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Permit D17-0103 - TUKWILA EDGE HOMES - SINGLE FAMILY RESIDENCE
TUKWILA EDGE HOMES 4931 S 114 ST EXPIRED 12/30/19 D17-0103 O a City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 3348400949 COMBOSFR PERMIT Permit Number: D17-0103 Address: 4931 S 114TH ST Issue Date: 10/23/2018 Permit Expires On: 12/30/2019 Project Name: TUKWILA EDGE HOMES Owner: Name: LINDAL CO Address: 4300 S 104TH PL , SEATTLE, WA, 98178 Contact Person: Name: KAM SINGH Phone: (206) 420-9100 Address: 10225 SE 224 ST, KENT, WA, 98031 Contractor: Name: AFFIDAVIT - CHARANJIT SINGH Phone: Address: 1 License No: Expiration Date: Lender: Name: TUKWILA EDGE HOMES Address: 4939 S 114 ST, TUKWILA, WA, 98178 DESCRIPTION OF WORK: CONSTRUCT A NEW 2862 SQ FT SINGLE FAMILY RESIDENCE WITH A 402 SQ FT ATTACHED GARAGE AND 175 SQ FT OF COVERED PORCHES AND 119 SQ FT UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER WITH PRIVATE PUMP PACKAGE, WATER SERVICE LINE & WATER METER, DRIVEWAY ACCESS, PAVING & PAVEMENT RESTORATION, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, AND STREET USE. REVISION #1: CONVERT 355 SQ FT OF CRAWL SPACE TO BEDROOM #5 AND SITTING AREA IN BEDROOM #4 AND CAPTURE 130 SQ FT OF COVERED DECK NOT RELECTED ON ORIGINAL APPLICATION Project Valuation: $56,128.85 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $27,738.47 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Volumes: Cut: 280 Filll: 183 Number: 1 1 Yes Permit Center Authorized Signature: Date: 1)—'-"3"t'`.0 I hearby certify that l 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 per it and agree to the conditions attached to this permit. Signature: Print Name: in^ Date: 12 14 t4 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: ***MECHANICAL PERMIT CONDITIONS*** 11: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 12: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 13: Manufacturers installation instructions shall be available on the job site at the time of inspection. 14: 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. 15: 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. 16: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 17: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 18: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 19: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 20: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 21: , 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. 22: 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. 23: 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. 24: 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. 25: 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. 26: 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. 27: 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. 28: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 29: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures 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 ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 30: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 31: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 33: 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) 34: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 35: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 32: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 36: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 37: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 40: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 41: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 42: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 43: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 44: 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. 45: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 46: Any material spilled onto any street shall be cleaned up immediately. 47: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 48: 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. 49: The Land Altering Permit Fee is based upon an estimated 280 cubic yards of cut and 183 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 50: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 51: 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. 52: 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'. 53: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 54: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 63: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 56: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 57: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 58: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $782.84. 59: Prior to issuance Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 60: CAUTION - Contractor shall field verify location and depth of existing 48 -inch metro water line within S. 114th Street that is near the roadway centerline. 61: Schedule and attend a Preconstruction Meeting with the Public Works Department (Scott Moore, Public Works Senior Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 62: Land altering, drainage, and other activities shall comply with the Geotechnical Engineering Report by GeoResources, LLC, dated January 15, 2018; and subsequent geotechnical evaluations. 64: 1. This revision proposes to add a bedroom, so that the house will have 6 bedrooms total. There are a minimum of four required off-street parking spaces for this project. The two spaces in the garage and the two spaces outside the garage provide the minimum needed. The garage space is needed to meet the minimum parking requirements, and shall not be used for other purposes. