ? v v v v v v v v v v v v v v v v v v v v v v v v \ , , VI V v v v v v v v v vvvvvvvvvvvvvvvvvvvTD8FTvv ....... vvvvvvvvv ”, v v v V v v v v v v v v v v v v v V v v v v v v v v v v v v v v v v v ? .,”" vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv • .., ., „ v v v v v v v v v v v v v v v v v v v .•-,,vvvvvvvvvvvv '5,vvv9vvv. KEYSTONE WALL (EXISTING) 51ST AVE. SOUTH 110 20 30 40 50 60 70 80 90 100 110 120 130 TOPOGRAPHIC INFORMATION BASED ON SITE SURVEY SUPPLIED BY DMP SURVEYORS, APRIL 2007 HORIZONTAL DISTANCE (FEET) 0 10 20 SCALE IN FEET H =V FIGURE 3 GEOLOGIC CROSS SECTION FEURBORN /BAILEY'S PLAT/ TUKWILA/WA K: OCADOProjec60200700739344900000073 93449_000_F02.dwg 1 F03 1 Mod:09/07/2007, 14:02 1 P1otted:09f0712007,14:03 1 KNewby Golder Associates GOLDER ASSOCIATES INC., REDMOND, WA MOISTURE CONTENT CALCULATION SHEET ASTM D -2216 PROJECT TITLE: PROJECT NO. DATE: TECH: REVIEW: Feuerborn /Baileys Plat Geotech /WA 073 - 93449.000 8/16/07 BORING No. SAMPLE No. DEPTH (ft) WET WT (g) DRY WT (g) TARE WT (g) TARE No. MOISTURE CONTENT DESCRIPTION GTP -1 G -2 4.5ft 584.80 547.90 84.60 B -4 8.0% GTP -3 G -1 1ft 473.80 448.00 76.30 2 6.9% GTP -4 G -1 2.511 669.50 466.20 90.40 D100 54.1 % GTP -5 G -1 lft 626.10 598.40 91.20 L1 5.5% GTP -6 G -1 4ft 727.40 662.60 85.00 B7 11.2 % GTP -6 G -2 5ft 369.10 323.10 89.60 Leon 19.7% Go /der Associates Inc. ASTM GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE PROJECT NO. REMARKS Feuerborn / Baileys Plat Geotech / WA 073 - 93449.000 1 SAMPLE ID SAMPLE TYPE SAMPLE DEPTH GTP -2 I G -2 Grab 4.5ft WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) Weight of Dry Soil (gm) Moisture Content ( %) (wl) (w2) (w3) (w4= wl -w2) (w5 = w2 -w3) (w4 /w5) *100 2760.10 2519.00 310.30 Hygroscopic Moisture For Sieve Sample Wet Soil & Tare (gm) Dry Soil & Tare (gm) Tare Weight (gm) Moisture Content (%) 241.10 2208.70 10.92 Total Weight Of Sample Used For Sieve Corrected For Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) Hygroscopic Moisture 2519.00 310.30 2208.70 SIEVE ANALYSIS Tare Weight 310.30 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 #100 #200 PAN Wt Ret +Tare Cumulative (Wt -Tare) ( %Retained) % PASS SIEVE {(wt ret /w6)•100) (100 - %ret) 310.30 0.00 0.00 100.00 310.30 0.00 0.00 100.00 310.30 0.00 0.00 100.00 310.30 0.00 0.00 100.00 310.30 0.00 0.00 100.00 346.40 36.10 1.63 98.37 361.30 51.00 2.31 97.69 462.40 152.10 6.89 93.11 538.80 228.50 10.35 89.65 599.70 289.40 13.10 86.90 676.40 366.10 16.58 83.42 869.80 559.50 25.33 74.67 1182.20 871.90 39.48 60.52 1423.60 1113.30 50.41 49.59 1630.00 1319.70 59.75 40.25 17512.80 17202.50 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 #100 #200 PAN cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL 0.00 2.31 8.04 2.76 12.23 34.42 40.25 100.00 DESCRIPTION USCS Descriptive Terms trace 0 to 5% little 5 to 12% some 12 to 30% and 30 to 50% > 10% mostly coarse (c) > 10% mostly medium (m) < 10% fine (c -m) < 10% coarse (m -f) < 10% coarse and fine (m) < 10% coarse and medium (1) > 10% equal amounts each (c -f) C -F SAND and SILT little c -f gravel SM LL PL PI Gs D10 (mm) D30 (mm) D60 (mm) Cu Cc TECH DATE CHECK REVIEW 0.01 0.03 0.26 37.1 0.6 TCM 8/16/07 CM Golder Associates Inc. 100 90 80 0 70 • 60 50 4 ▪ 40 30 20 10 12" 0 1000 PARTICLE SIZE DISTRIBUTION ASTM D 421 AND D 422 US STANDARD SIEVE OPENING SIZES r 2" ' '5' 1 .3I 5" I #4 I #10 I '20 #140 IP601 00 1 100 100 10 Grain size in millimeters 01 0.01 0.001 Boulders Cobbles Coarse 1 Fine Cor 1 Med 1 Fine SILT OR CLAY Gravel SAND FINES SAMPLE ID SAMPLE TYPE SAMPLE DEPTH DESCRIPTION USCS GTP -2 G -2 Grab 4.5 ft C -F SAND and SILT little c -f gravel SM Feuerborn / Baileys Plat Geotech / WA 073 - 93449.000 LL PL PI TECH DATE CHECK REVIEW TCM 8/16/07 Golder Associates Inc. ASTM GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE PROJECT NO. REMARKS Feuerborn / Baileys Plat Geotech / WA 073 - 93449.000 SAMPLE ID SAMPLE TYPE SAMPLE DEPTH GTP -3 1 G -2 Grab 4.5ft WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (w]) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4= wl -w2) Weight of Dry Soil (gm) (w5= w2 -w3) Moisture Content ( %) (w4 /w5) *100 1868.90 1796.60 312.10 Hygroscopic Moisture For Sieve Sample Wet Soil & Tare (gm) Dry Soil & Tare (gm) Tare Weight (gm) Moisture Content ( %) 72.30 1484.50 4.87 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Weight Of Sample (gm) 1796.60 Tare Weight (gm) 312.10 (W6) Total Dry Weight (gm) 1484.50 SIEVE ANALYSIS Tare Weight 312.10 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 #100 #200 PAN Wt Ret +Tare Cumulative (Wt -Tare) ( %Retained) % PASS SIEVE {(wt ret /w6) *1001 (100 - %ret) 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 312.10 0.00 0.00 100.00 317.80 5.70 0.38 99.62 330.40 18.30 1.23 98.77 379.30 67.20 4.53 95.47 863.30 551.20 37.13 62.87 1446.70 1134.60 76.43 23.57 1684.50 1372.40 92.45 7.55 1743.50 1431.40 96.42 3.58 17512.80 17200.70 12.0" cobbles 3.0" coarse gravel 2.5" coarse gravel 2.0" coarse gravel 1.5" coarse gravel 1.0" coarse gravel 0.75" fine gravel 0.50" fine gravel 0.375" fine gravel #4 coarse sand #10 medium sand #20 medium sand #40 fine sand #60 fine sand #100 fine sand #200 fines PAN % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL 0.00 0.00 0.38 0.85 35.90 59.29 3.58 100.00 DESCRIPTION USCS Descriptive Terms trace 0 to 5% little 5 to 12% some 12 to 30% and 30 to 50% > 10% mostly coarse (c) LL > 10% mostly medium (m) PL < 10% fine (c -m) PI < 10% coarse (m -f) Gs < 10% coarse and fine (m) < 10% coarse and medium (f) > 10% equal amounts each (c -f) C -F SAND trace silt, trace t gravel SP D10 (mm) D30 (mm) D60 (mm) Cu Cc TECH DATE CHECK REVIEW 0.17 0.28 0.40 2.4 1.2 TCM 8/16/07 M Golder Associates Inc. PARTICLE SIZE DISTRIBUTION ASTM D 421 AND D 422 US STANDARD SIEVE OPENING SIZES 42- zz 45' #4 #10 #20 #40 #60 1 00 # ;00 4r1 4 .75' 100 1 •r 1 1 t I I 90 80 70 0 ' 60 ■ 50 I 4 40 30 20 10 0 1000 100 10 0 1 0.01 0.001 Grain size in millimeters Boulders Cobbles Coarse ( Fine Cor 1 Med ( Fine SILT OR CLAY Gravel SAND FINES SAMPLE 1D SAMPLE TYPE SAMPLE DEPTH GTP -3 G -2 LL - Grab PL - 4.511 PI - DESCRIPTION USCS C -F SAND trace silt, trace f gravel SP ( Feuerborn / Baileys Plat Geotech / WA TECH TCM 073 - 93449.000 DATE 8/16/07 CHECK REVIEW U Golder Associates Inc. ASTM GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE PROJECT NO. REMARKS Feuerborn / Baileys Plat Geotech / WA 073 - 93449.000 SAMPLE ID SAMPLE TYPE SAMPLE DEPTH GTP -5 1 G -3 Grab 5.5ft WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4= wl -w2) Weight of Dry Soil (gm) (w5= w2 -w3) Moisture Content (%) (w4 /w5) #100 1055.90 915.20 324.00 Hygroscopic Moisture For Sieve Sample Wet Soil & Tare (gm) Dry Soil & Tare (gm) Tare Weight (gm) Moisture Content ( %) 140.70 591.20 23.80 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Weight Of Sample (gm) 915.20 Tare Weight (gm) 324.00 (W6) Total Dry Weight (gm) 591.20 SIEVE ANALYSIS Tare Weight 324.00 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 11100 #200 PAN Wt Ret +Tare Cumulative (Wt -Tare) ( %Retained) % PASS SIEVE 1(wt ret/w6)•100} (100 - %ret) 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.00 0.00 0.00 100.00 324.20 0.20 0.03 99.97 373.70 49.70 8.41 91.59 702.00 378.00 63.94 36.06 868.70 544.70 92.13 7.87 902.80 578.80 97.90 2.10 17512.80 17188.80 12.0" cobbles 3.0" coarse gravel 2.5" coarse gravel 2.0" coarse gravel 1.5" coarse gravel 1.0" coarse gravel 0.75" fine gravel 0.50" fine gravel 0.375" fine gravel #4 coarse sand #10 medium sand #20 medium sand #40 fine sand #60 fine sand #100 fine sand #200 fines PAN % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL 0.00 0.00 0.00 0.00 8.41 89.50 2.10 100.00 DESCRIPTION USCS Descriptive Terms > 10% mostly coarse (c) LL trace 0 to 5% > 10% mostly medium (m) PL little 5 to 12% < 10% fine (c -m) PI some 12 to 30% < 10% coarse (m -f) Gs and 30 to 50% < 10% coarse and fine (m) < 10% coarse and medium (f) > 10% equal amounts each (c -f) M -F SAND trace silt SP DIO (mm) D30 (mm) D60 (mm) Cu Cc TECH DATE CHECK REVIEW 0.17 0.22 0.31 1.8 0.9 TCM 8/16/07 Golder Associates Inc. PARTICLE SIZE DISTRIBUTION US STANDARD SIEVE J�5- 12" :wl : ASTM GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE PROJECT NO. REMARKS Feuerborn / Baileys Plat Geotech / WA 073 - 93449.000 1 SAMPLE ID SAMPLE TYPE SAMPLE DEPTH GTP -5 I G -2 Grab 4ft WATER CONTENT (Delivered Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) Weight of Dry Soil (gm) Moisture Content ( %) Moisture) (w1) (w2) (w3) (w4= wl -w2) (w5 = w2 -w3) (w4 /w5) *100 4609.50 4369.50 329.00 Hygroscopic Moisture For Sieve Sample Wet Soil & Tare (gm) Dry Soil & Tare (gm) Tare Weight (gm) Moisture Content ( %) 240.00 4040.50 5.94 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Weight Of Sample (gm) 4369.50 Tare Weight (gm) 329.00 (W6) Total Dry Weight (gm) 4040.50 SIEVE ANALYSIS Tare Weight 329.00 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 #100 #200 PAN Wt Ret +Tare Cumulative (Wt -Tare) ( %Retained) % PASS ((wt ret/w6)'IOOI (100 - %ret) 329.00 0.00 0.00 100.00 329.00 0.00 0.00 100.00 329.00 0.00 0.00 100.00 329.00 0.00 0.00 100.00 329.00 0.00 0.00 100.00 1357.70 1028.70 25.46 74.54 1785.10 1456.10 36.04 63.96 2309.10 1980.10 49.01 50.99 2662.60 2333.60 57.76 42.24 2901.90 2572.90 63.68 36.32 3053.30 2724.30 67.42 32.58 3519.50 3190.50 78.96 21.04 4000.10 3671.10 90.86 9.14 4137.80 3808.80 94.27 5.73 4192.20 3863.20 95.61 4.39 17512.80 17183.80 SIEVE 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 #100 #200 PAN cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL 0.00 36.04 21.72 5.92 15.29 16.65 4.39 100.00 DESCRIPTION USCS Descriptive Terms trace 0 to 5% little 5 to 12% some 12 to 30% and 30 to 50% > 10% mostly coarse (c) > 10% mostly medium (m) < 10% fine (c -m) < 10% coarse (m -f) < 10% coarse and fine (m) < 10% coarse and medium (0 > 10% equal amounts each (c -f) C -F GRAVEL and C -F SAND trace silt GP LL PL PI Gs D10 (mm) D30 (mm) D60 (mm) Cu Cc TECH DATE CHECK REVIEW 0.27 0.70 16.00 59.3 0.1 TCM 8/16/07 TCM Golder Associates Inc. PARTICLE 12' SIZE DISTRIBUTION ASTM D 421 AND D 422 US STANDARD SIEVE OPENING SIZES as a10 z0 a40 . a abo a100 a 00 +^ 75" 37s" 100 • 1 1 1 ! ! I ,1 '' I, 1 I f 1 1 1 1 ! 1 1 90 80 70 4 P 60 A s S 50 I NI G 40 30 20 10 1 1 i 0 1000 100 10 0 1 0.01 0.001 Grain size in millimeters Boulders Cobbles Coarse I Fine Cor 1 Med 1 Fine SILT OR CLAY Gravel SAND FINES SAMPLE ID SAMPLE TYPE SAMPLE DEPTH GTP -5 G -2 LL PL P1 - Grab - 4ft - DESCRIPTION USCS C -F GRAVEL and C -F SAND trace silt GP I Feuerborn / Baileys Plat Geotech / WA TECH TCM 073 - 93449.000 DATE 8/16/07 CHECK REVIEW IY Golder Associates Inc. Golder LOG OF TEST PIT G -TP1 Associates Temp 70 °F Weather cloudy Engineer JdLC Operator KeIIy Equipment Komatsu PC120 Excavator Contractor Kelley's Excavating Date 8/10/07 Elevation 191.0 ft Datum NAVD -88 (vertical) Job 073 - 93449.000 Location Feuerborn - Bailey Short Plat - NW corner of S. 152nd Street & 51st Avenue S., Tukwila, WA TEST PIT 073 -93449 FEUERBORN BAILEY PLAT.GPJ GLDR_WA.GDT 9/7/07 I ( 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EAST 10 15 20 10 15 SAMPLES � 4 � - g • Pe._- trig i •I�'4Wit� a e s e e e} • A :jVIOI:tgL r:�:s°e.i .ok:"soe�?�•., et4") •ei:1•wse 1, NO. DEPTH (ft) MOISTURE ( %) G -1 2.0 !wimpy,. ae 7e I7=~eve se G -2 4.5 8 Bottom of Test Pit at 5.0 ft 20 LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) A 0.0 - 1.0 ft: Loose, brown, non - stratified, silty SAND, little fine to coarse gravel, trace small cobbles, some fine to coarse organics, thick root mat, dry to damp. (SM) (TOPSOIL) B 1.0 - 4.0 ft: Compact to dense, mottled orange brown to light yellowish brown, non - stratified, silty fine SAND, trace medium to coarse sand, little fine to coarse gravel, trace small cobbles, subangular to subrounded, faceted, dry to damp. (SM) (WEATHERED GLACIAL TILL) C 4.0 - 5.0 ft: Very dense, Tight gray with minor brown mottling, non - stratified, silty fine to coarse SAND, little to some fine to coarse gravel, trace small cobbles, subangular to rounded, some socketed gravel, black weathering around some clasts, damp. (SM) (sandy GLACIAL TILL) SPECIAL NOTES: Test pit terminated at 5.0 feet due to refusal in glacial till. No seepage observed. No caving observed. LL 0 0 9 -Golder LOG OF TEST PIT G -TP2 Associates Temp 70 °F Weather sunny Engineer JdLC Operator Kelly Equipment Komatsu PC120 Excavator Contractor Kelley's Excavating Date 8/10/07 Elevation 165.0 ft Datum NAVD -88 (vertical) Job 073 - 93449.000 Location Feuerborn - Bailey Short Plat - NW corner of S. 152nd Street & 51st Avenue S., Tukwila, WA OF TEST PIT 073 -93449 FEUERBORN BAILEY PLAT.LiPJ GLUK_WA.IiU I `J/ /WI < 1 I I I I T I I I I I 1 1 1 1 I I I I EAST 10 15 20 10 15 ____•__^ -_. Al SAMPLES •"t+`•• e•+ •• ** e a t `L, .t1... teR._ s,2.e.%owe 7s�•``�'ifr`"'ti•ee • *s• �c C...... :.. *WM . .4fi° DEPTH (ft) MOISTURE ( %) G -1 1.5 G -2 4.5 10.32 .D' G -3 5.0 G-4 6.0 G -5 11.0 • Bottom of Test Pit at 12.0 ft 20 LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) A 0.0 - 1.0 ft: Loose, brown, non - stratified, silty SAND, little fine to coarse gravel, trace small cobbles, some fine to coarse organics, thick root mat, dry to damp. (SM) (TOPSOIL) B 1.0 - 3.0 ft: Compact, mottled light yellowish brown, non - stratified, silty fine SAND, trace to little medium to coarse sand, little fine to coarse gravel, trace small cobbles, angular to subrounded, faceted, dry to damp. (SM) (WEATHERED GLACIAL TILL) C 3.0 - 5.0 ft: Dense, mottled gray with minor iron staining, non - stratified, fine to coarse sandy SILT to silty fine to coarse SAND, little to some fine to coarse gravel, slightly plastic to non - plastic, moist. (SM) (WEATHERED GLACIAL TILL) D 5.0 - 9.0 ft: Dense to very dense, banded yellowish brown and orange gray, interbedded, fine to medium SAND, and, fine to coarse SAND with trace fine gravel, scattered 1- inch -thick non - horizontal ribbons of silty clay, wet. (SW) (ADVANCE GLACIAL OUTWASH) E 9.0 - 12.0 ft: Dense to very dense, light brownish gray, interbedded, alternating 1/4- to 1/2 -inch -thick layers of fine to medium SAND, fine SAND, and fine SAND with little silt, (scattered muscovite flakes), wet. (SP /SP -SM) (ADVANCE GLACIAL OUTWASH) SPECIAL NOTES: Test pit terminated at 12 feet bgs due to hard digging and limited access. SIow to moderate seepage observed 5 to 9 feet bgs. Minor to moderate caving observed at 5 to 9 feet bgs within the seepage zone. 0 0 _, �� r Golder LOG OF TEST PIT G -TP3 Associates Temp 70 °F Weather sunny Engineer JdLC Operator Kelly Equipment Komatsu PC120 Excavator Contractor Kelley's Excavating Date 8/10/07 Elevation 184.0 ft Datum NAVD -88 (vertical) Job 073 - 93449.000 Location Feuerborn - Bailey Short Plat - NW corner of S. 152nd Street & 51st Avenue S., Tukwila, WA OF TEST PIT 073 -93449 FEUERBORN BAILEY PLAT.GPJ GLOFl WA.GUI Suiui Z A 1 1 1 1 1 1 1 1 1 1 20 SOUTH 15 I I I I 0 10 I I I 1 5 10 15 , v -+ ltir •OISTU Q �! 1 }Q ) . � 4�,' , e.+ • a w {e r+ pa4a � mac t.e ., 1 .es .k•. . --+ ee: a e e r `H " }• "1•e _ .#�" � e•r•.041 ••e+ � •' *wt. Sw ,` x 711, O. ...' .e,i.*e ' e * see ``a rinaeail�e i e. . "�a a..e7�.p • .. ` " `" SAMPLES NO. DEPTH (ft) RE MOISTURE ( %) G -1 1.0 6.9 G -2 4.5 4.87 • :D y i t ti G -3 14.5 Bottom of Test Pit at 15.0 ft 20 LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) A 0.0 - 0.5 ft: Loose, brown, non - stratified, silty SAND, little fine to coarse gravel, trace small cobbles, some fine to coarse organics, thick root mat, dry to damp. (SM) (TOPSOIL) B 0.5 - 2.0 ft: Compact to dense, mottled orange brown to light brown gray, non - stratified, silty fine to coarse SAND, little medium to coarse gravel, trace fine to coarse cobbles, dry to damp. (SM) (WEATHERED GLACIAL TILL) C 2.0 - 4.5 ft: Dense to very dense, mottled gray and orange brown, silty fine to coarse SAND, little fine to coarse gravel, trace small to large cobbles, trace small boulders at bottom, subangular to subrounded, socketed, damp. (SM) (GLACIAL TILL) D 4.5 - 13.0 ft: Compact to dense, tight brown, non - stratified, fine to medium SAND, damp, root zone at top contact. (SP) (ADVANCE GLACIAL OUTWASH) E 13.0 - 15.0 ft: Dense, light brown, non - stratified, silty fine SAND, moist. (SM) (ADVANCE GLACIAL OUTWASH) SPECIAL NOTES: Test pit terminated at 15 feet bgs due to reach limit of excavator. No seepage observed. Minor caving observed from 4.4 to 13 feet bgs in sand unit. An abandoned 1 -inch diameter steel water? pipe encountered at 1 foot bgs. An abandoned electric line was encountered at 3 -4 feet bgs. 0 0 J .- °Golder LOG OF TEST PIT G -TP4 C. Associates Temp 75 °F Weather sunny Engineer JdLC Operator Kelly Equipment Komatsu PC120 Excavator Contractor Kelley's Excavating Date 8/10/07 Elevation 162.0 ft Datum NAVD -88 (vertical) Job 073- 93449.000 Location Feuerborn - Bailey Short Plat - NW corner of S. 152nd Street & 51st Avenue S., Tukwila, WA N 5 D DRTH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SOUTH b 10 15 20 10 15 20 ,A,' J,:.,1,: .0. 1-,...,x , :0•l...1 • ,,.,,4,-.,x;,:,1,;•.01, ..• 1 - i.c:..0 t/.:....1.1.-.4-v--.1,...4)÷,4-4..-3/-; _.: _.,.,. ,: ,1.,:, ,:s'1, ..-.3.i,.. „: . A.;;I,•; ∎t,•,t.o,:.0 .ii.:. - _.., z_...... _ _:� J',: =,':, .;,• i y. .4: SAMPLES NO. DEPTH MOISTURE G 1 2.5 54.1 Bottom of .••D'.. Test Pit at 8.0 ft UTHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) A 0.0 - 2.0 ft: Very loose to loose, mix of orange brown and blue gray, non - stratified, silty fine to medium SAND, little fine to coarse gravel, trace small cobbles, zones of black organic soil, some roots, wet. (SM) (TOPSOIUFILL) B 2.0 - 4.0 ft: Very loose to loose, brownish gray, crudely stratified, fine to medium SAND, trace medium to coarse gravel, scattered non - horizontal 1 -inch thick ribbons of clayey silt, wet. (SP) (ADVANCE GLACIAL OUTWASH) C 4.0 - 6.0 ft: Compact to dense, brownish gray, crudely stratified, fine to medium SAND, trace medium to coarse gravel, scattered non - horizontal 1 -inch thick ribbons of clayey silt, wet. (SP) (ADVANCE GLACIAL OUTWASH) D 6.0 - 8.0 ft: Dense to very dense, brownish gray, crudely stratified, fine to medium SAND, trace medium to coarse gravel, scattered non- horizontal 1 -inch thick ribbons of clayey silt, wet. (SP) (ADVANCE GLACIAL OUTWASH) SPECIAL NOTES: Test pit terminated at 8 feet bgs due to poor access and reach limit of excavator. Moderate seepage observed at 2 feet and 8 feet bgs. Minor to moderate caving observed at 2 to 8 feet bgs in seepage zone. 4 ...... • •• •■•• MI • •••••• 4 0,1 MI" 1.1A ,INT el,111, Golder Associates Temp 75 °F Weather sunny Engineer JdLC Operator Kelly Equipment Komatsu PC120 Excavator Contractor Kelley's Excavating Date 8/10/07 Elevation 172.0 ft Datum NAVD -88 (vertical) Job 073 - 93449.000 Location Feuerborn - Bailey Short Plat - NW corner of S. 152nd Street & 51st Avenue S., Tukwila, WA LOG OF TEST PIT G -TP5 WEST 1 1 1 1 1 1 1 1 1 I 1 1 1 I 11 i 1 EAST b 10 15 20 10 15 20 • 111 ; 0 0 0 0 0 a to (Li z 0 0 w 0 LL 0n m ri 0 a 4- '`kGolder LOG OF TEST PIT G -TP6 Associates Temp 80 °F Weather sunny Engineer JdLC Operator Kelly Equipment Komatsu PC120 Excavator Contractor Kelley's Excavating Date 8/10/07 Elevation 160.0 ft Datum NAVD -88 (vertical) Job 073 - 93449.000 Location Feuerborn - Bailey Short Plat - NW corner of S. 152nd Street & 51st Avenue S., Tukwila, WA WEST 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 EAST 10 15 20 . 10 15 20 01,• s ,..,v, ,t,.0 r, • S ._I,•._, .04,".,x,, .._; -' b � C!"-a i— 0.1", ..0, •,u, •. ,; s /, .;,,• 01,P l,•, I,. ;_, ^ ~� •. BT CF. c C3' a a! • C .d 01,. .,c r, -. l,. s , .,i a,. • •.\./.,_ .,_,•0..4..04, : .0 f tr �! o. C� SAMPLES NO DEPTH (ft) MOISTURE ( %) G-1 4.0 11.2 G-2 5.0 13.7 o. :.D o D ..o .D. •. o �... o.. {D .. Bottom of Test Pit at 13.0 ft LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) A 0.0 - 1.5 ft: Very loose, black, non - stratified, fine sandy SILT to silty fine SAND, little fine to coarse gravel, some fine to coarse organics and roots, wet. (SM/ML) (FILUTOPSOIL) B 1.5 - 3.0 ft: Compact, mottled brown and gray with minor iron staining, non - stratified to crudely stratified, silty fine to coarse SAND, little fine to coarse gravel, moist to wet. (SM) (WEATHERED GLACIAL TILUADVANCE OUTWASH) C 3.0 - 6.0 ft: Dense, light brown, crudely interbedded, fine to medium SAND with trace fine to coarse gravel and fine to medium GRAVEL with some fine to coarse sand, wet. (SP /GP) (ADVANCE GLACIAL OUTWASH) D 6.0 - 13.0 ft: Dense, light brownish gray, faintly stratified, fine to medium SAND, wet. (SP) (ADVANCE GLACIAL OUTWASH) SPECIAL NOTES: Test pit terminated at 13 feet bgs due to reach limit of excavator. Slow seepage observed at 1 foot bgs in the organic topsoil and at 5 feet bgs in the sand unit. Moderate to rapid seepage (10 -20 gal /min) observed from 8 feet to 9 feet bgs in sand unit. Moderate caving observed from 5 to 9 feet bgs within the seepage zone of the sand unit. • Cit � � . FY CY s of 5 i c� Jim Haggerton, Mayor Department of Comp %; - ; ' i aty Development Jack Pace, Director • January 18, 2011 Gary Feuerborn 21220 SE Petrovitsky Rd Maple Valley, WA 98038 RE: Request for Extension Development Permit No. D10 -110 Feuerborn Residence — 4870 S 152 St Dear Mr. Feuerborn, This letter is in response to your written request for an extension to Permit Number D10 -110. 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 August 8, 2011. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician File: Permit No. D10 -110 W: \Permit Center \Extension Letters \Permits \2010 \DI0 -110 Permit Extension.doc 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 • • Dear Mr. Rambo, Jan. 5, 2011 This letter pertains to a letter I was sent on Jan. 5th, 2011 in regards to permit number D10 -110. The address at this site is 4870 S. 152nd St., Tukwila, WA. I would like to request a 180 day extension on my permit. I initially received my building permit late in the year and was able to get the foundation finished. However, I decided to wait until February to start building again due to the slope of the hill where the drain field has to be installed. I've pushed back the building date so the septic drain field will be installed in the late spring/early summer months when it is dryer. Thank you for your consideration. Sincerely, Gary Feuerborn t ECEIVED 'JAN 07 2011 coy mulgirr DEVELOpmENT oXioortta /sad -06 at- / -2at 60\\)\() 0$1092h 01 -03 -2011 epartment of Community GARY FEUERBORN 21220 SE PETROVITSKY RD MAPLE VALLEY WA 98038 RE: Permit No. D10 -110 4870 S 152 ST TUKW Dear Permit Holder: evelop ' ; ent Jim Haggerton, Mayor 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 02/09/2011. 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 02/09/2011, 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. D10-110 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 Gail Labanara - Permanent power request Page 1 of 1 From: Gary Feuerborn <garyfeuerborn @hotmail.com> To: <tukpweng @ci.tukwila.wa.us> Date: 08/11/2010 4:25 PM Subject: Permanent power request Dear Mr. Giberson, This letter is in reference to permit number D10 -110 at the following address: 4870 S. 152nd St., Tukwila. I am requesting a variance to allow the permanent power to the new single family residence to be brought in overhead like the rest of the neighboring houses. At this location I would not only have to bore power under a private driveway, but also deal with a 20ft. right of way easement for the city water main, the cost would be well over $20,000. When the neighboring areas are required to switch to underground power, I will do so at that time. Thank you for your consideration on this issue. Sincerely, Gary Feuerborn 253- 347 -6863 file: / /C: \Documents and Settings \gail.TUKWILA \Local Settings \Temp \XPGrpWise \4C62... 08/11/2010 June 25, 2010 Dear Mr. Johannessen, This letter is in regards to the Feuerborn residence at 15121 51St Ave. S., permit number D10 -110. After reviewing the correction requests, I have found that the Geotech was turned in by mistake. It was originally done when I was planning on sub - dividing the land into three separate lots. Due to the costs of sub - dividing and building on a slope, I decided to build one house on the flat portion of the property. I would like to request that the Geotech be pulled from the records and go with the engineering from the house blueprints. Thank you for your time and consideration on my request. Gary Feuerborn CORRECTION LTR #I Duo- RECEIVED JUN 29 2010 PERMIT CENTER AI le" Jb 1 e-Sief &Te6.46e,h fv4r-Aa. hicizd Odttki k Pius 'Imes 1-0 c,"-, et," ECEIVE1 JUN 2 9 2010 PERMIT CENTER tot Ct V\r t S enCer b u tl ; o � - Past PGC r T Projae IlG(Qlrejsed j.&)t ( To rtet, LYMir eJ`ed Md4 ft .‘'-ft p(ir ide, f S;4e l ape, � Added Sr eta rl so d al 4-6 06 Pan I 1/%1 a; G�Gr rtfie) w►4+- T ()inn& CVpcuiek- t- e' - ""`eI r Ned ib -(4k fb peril)" CD Added N 110,11 dv .:11 wt U << aa o Orl 0" +v oveci d,. �J �7hf7J_ al �� Ca-kk 8ts,el (7):-U- Jvc.nra wcf- £ ai tt - 4Co D. 00 Oef OJ � T ECEIVED JUN 292010 PERMIT CENTER June 21, 2010 • City f i a Department of Community Gary Feuerborn 21220 SE Petrovitsky Rd Maple Valley, WA 98038 • Jim Haggerton, Mayor eVelopment Jack Pace, Director RE: Correction Letter #1 Development Permit Application Number D10 -110 Feuerborn Residence —15121 51 Av S Dear Mr. Feuerborn, 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 and Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached memo. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, ife a shall it Te ician encl File No. D10 -110 W:\Permit Center \Correction Letters\2010\D10 -110 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 e Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: May 6, 2010 Project Name: Feuerborn Residence Permit #: D10 -110 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. A review of the geotechnical report indicated spread footing parameters with the allowable bearing pressure at 2500 psf. The minimum width of spread footings shall be 18 inches and interior isolated footing s at 24 inches. The plans and engineering provided indicate 1500 psf with 16 inch footings. Please provide revised engineers calculations, drawings with details and notes as necessary to show the foundation design parameters are consistent with the recommendations of the geotechnical report for this site. 2. Footing drains are shown on the plan details. However the method of providing the filter fabric and gravel are not addressed. The following information shall be provide with the details to show compliance with requirements for footing drains: "Gravel or crushed stone drains shall extend at least 1 foot beyond the outside edge of the footing and 6 inches above the top of the footing and be covered with an approved filter membrane material. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches of the same material. City of Tukwila does not recognize the use of a "sock" type filter fabric that slips around drainage pipes as an approved method. Only approved footing drain filter fabric "filter membrane" shall be the excepted method placed over the top and side of the gravel or crushed rock covering the footing drain. All perforated pipe shall be laid with the perforations down." (R405.1) 3. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system and septic system. Refer to the geotechnical report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. PUBLIC WORKS DEPARTMENT COMMENTS DATE: June 21, 2010 PROJECT: Feuerborn New SFR 15121 51st Ave S PERMIT NO: D10-110 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. View www.ci.tukwila.wa.us for the Tukwila Municipal Code, Pubic Works Development Guidelines and Design and Construction Standards and Customer Assistance Bulletins. 1) Due to steep slopes on the property, your grading and site plan shall be prepared by a Washington State licensed professional engineer. Your grading plan shall address how the slope along your west property line will be stabilized. Show the seep well /pump house that needs to be removed. Show existing and proposed contours and finished floor elevation. State earthwork quantity on plan. Your permit application mentions 200 cubic yds of cut and 200 cubic yds of fill. 2) Submit an erosion sediment control plan per 2009 King County Surface Water Design Manual. 3) Storm drainage shall be addressed per Golder Associates Geotech Report Chapter 7.8. 4) Show downspouts and how the roof drainage will be controlled. Public Works recommends an infiltration trench with an overflow tightlined to the existing catch basin in the right -of- way. Show pipe material, pipe length, slope and invert connection at the catch basin. 5) Show driveway dimensions, driveway material, slope and how driveway drainage is going to be controlled. 6) The grading/utility site plan shall be reviewed by the geotech engineer and the preliminary geotech report shall be updated to reflect your current proposal. 7) Please contact Water District #125 and show on your site proposed water meter and service line (pipe size /pipe material) to the house. 8) Contact the Post Master and obtain approval for mailbox location. Show location on plan. 9) Cross reference the geotech report(s) on the plan (report title, date, name and phone no. of the geotechnical firm and geotech consultant). Comments D10 -110 Page 2 July 17, 2010 10) Please provide notes on plan how the dewatering will be handled. What is the approximate volume and where /how will it be discharged? 11) Tukwila has an Undergrounding Ordinance. All electrical /telecommunication services shall be placed underground. On your plan, show how these services will be brought to the house. 12) Add Standard Construction Plan Notes per attached Public Works Bulletin B2. 13) Due to the steep slopes on site the property owner(s) shall execute the attached Sensitive Area Hold Harmless Agreement. Notarized signature(s) required. This document will be recorded against the subject property. 14) For work inside the City right -of -way please execute the attached Hold Harmless Agreement for Right -of -Way work. 15) Additional items for work inside the City right -of -way shall be submitted; see attached Public Works Bulletin A -4. Work in the City right -of -way requires a bond in the amount of 150% of construction in the right -of -way. 16) Submit a construction cost estimate for the site work; see attached Public Works Bulletin A -2. (W:PW Eng/Other /Laurie Werle /Comments 1 D10 -110) April 27, 2010 • City qf Tu °ap a Jim Haggerton, Mayor Department of Community Development Gary Feuerborn 21220 SE Petrovitsky Rd Maple Valley, WA 98038 RE: Incomplete Letter #1 Development Permit Application D10 -110 Feuerborn Residence —15121 51 Av S Dear Mr. Feuerborn, Jack Pace, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 26, 2010 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Planning Department: Stacy MacGregor at 206 433 -7166 if you have any questions concerning the following comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Bill Rambo Permit Technician Enclosures File: D10 -110 W:\Permit Center \Incomplete Letters\2010\D10- 110 Incomplete Ltr #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 u Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • PLANNING DIVISION COMMENTS DATE: April 27, 2010 APPLICANT: Feuerborn Residence RE: D10 -110 ADDRESS: 15121 51s` Ave S The plans as submitted are not complete. Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 - 433 -7166. 1. On your application, page 2, under Proposed Activities fill out the total amount of cut and fill the project will entail. If cut and fill combined is in excess of 500 cubic yards, you will need to apply for a SEPA determination with your application to be complete. 2. Sheet A7 /A8, label the elevations north- south - east -west rather than front - rear -side. 3. Label the height at the midpoint of the roof. 4. Show the setback from the front porch to the property line. The front porch can encroach 15' into the required 20' front yard setback. 