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5000 CURB, ACCESS, SDW Q 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5200 EROSION MEASURES 5200 EROSION MEASURES 5200 EROSION MEASURES 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0201 FOOTING 0201 FOOTING 0202 FOOTING DRAINS 0202 FOOTING DRAINS 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 0702 SMOKE DETECTOR TEST 5090 STORM DRAINAGE 5090 STORM DRAINAGE 5090 STORM DRAINAGE 5100 STREET USE 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 0 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 0 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 3348400949 Permit Number: 4931 S 114TH ST Issue Date: Permit Expires On: Project Name: TUKWILA EDGE HOMES D17-0103 10/23/2018 4/21/2019 Owner: Name: Address: LINDAL CO 4300 S 104TH PL, SEATTLE, WA, 98178 Contact Person: Name: KAM SINGH Phone: (206) 420-9100 Address: 10225 SE 224 ST , KENT, WA, 98031 Contractor: Name: AFFIDAVIT - CHARANJIT SINGH Phone: Address: License No: Lender: Name: TUKWILA EDGE HOMES Address: 4939 S 114 ST, TUKWILA, WA, 98178 Expiration Date: DESCRIPTION OF WORK: CONSTRUCT A NEW 2862 SQ FT SINGLE FAMILY RESIDENCE WITH A 402 SQ FT ATTACHED GARAGE AND 175 SQ FT OF COVERED PORCHES AND 119 SQ FT UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER WITH PRIVATE PUMP PACKAGE, WATER SERVICE LINE & WATER METER, DRIVEWAY ACCESS, PAVING & PAVEMENT RESTORATION, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, AND STREET USE. Project Valuation: $388,235.69 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $25,945.13 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Yes Volumes: Cut: 280 Fill: 183 Number: 1 1 Permit Center Authorized Signature: Date: 1.0-)--3 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to -sign and obtain this development permit and agree tt the conditions attached to this permit. Signature: Print Name: Date: Q 2 3 1 g This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: ***MECHANICAL PERMIT CONDITIONS*** 11: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 12: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 13: Manufacturers installation instructions shall be available on the job site at the time of inspection. 14: 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. 15: 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. 16: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 17: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 18: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 19: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 20: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 21: 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. 22: 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. 23: 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. 24: 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. 25: 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. 26: 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. 27: 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. 28: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 29: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures 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 ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 30: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 31: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 33: 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) 34: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 35: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 32: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 36: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 37: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 40: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 41: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 42: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 43: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 44: 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. 45: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 46: Any material spilled onto any street shall be cleaned up immediately. 47: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 48: 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. 49: The Land Altering Permit Fee is based upon an estimated 280 cubic yards of cut and 183 cubic yards of fill. if the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 50: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 51: 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. 52: 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'. 53: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 54: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 63: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 56: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 57: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 58: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $782.84. 59: Prior to issuance Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 60: CAUTION - Contractor shall field verify location and depth of existing 48 -inch metro water line within S. 114th Street that is near the roadway centerline. 61: Schedule and attend a Preconstruction Meeting with the Public Works Department (Scott Moore, Public Works Senior Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. • 62: Land altering, drainage, and other activities shall comply with the Geotechnical Engineering Report by GeoResources, LLC, dated January 15, 2018; and subsequent geotechnical evaluations. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 0702 SMOKE DETECTOR TEST 5090 STORM DRAINAGE 5100 STREET USE 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKLA Community Develop nt Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination"S'ermit No. 117_0 10_3 Project No.: Date Application Accepted: 1-4-)0-17 Date Application Expires: 1 p).0--1 ? (For once 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** SITE LOCATION Site Address: �� \ PROPERTY OWNER Name: Name: �^ \ k \C eA, \ \ �3►'e, - � ,j o (-CC-- -CLAddress: Address:t, 0` a S \ 1 ut Ai.,, 21 City: \ems ‘ 1 (G State: t_,, A Zip'Gg n g CONTACT PERSON - person receiving all project communication Name: Address: Address: ciS7 7 4 ",,,,c_X »frE tc,f S /4,1 k Address: l Q 2 Z '- c' L D Q L4 ce City: ,..