5. Label the distance the eaves AND gutters project from the house. When Recorded Return to: Gary Feuerborn 21220 SE Petrovitsky Road Maple Valley, Washington 98038 • 20091204001190 PACIFIC NW TIT EAS 63.00 PAGE -001 OF 002 12/04/2009 14:50 KING COUNTY, WA EXCISE TAX NOT REQUIRED Nog Co. Rewrds Ci Document: Easement Reference No. n/a Grantors: Daniel Walter darlene walter Grantees: Gary & Cindy Feuerbom -3 Bed I I Legal Description: E. 130 ft., Lots 12 & 13, Block 4, Second Add. To Adams' Home Trs., Vol. 12/90 Tax Acct. No.: 004200 0420 PACIFIC NQRTHWEST TITLE `:„ , 7 i INGRESS, EGRESS AND DRAINAGE EASEMENT THIS INSTRUMENT, made this 15 day of Si •-i 1- i-y1 } , 2007, by and between Daniel J. Walter and Darlene M. Walter, husband and wife, as owners of the following described servient estate, herein- after referred to as the "Grantors" and Gary Feuerbom and Cindy Feuerbom, husband and wife, as owners of the following described dominant estate, herein -after referred to as the "Grantees ". WHEREAS, the servient estate hereto is described as follows: The east 1.00 acre of that portion of the north half of the north half of the north half of the northeast quarter of the southeast quarter of Section 22, Township 23 North, Range 4 East, W.M., in King County, Washington, lying west of the west line of the east 30.00 feet of said subdivision; EXCEPT the east 10.00 feet thereof; AND EXCEPT that portion thereof lying southerly of the south line of the north 30.00 feet thereof and within the east 175 feet of said subdivision. AND WHEREAS, the dominant estate hereto is described as follows: The east 130 feet of Lots 12 and 13, Block 4, Second Addition to Adams' Home Tracts, according to the plat thereof recorded in Volume 12 of Plats, page 90, in King County, Washington. AND WHEREAS, the Grantees require an easement across Grantors' property for the purposes of ingress and egress. The Grantors shall not restrict the easement area in any manner which interferes, injures or limits Grantees' right to normal ingress and egress activity within the easement area. AND WHEREAS, The dominant estate hereto may be subdivided into a maximum of three residential lots which benefit from the use of the easement. AND WHEREAS, Culverts and/or other approved drainage facilities that may be necessary within the easement shall be installed to City of Tukwila standards. AND WHEREAS, The Grantee shall be responsible for damage caused by the initial construction of the improvements within the easement. Page 1 of 2 Alo-ft 114 RECEIVED APR 2 6 2010 PERMIT CENTER • • AND WHEREAS, The Grantee shall be responsible for maintenance of the improvements installed as the result of this grant of easement. AND WHEREAS, The grants and conveyances made by the Grantors and Grantees herein are made by and for the benefit of the respective parties, their heirs, executors, administrators, agents, successors and assigns. This easement shall be a covenant running with the land and shall be binding on all subsequent heirs, executors, administrators and assigns. NOW THEREFORE, in consideration of the premises and other valuable consideration, receipt of which is hereby acknowledged, the Grantors hereby grant and convey a perpetual non - exclusive easement for ingress and egress purposes, over, under, across and upon that portion of the Grantors' real property at a location more particularly described as follows: The west 130 feet of the east 170 feet of the north 30 feet of the southeast quarter of Section 22, Township 23 North, Range 4 East, W.M., in King County, Washington. IN WITNESS WHEREOF, the Grantors have executed this instrument the day and year first above written. ode �. Daniel J. Walter Darlene M. Walter State of Washington County of King I certify that I know or have satisfactory evidence that Daniel J. Walter and Darlene M. Walter are the persons who appeared before me, and said persons acknowledged that they signed this instrument, and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in the instrument. Dated ► s a s s S� A A- A 4 Notary Public Q PMtirc y AEG IiY o My Appointment Exptrn Jun 12, 2011 Gary F erborn State of Washington County of King 167/7 --'% --t. Title 11/07:9/l_J/ / G My appointment expires ) i/IU /2, 2-0/ / ve executed this in ent the day and year first above written. r' c.GL� indy F¢f�e I certify that I know or have satisfactory evidence that Gary Feuerborn and Cindy Feuerborn are the persons who appeared before me, and said persons acknowledged that they signed this instrument, and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in the instrument. Dated S i 7•-egy (Sealp) • ..�, QC' Titic My, No rn ppefntment expires Page 2 of 2 fi�f3z�v 313 .e; • • Attachment to Certificate of Water Availability King County te ;r District No. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate ") 1 This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ( "City "). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or govemmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Duo- 110 Date // 7-a5' Date II y RECEIVED APR 26 2010 PERMIT CENTER CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 -431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: .V14001.160 Site address (attach map and legal description showing hydrant location and size of main): /( /a sls �v-c. S �Gkc.�ilc. 'PI Pt t aik00 riork1i0tiOt'r 20 1xn , J - , : ;i ,,: Arg ent/Ca P ein C rx - 2`i 1'� $iwh � ^ 01 Name: /, a, r'1 F ex -bOr� N Name: Address: :21 g2 5 S f pcio v1 -1S r r A Address: Phone: j5-1., 314-) _ % (g0 3 P Phone: This certificate is for the purposes of: a Residential Building Permit ❑ Commercialllndustrial Building Permit ❑ Rezone ❑ Preliminary Plat ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): Ow i gent Sig$`ature 11-7- 04 Date 3+` 1. The proposed project is within l t r_ i- cm Ito_ 2. No improvements required. Is i�c (City /County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 3 00© gpm at 20 psi residual for a duration of 2 hours at a velocity of /b fps as documented by the attached calculations. 5. Water vailability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. ❑ System is not capable of providing service to this project. RECEIVED APR 26 2010 I hereby certify that the above information is true and correct. K,'1 n Co. W4..4-ter , 12-5 Agencyhone (2.016 - 2.�%'2_-� q 5 4 7) By PERMIT CENTER Date cxp`re5 (ii-'i - /OD This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" \applications \water availability (7 -2003) Printed: 9 -16-03 bi� 110 • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -110 PROJECT NAME: Feuerborn Residence SITE ADDRESS: DATE: 04/25/11 4870 S 152nd St X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division IuDIIC Works Fire Prevention Structural Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04/26/11 Complete tia- Comments: Incomplete n Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 05/24/11 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 E :;rX PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -110 DATE: 06 -29 -10 PROJECT NAME: FEUERBORN RESIDENCE SITE ADDRESS: IMO _ _ _ I Z Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued �E RTMENT 1 ding Division Rulic WorksC 10 Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 07-01 -10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route VC' Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 07-29 -10 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • PE 'Y PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -110 DATE: 05 -03 -10 PROJECT NAME: FEUERBORN RESIDENCE SITE ADDRESS: 15121 51 AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued DEPARTMEN S:$ 4O d ding I ivlsi n Pilbllc orks Fire Prevention Structural CM. ite GU/ Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 05-04 -10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ LETTER OF COMPLETENESS MAILED: Ping ❑ PW ❑ Staff Initials: TUES/THURS ;TING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions n DUE DATE: 06-01 -10 Not Approved (attach comments) Et Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 'i Fire ❑ Ping ❑ PWW Staff Initials: Documents /routing slip.doc 2 -28 -02 --(rRA • PLAN • RO TING SLIP ACTIVITY NUMBER: D10 -110 DATE: 04 -26 -10 PROJECT NAME: FEUERBORNRESIDENCE SITE ADDRESS: 15121 51 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works mi 1 Are*VL S -tp-c 0 Prevention Structural ❑I Planning Division ❑ Permit Coordinator U1 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04-27-10 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 44:7-10 LETTER OF COMPLETENESS A ED: Departments determined incomplete: Bldg ❑ Fire 1=I Ping PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 05 -25 -10 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PROJECT NAME: 1' E(Jf ✓bo✓n ]?e5K(44c e SITE ADDRESS: 5' $7D 152- St PERMIT NO: • DO-it D ORIGINAL ISSUE DATE: 0-707// o REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS / oil ?1//► 1, td 4 -y-1- t 1 ¶L3 Summary of Revision: 7ehck -e-rr� vi 't2ic ?oLer Foie -to 'life 44uSC (v r pour l'on(iu,t-k ar(oS S 5 Asa S- , Received by: 7 16(#4r,-.--- 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: 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: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: City of Tukwila • REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 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: C ' /a� l 1 I 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 Project Name: �eue► -6O(n Tes l'c/ffic Project Address: la 70 1/� a S t Contact Person: �l rc �e er ✓r1 Phone Number: c9$3 34/7— t' k 63 Summary of Revision: (J� ditch \411 Fv wer I-e - house So r► s or � w e C,%5 cGct i �' • � toss 6-- HBONVISO ormscwue APR 25 2011 °ERMIF aliTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ZrEntered in Permits Plus on OYloZ51/( H:\Applications \Forms- Applications On Lme \2010 Applications \7 -2010 - Revision SubmittalAnc Created: 8 -13 -2004 Revised: 7 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (' "c2 ' - /0 Plan Check/Permit Number: b 0—I/0 ❑ Response to Incomplete Letter # VI- Response to Correction Letter # ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ru -cr6Of v\ eS I'de"7 Project Address: /S/ oZ / V J0 Au- c. Contact Person: 6I4 r- retie 06^ Phone Number: .2S'1- 3 Y7 - 6 P`o T Summary of Revision: v✓ 6vt Si 4' X71 til (ILIA 16/1.6 wo4c s per C rle Gi7 ort t,,,e — , RECEIVED CMOPTUKIAMU IJUN 2 9 2011 PERMITTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on (' J 0 H:Wpplications\Forms- Applications On Line\2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8 -2009 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: `C- 30- Plan ChecWPermit Number: D10-110 • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Feuerborn Residence Project Address: 15121 51 Av S / Contact Person: t l ` e ) uerh 4 Phone Number: J ^ ^� 6B Summary of Revision: C,Orec4 --e d re.viS I oins. IGr 3-17161 !"1ac6re or and r *'i J1 d WOWED 4 vOF MAY 032010 PER Nil GE Sheet Number(s): "Cloud" or highlight all areas of revision including date of r v' ' Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 8-'1-10 \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -367o FAX (206) 431 -3665 E -mail: tukplanta ci.tukwila.wa.us 1 Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 -0179 Planning Division 206 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING ) rek( erb ors states as follows: [ ease print name] PERMIT NO: D rD _ / / C) 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 requirem nt of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number., 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 perform construction work. .613# 'my 4 i 3 te) T , tAt14 y _ • - a�- - '471,1,, ).29 -1 h A04.= Signed and sworn to before me this _21_ day of � a l � Y PUBLIC in and for the State of Washington Residing at 1K 401 , County ,2010 . Name as commissioned: i-rR My commission expires: O59` /" 18.27.040 Exemptions, The regillion provisions of this chapter do not apply • 1. 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; 4. Any 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; 15. 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, or an electrical trainee Meeting the requirements of chapter 19.28 RCW tp 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. • Per Washington State Department of Labor and Industries, lessee has been Interpreted to be equivalent to owner for the purpose of these exemptions. • City of Tu ila 2010 Business License Application FILL OUT THIS FORM IN ITS ENTIRETY INCOMPLETE APPLICATIONS WILL NOT BE PROCESSED 6200 Southcenter Boulevard on 98188 -2544 X06 -433 -1800 Bar_ a (rat✓ \ This is an APPLICATION ONLY, and NOT a license to conduct business. You must obtain a business license PRIOR to conducting business. O — a (j 3 ALL LICENSES EXPIRE DECEMBER 31 City of Tukwila 6200 Southcenter Blvd, Tukwila, WA 2 City Clerk 1020102-1 07/20/2010 BR2 T116 Tfie Ju120,2010 02:41PM Trans #3 -3 31 $100.00 BUSLIC - Business License *'Name: KELLYS EXCAVATING INC Business Type: UNDERGROUND UTILITIES CONTRACTOR 1 ITEM(S): TOTAL: $100.00 Check (020075) PAID $100.00 www.ci.tukwila.wa.us 206 - 433 -1800 ung to sell a building — please note fire alarm installation provisions on reverse side ❖ .,. READ; : '' _ SIGN: ` Application Date: 7 19 I 1 o i o I ( Business License: _ RENEWAL W ❑ CHANGE II Business Name K�' ) I �I ` s E K .C4 Jt�� —�i\t- �n G Address sweet i -1 17 ( O, k n 0 (kb 5� Address (include zlp+4) "V a�--� � � 1�-- a ,,... Local PO Box, Vb- C , •4 < <- , � Q i3 S if applicable V ® Email Address: Ke I' V S v.) o r K @ Co i c S* . vl e± Corporate Address, if different from local (name, address, ownerships Local Business Phone 1 (Intl. area code): (D53) S(') 3 ' /0 q 4 Corporate Phone: ( ) If business name has changed in past year, list former name. Indicate ownership status: 0 I vidual • Partnership • LLC [�'Co lrporation • Non -profit Localinr jger FEE' ) (Inc u e na a and home phone : / 1 Y re�� -N. _ � 1- h -s- s-68 Original opening date of business in Tukwila: 0 Y'- \y t� r-K ,,--.6 7/z_ 1 List all owners /partners /officers: 0 Title Home Address City/State /Zip Phone Date of Birth aab 7%-SS- 65 I{e l y Kee,___\,\ . pres,,t06, j 010 ► - /°A vc SE_ Vad , $6 / 9 g03 i 7/P9/5- 15 YOUR Door -to -door solicitation/ eddler? 'h''h [�1 o • _Y_ess BUSINESS �ntractor, based outside of theCity7�' • No B,�Yes Do you collect parking fees? o • Yes Any gamb)ing and/or gambling devices on premises? o • Yes Any amu meet devices on premises? No • Yes If "Yes ", number of devices - If "Yes", show jobsite address in space below Operated from your Tukwila residence? o • Yes If "Yes", read information on reverse side and sign Description of business (give details; also, list types of products sold or stored): • �V( , //�� ^^ q /� LI ill �` `� 1�e VJO�^ �CX�'` r T\ \�� es l tc154 Will retail sales be conducted?� ■Yes L�No Size of floor space used: sq. ft Number of available parking spaces: J Total employees at Tukwila location (including owners ` and managers): Full-time: 1 Part-time: Number of employees in each type of employment Office: Retail: -- Wholesale: Manufacturing: Warehousing: Other: Do you use /store /discharge flammable, If "Yes ", state type and quantity: hazardou or biohazardous materials? Io • Yes Local Emergency Contacts: Phone 1. ) L, I0, aoc 746 -s-s- -68 2. 16awv. `eke. , a-c 7-$6- s\--c,-7 Is your business activity — or any portions of your building — different than the previous use of this building/space? f(o • Yes If YES, please provide description. (Use separate sheet, if necessary) �,,� Are you PRESELYDOI G (or PLANNING TO D any :: Construction, remodeling, or installation of commercial storage racks? • No L7 Yes NT 15 1 a‘ 51 S /5 / o� Installation of new signage or changes to existing signage, including copy changes? [ .Mo • Yes If "YES" Presently Doing t� If "YES" Planning To Do: Contact the City of Tukwila's Permit Center regarding permit requirements PRIOR TO STARTING WA State Sales lW or UUBIInnumber (9 digits): 601 - 1-11 -- d- 4 Be sure to review the updated requirements of the Commute Trip Reduction Program on reverse side. City of Tukwila 6200 Southcenter Blvd, Tukwila, WA 2 City Clerk 1020102-1 07/20/2010 BR2 T116 Tfie Ju120,2010 02:41PM Trans #3 -3 31 $100.00 BUSLIC - Business License *'Name: KELLYS EXCAVATING INC Business Type: UNDERGROUND UTILITIES CONTRACTOR 1 ITEM(S): TOTAL: $100.00 Check (020075) PAID $100.00 www.ci.tukwila.wa.us 206 - 433 -1800 ung to sell a building — please note fire alarm installation provisions on reverse side ❖ .,. READ; : '' _ SIGN: ` I certify the information contained herein is correct I understand that any untrue statement is cause or revocation of my license. Signature: �J Print Name: (v 1�e I y KQa,T,\n-.�, `, Title /Office: U LICENSE FEE (based upon number Ca'0 to 20 $100.00 ❑ 101 and up $300.00 of employees, or ifa ❑ 21 to 50 $150.00 ❑ HOME OCCUPATION home occupation) ❑ 51 to 100 $200.00 (per TMC 5.04.010) $50.00 CHECK APPROPRIATE BOX Fl fee to Tukwila City Hall at address shown above, Attention: City Clerk's Office FILE COPY Pcrmtt No. Plan review approval Is subject to errors and omissions, Approval of construction documents does not authorize tirl� tiolation of any adopted code or ordinance. Receipt of approved Field Copy and cordons is acknowledged: By Date: City Of TUkwita BUILDING DIVISION ONE 3 -INCH SVC CONqUIT ONE 3 -INCH SVC CONDUIT ONE 3 -INCH SVC CONDUIT SCL POWER POLE# 135 NOTES: INSTALLATIONS PLAN -VIEW 0 50 l I` i 1 RELATIVE SCALE IN FEET 100 THAT DIFFER FROM SPECIFICATIONS MUST BE CORRECTED & MAY CAUSE ADDITIONAL PROJECT COST AND /OR DELAY. OBTAIN. PERMIT TO TRENCH IN PUBLIC RIGHT -OF -WAY (206) 433 -0179 IN THE CITY OF TUKWILA FOR PERMIT INFORMATION. INSTALL SERVICE CONDUIT OR EQUIPMENT AT ELEVATION THAT WILL PREVENT WATER FROM ENTERING SERVICE EQUITPMENT OR BUILDING. CONSTRUCTION MATERIALS: USE ONLY SCL APPROVED MANUFACTURERS. PHONE DOUG W00, ELECTRICAL SERVICE REP. (206) 386 -1687 IN ADVANCE OF PURCHASING AND INSTALLING .CONSTRUCTION MATERIALS. 1. CONDUIT—REFER TO LIST BELOW OR MATERIAL STANDARD, 7015.05. NOTE MANUFACTURER LIMITATIONS FOR PVC FEMALE ADAPTERS. 2. CONDUIT BENDS GALVANIZED STEEL MAIL STANDARD, 7050.05. ilEVIEWED FOR CODE COMPLIANCE 7'9 V D (ii;l CLEAN AND MANDREL THE CONDUIT THEN INSTALL A PULLING HAND LINE IN CONDUIT. IN TRENCH, PLACE A DETECTABLE UNDERGROUND MARKING TAPE ACCORDING TO SCL CONSTRUCTION GUIDELINE U2- 11.40. A7 SERVICE CONDUITS (LOW VOLTAGE) INSTALL ONE 3 —INCH PVC SCH -40 SERVICE CONDUIT FROM CUSTOMER'S METER BASE TO & 10' UP POWER POLE# 135 ON THE WEST FACE OF POLE. INSTALL ONE 3 —INCH PVC SCH -40 SERVICE CONDUIT FOR SPARE(STREET CROSSIi•1,1G), AND CAP SPARE CONDUIT AT CUSTOMER'S PROPERTY AND AT POLE# 135 AS SHOWN ON PLAN -VIEW, BIRD- EYE'S VIEW, POLE- DETAIL, AND PER CONSTRUCTION GUIDELINES U2 -10, U7 -10, U7 -10.1 & U12-1.4. NOTE: FIRST 10' UP POLE# 135 SHALL PLAN -VIEW & POLE DETAIL SPECIFIC REQUIREMENTS: 1 MINIMUM TRENCH DEPTH:' RIGHT -OF- WAY: 36- INCHES. PRIVATE PROPERTY 18- INCHES: 2. USE RIGID . STEEL FOR THE BENDS: 3. BEND RADIUS SHALL BE 3.0 FEET. 4. 270° OF BENDS MAXIMUM ARE ALLOWED IN CONDUIT INCLUDING THE BEND AT POLE BASE 5. INSTALL. PULLING LINE. BE RIGID STEEL PER RUN, REFERENCES: U2 -10, .U2 1 1 ;40, U7 -10, U7 -10.1, L.112-1.4. f}PPR.o vf4-4 /s .Material Standards: 6867.5, 7015.05 7050.05 U7 -10 & U7 -10.1 AS SHOWN ON 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 adequac : 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 the Public Works utilities inspector. - Date:. 13 1/zqsor Pow Tim ni cH 1 obU Le IT f t ie-C t -rEN1 A-NO PAVE/We/Jr oNL p NEW ONE 3" CONDUIT TO METER BASE CONDUIT ON POLE (CONDUIT RISER) 1. POLE STANDOFF BRACKET * INSTALL 9' ABOVE GROUND. * USE THREE (4 "x1/2 ")-,LAG SCREWS. --- * ALIGN WITH NOTCH IN POLE (WEST —FACE) 2. CONDUIT RISER * RIGID STEEL FIRST 10' * 4.5" SPACING BETWEEN CONDUIT Sc POLE. * CONDUIT SHALL RISE VERTICALLY FROM TRENCH. 3. TAPE CONDUIT * TAPE 8" ABOVE AND BELOW THE GROUND LINE, USE VINYL PIPE WRAP TAPE ONLY 9.0' 4. ELBOW AT BASE OF POLE - * RIGID STEEL * 90' BEND MIN. 3' RADIUS BIRD'S EYE VIEW TYPICAL CONDUIT RISER INSTALLATION NO SCALE ONE 3" CONDUIT --- TO METER BASE ADDR: / %% \ 4870 S 152ND ST \ 4.5" MIN POLE DETAIL (TP -135) NOT TO SCALE TOP OF CONDUITS 36" MIN. DEPTH -CAP SPARE CONDUIT. BELOW GRADE. RECEIVED APR 252011 TUKWILA PUBLIC WORKS RECEIVED env OF TUKWHj APR 2,5; 2011 PERMrr mom SCL INSPECTION BEFORE COVERING CALL DOUG WOO, (206) 386 -1687, TWO BUSINESS DAYS IN ADVANCE FOR INSPECTION OF SERVICE CONDUIT. 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. City of Tukwila BUILDING fmf t fro IMPORTANT INFORMATION REVISION CALL. BEFORE YOU DIG TO LOCATE EXISTING UNDERGROUND UTILITIES TWO BUSINESS DAYS IN ADVANCE KING CO. ONE CALL 1- 800 -424 -5555 1710 -1/O UNDERGROUND POWER INSTALLATION SPECIFICATION 1 he installer is responsible for coordinating Installation of other underground utilities. Specifications are valid for 120 days from date given on this drawing. Installer must compy with aU conditions on permit for installation In the public right -of -way. Installer must comply with applicable Washington State Administrative Code regarding trenching and clearance from utilities. Do not enter energized SCL facility without SCL Safety Standby. The customer must supply and install materials as specified by SCL. Approval from SCL Inspector is required. Applicable SCL Construction Guideline and Material Guidelines are available upon request. SERVICE FROM (SCL FACILITY NO.) eECTiOft SE GTR 333 FAC TYPE: PO _E FAG NO: 135 STREET USE PERMIT TUKWILA (206) 433 -0179 SERVICE TERMINATION POINT: METER BASE AVAILABLE INRUSH CURRENT WC. 5,100 AMPS §SeatCity Light tle Distribution Engineering RESIDENTIAL NEW UNDERGROUND SERVICE 200A, 120/240V, 1 0, 3W 4870 S 152ND ST CITY SECTION /TOWNSHIP /RANGE TUKWILA 22/23/4 PROJECT ENGINEER M. MUMIN, 206 -615 -0662 APPRO D BY do DAT �/� // CKED BY & A y DWG NO DRAWN BY MM DATE 04/11/2011 REV SHEET 1 or 1 SHEET CONTENTS CUSTOMER SERVICE REQUEST 63075 STANDARD CONSTRUCTION NOTES GENERAL 1. At least one week before beginning construction, contact Public Works Utilities Inspector and schedule a preconstruction meeting. 2. Notify the Utilities Inspector at 206 - 433 -0179 at least 48 hours (2 working days) before starting project site work. 3. Request a Public Works utility inspection at least 24 hours ( 1 working day) in advance by calling 206 -433 -0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Contractor shall provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. Horizontal datum shall be State Plane Coordinates. 12. The Contractor shall replace, or relocate all signs, damaged or removed due to construction. GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits and install construction entrance. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: • Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. • Stockpile, on site, enough cover materials to cover all disturbed areas. 7. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches. All trench safety systems shall meet WISHA requirements. 2. Place power, cable, fiber optics, and telephone lines s in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. WORK IN RIGHT -OF -WAY 1. When activity is unattended, install a sign with minimum two -inch letters stating Permittee or company name, and day and evening phone numbers. TMC 11.08.140 2. Install barricades, signs, warning lights, and safety devices sufficient to notify public of obstruction or traffic hazard. Devices must remain until the obstruction is cleared and the right -of -way is restored. TMC 11.08.170.A 3. Maintain access to fire stations, fire hydrants, fire escapes, and fire fighting equipment. TMC 11.08.180 4. Maintain access to property adjoining excavation or site work. 5. Preserve and protect all property adjoining excavation or site work. 6. Restore disturbance to private and public property. TMC 11.08.220.D 7. Disturbance of survey monuments and markers requires the Director's preapproval. A licensed surveyor shall replace disturbed monuments and markers. 8. Comply with all state and city laws and procedures to protect public from air, water and noise pollution. TMC 11.08.210 9. Install temporary sidewalk or curb ramp if permanent is blocked. TMc 11.08.220 10. Cover open excavation with non -skid steel plates ramped to elevation of contiguous right of way surface. TMC 11.08.220 11. Store all stockpile material shall be stored in a safe manner to protect the public. 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. i • CONCRETE WALL " " :: GRAVEL FILL MIN. 1 FOOT BEYOND OUTER EDGE OF FOUNDATION 6" MIN ABOVE FOOTING, FILTER FABRIC 7h ta4A cj pQ rod; oQ i0oo e p° 11 " D r n . °b'9� ° oF° °�:' i'.o' D A 1-D 4" DIA. WEEPING PIPE (PERFORATIONS POINTED DOWN) ON 2" OF WASHED GRAVEL OR CRUSHED ROCK. DRIAN!FIELD CONTROL POINT 1.5" STEEL POST IN CONC. EL 189.61' ASSUMED (-6k;( f -( EXISTING KEYSTONE RETAINING WAIL--- - TREES TYP. \ 7 0 51ST AVE S, Ni: O1o•o:i`E 1750 GALLON PUMP TANK CCP 17512 WITH SA.LCCR 3G UV DISINFECTION 1000 GALLON CLARIFIER TANK CCP 1750 GALLON CUZ MiCROFAST .5 TANK CCP 1750 _- 76" 10 10" OF FILL TO BE REMOVED 100% RESERVE DRIP FIELD 686' LINEAL FEET Gut -ers £i/es2' I`Hl \ 195' c__ 158' 200' _ _202' FEI4CE TO BE REMOVE 204__ 10' SHED TO BE REMOVE rE v \ Ery$-L P \ - ie _ , SB'resen • �. <,�- -___ -tie a5oi` " 45' En:ary - 4, PflmalY . a4pi� =29' prime_ • _ 2i rima� 2 ima msy _a,Y 200 ._( 7 3 Drima'y _ 34 -0rimay 1";--_ -_ T D'cna� �- 37'pnmay� . _ � 9.' 'Eta VACUUM RELIEF \'AI VES •-�/ 210 NORTH I?" Maples O - 3•,•�es' SL3 �!il resev� - -50' MIN. • - -NETAFIM HEADWORKS 0 5 10 20 40 - --- FRIW:I'•..R,Y DRA:INFHELD 563 LINEAL FEET SUBSURFACE DRIP IRRIGATIOI! G'P,r.FHIC SCALE 1" =20' 206.26' 1.101'18'01 "E / \ / Q pit U oXeS kClA b��o 50' F 9 And (�u al 5� Qa9� P -1 to __Golfer o pawn�f USo /� I / 1 ? 1,11 1(0 2 20' \ ORIVEWAY'' \ IPARKI0G \q i EXISTING CUT BANK SUPPLY LINE FROM PUMP - -FLUSH LINE BACK TO BUILDING SEWER 4' LEG AI_ DescR I pTt ON The W 2St 130 4et Oe 441e- ect S li' 1110 Ae+ c'P el or-ill 30 Ae,+" o-P -141e, Soofheas4i- Qucir4 -er-o-P Sec4 -Ion 22,1-01,00,511? 23 p 41.1, i aA.se EaS -FF, L`✓l�.i Tax Parcel No. 004/2.00 -01120 rn - .:.�.:.- .•.,- .��.,. - .,,.,.,. _ ,. -- �-- .- �- ....�....,._.�- .�.... „ ,.- ,,- ,...��..t -..,- _ . � Com ��KW tl. Pr PLUMB' N I NSP>FCTION We -QAMED DOwNS1-R tAM oF'n4e W 2 0' Z • 7D • - 1 20' CORRECTION LTR# � , SITE °L-FAN A 2 grri 7°b „I ,o 3 '3 I U, °RE JUN 2JERMI -TUKVVI LA LIC- WORK EIVED 29 2010 CENTER PAVEMENT RESTORATION 1. Compact backfill to compaction of undisturbed ground or compact backfill to meet City standards. 2. Restore pavement to its original condition immediately following backfilling or when concrete is cured. a. Except for winter or other weather conditions which prevent paving, complete paving, resurfacing, or facility replacement : • On principal arterial, major or collector street within 3 calendar days. • On other streets within 7 calendar days b. For work prevented due to weather: • Provide a temporary patch. • Provide a construction schedule addressing means and methods to minimize traffic disruption and to complete work as quickly as possible. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark all storm drain inlets with "Dump No Waste" and either "Drains to Streams ", "Drains to Wetlands ", or "Drains to Groundwater ", as applicable. 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. 4. Single family residences constructed on lots created by subdivision must provide downspout infiltration shown on the approved plans. 5. Coordinate final stub -out locations with the Utilities Inspector. Provide a wire or other detection device and mark stub -out location with a 5 -foot 2 "x4" stake, buried 4 -feet and labeled "storm' or "drain ". ii-Pe/G/9-Nr SHE deTgim ,- (5F_,07-7c SJsTE� // s7/9Q T/oN PER/11 / T PiW/t -Y 1//13 COG.I ARTY L77t. (REF:Cie 7D A-7779 G/-/E) ,97'6e49144- A9'% ,.0 3/4/ '-R eGoRD Nu/`'18E/L 9" Doge Sg SEPARATE PERMIT REQUIRED FOR: ❑ Wchanical lectrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION SCALE, 1'1=20' OAYE CREATED 4 2S -I0�1 0l= I , ,ETS_.. !4 arawsw•,C4.221.1 PLANNING APPROVED • ' No Changes Can be made. to these , ptana without approval from tho Planning Division f OCD S 11(tiC, Date: r CI- App 8Y 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 adequac.� 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 revised drawings for subsequent approval. Final acceptance is subject to field inspection the Public Works utilities inspector. Date: By: Og FITLE COPY Permit No. Plan review approval is subject to errors and omissions, Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Fie d Copy and conditions is acknowledged: By Date: 7- 7- I° City Of lbkwila BUILDING DIVISION .REVIEWED FOR if3.. CODE COMPLIANCE APPROVED JUL 14 2010 CW` City of Tukwila BUILDING DIVISION e TALE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING FAN TESTED GFM 0.25" W.G. MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER MAXIMUM LENGTH FEET MAXIMUM ELBOWS 1 50 4INGH 25' -O" 4INGH 10' -0" 3 50 5INGH 1O' -O" 5 INCH 100' -0" 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT 3 80 4 INCH 2 N/A 4 'NIGH 20' -0" 3 80 5 INCH 15' -0" 5 INCH 100' -0" 3 80 6 INCH 10' -O" 6 INCH NO LIMIT 5 100 5 INCH 2 N/A 5 INCH 50' -0" 3 100 6 INCH 45' -O" 6 INGH NO LIMIT 3 125 6 INCH 15' -0" 6 INGH NO LIMIT 3 125 1 INCH 10' -0" 1 INGH NO LIMIT 3 NOTE: I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10' -0" FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. WHOLE HOUSE VENTILATION SPECIFICATIONS FROM THE 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE MAO). SOURCE SPECIFIC VENTILATION REQUIREMENTS. I. MINIMUM EXHAUST FAN REQUIREMENTS: A. BATHROOMS, LAUNDRIES AND POWDER ROOMS - 50 GFM CO 0.25" W.G. B. KITCHENS - 100 GFM ® 0.25" N.G. (RANGE HOOD OR DOWN DRAFT EXHAUST FAN RATED AT MIN.. 100 GFM • 0.10" W.6. MAY BE USED FOR EXHAUST FAN REQUIREMENTS) 2. EXHAUST DUCT REQUIREMENTS: A. INSULATE TO R-4 (MIN..) IN UNCONDITIONED SPACES. B. EQUIP WITH A BACK DRAFT DAMPER. C. TERMINATE OUTSIDE THE BUILDING. D. COMPLY WITH TABLE 3 -3 ON THIS SHEET. PRESCRIPTIVE REQUIREMENTS FOR: OPTION I. INTERMITTENT WHOLE HOUSE VENTILATION USING, EXHAUST FANS (VIAQ 303.4.1) OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS (AT FLOW RATES SPECIFIED IN TABLE 32 ON THIS SHEET, USING THE FOLLOWING METHODS: 1. ROOM OUTDOOR AIR INLETS SHALL COMPLY WITH THE FOLLOWING,: A. HAVE CONTROLLABLE AND SECURE OPENINGS. B. BE SLEEVED OR DESIGNED 50 AS TO NOT COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR WINDOW IN WHICH THEY ARE PLACED. G. PROVIDE A MINIMUM OF FOUR SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE AREA. D. PROVISIONS SHALL BE MADE TO ENSURE AIRFLOW BY THE INSTALLATION OF DISTRIBUTION DUCTS, TRANSOMS, OR UNDERCUTTING DOORS A MINIMUM OF )Y ABOVE THE FINISHED FLOOR COVERINGS. NOTE: OUTDOOR AIR INLETS ARE NOT REQUIRED, IF THE HOME HAS A DUCTED FORGED AIR SYSTEM THAT COMMUNICATE-5 WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF ABOVE THE FINISH FLOOR COVERINGS. 2. WHOLE HOUSE EXHAUST FANS SHALL: A. BE SIZED ACCORDING TO TABLE 3 -2 ON THIS SHEET. B. BE FLOW RATED AT 025" 161.6. STATIC PRESSURE. G. SOUND RATED AT 1.5 SONES MAXIMUM. 3. WHOLE HOUSE EXHAUST FAN CONTROLS: A. BE CONTROLLED BY A 24 -HOUR CLOCK TIMER. B. PROVIDE CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL. G. THE 24 -HOUR CLOCK TIMER SHALL BE READILY ACCESSIBLE. D. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC . CONTROL TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN FOR AT LEAST 8 HOURS A DAY. E. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READ5 "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS) ". 4. WHOLE HOUSE EXHAUST DUCTS: A. BE SIZED ACCORDING TO TABLE 3 -3 ON THIS SHEET. B. BE INSULATED TO A MINIMUM R-4 IN UNCONDITIONED SPACES. G. TERMINATE OUTSIDE THE BUILDING,. ENERGY GODS 2006 WASHINGTON STATE ENERGY CODE (1ALS.E.0.) TABLE 6 -I PRESCRIPTIVE REQUIREMENTS °'I FOR GROUP R OCCUPANCY CLIMATE ZONE I OPTION 6LAZIN6 EA' FLOOR &LAZING U- FACTOR DOOR U- FACTOR GEILIN6 VAULTED GEILIN6 WALL ABOVE GRADE -L- B NT W GRADE MU-- sg GRADE FLOOR SLAB ON GRADE VERTICAL OVERHEAD 5' (10) MODERATE (II) (q) (2) (9) (12) (4) (4) (E) (6) IV. UNLIMITED 6P R -5 0.35 0.58 0.20 R -38 R -30 R -21. R -2I R -I0 R -30 R -10 65 OCCUPANCIES 80 120 15 143 110 165 125 188 140 210 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE W.S.E.C. I. MINIMUM REQUIREMENTS FOR OPTION IV LISTED. 2. REQUIREMENT APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS COMPLYING WITH NOTE 3. 3. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS WHERE BOTH (0) THE DISTANCE BETWEEN THE TOP OF THE CEILING, AND THE UNDERSIDE OF THE ROOF SHEATHING 15 LESS THAN 12 INCHES AND (b) THERE 15 A MINIMUM I -INCH VENTED AIRSPACE ABOVE THE INSULATION. OTHER SINGLE RAFTER OR JOIST VAULTED CEILINGS SHALL COMPLY WITH THE "CEILING" REQUIREMENTS. THIS OPTION 15 LIMITED TO 500 SQUARE FEET OF CEILING AREA FOR ANY ONE DWELLING UNIT. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -IO, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION INSTALLED ON BELOW GRADE WALLS SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED USE, AND INSTALLED TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 6022 OF THE W.S.E.G. 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED, AND INSTALLED ACCORD I N6 TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 602.4 OF THE W.S.E.G. q. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE IO -60 OF THE W.S.E.C. 10. WHERE A MAXIMUM GLAZING AREA 15 LISTED, THE TOTAL 6LAZIN& AREA (COMBINED VERTICAL PLUS OVERHEAD) AS A PERCENT OF &ROSS CONDITIONED FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING, WITH U- FACTOR OF U =0.40 OR LESS 15 NOT INCLUDED IN GLAZING, AREA LIMITATIONS. II. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRG 100 OR AS SPECIFIED IN SECTION 502.1.5 OF THE W.S.E.C. 12. LOG, AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 3.5 INCHES ARE EXEMPT FROM TH15 INSULATION REQUIREMENT. THE FOLLOWING WALLS ARE CONSIDERED TO MEET R -21 WITHOUT ADDITIONAL DOCUMENTATION PER SECTION 602.2 OF THE W.S.E.C.: A. 2x6 FRAMED AND INSULATED WITH R -21 FIBERGLASS BATTS. B. 2x4 FRAMED AND INSULATED WITH R -I5 FIBERGLASS BATTS PLUS R-4.0 FOAM SHEATHING. G. 2x4 FRAMED AND INSULATED WITH R -I3 FIBERGLASS BATTS PLUS R-5.0 FOAM SHEATHING. MEHAMIAL GENERAL SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM BEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF CHAPTER 24 OF THE 2006 INTERNATIONAL RESIDENTIAL CODE. HEATING EACH DWELLING, UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 68 DEGREES FAHRENHEIT AT A HEIGHT OF 3'-O" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL. HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE 15 AS SET FORTH IN THE W.S.E.G. DEFINITION OF BUILDING ENVELOPE FROM THE WASHINGTON STATE ENERGY CODE: THE ELEMENTS OF A BUILDING WHICH ENCLOSE CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE TRANSFERRED TO OR FROM THE EXTERIOR EXCEPT AS EXEMPTED BY THE W.S.E.G. I. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF CHAPTER 24 OF THE 2006 I RC. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2006 IRG. 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MtJ= I THE PROVISIONS OF CHAPTER 16 OF THE 2006 I RC. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER CHAPTER MI402 OF THE 2006 IRG. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE 50 LISTED AND INSTALLED PER SECTION MI11022 OF THE 2006 IRO. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 3" ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM 6A5 BURNING, APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 15 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED 6A5. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE ALL FLOOR OR CEILING, SEPARATING A RESIDENCE (GROUP B, DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING, A THICKNESS NOT LESS THAN O.OIq" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE WARM AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH MI402 OF THE 2006 I RC. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING, SYSTEM COMPLYING WITH CHAPTER I8 OF THE 2006 IRG. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B 6A5 VENT OR TYPE BIN GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 10 OF THE 2006 IRG. A TYPE B OR BW &AS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2006 IRO. A TYPE L VENTING, SYSTEM SHALL TERMINATE NOT LESS THAN 2' -O" ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' -0" HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' -0" OF THE VENT PER SECTION 16042.4 OF THE 2006 IRG. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE 15 LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER SECTION MI803 OF THE 2006 IRG. HEATING EQUIPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE Ig81 NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NAEGA) AND BE 50 LABELED. EQUIPMENT SHALL ALSO COMPLY WITH SECTION 1411 OF THE W.S.E.S. HVAG EQUIPMENT FOR LOW -RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN 200% OF DESIGN LOAD DUCTWORK I. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 (1) 4 1601.1.1 (2) OF THE 2006 IRG. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT PER SECTION MI60I.5.1 OF THE 2006 IRG. 3. INSTALLATION OF DUCTS SHALL. COMPLY WITH SECTION MI601.5 OF THE 2006 IRC. 4. DUCT INSULATION SHALL BE INSTALLED IN ACCORDANCE WITH SECTION MI6012.I OF THE 2006 IRG. TABLE 3 -2 VENTILATIONS RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (GFM) FLOOR AREA, FT2 WIND SPLI4E12 (MPH) SEISMIC DESIGN CATEGORY , SUBJECT TO DAMAGE FROM E3EDROOMS ICE BARRIER UNDER- LAYMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX 2 OR LESS 3 FROST LINE DEPTH 4 251b 5' 6 MODERATE 1 SLIGHT TO MODERATE 8 NO 52.: MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. <500 50 15 65 18 80 120 15 143 110 165 125 188 140 210 501 -1000 55 85 10 105 85 128 100 150 115 113 130 115 145 2I 1001 -1500 60 10 15 115 10 135 105 158 120 180 135 203 150 225 1501 -2000 65 18 80 120 a5 145 110 165 125 188 140 210 155 255 2001 -2500 /0 105 85 128 100 150 115 115 130 I15 145 218, 160 240 2501 -5000 '75 115 10 155 105 158 120 180 155 205 150 225 165 248 5001 -5500 80 120 a5 145 110 165 125 188 140 210 155 255 110 255 5501 -4000 85 .128 100 150 115 113 .130 I15 145 218 160 240 115 265 4001 -5000 15 145 110 165 125 188 140 210 155 253 110 255 185 218 5001 -6000 105 155 120 180 135 203 150 225 165 248 180 210 I15 215 6001 -'1000 115 175 150 I15 145 2I8 160 240 115 263 I10 285 205 308 1001 -8000 125 188 140 210 155 255 110 255 185 218 200 300 215 523 8001 -1000 135 205 150 225 165 248 180 210 115 213 210 515 225 558 >1000 145 218 160 240 115 263 I10 285 205 508 220 330 235 353 * FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR :8 BEDROOMS BY AN ADDITIONAL 15 GFM PER BEDROOM. THE MAXIMUM CFM 15 EQUAL TO 1.5 TIMES THE MINIMUM. INSULATION AND MOISTURE PROTECT I ON GENERAL UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I" CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6" ABOVE BATT INSULATION 4 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. PROVIDE FACE STAPLED BATTS OR FRICTION FIT FACED BATTS. PROVIDE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARRIER AT WALLS OR USE PVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX). PROVIDE R -I0 INSULATION UNDER ELECTRIC WATER HEATERS. INFILTRATION CONTROL 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHERS SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER - STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE- RATED" AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER - STRIPPED, CAULKED AND MORE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER W.S.E.G. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING, FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE 15 REQUIRED TO BE INSULATED PER THE W.S.E.G. SERVICE WATER PIPING SHALL BE INSULATED TO A MINIMUM OF R -3. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER 15 TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8" O.G. AND GAPS BETWEEN THE FACING AND THE FRAMING, SHALL NOT EXCEED I /16" A GROUND COVER OF 6 MIL (0.006 ") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND DOVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY BE 1/300 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING, NOT EXCEEDING ONE 15 INSTALLED ON THE WARM SIDE OF THE INSULATION. DOORS, WINDOWS AND SKYLIGHTS GENERAL THE REQUIRED EXIT DOOR MAY HAVE A MAXIMUM 1 %" STEP TO A MINIMUM 36" DEEP LANDING. OTHER EXTERIOR DOORS MAY HAVE A MAXIMUM (2) 1 5/4' STEPS TO A MIN.. 36" DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE W.S.E.G. TABLE 6 -1 UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET. MINIMUM NET CLEAR OPERABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24 ", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR. WINDOWS WITH A SILL OF MORE THAN 12" ABOVE FINISHED GRADE TO BE A MINIMUM OF 24" ABOVE ADJACENT FINISHED FLOOR. SITE BUILT AND MILLWORK SHOP BUILT WOODEN SASH SHALL BE MADE WEATHER- STRIPPED, CAULKED AND BE MADE TIGHTLY FITTING. SLIDING 61-ASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 GFM PER SQUARE FOOT OF DOOR AREA. SEE PLANS FOR, GLAZING, MANUFACTURER AND MODEL NUMBERS. SAFETY GLAZING LOCATIONS PER 2006 IRO SECTION 8308.4 I. GLAZING IN SWINGING DOORS EXCEPT JALOUSIES. 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING, AN BI -FOLD CLOSET DOOR ASSEMBLIES. 3. GLAZING, IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS. 5. GLAZING, IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWER. GLAZING, IN ANY PART OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING, 15 LESS THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING, SURFACE. 6. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE 15 WITHIN A 24 INCH ARC OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE 15 LESS THAN 60 INCHES ABOVE THE FLOOR OR WALKING SURFACE. 7. GLAZING, IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSE LOCATIONS DESCRIBED IN ITEMS 5 AND 6 ABOVE, THAT MEETS ALL OF THE FOLLOWING CONDITIONS: 1.1. EXPOSED AREA OF AN INDIVIDUAL PANEL 15 LARGER THAN q SQUARE FEET. 12. EXPOSED BOTTOM EDGE 15 LESS THAN 15" ABOVE THE FLOOR. 1.3. TOP EDGE MORE THAN 36" ABOVE THE FLOOR. 1.4. ONE OR MORE WALKING, SURFACES WITHIN 36" HORIZONTALLY OF THE PLANE OF THE GLAZING,. 8. ALL GLAZING IN RAILINGS REGARDLESS OF AN AREA OR HEIGHT ABOVE A WALKING, SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL INFILL PANELS. q. GLAZING IN WALLS AND FENCES ENCLOSING INDOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS, AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING, 15 LESS THAN 60" ABOVE A WALKING SURFACE AND WITHIN 60" HORIZONTALLY OF THE WATER'S EDGE. THIS SHALL APPLY TO SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING. 10. GLAZING, ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 36" HORIZONTALLY OF A WALKING SURFACE WHEN THE EXPOSED SURFACE OF THE &LASS 15 LESS THAN 36" ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. 11. &LAZING ADJACENT TO THE STAIRWAYS WITHIN 60" HORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANY DIRECTION WHEN THE EXPOSED SURFACE OF THE GLASS 15 LESS THAN 60" ABOVE THE NOSE OF THE TREAD. IRO SECTION 8308.4 EXCEPTION '1.3 SAFETY &LAZING IN ITEMS 10 $ II 15 NOT REQUIRED WHEN A SOLID WALL OR PANEL EXTENDS FROM THE PLANE OF THE ADJACENT WALKING SURFACE TO 34 INCHES TO 36 INCHES ABOVE THE FLOOR AND THE CONSTRUCTION AT THE TOP OF THAT WALL OR- PANEL 15 CAPABLE OF WITHSTANDING THE SAME HORIZONTAL LOAD AS THE PROTECTIVE BAR. SCREENS NEED NOT BE PROVIDED AT SKYLIGHTS WHEN FULLY TEMPERED GLASS 15 USED AS SINGLE GLAZING, OR IN ALL PANELS INSULATION UNIT AND ALL OF THE FOLLOWING CONDITIONS ARE MET. I. THE GLAZING AREA DOE-5 NOT EXCEED 16 SQUARE I-t±i . 2. THE HIGHEST POINT OF GLASS 15 NOT MORE THAN 12' -0" ABOVE ANY WALKING, SURFACE OR ACCESSIBLE AREA. 3. THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED 94". ENERAL PLANS COMPLY TO THE 2006 INTERNATIONAL RESIDENTIAL CODE. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING, AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT 15 THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. CODES: ALL APPLICABLE CODES AND AUTHORITIES HAVING, JURISDICTION SHALL BE FOLLOWED I. 2006 INTERNATIONAL RESIDENTIAL CODE (IRO) WITH WASHINGTON STATE AMENDMENTS (NSA) EXCEPT CHAPTERS II AND 25 THROUGH 42 ARE NOT ADOPTED. WAGSI -51 2. 2006 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (NSA) WAC51 -50 5. 2006 INTERNATIONAL MECHANICAL CODE (IMO) WITH WASHINGTON STATE AMENDMENTS (W5A) WAG 51 -52 4. 2006 UNIFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, EXCEPT CHAPTERS 12 AND 15 ARE NOT ADOPTED. WAG 51-56 AND 51-51 5. 2006 INTERNATIONAL FUEL 6AS CODE (IF&C) WITH WASHINGTON STATE AMENDMENTS (MN 6. 2006 WASHINGTON STATE ENERGY CODE (WSEC). WAG 51 -11 1. 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (WSVIAQG). WAG 51 -13. BUILDING CONSTRUCTION TYPE: V-B OCCUPANCY GROUP: R -3 CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND SNOW LOAD WIND SPLI4E12 (MPH) SEISMIC DESIGN CATEGORY , SUBJECT TO DAMAGE FROM WINTER TEMP ICE BARRIER UNDER- LAYMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL. TEMP WEATHERING FROST LINE DEPTH _ TERMIT 251b 55 D(IBG) D2(IRC) MODERATE IS" SLIGHT TO MODERATE 51 NO 52.: LATERAL - DETAILS FROM ENGINEER EQUIVALENT FLUID PRESSURE = 35 P.G.F. (UNRESTRAINED WALLS) 50 P.G.F. (RESTRAINED WALLS) SITE WORK GENERAL ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. ARENTR( GENERAL cn -)(11JrI ALL FRAMING SHALL COMPLY WITH THE APPROPRIATE SEGTION(S) 0F1 THE 2006 IBC /IRG: ALL 10400D IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED:` an :MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 15" MINIMUM GLE.ARANGE BETWEEN FLOOR JOISTS AND EARTH. LOADING ROOF FLOOR CEILING CEILING :WITH LIMITED ATTIC STORAGE DECK EXTERIOR CANTILEVERED BALCONY INTERIOR: PARTITION EXTERIOR PARTITION 15 P5F DEAD LOAD 10 P5F DEAD LOAD 5 P5F DEAD LOAD + 25 P5F LIVE LOAD + 40 P5F LIVE LOAD + 10 P5F LIVE LOAD 5 P5F DEAD LOAD + 10 P5F DEAD LOAD + 10 P5F REAP LOAD 40 PSF • 50 PSF 15 PSF 20 P5F LIVE LOAD = 25 PSF 40 P5F LIVE LOAD = 45 PSF + 60 P5F LIVE WAD 10 PSF 1 PSF = 10PSF *ATTICS WITH NO STORAGE A RAFTER/CEILING, JOIST CONSTRUCTION: INSTALL HORIZONTAL NON - STRUCTURAL COLLAR TIES TO KEEP SPACE BETWEEN TOP OF CEILING, JOISTS TO BOTTOM OF DOLLAR TIES AT LESS THAN 42 ". 5. TRUSSES: SEE NOTE/DIAGRAM AT ROOF FRAMING, PLAN. WOOD BEARING, ON OR INSTALLED WITHIN Y2" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. 1" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWIN65 SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. RECEIVED REVIEWED FOR CODE COMPLIANCE APR 26 2010 APPRnVE PERMIT CENTER JUL 14 2010 City of Tukwila BUILDING DIVISION SHEET INDEX � I V-- 110 SHEET # DESCRIPTION Al COVERSHEET . A2: SCHEDULE SHEET AS • DETAIL SHEET A47 FOUNDATION PLAN $ MAIN FLOOR FRAMING PLAN AS MAIN FLOOR PLAN $ UPPER FLOOR FRAMING PLAN AG,', UPPER FLOOR PLAN $ ROOF FRAMING PLAN Ai ELEVATIONS AS, SECTIONS 51 LATERAL - SHEAR WALLS, HARDWARE 4 STRUCT. NOTES 52.: LATERAL - DETAILS FROM ENGINEER o� Ww 1- • ,: wf 1 to 1k.,• 12� `F0 Z _ � l wa =O1-Uowcz 8°aNib �a w N0ZO U� O w - h o< n LilO02L-3 u) i � Jk z S �zi Z (/)-( d l 'wIO W-1 yQN DUI= -�a1 OOi!DI z <� =laol�ovZi Z°:). ' aWOOKF -zZV dzw��� >wn.waa 0 11- U W ^ / 00 0 00 f.�_ - 0 LO OM - 0 N tr) co z� Z � U w w Z c wLL Q• GJ • 0 Z til ILI ILI FEUERSORUM • z 84: DESIGNED BY: TG DRAWN BY: SWD DATE: I '1q6 DATE: '1/4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NCS I/I5/08 ETS 3/26/10 LATERAL BY: DATE: MEI 4/14/10 LATERAL JOB NUMBER: ' 010 -233 ANW WOODINVILLE OFFICE JOB NUMBER: 100058 -77 LI I, r: I 7 It 71 I I " ti 1' II (I .r1 N 1 1.„ ..s. !,•!! 11-! WSEC CHAPTER 6 HEATING SYSTEM SIZING • • , THIS PROJECT IS USING A HEATING ONLY SYSTEM. THIS FORM IS BEING USED FOR HEATING SIZING AND THE GLAZING SCHEDULE FOR WINDOWS, SKYLIGHTS AND DOORS TO SIZE THE HEATING SYSTEM -L-J- THIS PROJECT IS USING A HEATING AND COOLING SYSTEM. THIS FORM IS NOT BEING USED A MANUAL J OR EQUIVALENT CALCULATION WILL BE PERFORMED AND SUBMITTED SEPARATELY. Simple Heating System Size: Climate Zone 1 Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference , Indoor - Outdoor Design Temp Conditioned Floor Area Conditioned Volume Glazing Sum of UA from Glazing Schedule Attic U-Factor R-38 0.031 R-38 Scissor 0.035 R-38 Advanced 0.026 Other Single Rafter Joist R-30 R-38 Other: Above Grade Walls R-21 Other Floors R-30 Other Below Grade Walls R-21 interior R-10 exterior Other Slab Below Grade R-21 interior walls R-10 exterior walls _ Other Slab on Grade R-10 perimeter R-10 Full - Heated Other s I: Sumof UA 70 24 46 2606 23092 X Area 1504 U-Factor X Area 0.034 0.027 U-Factor X Area 0.057 3234 U-Factor X Area 0.029 1509 U-Factor X Area 0.037 0.056 F-factor X Length 0.57 0.42 0 F-factor X Length 0.54 0.51 0 EnVelli‘pe Heat Load Sum of UA X Design Temperature Difference Air Leakage Heat Load , ((Volume X 0.6) X Design Outdoor Temp) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 1.15 r 153.8 = UA '• ,• -4662 = UA = UA 184.34 = UA 43.76 = UA = UA = UA 428.48 19710 11472 31182 35860 Use 1.15 if ducts are located in unconditioned space: Sum of Building Heat Loss X 1.15 Use 1 if ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 150% Building and Duct Heat Loss X 1.50 Increase to Maximum Heat Equipment Output 250% With 90% High Efficiency Furnace 53790 896491 1 Btu / Hour Btu / Hour Btu 1 Hour Btu / Hour Btu 1 Hour Btu 1 Hour FT r • • ' 7 •• I UPPER ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: Roof Area : 1792 s.f. Ventilation Required: 1792 s.f. x 144 s.i. / s.f. / 300 = ' 860.16 s.i. Req'd Provide between 50% & 80% of total required ventilation @ min. 3 ft. above eave vents. Remainder to be installed at eave vents. ._ Upper Roof Ventilation: . 7"x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = ;, 36.75 s.i. each Upper Ventilation MIN. Req'd = 860.16 s.i. x 0.5 / s.i. of each-vent = - 12 vents Upper Ventilation MAX Req'd = 860.16 s.i. x 0.8 / s.i. of each r.ent = , 18 vents I Provide: 12 -7"x7" roof jacks. Ventilation = -441.00 s.i. , Ventilation area remainder for eave vent = 419.16 s.i. , ,` _ - (Req'd vent-Upper vent) Ewe Ventilation: L __ Bindblocking = 4.71 s.i. / If. - 25% reduction = '' '- - 3.53 s.i. / l.f. 1 , ,1 Eave Ventilation Req'd = 419.16 s.i. / s.i. per I.f. = , 118661f Provide : 119 I.f. birdblocking. Ventilation = 420.37 s.i. Total Ventilation Provided = 861.37 s.i. IS GREATER THAN : 860.16 s.i. Req'd LOWER ROOF VENTILATION Standard Truss / Scissor Truss Roof Framing Assembly: Roof Area : 640 s.f. Ventilation Required: 640 s.f. x 144 s.i. / s.f. / 300 = 307.2 s.i. Req'd Provide between 50% & 80% of total required ventilation @ min. 3 ft. above eave vents. Remainder to be installed at eave vents. Upper Roof Ventilation: 7"x7'" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation MIN. Req'd = 307.2 s.i. x 0.5 / s.i. of each vent = 5 vents Upper Ventilation MAX Req'd = 307.2 s.i. x 0.8 / s.i. of each vent = 6 vents Provide: 5 -7"x7" roof jacks. Ventilation = 183.75 s.i. Ventilation area remainder for eave vent = 123.45 s.i. (Req'd vent-Upper vent) Ea w Ventilation: Birdblocking = 4.71 s.i. / i.f. - 25% reduction = 3.53 s.i. / I.f. Eave Ventilation Req'd = 123.45 s.i. / s.i. per I.f. = 34.95 I.f. Provide : 35 I.f. birdblocking. Ventilation = 123.64 s.i. Total Ventilation Provided = 307.39 s.I. IS GREATER THAN : 307.2 s.I. Req'd FOUNDATION VENTILATION Crawlspace Area: 1252 s.f. Ventilation Required: 1252 s.f. / 300 600.96 s.i. Req'd Use 14" x 7" Foundation Vents ,-- L Vent Area = 98 s.i. - 25% reduct.,114"mesh =I -,..73.5 s.i. Vents Required = 600.96 s.i. / Vent Area = , 8.18 s.i. Provide : 9 14" x 7" Vents, Area = r, , ,, , ..- -, 661.5 s.i. Ventilation Provided = 661.50 s.i. is Greater than 1 600.96 s.i. Req'd Use : 9 14" x 7" Foundation Vents * FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS * INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER * LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SIDE OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VENis: b GLAZING SCHEDULE , 1 VAPOR RETARDER !' .-1 ' . , WHOLE HOUSE VENTILATION OPTION 1. WHOLE HOUSE VENTILATION USING EXHAUST FANS (,*() 303.4.1) 90 MIN. CFM EXHAUST FAN FLOW RATING PER VIAQ TABLE 3-2 MINIMUM FAN REQUIREMENTS X CONDITIONED FLOOR AREA: ALL GLAZHN6AiiiisikaiiiELOW: GLAZING TO FLOOR AREA RATIO: 2606 1 OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL FRESH AIR INLETS. OUTDOOR AIR INLETS NOT REQUIRED. HOME HAS A DUCTED FORCED AIR HEATING SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF 1/2 INCH ABOVE THE FINISH FLOOR COVERING. OPTION 2. WHOLE HOUSE VENTILATION INTEGRATED WI11-1A FORCED AIR HEATING SYSTEM (VIAQ 303.4.2 INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-5 SYSTEM _ 1 I ' to exceed GLAZING AREA- SNG:t I l%): DOOR AREA ', 395 MOTORIZED DAMPER MANUAL DAMPER MEETING VIAQ TABLE 3-2 FLOW RATES: CFM AUTOMATIC FLOW-REGULATED DEVICE OPTION 3. WHOLE HOUSE VENTILATION USING A SUPPLY FAN (VIAQ 303.4.3) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-6 DOORS TYPE - ' , 1 , BACK-DRAFT DAMPER SELECTION: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER AUTOMATIC FLOW-REGULATING DEVICE OPTION 4. WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (VIAQ 303.4.4) GARAGE , b GLAZING SCHEDULE , 1 VAPOR RETARDER !' .-1 ' . , FLOOR LOCATION MINIMUM FAN REQUIREMENTS ,.. SUM OF I EXTERIOR ROOM ' CONDITIONED FLOOR AREA: ALL GLAZHN6AiiiisikaiiiELOW: GLAZING TO FLOOR AREA RATIO: 2606 ] 1 1 SUM OF UA FOR HEATING I [ 1 ( GLAZING & GARDEN WINDOWS (not 1 H SYSTEM _ 1 I ' to exceed GLAZING AREA- SNG:t I l%): DOOR AREA 153.8 395 1 SINGLE X 15% 0.00% DOORS TYPE (SWINGING) REF 1MODEL FRANiE7GAS . L. :. I• LO=E LWERSU-VALGLAiEkTY DOOR % W DOOR GARAGE DOOR DOOR WSEC DUCTS IN UNHEATED SPACES WOOD „ , .- 1. --, T 0.19 0% 1 2.67 6.67 0.00 17.81 338 NOOK DOOR WSEC W 0.19 80% 1 2.67 6.67 17.81 17.81 3.38 FOYER ONE EXEMPT SWINGING DOOR(M0A0X04 2 S.F:)-- : -1 0.46 0% 1 3.00 6.67 )0000( 20.01 9.20 _.... _ VERTICAL --"ROOM _ ._ . _L.._ GLAZING . TYPE SUM .. ..., ._ SUM OF (WINDOWS OF GLAZING 1 ... _ ..„ AREA AND & fkibiLFRAME76ASELO-ECAYbiS AREA,'DOOR AREA, -- 1 : ---ri. --1,., I .. „ . U4- FOR HEATING SYSTEM SLIDING GLASS DOORS) AND UA (do not include exempt door): 0.0 17.8 3.4 AREA :WEIGHTED SIZE-ONLY r `‘ ‘{-*. U-VAL! U = UA/AREA: (include exempt door): 0.19 37.8 12.6 QTY W H ' AREA UA REF FOYER PICTURE MILGARD 5320 VINYL- ARGON YES DBL- 0.31' 2 1.50 4.00 1Z00 3.72 DINING SLIDER MILGARD 5120 VINYL ARGON YES DBL 0.35 ;''''.; 1 6.00 5.00 30.00 10.50 LIVING PICTURE MILGARD 5320 VINYL_ ARGON YES DBL :-.: 0.31 1 6.00 5.00 30.00 9.30 LIVING PICTURE MILGARD 5320 VINYL. ARGON! YES DBL'!:-, 031• Ix 2 2.00 2.00 8.00 2.48 NOOK PICTURE MILGARD 5320 VINYL ARGON! YES DBL 0.3t. ••' 1 2.50 4.00 10.00 3.10 NOOK SLIDER MILGARD 5120 VINYL ARGON YES DBL 0:35.iT__ 1 6.00 5.00 30.00 10.50 FAMILY SLIDER MILGARD 5120 VINYL ARGON,- YES DBL '','; 0.35 ' . 1 10.00 5.00 50.00 17.50 STAIRS PICTURE MILGARD 5320 VINYL ARGON/ YES DBL. ' • 0.31 u.t L.1 '11::' l -'-' 7 • i 1 2.50 6.00 15.00 4.65 STAIRS PICTURE MILGARD 5320 VINYL' ARGON YES DBL ' 0.31 1 2.50 2.50 6.25 1.94 BEDRM 3 . SLIDER MILGARD 5120 VINYL ARGON YES DBL ,t.1 0.35 1 5.00 5.00 25.00 8.75 BEDRM 2 SLIDER MILGARD 5120 VINYL-ARGON- YES DBL 035. 1 5.00 5.00 25.00 8.75 UTILITY PICTURE MILGARD 5320 VINYL ARGON i YES DBL - 0311 1 5.00 3.50 17.50 5.43 MSTR BATH PICTURE MILGARD 5320 viNyi., ARGON, YES DBL. ' 0.31., 3 2.00 2.00 12.00 3,72 WIC PICTURE MILGARD 5320 VINYL ARGON YES DBL 0., 31- 1 2.00 2.00 4.00 1.24 MSTR BED SLIDER MILGARD 5120 VINYL ARGON:, YES DBL _ 0.15 . ----,: -..t 1 10.00 4.00 40.00 14.00 BONUS SLIDER MILGARD 5120 VINYL ARGON i YES DBL.,..' 0:35- 1 10.00 4.00 40.00 14.00 OVERHEAD GLAZING I -------' -- • t • • .. '•-• •'-, ..,,. , . -.4 AREA , LA i :SUM OF AREA WEIGHTED U AND = UA/AREA: I UA: 354.75 119.57 . ----, r 0.34 q_ GAS ROOM . • TYPE REF MODEL FRAME LO-E LAYERS U-VAL QTY W H AREA UA MSTR BA • SKYLIGHT MILGARD 780 ALUM- AIR NO DBL 0.54 1 2.00 4.00 8.00 4.32 ABV STAIR SKYLIGHT MILGARD 780 ALUM AIR ' NO DBL 0.54 1 4.00 4.00 16.00 8.64 NOOK SKYLIGHT MILGARD 780 ALUM ' AIR 1----' NO ,DBL 0.54 2 2.00 4.00 16.00 8.64 __a_ _ _ . , . . . I ' - - ''' -L LL,, SUM OF AREA AND UA: 40.00 21.60 ..„ _ tdildabfid ANtitiillbINWfitiOWfliiictio-n ROOM 1 TYPE REF MODEL 1 FRAME GAS AREA 60-ft.iiiieiiiiii_TT----------- LO-E LAYERS WEIGHTED _ U ...._ QTY = UA/AREA: W H AREA 0.54 ' ' SUM OF AREA X 3 (enter this value in the SUM OF AREA: glazing area total); .--:- ' '',i7 0.00 - ' - 0 GLAZING UA FOR HEATING SYSTEM SIZE ONLY - AREA X-1:2: --:. r, ''',11, 7..) 1, - ' : ''-,,,., _ _ I 1 ___I_ 1 1 .;'. gil:-..^..'' --21.::::„''' ' '' ''''L 7777 ' •■':!"`"; '777 VENTILATION SCHEDULE , 1 VAPOR RETARDER !' .-1 ' . , FLOOR LOCATION MINIMUM FAN REQUIREMENTS .., A 4 MIL POLY 1 FACE STAPLED BACKED BATTS `. 'X PLYWOOD W/ EXT. GLUE Min. 50 . cfrn@ 0.25" WG (VIAQ Table 3-1) - . Min ._100 cfm @ 0.25" WG (VIAQ Table 3-1) (Range:hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) 4 B WALL 4 C 4 MIL POLY FACE STAPLED BACKED BATTS ' X PVA PAINT MIN CFM = 90 c ,--,, MAX CFM = 135 (VIAQ Table 3-2) (based on','. 2,606 s.f. floorarea & 3 bedrooms) *flow rating'ap.?5" wq:,„-: *vvtiole poLise 'fans iocatecIF4' ft. or less from interior grille to have a,sone rating of 1.5 bi- less measured @ 0.1" WG i *whole house f6rf is req4ired only when using OPTION 1 (VIAQ 303.4.1) ri ` -,- . *AII fans to vent to outside 1 *AII other requirements of 2006 WSECI, 2006 VIAQ must be met CEILING • R-21 1 4 MIL POLY FACE STAPLED BACKED BATTS X PVA PAINT X NOT REQUIRED IF VENTILATION SPACE AVERAGE 12" ABOVE INSULATION R-21 PROPOSED VERTICAL U-VALUE ` VENTILATION SCHEDULE 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS .., A Bath, Powder, Laundry Min. 50 . cfrn@ 0.25" WG (VIAQ Table 3-1) - . Min ._100 cfm @ 0.25" WG (VIAQ Table 3-1) (Range:hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) 4 B Kitchen 4 C Whole House Fan MIN CFM = 90 c ,--,, MAX CFM = 135 (VIAQ Table 3-2) (based on','. 2,606 s.f. floorarea & 3 bedrooms) *flow rating'ap.?5" wq:,„-: *vvtiole poLise 'fans iocatecIF4' ft. or less from interior grille to have a,sone rating of 1.5 bi- less measured @ 0.1" WG i *whole house f6rf is req4ired only when using OPTION 1 (VIAQ 303.4.1) ri ` -,- . *AII fans to vent to outside 1 *AII other requirements of 2006 WSECI, 2006 VIAQ must be met r. 2006 WASHINGTON STATE ,ENER Y,CODE CHECKLIST CHAPTER 6 PRESCRIPTIVE - CLIMATE ZONt 1 PROPOSED INSULATION OPTION NUMBER --- . 3 \ V IV 1' CEILINGS R-38 MAX GLAZING PERCENTAGE ALLOWED-- , -UNLIMITED VAULTED CEILINGS R-30 PROPOSED PERCENTAGE GLAZING ;. [I 11 - !! 15.15% ABOVE GRADE WALLS R-21 MAX VERTICAL U-VALUE ALLOWED ; :.:= ; ---.-: ,:i 0.35 BELOW GRADE WALLS (INTERIOR) R-21 PROPOSED VERTICAL U-VALUE ` ,., :_:_,, 0.34 FLOORS OVER UNHEATED SPACES R-30 MAX OVERHEAD U-VALUE ALLOWED , . ... '10.58 SLAB PERIMETER R-10 PROPOSED OVERHEAD U-VALUE !, ) . . ' 0.54 DUCTS IN UNHEATED SPACES R-8 MAX DOOR U-VALUE ALLOWED 0.20 PROPOSED DOOR U-VALUE 0.19 REVIEWED F014- CODE COMPLIANCE RECEIVED JUL 1 4 2iiid APR 26 2010 City of Tukwila PERMIT CENTER BUILDING DP/Minim C8z612-:::T- Oil_'-.Z.t MI-W5 oiLij FC) Li. a-< :: zm LuIP° .15Z u!.(11% 5 l0 W 6 0 w 0- m 11. ° 25 0 - ILL.L2 (/")z ....(nct 1--Y2 ZEF z<E" 8F:07!1!::: ClotiMuJol-,7) ,..-C4};_i(nPFF11;;<4g: w-m0P0 0 cto ul-op.,,w17, , .lijw-mo m men< (Diz< . ycipo_ litgalice6PWz-irC> LJIL.>-ceoLtycKurF., J(3.:q ;'_2LL'§EFF..L9_< - o g LLI E. as 0 a in CIL) - '9 tit 5 ^0 z La cr 0 Li. I- 000 De C) 0 0 L11 LO CJ O5 rCj U)th In co Z ' Z nuj ow z cc %1144450. _1 < p Cz 03 w z FEUERSORUM RES • z DESIGNED BY: DATE: TO 15446 DRAWN BY: DATE: SIND 1/4/05 PROJECT MANAGER: C. PATTON REVISED BY: DATE: ZA 2/4/04 NC5 I/15/OS ET5 5/26/10 LATERAL BY: DATE: MEI 4/14/10 LATERAL JOB NUMBER: 010-233 A2 AS ANW WOODINVILLE OFFICE JOB NUMBER: 100055 FRAMING $ FOUNDATION DIMENSION SHEAR WALL PER PLAN $ SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 39" MAX. SLAB TO GRADE 6' MI WOOD TO SOIL IUYG�l (I) #4 BAR CONT. MAX 6 " 1�1 BELOW TOP OF FND. WALL ' 11 •. 111 ////////'/////<, TIGHTLINE \\ /� STORM DRAIN" IF REQUIRED '/� \/, .\ . 2x STUDS PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN 4” CONC. SLAB OVER 4" GRANULAR FILL n • ,d h• R i' �T ti • !' q , y • "?•.. {..•M1 ..•. .5/�/�' �rL° \•'+nom.{ \ •Ili'7 ,\ \# \ \.\ • �/ 4 BAR VERTICAL g IS O.G. ..II . / N$ HORIZONTAL @ 18" O.G. 3" GLR. 4" DIA PERF. FOUNDATION DRAIN r • w R. • "'\` `. li BAR CONTINUOUS 4" HOOK 11 11 I )8" GARAGE FND. W 1 : SCALE I" = 1' -0" NOTICE: FOUNDATION DRAINAGE (FOOTING DRAINS) Gravel or crushed stone drains shall extend at least 1 foot beyond the outside edge of the footing and 6 inches above the top of the footing and be covered with an approved filter membrane material. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches of the same material. City of Tukwila does not recognize the use of a "sock" type filter fabric that slips around drainage pipes as an approved method. Only approved footing drain filter fabric "filter membrane" shall be the excepted method placed over the top and side of the gravel or crushed rock covering the footing drain. (R405.1) All perforated pipe shall he laid with the perforations down. ceff BUILDING LINE BEYOND ••4 4 •• a a GARAGE SLAB .r � ti 1• -1 I 1 =1 II =1 1 1 =1 11= 1- 111- 111 -1111=-1111 —111 ,1 F -4111 I I TURN DOWN SLAB INTO CONT. FOOTING (2) #4 BARS GONTINUOUS • G a d I. t• .. 'n 1 4 .ti '] ..; ;.. may rq,• ••�..1 • • .• +y i' 1 i'I —rl i —i l'i =1 I -111-1 I 1 II I I I 1 1 1 -1 1 I —I z i =o K FOOTING DRAIN 3 THICKENED' SLAB ® ' 0 .H. DOOR FRAMING $ FOUNDATION DIMENSION SHEAR WALL PER PLAN 4 SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN I6d 04 "O.C. Z - FLASHING WOOD TRIM OPTIONAL 16d TOE -NAIL 11 6" O.G. 6 II MIN WOOD TO SOIL Lic TIGHTLINE --- STORM DRAIN"--- NI IF REQUIRED N. z • itt- 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.46. PLYWOOD SUBFLOOR GLUED $ NAILED a - a BITUMINOUS \. \ \� O "44 DAMPPROOFING/ _ mon TOP OF FTG..\\ ' .: ••11 • z TO FIN. GRADE• / •'f1 11 5" CLR.`I 4" DIA PERF. FOUNDATION. DRAIN PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT MAX. 6" BELOW TOP OF FND WALL #4 BAR VERTICAL @ 18" O.C. 4 HORIZONTAL @ 18" O.G. 6 MIL. BLACK V. B. (2) #4 BAR CONTINUOUS z i dJ c 8" FND. WALL 11' ;; 11- 111- 111 -111= ' 4 I; -4 HOOK= 111 —' 4 1' ' 1 i I -i i 1 ' SCALE 11 C 11 -011 SHEAR WALL PER PLAN $ SCHEDULE BATT INSULATION PER PLAN 3/4" T. 4 G. PLYWOOD SUBFLOOR GLUED $ NAILED LAP JOIST 6" swativairmustinv FLR., JSTS.:PER PLAN I6d ®4" O.C.:' 8d 614 „ =O.C: ' PER 160 TO NAILS n BOTTOM OF BEAM SIMPSON "P5" OR "MA6" OR APPROVED EQUAL • . 4"./4111 1 =1 MIII- 1I1 =1I1 =III= I -111 =111 ;,II „11 ;II / '-4” • 4• • BEAM PER PLAN 2x4x 12" CLEAT w/ 2) I6d NAILS INTO "IALS NTd COLUMN POST PER PLAN 6 MIL. BLACK V. B. to 2) #4 BAR CONTINUOUS SCALE : 1" = 11 -0" i 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.46. PLYWOOD SUBFLOOR GLUED $ NAILED FRAMING $ FOUNDATION IP 111111,11%,,,,lirleVATM MUDSILL 1 A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT. MAX. 6" BELOW TOP OF FND WALL `Q' #4 BAR VERTICAL @ 18" O.G. 4 HORIZONTAL @ 1811 O.G. 6 MIL. BLACK V. B. 3" C.L.R. DIMENSION INSTALL 1/2" G.W.B. I6d @ 4" O.G. I6d TOE -NAILS 6" O.G. 4" CONC. SLAB OVER 4" GRANULAR FILL . < t•1 .. 11 . — Q II ., . •: - - — • y. JI 1 1 =111 1(1- 111- 111 -111 -I I 1 —Ill — III— III—III —I 1— III —III —III 111-11 ' -I I I - - III 1 I 1 -1 I»-- ' BITUMINOUS DAMPPROOFI NG TOP OF FTG. TO TOP OF SLAB • . - •a, 11=:.-1:** • ,_ (2) ,#4 BAR CONTINUOUS 4";' HOOK 4 SCALE : I "= I' -O 11 :1,,+' 8 ., �' , CONTINUOUS FOOTING 8" FND . WALL -( GARAGE r r. 21 -0" 2x4 CEDAR TYPICAL FRONT SCALE: I" = I' -0" (HANDRAIL GRIP SIZE PER - I I RG R311.5.6.3.) 1 1/4" DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR 1 6' -8" MIN. HEADROO N NOTE: SPACING' BETWEEN INTERMEDIATE GUARDRAIL MEMBERS TO BE SUCH THAT A SPHERE OF 4 11DIA. SHALL NOT PASS THROUGH ANY OPENING HANDRAILS PER • ;IRG R5I1.5.6: BALUSTERS TO =CONFORM TO I RC 8312.2' --\I, 36" MIN. STAIRWAY WIDTH-- PER IRC R31 I .S.I 10" MIN. UJm r I6d 4" O.G. _ I 11 e�Rq 2X4 THRUST BLOCK / BELOW STAIR fr\lTS 1NSTr LL II. G.W.B. ( CEILING $ WALLS (5) 2X12 STRINGERS FIRE BLOCKING @ MID -SPAN NOTE: GREATEST AND LEAST TREAD $ RISES SHALL NOT VARY MORE THAN 3/811 (PER IRO R311.5.3. 14 R3I 1.5.3.2) (3) 8d TOE NAIL STRINGER TO THRUST BLOCK JOIST OR BLOCKING ® FLOOR BELOW Es) INTERIOR STAIR NOT TO SCALE BATT INSULATION PER PLAN TRUSS PER PLAN 1/16" PLYWOOD SHEATHING NAILED w/ 8d NAILS @ 4" D.G. 4 SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER $ SHEATHING riEXTEND 12" ABOVE INSULATION WITH 1 I/2" CLEAR AIRSPACE VENTED 2X BLOCKING W/ (3) 2" DIA HOLES PER 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL GUTTER A55 @ 24" D.G. (BIRD BLOCKING TO TOP PLATE) SIMPSON HI CLIP 0 EACH TRUSS BATT INSULATION PER PLAN SHEAR WALL PER PLAN; .. C E) FLAT GEI -LING BATT INSULATION PER PLAN TRUSS PER PLAN--, 1-8d NAILS L 4" O.G. (SHTG TO BIRDBLOGKING) OVERHANG PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN SCALE : 1" = 11 011 FRAMING 4 FOUNDATION DIMENSION 4 SHEAR WALL PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN I6d 0 4" O.G. Z - FLASHING WOOD TRIM OPTIONAL I6d TOE - NAIL; 6 "_OG 6 MIN WOOD TO is* 1 TIGHTLINE.. STOR M DRAIN IF •REQUIRED` I -`�V BITUMINOUS %\ pw DAMPPROOF I N" m44 TOP OF FTG K'l� z TO `FIN: GRADE "/ ' °•�I • ° ", k I , �cc . OVVIAF=TARIalli—PYRAITA—N 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.46. PLYWOOD SUBFLOOR GLUED $ NAILED •• MUDSILL / A. BOLTS L 5 PER FOUNDATION PLAN (I) #4 BAR CONT MAX. 6" BELOW TOP OF FND WALL #4 BAR VERTICAL @ 18" O.G. $ HORIZONTAL @ 18" O.G. 6 MIL. BLACK V. B. (2) 4$4 BAR CONTINUOUS J 3" GLR:; 4" DIA PERF. FOUNDATION DRAIN (5)s" FNn. 1— L ■ % Zo 4" 1H00K 11=1' "111 111 1111 -5GALE : 1 " = I' —OII CRICKET 2 X 6 BUILT -UP CURB SKYLIGHT SIZE PER PLAN IN/ 4" MIN. CURB FLASHING AS RECOMMENDED BY MANUFACTURER (2 LAYERS LAMINATED GLASS +121 -0" A.F.F./ 2 LAYERS TEMPERED GLASS ® - 121 -0" A.F.F.) RAFTERS OR TRUSS BEYOND • . ' BATT INSULATION % % ` '' PER PLAN y : (2) 2X4 r y 2X4 INFILL FRAMING ' rr ,' 5/8" G.W.B. :AVE SKYLIGHT nujO<E ,—;!( -=° :LUC )LIQ c:21 ot214 ja-LCC !°!jri ti 50—C )(;.• n631Z :°4 —A2C LjmLa-u81 La. w z cc <444 144444444 1.6 co !iiiiit?iiii&k: �I 7/16" PLYWOOD SHEATHING NAILED w/ 8d NAILS @ 4" 0.C.: $ SUPPORTED PANEL EDGES ROOFING MATERIAL F;R ELEVATION OVER BUILDING PAPER $ SHEATHING HEXTEND 12" ABOVE INSULATION WITH I I/2" CLEAR AIRSPACE VENTED 2X BLOCKING _IN/ (3) 2" DIA HOLES PER 24" D.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL GUTTER I A35 @ 24" O.G. (BIRD BLOCKING TO TOP PLATE) SIMPSON HI CLIP ® EACH TRUSS SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN Ali 1-8d NAILS g 4" O.G. (SHTG �f TO 13 I RDBLOCKI NG) OVERHANG PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN SCALE : I" = 1' -0" r, r ..2� BRAGKET DETAIL ( F k FLAT CEILING $ EAVE L. D(O It REVIEWED FOR CODE COMPLIANCE Cityof Tukwila RECEIVED BUILDING DiviRiorg APR 26 2010 PERMIT CENTER 16 DESIGNED BY: DATE: DRAWN BY: DATE: 5W17 c1/4/05 O. PATTON REVISED BY: DATE ZA 2/4/04 NO5 I/15/05 ET5 5/26/10 LAMRAL BY: , DATE: MEI 4/14/10 LATERAL MB MNBER: . 010-233 /6% AS JOB NUMBER: MINIiIINIERINII113116 • 1!1l1111111 2x10 FLOOR JOISTS @ 16" 0 C. Intimmiumms L_ NMI 4 PLATFORM @ 15" ABV: SL' AB, USE 2x4! JOISTS. -g '16" O :G: (2). LAYERS: 3/4 ":PLY. 2' -0 (2) F.J1 GANTL: _2x10 RIM 4x10 D.F. DROPPED 4x10 D.F. DROPPED 2x10 F:J: 16,11-0.C. • 52' -0" OVERALL FOOTPRINT 20' -0" 16' -0" 16' -0" 56"x45" CONC. LANDING STUB -OUT #4 BARS 24" LONG @ 15" 0.G. O D.S. • "7 "x14" SCREENED FOUNDATION VENTS :- (q) REQUIRED D.S.O 2,0 7 OO • J p. STS . (2) F.J. 4x10 D.F. DROPPED 4x10 D.F. DROPPED .JOIST TYPICAL 2x 0OONR JOISTS g l6" O.C. 1 4x4 P.T. POSTS 4x6 P.T. POSTS BEAM JOINTS TYPICAL, U.N.O. iL iL „i SIMPSON JOIST HANGERS TYP. WHERE SHOWN :\! 2x10 FLOOR JOISTS I6 1"0 G. Y„ y• 7-, .7 r. 7 / / / / 1 ®iii :�i�IP. .'• I ... ;:I I ;4x10 D F. DROPPED 3/4" T. $ G. PLYWOOD GLUED 4 NAILED STAGGER JOINTS TYPICAL CI r NM IND N LOOR SCALE: I/4 " =1' -O" FLOOR FRAM I NG NOTES: I. CONTRA4TOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS _PRIOR TO CONSTRUCTION. 2.'I ALL. FLOOR JOISTS TO BE 2x10 HF #2 @ 16" ON CENTER UNLESS NOTED OTHERWISE (U.N.O.) 3. ALL BEAMS $ HEADERS TO BE 4x10 DF #2 g 2x4 WALLS 4 6x6 DF #2 g 2x6 WALLS U.N.O. 4: r POSTS -TO BE 4x4 DF #2 $ 4x6 DF #2 @ BEAM JOINTS, U.N.O. 5: ' 'PROVIDE; SOLID BLOCKING OVER SUPPORTS. 6.1'FROyIDE FIRE BLOCKING @ ALL PLUMBING PENETRATIONS. 1. BEARING,WALLS ARE SHADED. S. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. q. • INDICATES POINT LOAD SUPPORTED BY (2). STUDS, U.N.O. - AO. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED: II. SEE SHEET Al FOR ADDITIONAL NOTES. AMNS PLAN D.5.O • . • 36 "x45" CONG. LANDING STUB -OUT' #4 BARS 24" LONG';;@ 15" O.G. • • 4d d" D.5.0 BLOCK -OUT GONG. FOR 28 DOOR BLOCK -OUT GONG. FOR • FURNACE DUCTS 4" DIA. x 60" CONCRETE FILLED. STEEL BOLLARD . 24" MIN. EMBEDMENT LINE OF FOOTINGS TYPICAL 12 "•WIDE CONC. STEP 2' -0 • d LINE OF BEAM ABOVE C= _ 9 1- a 9 • LINEN OF WALL ABA. SOFFIT,! VENT 4 INSULATE e •. O D.S. Z 4' -0" 4' -0" 4' -0 ' 4' -O" 4. O • 2' -0" SLAE3 .ON GRADE . 4" CONC. OVER 6 MIL (BLACK) V.B. OVER • 4" GRANULAR FILL SLOPE 4" TO 0.H. DOORS • 1 L J CONTINUE FOOTING . BENEATH DOORS • EDGE OF SLAB CRAM. SPACE 6 MIL (BLACK) V.B. Car LINE OF BEAM ABOVE_ O O 3' -0" 4' -0" 4' -0 2' -O" 4' -0" L r 24 "x24 "X12" GONG " FTG L(5) #4 e/y1 j:. J C I' 10 1/2" 16' -3" R.O. 20' -O" 6 AS LINE OF BEAM ABOVE AIL 9 zo ;.:2'- 477.777772 \ 4"-0"--1- 4' -0" 2' -0„ / / "x I S 24::, _,CRAWL SPACE ACCESS INSULATE 4 WEATHER STRIP 1 Fc �i 17\0 '. • O 0 2' 0" 3' -0" 4' -O" 4' -O" 2' -0" 4' -0" 4' -O" 4' -O" 2' -0" STUB -OUT #4 BARS - IS" 0.G. NERVASTROHL OR FLASHING -•:•• • a. 1' 10 1/2" 10' -0" • • I• I 1 I I a. •Iz?..I• ENTRY • m ' 4" GONG. OVER 4" GRAVEL BASE • ' • T. • . • a 2' 0" • BEAM SCHEDULE PLAN VIEW DESCRIPTION : -1— ' — — — — — DROPPED BEAM DESIGNATED – — — — – ON FLOOR',PLANS: _ — — — _ DROPPED BEAM DESIGNATED' ON FRAMING PLANS:::,. FLUSH AND TOP FLUSH BEAM DESIGNATED ,ON FRAMING PLANS. / / / / / / /��� / / /��� UPSET BEAM_ DESIGNATED ON FRAMING PLANS. : I / / / / / / / / / / / / / /// O D.S. /2/ ;DN2R.J O 1 N FILL $ COMPACT FOR 4" CONC. L Jf FQUNATQN FL4N SCALE: I/4 "= I' -O" S' -0" FOUNDATION NOTES: I. CONTRACTOR.; SHALL, VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. ., 2. ALL. FOOTINGS TO REST;ON UNDISTURBED SOIL. 5. ALL WOOD IN CONTACT INITHuCONCRETE TO BE PRESSURE TREATED. 4. SOFFIT, VENT,' $ INSUL'ATE CANTILEVERED AREAS. 5. STEP FOUNDATION PER SITE CONDITIONS. 6. 1,500 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD. I, ' 7. SEE SHEET Al FOR ADDITIONAL -._NOTES. S. SEE SHEET A2 -FOR FOUNDATION VENTILATION CALCULATION. • 1 r c- ii p ;re O D.S. MD Ile z O J 0 0 4 N REVIEWED FOR CODE COMPLIANCE APPROVE Tip JUL 14 2010 City of Tukwlla � BUILDING DIVISION NEC .250.50. A concrete " "encased grounding electrode is required in; <all new concrete footings. The, electrode shall consist of at least 20 feet -of.%" or.l;arger reinforcement bar or { #4 copper, wire, located near the bottom of the building footing. (NOTE: 20 ,foot rebar shall be one L ; continuous piece tied along side g any vicinity footing rebar and shall protrude 1 8" inin. above top of foundation wall L -near location of power panel.) FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. RECEIVED APR 26 2010 PERMIT CENTER Lo 0 Lnx w }2' IOZZ¢OO ,JLwi,5O wI-Z-- 10 }Z-N.WWF op w0ZL' JNw Qoo (nO°w°-on. oo ��WQUWZ pIN-a O ZO�OZZ p Z Q w j2 WO�p�0{� 0 wc, I- 'z UIOwOfxzp szzo o U o- Z W mZalloWUF,T=x OF- Oz <L_LnxpOV, z ' aLo0o(Hoal- w loQI O Qo¢wwawctoceir dzwT�� >La.Q.ILQQ 0 o co z Fri O ,w Iv- Z N cc O 000 000 N 0 Z ' :Uw w WILLiIcc L ¢0U_ W0 z w w FEUERSORUM M2SOO4FT-4 z DESIGNED BY: TO DRAWN BY: SIND DATE: Igg6 DATE: q /4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NO5 I /15/05 ETS 3/26/10 LATERAL BY: DATE: ME I 4/14/10 LATERAL JOB NUMBER: 010 -233 A4 AS ANW WOODINVILLE OFFICE JOB NUMBER: 100055 r-- 4x6 4x6 571/5"x18" G.L.B. 24F -V4_ DROPPED 571/8"x18" G.L.B. 24F -V4_ DROPPED UPP 6x8 D.F. #1 R. @ 7' -8' 6x6 .2x10 BLOCKING TYPICAL ■ 0% ie i0 i0 oo oo oo iI io i# 00 • io F i , 2x10 P.J. @ .12' O:G' / / / /.::% / 1 IL I1 1- 1- x. %� 1 HEADER @ 7' -8" 5 -I/8 "x15 G.L.B.24F -V4 UPSET INTO WALL ABV. 1YZ.'►'17 11ff-ZIZZ .I1or 11f1 °1f1i1.1r1Z ►'11f 6x6 2x10 FLOOR JOISTS 0 12 ' 0 C 6x6 6x12 DF #I I!- Ii1.Tp ��.� ii1a1o111 ■1io1:4isi -11 6x6 2x10 RIM il�lialTe 11Z7 'LT A -Li t =tom C =�Y! = =Ylf —• =sue L 4x10 FLUSH 11 2x 0 FLOOR J SST �@ 16" 0.G. NIMMIIMIS II Min= u, =MIN I1 EMMEN JOIST TYPICAL 3 -I/8 "x12" G.L.B. 24F -V4 (20' -0" LONG) SCALE: I/4 "= I' -O" 3/4" T. ff G. PLYWOOD GLUED 4 NAILED STAGGER JOINTS 'TYPICAL r r. FLOOR FRAMING `NOTE' ES : 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. - 2. ALL FLOOR JOISTS TO ;BE 2x10-HF #2 0 161' ON CENTER UNLESS NOTED OTHERWISE (U.N.O.) - ' 3. ALL BEAMS $ HEADERS TO BE 4x10 DF #2' @ 2x4 WALLS $ 6x8 DF #2 2x6 WALLS U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS.:. 5. PROVIDE FIRE BLOCKING @ ALL "PLUMBING PENETRATIONS. 6. WINDOW HEADERS @ 7' -10 ABOVE' FINISHED FLOOR 0 MAIN FLOOR U.N.O. WINDOW HEADERS @ 6'- 10 "JABOVE ^FINISHED FLOOR @ UPPER FLOOR U.N.O. 7. BEARING WALLS ARE SHADED.' '�,_ S. PLUMBING AND MECHANICAL FIXTURES,,' ARE DASHED. a. • INDICATES POINT LOAD' SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO 5E PRESSURE TREATED. 11. SEE SHEET Al FOR ADDITIONAL NOTES. t- 2x10 FLOOR JOISTS @ I6' 0.C. 441116. • 31I xgl4 " 2.0E PSL FLUSH — SIMPSON JOIST HANGERS TYP. WHERE SHOWN 4x10 FLJSH rr • it 6x10 D.F. #I 4x10 D.F. #2 RAM I NO FLAN 6x10 D.F #1 BEAM SCHEDULE PLAN VIEW DESCRIPTION - — — — - DROPPED BEAM DESIGNATED - — — — - ON FLOOR PLANS. DROPPED BEAM DESIGNATED --- _ _ _ ON FRAMING PLANS. COVERED AREA: -FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING PLANS. / / / / / / / / / / / / / /// 0 S.F. UPSET BEAM DESIGNATED ON / / / / / //. FRAMING PLANS. 52' -0" OVERALL 20' -0" 16' -0" 16' -0" 16' -0" 41 -0" 8' -O" 8' -0" 8' -011 8' -0" 2x6 STUDS © 16" D.G. W/ R -21 INSUL. TYPICAL @ EXTERIOR U.N.D. Li GONG. LANDING (2) 26 GA. SEISMIC. STRAPS W.H. TO WALL T.O. PLATFORM • ' I8" ABV.' SLAB (MIN.) 4" DIA• STEEL BOLLARD r LINE OF- (BEAM ABV. CZ 11- cd 6 °5° DBL. SLIDER W/ S.G. 1 1 —GONG. LANDING Ci 7.15" MAX. BELOW THRESHOLD ars ▪ 1 I 1 1 Le -/ -- -- '.L LINE OF WALL ABV. (2) 2 °4° SKYLIGHTS I' X 6' -O" 0 O dJ 2x4 STUDS t 16" 0.G. TYPICAL -(4) ' GARAGE 4 —GAR • TANDEM GARAGE • • .CONCRETE `r 9 TIGHT FITTING, I -3/8': THICK (MIN.) SOLID • ,\ GORE METAL DOOR W/ . SELF CLOSER r -8 1111 11 W/ LAM. GLASS NOOK yHDWD 288° OP& IL z 868 S. LINE 0F =1 BEAM ABV. GARAGE NOTE: INSTALL " G.W.B. WALLS 4 POSTS. 5/8" TYPE 'X' G.W.B. @ • CEILINGS 4 BEAMS. +— • • 6 °8° GARAGE DOOR 1 -0" I0' -O" '1 2668 F.D • PI W/ S.G. - a NEI 11 10"5° DBL. SLIDER H.B. SINK KITCHEN HDWD RANGE /OVEN (GAS) Y.T.O. 010 O OPG HDWD 6' -0" V 1 IP FED. SINK 4' -0" O N O 0 36, WIDE GAS_ FIREPLACE -BY FIREPLACE XTRORDINAIR INSTALLATION PER MANUF SPECS w/: FLUSH 'HEARTH LY CARPET I' .L Fyn• Ii s':1 4x4 POST J ( ,SLOPING. -ALF WALL 36" ABV4,NOSING 9 2 L_ 4 - -. 5 RISER =714" T READG=iO" 8 2' I lb O d- 4' -O" 151 I 4 131 I 11 lc) 4 — PROVIDE MIN. I8 "x24" CRAWL SPACE ACCESS, INSULATE 4 WEATHER STRIP 10' -0" 2' -0" r r 2 - 0 " • 16' -0" 2x4 HALF WALL 36" A.F.F. 4x4 POST PINING CARPET 164° PICTURE W/ S.G. (EA. SIDE) LINE OF FLR. ABV. 6 °5° DBL. SLIDER 6' -0" 4' -0" FOYER HDWD m WALL ABV. ENTRY CONCRETE 20' -0" 10' -0" -r !�J 1 in 2x4 HALF WALL - - 36" A.F.F. 71 4x4 POST I" (OPTIONAL DEN) Er : LIVING CARPET 1 - - -� OPTIONAL FRENCH DOORS 4' -D" 2' -0" 4' -O" 8' -0" ' - MAIN FLOO LAN SCALE:. 1/4"=1'70" FLOOR FLAN NOTES 1. CONTRACTOR SHALL VERIFY 'ALL' NOTES;? DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION:,' ' F: 2. WINDOWS 4 DOORS ARE SHOWN 8 NOTED: AS .NOMINAL SIZES. 3. EXTERIOR WALLS TO BE 2x6 STUDS . 0.C. U.N.O. 4. • INDICATES POINT LOAD SUPP-CORTED BY (2) :STUDS, U.N.O. 5. SMOKE DETECTORS *SHALL BE IIOV INTERCONNECTED w/ BATTERY BACKUP *SHALL BE INSTALLED ON EACH' FLOOR- AND'I• ALL BEDROOMS *SHALL BE INSTALLED IN EACH !LOCATION 14•IERE THERE IS A CEILING CHANGE GREATER THAN 24 "!' *SHALL BE LISTED IN ACCORDANCE WITH U1-2171 '$ INSTALLED PER THE HOUSEHOLD FIRE WARNING EQUIPMENT- PROVISIONS OF NFPA•2. 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.C.; R303.6 7. SEE SHEET Al FOR ADDITIONAL- :NOTES 8. SEE SHEET A2 FOR VENTILATION.SCHEDULE. bto pia • 5 DBL. SLIDER 4' -0" • O in tn 9 (v 44' -O" OVERALL N,. 0 o' -0 1: { I" (1 1 L • • 4 } N O I m O I m O (V 1 REVIEWED FOR CODE COMPLIANCE A1E3'Q��� JUL 1 4 2010 City of Tukwila BUILDING DIVIsiCnN RECEIVED APR 2 6 2010 PERMIT CENTER NOTE: SEE '5' SHEETS FOR LATERAL INFORMATION $ ENGINEERING DETAILS AREA SUMMARY LOWER FLOOR: 0 S.F. MAIN FLOOR: 1252 S.F. UPPER FLOOR: 1354 S.F. TOTAL FINISHED AREA: 2606 S.F. GARAGE: 120 S.F. COVERED AREA: 44 S.F. UNFINISHED AREA: 0 S.F. wf ! Ii OWU � WNU 1-• 4s,„ o 411* Ln� w)-c - I-WLL VOZZZQOO J1w5O WZJO )-Z-U(�wF- !L±.- OW�Za:NJWd :'w <FNZCnaiQ _. - 0P�`'UZZ° p _'-'ZQW 8Q: ,p�.laOsF- • 1-- O�.( =,,r ,Z?U Q —Qz LW., Et Ca ''' 0_ F_ r v'-i La a. Upa La.ZNW fn � W Q O W W= ZQNJW:()( ��In OHZQQ : fn1nZ o�p F-1��ilJWOZ ZZII WE-�(nw4jp8 =mpQ1= QOQL'.Ii W¢c6oQQ OZWF�� >LLOLLQQ 0 0 2 0 0 CO • Z w J �2 z - • U. 0 w tf) z w w O w w • z DESIGNED BY: TO DRAWN BY: SIND DATE: l aa6 DATE: q/4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NOS 1/15/08 ETS 3/26/10 LATERAL BY: DATE: ME I 4/14/10 LATERAL JOB NUMBER: 010 -233 AS AS ANW WOODINVILLE OFFICE JOB NUMBER: 100058 WINDOW HEADER 8' -0" 12' -0" 16' -0" 16' -0" 7' -8" ABV. SUBFLOOR, FE. ® ci' —I" ABOVE MAIN FLOOR D.S.o1 (2) 2 °4 °SKYLIGHTS W/ LAM. GLASS LINE OF ROOF BELOW 24" 0.H. 1/2" CDX OR O.S.B. SHEATHING fE.0',�i' -I" ABOVE STAGGER JOINTS, TYPICAL T MAIN-FLOOR (CGX PLYWOOD @ EAVES) D.S.a r-- IMP M. D.S.a 0 FP. @ IS' -O" ABOVE MAIN FLOOR -LINE OF WALL BELOW T / - I\ D v t G � ILIFALc - ..•......... . ... � A18 F: : L0O( .. ., ,„ lar M N i/ a_I -• c: e A ...._ __ .. lik___ ,. ,. ,. . L. ... ..„ ...., .,...• • .,,___ ,,......, , . „. .. ._ :..: .., ,. , .:....•....,. ,.... . ______„: ci,, • 1 , ,, ,, , ,.., ....„. ,,,, ,, . ,.., _. -- -- .. . ,,,,s.,. ...____ . ,___ 6:12 2 °4° SKYLIGHT W/ LAM. GLASS 6x8 D.F. #I END JACKS @ 24" O.C. I IV "10 �I 2 11 0 :• O 94 °;DBL. SLIDER 1017.S. EGRESS 2x6 STUDS @ 16" 0.G. - W/ R -2I INSUL. TYPICAL' EXTERIOR U.N.O. FL @ :a' -1" ABOVE MAIN FLOOR MSTR 15E17RM CARPET 30NU5=.RM FIREPLACE BELOW N 2x4 * 2x6 WALL I IOV S.D: 1"x7" ATTIC VENTS (12) REQUIRED UPR ROOF CARPET 5° BI -PASS (MIRRORED) (2) 2x4 WALLS WHOLE HOUSE FAN W/ AUTO TIMER 4 MANUAL OVERRIDE LINE OF 2x4 I 2x6 WALL IIOV S.D. 0 24 24 1 Jj "404° , 5KYLIGHT= WI LAM GLASS WINDOW SEAT g 15" ABV. LANDING LINE OF 2x4 MALL 2x6 INALL O 1- 51_40" 3' -10" 2' 0" II0V 5.D 11 0 4r e: 0 i \/ /\ / i i i STUB TRUSS FLAT TOP GIRDER TRUSS SOFFIT DOWN TO 7' -0" MSTR 15 5A 2 VINYL. h if 1 22 "x30" (MIN.) ATTIC ACCESS INSULATE WEATHER STRIP VINYL. LINEN 6° BI -PASS i " LOFT CARPET JATTIC ACCESS •7 1 1 ix∎ 1 9 O N -17 WU WL 0 (4 1 w voZZZZOO..,LbOO ,w, }}- w- Z- L�>- ZNU(nwF- xon- �m��frz`"� oEw8ZduW J1+-a a :W <F�Z,nn N� mY 0 z �Z 0 (7 ZZ?U WilO=n- wCUaWL- LLam8IdWZWW� 7 UScofN- w U0UWX-IF Zi_a _I _ LL U Ln -� ¢ F N (n r-Dz< x� o N�JEOZU z om o 6 Z��Z OQ =w�O <: =� 2 4z>LTE2% Lo O in ( — N P.) CA o U ` rn Z W ,w W Ili Z � cc l' = 03 .. 0 r/ o8.2 L.L. 1ado `. Ce 10� ..4. N Ru-,ci z0 w W w =U w w u- - O J ❑ 0 0 IC z N 'ct 74c4;444411111144 rn co O 1- 9 cV 6° BI -PASS CONTINUOUS SOFFIT VENT, TYPICAL ALL S0FF I TEP EAVES (28 L.F. MIN.) 2 °2° PICTURE 110V S.D. FP. @ I8' -0" ABOVE MAIN FLOOR 2x4 KNEE WALL 2' -0" I 4' -O PLATFORM 0. 15" A.F.F. SEDRM 2 CARPET 3 -I /8' x12" G.L.B. 24F -V4 (20' -0" LONG) FRAME OVER W/ 2x6 @ 24" 0.G. G. D.S.a EGRESS 505° SLIDER 5 °56 RADIUS 0 L F3?. 0 01' -1" ABOVE MAIN FLOOR 0.H. r r 1 L 0 1IOV S.D. 2' 0" 5EDRM 5 CARPET O N T.O. BEAM g—' II' -I" A.M.F. D.S. 6' -0" RO SCALE: 1/4"=1'-011 J' MNG PLAN 8' -0" 12' -0" 12' -0" 8' -0" 12,_Q" ROOF FRAMING NOTES: L CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS 2. ALL. BEAMS $ HEADERS TO BE 4x101 DF #2' ® 2x4 WALLS 4 6x8 DF 4t2 ` OR 4x10 DF #2 b 2x6 WALLS U:N.O: 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. BEARING WALLS ARE SHADED. 5. WINDOW HEADERS @. 71-10", ABOVE FINISHED FLOOR @ MAIN FLOOR U.N.O. WINDOW HEADERS Ca1,'1' =0" ABOVE FINISHED FLOOR @ UPPER FLOOR U.N.O. 6. ALL. TRUSSES: i * SHALL CARRY MANUFACTURER'S STAMP. * SHALL BE INSTALLED 4 BRACED TO MANUFACTURERS SPECIFICATIONS. * SHALL HAVE DESIGNDETTILS ,. DRAWINGS ON SITE FOR FRAMING INSPECTION: * SHALL NOT BE FIELD, ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. 7. • I ND I CATES POINT LOAD' SUPPORTED BY (2) STUDS, U.N.O. 8. 1 NSTALL SHEAR: WALLS 4 /OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING `FINISH ROOFING. " ci. SEE SHEET Al -FOR ADDITIONAL NOTES. 10. SEE SHEET A2 = FOR -ROOF VENTILATION CALCULATION(S). PRIOR TO CONSTRUCTION. TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER 8301.5 2006 I RC. WEBS SHALL BE CONFIGURED 50 THAT ALL OPENINGS ARE SMALLER THAN 24" WIDE x 42" HIGH PER THE ABOVE TRUSS LAYOUT. • uFF goo SCALE: I/4 "= I' -O" FLOOR FLAN NOTES: FLAN I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4' DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. EXTERIOR1 ALLSJTO BE 2x6n STUDS @ 16" O.G. U.N.O. 4. • INDICATES POIMT,LOAD SUPPORTED BY (2) STUDS, U.N.O. 5. SMOKE DETECTORS *SHALL BE IIOV INTERCONNECTED w/ BATTERY BACKUP *SHALL BE INSTALLED ON EAGH FLOOR AND IN ALL BEDROOMS *SHALL BE INSTALLED IN-EACH LOCATION WHERE THERE 15 A CEILING ORANGE GREATERTHAN 24 ". *SHALL BE LISTED- IN;AGGORDANCE WITH UL217 & INSTALLED PER THE HOUSEHOLD FIRE ,WARNING EQUIPMENT PROVISIONS OF NFPA72. n \ 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8303.6 7. SEE SHEET _.AI.. \FOR: ADDITIONAL NOTES. 8. SEE SHEET A2 FOR VENTILATION SCHEDULE. VIEWED FOR CODE COMPLIANCE APPRn'F. JUL 14 2010 City of Tukwila BUILDING nI�ncInn� __ B M� G1-IEDUL.E '`- PLAN VIEW o�UTIL_ I dI T r_ VINYL A ON FLOOR PLANS. D.S.a EGRESS 505° SLIDER 5 °56 RADIUS 0 L F3?. 0 01' -1" ABOVE MAIN FLOOR 0.H. r r 1 L 0 1IOV S.D. 2' 0" 5EDRM 5 CARPET O N T.O. BEAM g—' II' -I" A.M.F. D.S. 6' -0" RO SCALE: 1/4"=1'-011 J' MNG PLAN 8' -0" 12' -0" 12' -0" 8' -0" 12,_Q" ROOF FRAMING NOTES: L CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS 2. ALL. BEAMS $ HEADERS TO BE 4x101 DF #2' ® 2x4 WALLS 4 6x8 DF 4t2 ` OR 4x10 DF #2 b 2x6 WALLS U:N.O: 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. BEARING WALLS ARE SHADED. 5. WINDOW HEADERS @. 71-10", ABOVE FINISHED FLOOR @ MAIN FLOOR U.N.O. WINDOW HEADERS Ca1,'1' =0" ABOVE FINISHED FLOOR @ UPPER FLOOR U.N.O. 6. ALL. TRUSSES: i * SHALL CARRY MANUFACTURER'S STAMP. * SHALL BE INSTALLED 4 BRACED TO MANUFACTURERS SPECIFICATIONS. * SHALL HAVE DESIGNDETTILS ,. DRAWINGS ON SITE FOR FRAMING INSPECTION: * SHALL NOT BE FIELD, ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. 7. • I ND I CATES POINT LOAD' SUPPORTED BY (2) STUDS, U.N.O. 8. 1 NSTALL SHEAR: WALLS 4 /OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING `FINISH ROOFING. " ci. SEE SHEET Al -FOR ADDITIONAL NOTES. 10. SEE SHEET A2 = FOR -ROOF VENTILATION CALCULATION(S). PRIOR TO CONSTRUCTION. TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER 8301.5 2006 I RC. WEBS SHALL BE CONFIGURED 50 THAT ALL OPENINGS ARE SMALLER THAN 24" WIDE x 42" HIGH PER THE ABOVE TRUSS LAYOUT. • uFF goo SCALE: I/4 "= I' -O" FLOOR FLAN NOTES: FLAN I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4' DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. EXTERIOR1 ALLSJTO BE 2x6n STUDS @ 16" O.G. U.N.O. 4. • INDICATES POIMT,LOAD SUPPORTED BY (2) STUDS, U.N.O. 5. SMOKE DETECTORS *SHALL BE IIOV INTERCONNECTED w/ BATTERY BACKUP *SHALL BE INSTALLED ON EAGH FLOOR AND IN ALL BEDROOMS *SHALL BE INSTALLED IN-EACH LOCATION WHERE THERE 15 A CEILING ORANGE GREATERTHAN 24 ". *SHALL BE LISTED- IN;AGGORDANCE WITH UL217 & INSTALLED PER THE HOUSEHOLD FIRE ,WARNING EQUIPMENT PROVISIONS OF NFPA72. n \ 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8303.6 7. SEE SHEET _.AI.. \FOR: ADDITIONAL NOTES. 8. SEE SHEET A2 FOR VENTILATION SCHEDULE. VIEWED FOR CODE COMPLIANCE APPRn'F. JUL 14 2010 City of Tukwila BUILDING nI�ncInn� __ B M� G1-IEDUL.E '`- PLAN VIEW II DESCRIPTION T r_ DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED __ ( SON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING PLANS. / / / /,S/ / / / / / //j UPSET BEAM DESIGNATED ON FRAMING PLANS. / / / / / / / / / / / / / /// NOTE: SEE '5' SHEETS FOR LATERAL INFORMATION $ ENGINEERING DETAILS RECEIVED APR 26 2010 PERMIT CENTER DESIGNED BY: TO DRAWN BY: DATE: 1'416 DATE: SIND 1/4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NGS I/15/OS ETS 3/26/10 LATERAL BY: DATE: MEI 4/14/10 LATERAL JOB NUMBER: 010 -233 Ae/ ANW WOODINVILLE OFFICE JOB NUMBER: 100055 12 12 2 °4° SKYLIGHT W/ LAM. GLASS 4 12 —1x8 TRIM CONTINUOUS GUTTER OVER 2x6 FASCIA, TYPICAL M.P.O. PLYWOOD W/ FILLET TRIM 1x8 TRIM 2x10 TRIM • .. •1 • . T -L VATON I SCALE: 1/4" = I' -0" 12 12 4 °4° SKYLIGHT W/ LAM. GLASS COMPOSITION SHINGLES, TYPICAL Ix4 VERTICAL WINDOW TRIM 12 COMPOSITION SHINGLES, TYPICAL M.D.O. PLYWOOD W/ FILLET TRIM 12 FE. 0 UPPER 1x8 HORIZONTAL. WINDOW TRIM 12 FE. @ GARAGE 6" EXPOSED 4 1x8 TRIM —Ix8 DOOR TRIM LAP SIDING, TYP. 1x3 /Ix4 CORNER TRIM, TYPICAL MAIN FLOOR ELEVATION NOTES: Miss L_ EG. G. Ir m 1 1 1 1x8 TRIM SUBFLOOR T.@ MAIN MAIN FLOOR 0 Ny RONT 1� SCALE: 1/4" = 1' -0" I. VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. R705.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. RQ03.2 4 R105.2.1 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE- INTERIOR DOORS. 7. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS @ ALL EAVES, TYP. 8. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. �i. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R505.6 10. SEE SHEET Al FOR ADDITIONAL NOTES. Ala LINE OF LANDING 12 Q 4 2x10 TRIM • It @ NOOK i it MAIN FLOOR RICA T ELEVATION Eac+- SCALE: 1/4" = I' -0" VATION 30(A+A -ace 12 I . ( UPPER 0-J 1x3 /Ix4 CORNER TRIM, TYPICAL SUBFLOOR @ MAIN CONTINUOUS GUTTER OVER 2x6 FASCIA, TYPICAL 12 MAIN FLOOR (2) 2 °4° SKYLIGHTS W/ LAM. GLASS 12 Q 4 SAFETY GLASS 2x10 TRIM / / / / / / / 2x10 TRIM 1 Ix8 TRIM 6" EXPOSED LAP SIDING, TYP. EAR ELEVATION &10(4) SCALE: 1/4" = I' -0" INCOMPLETE 1)10 -Ito REVIEWED FOR CODE COMjP'LIANCE JUL 1 4 2010 City of Tukwila BUILDING IlIUISIfM RECEIVED MAY 0 3 2010 PERMIT CENTER ■ O Wu w� ' O u5° I N to 1-4ki;=,. o o (11 � w >- � • F- w t,.. VozoZao2F1(w50 }} 1w"ZJ�>- Z�V(nwi- =ow00m07w-�zcnw a�8ow �a O O F °wz 011-0- 1- �Z7� 'UZZ —o ?ate DO0��i1aO�iN�iJI��� O1-O�Zo3 Z-?U - ~F o a -0-z J w4'- �(4ri.1F���1� Lwi..a. CO.)~QO- t,ZwILT, w 1i1�Ww1 Q OUlww-1 Z�a(nJwOl,.O1F- _l LL UUIJQr 11Z Oi'DZ< 2p�a1�p Zsmd000 <oaw o am E t E-=LD-O < :z= ?- IxUwEOOiwo aoa waccTocn n,zwF§� >l���aa °o0)•- O �� dN w N z 0-D Zwiw w 1141445: w�u. 0 0 • FEUERSORUM • z DESIGNED BY: DATE: TG 1ci Gib DRAWN BY: DATE: 5WD q/4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NGS I /I5 /OS ETS 3/26/10 LATERAL BY: DATE: ME I 4/14/10 LATERAL JOB NUMBER: 010 -233 f�7 AS ANW WOODINVILLE OFFICE JOB NUMBER: 100055 EG. EG. (2) 2 °4° SKYLIGHTS W/ LAM. GLASS 12 Q 4 SAFETY GLASS 2x10 TRIM / / / / / / / 2x10 TRIM 1 Ix8 TRIM 6" EXPOSED LAP SIDING, TYP. EAR ELEVATION &10(4) SCALE: 1/4" = I' -0" INCOMPLETE 1)10 -Ito REVIEWED FOR CODE COMjP'LIANCE JUL 1 4 2010 City of Tukwila BUILDING IlIUISIfM RECEIVED MAY 0 3 2010 PERMIT CENTER ■ O Wu w� ' O u5° I N to 1-4ki;=,. o o (11 � w >- � • F- w t,.. VozoZao2F1(w50 }} 1w"ZJ�>- Z�V(nwi- =ow00m07w-�zcnw a�8ow �a O O F °wz 011-0- 1- �Z7� 'UZZ —o ?ate DO0��i1aO�iN�iJI��� O1-O�Zo3 Z-?U - ~F o a -0-z J w4'- �(4ri.1F���1� Lwi..a. CO.)~QO- t,ZwILT, w 1i1�Ww1 Q OUlww-1 Z�a(nJwOl,.O1F- _l LL UUIJQr 11Z Oi'DZ< 2p�a1�p Zsmd000 <oaw o am E t E-=LD-O < :z= ?- IxUwEOOiwo aoa waccTocn n,zwF§� >l���aa °o0)•- O �� dN w N z 0-D Zwiw w 1141445: w�u. 0 0 • FEUERSORUM • z DESIGNED BY: DATE: TG 1ci Gib DRAWN BY: DATE: 5WD q/4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NGS I /I5 /OS ETS 3/26/10 LATERAL BY: DATE: ME I 4/14/10 LATERAL JOB NUMBER: 010 -233 f�7 AS ANW WOODINVILLE OFFICE JOB NUMBER: 100055 r 1 1 • t1 1 • r Li 7 1 I ' I r. ; I I I.. I 1; - - --r FINISH PER ELEVATION OVER 15110 FELT OVER I/2" CDX OR O.S.B. 1 • 1 COMPOSITION SHINGLES OVER 15Ib FELT OVER 1/2" CDX OR O.S.B. 12 MANUFACTURED TRUSSES PER PLAN ATT I 0-- R-55 INSULATION TYPICAL 0 CEILING 11 1 INSULATION BAFFLE VENTED BLOCKING 1: ../a..U..V.I.*A*:0*:45*:•*1*1:411*:4*1:4*1:1****D*A.wMo O M „ r K . . . . . Kk ?MV "am* . . K J . Am „IP 111.0.9.1).9.9.1111-111.0.**A11.111.9.11.11.11.9.•.01b.. MK4110KOAKIIKOAC•44:41■401:0:0:41:•:•:0:45:111:111%.... • • L 12 BEAM PER PLAN TOP OF 5' AIDE ARCH ' 5' HIGH COLUMN _ MIDSPAN BLOCKING CONTINUOUS:S OFFIT : VENT, TYPICAL 6 ALL SOFFITED EAVES 2x6 STUD50, 12 'Lac. FULL HEIGHT IN/ R-21 INSULATi10:: __. ' 1 d t.: !. __'.' 7 5 1'. FOYER FAMILY (KITCHEN BEYOND) I 1 I I CRAIAIL SPACE 111%. - ' OM= ■. kP44/11 IT- @ UPPER 4" CONC. OVER 411 GRAVEL BASE 6 MIL. (BLACK) VAPOR BARRIER 5UILINO S SCALE: 1/4"=11-0" 4°4° SKYLIGHT IN/ LAM. GLASS 12 POSTS BEAMS PER PLAN ." 0 0 O0 A Y -AR"TY-5PT5 IC T AINL SI C U0 L A CEILING G 5/4" T. 4 G. PLYWOOD OVER 2x10 FLOOR -JOISTS IN/ R-50 INSULATION COMPOSITION SHINGLES OVER 15Ib FELT OVER 1/2" CDX OR O.S.B. 4• 1NAI09 M kip MONAKIEWCOW:0:11:11:04:11:rn:031:011:0:11:00:0:WWW:11:04:11:0:11:11:1ThAVACWIMMIKIKW■y :; . . • ' 5.At RING • INALL. • • . 'LIGHT INELL . •. • 2°4° SKYLIGHT IN/ LAM. GLASS .A. A:4 111111•11/MMIAMMIVEN, ......at MAIN FLOOR SOFFIT DOWN TO 11-0" = r -2x6 STUDS 0 16" 0.0. INSUL. "TYPICAL ‘-. @. EXTERIOR 12 r, r -yENTED BLOCKING GARAGE SUBFLOOR FP-0 MAIN MMINI:1111: zo WINDOW SEAT 0 15” ABV. LANDING _ Lzkvxmika, 01,1 1■INIA&L, 1■1■Ii '.5eArits IttFZ. FLAN. • 2x6 STUDS 0 12" O.C. FULL HEIGi-IT IN/ R-21 INSULATION MAIN FLOOR f itatmil.tev..LA::O■i.:."•I:.6 4.• .t 4.t:: 0 i :i : : • .• : ,...., ... . , , I : aeS.e i m istiif khayi : g a? m4 : mai:L: ai vizi L p._ " „ : V. I , . j'!66RAai AiiL i Sa A3 i 1 tihat TT 1 i Il ll U.kyv a .v •11 C PCE MAIN FLOOR 3/4" T. 4 G. PLYWOOD OVER 2x10 FLOOR JOISTS IN/ R-30 INSULATION SCALE: I /4” 11-0" t. LINE OF CONT. FOOTING 4" CONC. OVER 6 MIL (BLACK) V.B. 4" GRAVEL BASE SLOPE 4" TO POOR o o REVIEWED FOR CODE COMPLIANCE PPRrofE JUL 1 4 2010 City of Tukwila BUILDING Diminm RECEIVED APR 26 2010 PERMIT CENTER -w r 0ozoo w 0 z< 5h m5 < (/) V) 0 )- I 0 CI- IX CO n Z (i) OE l.a ° O_WV)<L1..W 0Z -J c5.0M00wiLmta..°0 '1/4W<Pmz— wry ("jc.321ja- I-- V) g-tji—Z<L1.1 Z• 0 — mt..1 .EnD2 D0011.1„0 01-"Mcc(1)=W 0i • — LI- 2Dcl-wcW0<wl.z L_Em01-2 0 u) up...,-li_zwuj lij", cc o 0 •ftwi_ol-di_w=-1 OD x Xm< <0 Lour- ice u) C:Dz< •F (n<cKu..moR om zwc1-0 olx-o<L) b.4,0p<ca >-wOnFEE0OrEwo <C0<Tt....1<ccceowfx CI.ZLLIPM>LIAltl_<< 0 0 co co c'? w ct LL. -J 0 z UJ FEUERSORUM • z DESIGNED BY: DATE: TO 1,4,16 DRAWN BY: DATE: 51A11:7 c1/4/05 PROJECT MANAGER: G. PATToN REVISED BY: DATE: ZA 2/4/04 No5 I/15/OS ETS 5/26/10 LATERAL BY: DATE: IviEl 4/14/I0 LATERAL JOB NUMBER: 010-255 AS AS ANW WOODINVILLE OFFICE JOB NUMBER: 1000s FOUNDATION (HARDWARE) SCALE: I/8" = I' -O" NOTE: 1. TYPICAL MUD -SILL - P.T. 2x6 W/ 5/8" dl o. x 10" ANCHOR BOLTS @ 24" O.G. W/ GALV. 3 "x3 "xl /4" PLATE WASHER 2. ALL SECTIONS ARE TYPICAL 4 SHOULD BE USED AT ALL SIMILAR LOCATIONS • • MAIN FLOOR FRAMING SCALE: I/8" = I' -0" 0 11 PI -4 r L r10-1 1PI -6I IPI -6I l l_ _ IPI 4I IPI 41 1r PI -6 MAIN FLOOR SHEAR WALLS $ HARD1AIARE SCALE: I/8" = I' -O" u ■ uo PI -6 11 1 1 di! ■ CAM PI -3 1 1 Ni I 1 1 UPPER FLOOR FRAMING SCALE: I/8" = I' -O" 0 1 0 PI -6 PI -4 -PI -41 PI -6 PI -6 IPI -4I 1 1 1 1 1 1 1 1 1 I 1 1 ' I _ J 1 PI -4 UPPER FLOOR SHEAR WALLS 4 HARDY 4ARE SCALE: 1/8" = I' -0" PI -4 PI -4 IL ROOF FRAMING SCALE: I/8" = I' -O bu)tA.0 r REVIEWED FOR CODE�COMPLIANCE APEWIED JUL 14 2UIU City of Tukwila City of Tukwila STRUCTURAL RUCTURAL NOTES (MITCHELL ENGINEERING) DESIGN 15 IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE (I B.G) / 2006 INTERNATIONAL RESIDENTIAL CODE (I.R.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS LATERAL WIND 'B' -EXPOSURE ; 85 MPH SEISMIC DESIGN GATA60RY D (IB.G) PER DESIGN CATA6ORY D2 (I.R.C.) RATIONS EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY OF 1500 PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF I'-6' BELOW ADJACENT EXTERIOR FINISHED GRADE. CAST -IN -FLAG! CONCRETE F'G = Sp00 PSI 0 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94* SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. TOTAL AIR ENTRAINMENT SHALL NOT BE LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. MAXIMUM SIZED AGGREGATES IS I -1/2 INCHES. MAXIMUM SLUMP 15 4 INCHES. ALL REINFORCING STEEL DOWELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE %" DIAMETER WITH 1 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER UNLESS NOTED OTHERWISE ON 11-E PLANS. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. STRUCTURAL TIMBER ALL GRADES SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE GUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED PER PRESERVATIVE TREATMENT NOTE. FASO INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT - DIPPED GALVANIZED PER I.R.G. SECTION R3141.S. NAILING SHALL CONFORM WITH I.R.G. TABLE R602.3(I) d RS02.10 OR 133.C. TABLE 2.904.4.1. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW 2x STUDS HEM -FIR *2 • 850 PSI 2x FLOOR $ ROOF JOIST HEM -FIR *2 850 • PSI 4x BEAMS DOUG- FIR/LARCH *2 b ----I • 615 PSI 6x BEAMS DOUG- FIR/LARCH *2- ----Fb • 850 PSI COLUMNS DOUG- FIR/LARCH *2-- ----Fb • 875 PSI LUMBER NOT NOTED DOUG-FIR/LARCH *2 Fb • 650 PSI MISCELLANEOUS HANGERS TO BE PROVIDED BY SIMPSON COMPANY. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A -501. ANCHOR BOLTS INTO CONCRETE SHALL BE %' DIAMETER WITH 1 INCHES OF EMBEDMEND INTO CONCRETE UNLEV. NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH I.B.G. SCHEDULE. I6d COMMON NAIL DIAMETER - (0.162 INCH). LAMINATED STUDS SHALL BE NAILED WITH (2) ROWS I6d COMMON NAILS 0 61 O.G. FLOOR SHEATHING SHEATHING SHALL BE % INCH TONGUE 1 GROOVE, AP.A. RATED SHEATHING. SPAN RATING 4%4 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWSE NAIL WITH IOd COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES $ 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE 6LUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. ROOF SHEATHING SHEATHINS SHALL BE 3(6' AP.A. RATED SHEATHING. SPAN RATING 53(e, INSTALLED WITH LONE, DIMENSION ACROSS SUPPORTS. PANEL END JOINTS SHALL OGGUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. WALL SHEATHING SHEATHING TO BE 74 AP.A. RATED SHEATHING. SPAN RATING 2'4'p. PANEL END JOINTS SHALL OGGUR AT SUPPORTS. NAIL PANEL. EDGES WITH 8d NAILS AT 4 INGHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. PRE - MANUFACTURED ROOF TRU5515 TRUSSES SHALL BE PLANT FABRICATED OF DOUGLAS- FIR/LARCH OR HEM -FIR TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER SUBMIT TRUSS SHOP DRAWINGS TO MITCHELL ENGINEERING FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES. SPECIAL. CONDITIONS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISCREPANCIES SHALL. BE REPORTED TO THE ARCHITECT OR ENGINEER. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL :VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOOR, ROOF AND WALLS WITH ALL APPROPRIATE DRAWINS. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT, FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE THE DRAWINGS:‘ THE DETAILS SHOWN ARE TYPICAL SND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. REINFORCEMENT ° = f'y = 40P00 PSI FOR M5 i SMALLER f'y • 60p00 PSI FOR *6 $ LARGER t( NOTE: ALL BOLTS, WASHERS, NAILS, SCREWS, HANGERS AND FRAMING` STRAPS THAT DOME INTO CONTACT WITH AGQ TREATED LUMBER SHALL BE STAINLESS STEEL OR HOT - DIPPED GALVANIZED STEEL. LATERAL RESTRAINT HARDWARE *MI TCHELL ENG I NEERI NG* SYMBOL HOLDOWN TYPE AND AMOUNTS MSTG6O SIMPSON MSTC60. INSTALL PER SECTION 15/S2 (:=). C ) HH0014 SIMPSON HHDQ14. INSTALL PER SECTION 2/52, 9/S2, OR 12/52 (_-) MST48 SIMPSON MST48. INSTALL PER SECTION 13/52 DETAIL AS SHOWN ON ARCHITECTURAL PLAN SHEETS © ENGINEERING DETAIL AS SHOWN ON '5' GI fLETS NU SHEAR WALL AS NOTED ON '5' SHEETS SHEAR WALL SCHEDULE SHEAR WALL DESIGNATION NAIL SIZE NAIL SPACING HEM -FIR *2 */FT. EDGES STUDS TOP/BOTTOM PLATE BLOCKING REQUIRED PI-6 Sd 6" 12" 6" YES 210 PI-4 8d 4" 12" 4" YES 310 P1 -5 5d 3" 12" 5" YES 400 P2 -3 8d 3" 12" 3" YES 800 PI -2 8d 2" 12" 3" YES 525 P2 -2 Sd 2" 12" 5" YES 1050 SHEAR WALL NOTES: I. PI- 7(e A.P.A. RATED PLYWOOD OR ORIENTATED STRAND BOARD (0.5.8) ON ONE SIDE OF WALL. P2- ?,(6 A.P.A. RATED . PLYWOOD OR ORIENTATED STRAND BOARD (O.S.B.) ON EACH SIDE OF WALL. 2. FOR PI -3, P2 -3, PI -2 4 P2 -2 SHEAR WALLS USE 3x STUDS AT ADJOINING PANEL EDGES. 3. NAILS SHALL BE 8d COMMON (0.151" DIAMETER). 4. WHERE PLYWOOD. 15 2 SIDES OF WALL, JOINTS SHALL FALL ON SEPERATE STUDS, EACH SIDE. 5. ALL PANEL EDGES BLOCKED WITH 2 -INCH NOMINAL FRAMING FOR PI -6 $ PI -4 SHEAR WALLS, PI -3, PI -2, P2 -2 AND P2 -3 SHEAR WALLS REQUIRE 3x FRAMING MEMBERS AT PANEL EDGES. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FOR PLYWOOD OR A.P.A. RATED SHEATHING, GYPSUM SHEAR WALLS SHALL BE INSTALLED WITH THE SHEETS RUNNING HORIZONTALLY. SPACE NAILS ®12 INCHES ON CENTER ® INTERMEDIATE SUPPORTS. 6. %' DIAMETER ANCHOR BOLTS SHALL BE 10 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. 9/4" DIAMETER ANCHOR BOLTS SHALL BE 12 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. PLATE WASHERS ON ANCHOR BOLTS SHALL BE 2 "x2 "x%" U.N.O. WASHERS TO BE GALVANIZED OR STAINLESS STEEL. 7. REFER TO PLANS AND SECTIONS FOR ANCHOR BOLT SIZES, SPACING, PLATE 4 NAILING ETC. 8. AT PI -3, P2 -5, PI -2 4 P2 -2 SHEAR WALLS AT ADJOINING PANEL EDGES AND MUD - SILLS, NAILING SHALL BE STAGGERED PER FOOTNOTE (I) OF !B.C. TABLE 2306.4.1 RECEIVED APR 26 2010 PERMIT CENTER 1 SEE SHEET 52 FOR LATERAL DETAILS WU WW F-1- (U (5 ° W, 0 N 0 0 0 0 1- oz0]P/>- -wLL UZZ<5 (w5p a U) M O W}. FW- ZJp }Zfni- �I ZV)W V~W8Za'''��Ld 0owoowacnaoo a Iaow� Z ca O rZZ<»W O VIOF- 00 <- -z Wmmoi.o§o °<Wv d opo'LLZWw �1 N MW WaOW/nW =�3 Z Jw _ LL Z -J � Z 01= OZ <_ ciFOJ W LO cnO Z L- H cnaZ aZ aC°Fm 1C-OwFFFE00yL410 <Oa W<QOMo LLZWF LYSM >LLLLLLaa 0 U o • co mu) U LU JO2 LO ZNQ DESIGNED BY: TG DRAWN BY: SIND DATE: 1996 DATE: 9/4/03 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA 2/4/04 NOS 1/15/08 ETS 3/26/10 LATERAL BY: DATE: MEI 4/14/10 LATERAL JOB NUMBER: 0I0 -233 ANW WOODINVILLE OFFICE JOB NUMBER: 100058 DOUBLE TOP PLATE ad NAILS 3" O.G. TO EACH TOP PL. EXTEND BEAM TO END OF SHEAR PANEL 3 ROWS 8d (0 3" O.G. PLYWOOD TO BEAM 0, Wwo I/ F-- ,_ NU I� w.. lq4 1-4,..: AO. ii U D W>-�� hwli vpzz<< 5 -rw5p Q Vf O w �a zcn_ � :„::,::::ic....:::::„,,„:"(,),:w zwac v°oZW wo„._. w.„. w ww,„„),._,, .d.,0,„„, Opu_I__�i1 Q �UN�a�� -'z o ~:z< =oho z(aaoo�Pzo¢~ w�'oFam i oaw�IQ°i°�0Wdzw�� >Lawa SHEAR WALL PER PLAN SCHEDULE 5 MPSON STHDI4 HOLDOWN w/ (3S) I6d SINKERS 3x BLK'G LATERAL' I' DETA I L X SHOVAIN ON FLAI\r.5HT A3 LATERAL DETAIL X SHOV'IN 171. N SHEET A3 P.T. 5'5(6. w/ 2)3/4" )-<F2" ANCHOR BOLTS w /GALV: 3 "x3 "x14" it WASHER SLAB ON GRADE *4 (0 18" O.G. HORIZONTAL- (5) #4 VERTICAL w/ 4" HOOK FOOTING SCALE : N.T.S. 2 SHEAR PANEL @ GARAGE SHEAR WALL PER PLAN I6d (0 4" O.G. SHEAR- WAL PER PLAN '7 ! -. I6d= 4 " =O.G: 8d (0" - O.GI LATERAL DETAIL X SHOIAIN ON PLAN SHEET -AS I6d TOE -NAIL 4" O.G. FLOOR JOISTS PER PLAN I6d TOE -NAIL 6" 0.0: MST HOEDOWN PER PLAN SHEAR WALL PER PLAN DOUBLE STUD HOLDOWN L, ■_ _ __ _ __ _ _ _ ■__ MIN 0 __ _ _ IY I FLOOR JSTS II PER PLAN II 1— U W O 0 z w F- 0 D: U 1< 000 ce 000 w1- d' 0 = Tr cv U) :f') a0 w zN°° 18915 -142ND O ;,,..r r) NO SCALE SCALE : I" = 1' -0" IAIALL TO FLOOR - STRAP SHEAR TRA io SHEAR TRANSFER 8d NAIL. (0 4" O.G. BLOCKING Sd NAIL (0 4" O.G. SHEAR WALL PER PLAN (NO SHEAR WL SIM. SECTION) PLYWOOD ROOF SHEATHING Sd (0 4" O.G. GIRDER / TRUSS FLOOR SHEATHING PLYWD FLOOR SHEATHING I6d ® 4" O.G. 1/16" PLYWOOD SHEATHING ON GABLE TRUSS. NAILED W/ Sd NAILS (0 4" O.G. W/ ALL EDGES BLOCKED A35 24' O:G. NO FLOOR JOIST SIM SECTION I6d TOE -NAIL 4" O.G. LATERAL DETAIL X SH01AIN ON FLAN SHEET A3 I6d TOE NAILS (06" SIMPSON A55 24" O.G. I6d TOE NAIL ® 6" O.G. FLOOR JOISTS PER PLAN (4) I6d TOE NAIL PER EACH BLOCK FLOOR JOISTS PER PLAN GABLE END WALL RAKE WALL. FULL HEIGHT STUDS SHEAR WALL PER PLAN 4 SCHEDULE OR HDR SHEAR WALL PER PLAN 4 SCHEDULE OR HDR SHEAR WALL OR HEADER SHEAR WALL PER PLAN OR HDR IF GABLE END TRUSS IS DESIGNED')) FOR LATERAL FORGE OF 300 #, PLYWOOD DOES. NOT NEED TO - , EXTEND UP GABL` E' END P • if ELL__.:. I LATERAL DETAIL NO SCALE SCALE : I" = 1' -0" NOT TO SCALE FEUERSORUM M23OO4FT- '1 z .1 DESIGNED BY: DATE: TO I X96 DRAWN BY: DATE: SIND q/4/03 REVIEWED FOR CODE COMPLIANCE gmniiED JUL 14 2010 PROJECT MANAGER: G. PATTON REVISED BY: DATE: ZA • 2/4/04 NGS I /15 /OS ETS 3/26/10 City of Tukwila BUILDING Ofl/I iIlM vbv) (to LATERAL BY: DATE: ME I 4/14/10 LATERAL JOB NUMBER: 010 -233 ECEIVED APR 26 2010 PERMIT CENTER ANW WOODINVILLE OFFICE JOB NUMBER: 10005S