-i-- te: / Fax: Zilr�� 3 \ Phone,-.: 6 20c,3(uF : Exp Date: Email: Tukwila Business License No.: GENERAL CONTRACTOR INFORMATION Company Name: Address: Address: ciS7 7 4 ",,,,c_X »frE tc,f City: e__ -=+'e\ v , State: `A Zip: c3g6sn Phone G /` y 3 i t (� City: State: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: VIC8 \...4 -- (-79 kiA ARCHITECT OF RECORD Company Name: U -3a Vk & RS bill A nAti Architect Name: p c u,42__' m L( \� C Address: ciS7 7 4 ",,,,c_X »frE tc,f City: e__ -=+'e\ v , State: `A Zip: c3g6sn Phone G /` y 3 i t (� Email: d6k u, k (A_I-3 ENGINEER OF RECORD Company Name: 1,1 IQa Engineer Name: (\cov-pv,Nel v.ciAAS Address: pCzr1,t, q City: Lo\ tea, State: +- n Zip: �..BG � � Phoned ,sees // crax: Email: la FV R °�1^ k;,Advil c t".', t , ( . LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: _ Address: City: State: Zip: H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 - bh Page 1 of 4 0 G X76 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ ©C6 l(^r 0 C.) 3\� 1�1 Scope of work (please provide detailed information): 1A C DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1 s floor 16U 3 (D rd floor /\ •2 S-9 1) � - � J Garage ❑ carport ■ Deck – covered ■ uncovered ■ A \ T Total square footage 1 -- Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES – INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ v�`� fuel type: [ 'electric ❑ gas furnace <100k btu 3 appliance vent 3 ventilation fan connected to single duct thermostat CD wood/gas stove water heater (electric) (0 emergency generator __V other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ taoc O bathtub (or bath/shower combo) bidet 1 clothes washer dishwasher i floor drain shower lavatory (bathroom sink) sink water closet water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh • Page 2 of 4 PUBLIC WORKS PERMIT INFOR ION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate ❑... Highline ❑ ...Valley View 0...Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond 0...Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut Total Fill Cubic Yards Cubic Yards ❑... Work In Flood Zone ❑... Storm Drainage ❑ .. Sanitary Side Sewer ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑ .. Cap or Remove Utilities ❑... Curb Cut ❑ ..Utility Undergrounding ❑ .. Frontage Improvements 0...Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑ .. Traffic Control ❑... Looped Fire Line Irrigation Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # 0 .. Sewer Main Extension Public ❑ - or - Private 0 ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line 0 .. water ❑ .. sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) 0 .. sewage treatment Mailing Address: Day Telephone: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H: \Applications\Forms-Applications On Line k2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES 0PLJCABLE TO ALL PERMITS IN THIS LICATION - 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 AUTHORI ED AGENT: Signature: Print Name: W 1- A 4/./J J I S/N c Mailing Address: ® 2 2 '� S t G. 2 2 CI P - Date: 1-k l 2_6 ( 7 Day Telephone:, n 6 `-1 2 0 9 o« `r �JE� G'"def f I-I:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME -11U1KW1LA 61)6'6 ° 46 (ssg) PERMIT # l'7 (CO 4931 s, ; ) 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 Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access 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 Tess 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 category: $250 (1) 3oc3 ~150/1.oaa/2- Sao I Soo ` 05o i512.5 than $200,000 of A. cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY ✓ Free 51-100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 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 Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4-0 i 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 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. 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 Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 23 (8) QUANTITY IN CUBIC YARDS RATE 50 or less .. $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 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 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology C. Water Meter - Permanent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al I k 2.S Total A through E $ 1, i Z 5' (9) 11. ADDITIONAL FEES Az“y e ; zi A. -"ter Water (e )- $ . 31¢ B. ^>>=:-44-Sewer () $_. 762`ft C. Ryan Hill Water (Ordinance 1777) $ q a4 = D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) 6m $I ..4, '= (S u) �e-,> Srs�.,,t anftea;u,,,;-(41, 14- rgers- 4'4. c40 w (S.P ) H. Transportation Mitigation $ -7'32 �— I. Other Fees $ (poo.s v% 4 C�c,�, v/ktA(.l,Flrsc^ -� Total A through I $ I� S3 ✓- (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 15 S�3 3 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $625 $6005 $6630 ./ . 1 ../ $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,723.34 D17-0103 Address: 49315 114TH ST Apn: 3348400949 $1,723.34 DEVELOPMENT $1,672.65 PLAN CHECK FEE R000.345.830.00.00 0.00 $658.92 PERMIT FEE R000.322.100.00.00 0.00 $1,013.73 TECHNOLOGY FEE $50.69 TECHNOLOGY FEE TOTAL°FEES PAID BY RECEIPT: R19208 R000.322.900.04.00 0.00 z�i $50.69 $1,723.34 Date Paid: Wednesday, December 04, 2019 Paid By: TUKWILA EDGE LLC Pay Method: CHECK 529 Printed: Wednesday, December 04, 2019 11:06 1 of 1 SYSTEMS CashRegister Receipt. City of Tukwila —71 Receipt Number R18680 DESCRIPTIONS ACCOUNT QUANTITY PAID $70.00 $70.00 $70.00 $70.00 $70.00 PermitTRAK D17-0103 Address: 4931 S 114TH ST Apn: 3348400949 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R18680 R000.345.830.00.00 1.00 Date Paid: Wednesday, September 25, 2019 Paid By: TUKWILA EDGE LLC Pay Method: CHECK 380 Printed: Wednesday, September 25, 2019 4:08 1 of 1 PM CRWSYSTEMS / PermitTRAK $23,098.09 D17-0103 Address: 4931 S 114TH ST Apn: 3348400949 $23,098.09 1 INCH $7,130.00 CONNECTION CHARGE METER/INSTALL DEPOSIT WATER METER INSPECTION WATER TURN -ON FEE WATER METER PLAN REVIEW CASCADE WATER ALL-SPRINKLERED R401.379.002.00.00 B401.245.100 R401.342.400.00.00 R401.343.405.00.00 R000.345.830.00.00 B640.237.500 0.00 0.00 0.00 0.00 0.00 0.00 $100.00 $950.00 $15.00 $50.00 $10.00 $6,005.00 DEVELOPMENT $4,004.44 PERMIT FEE WASHINGTON STATE SURCHARGE R000.322.100.00.00 B640.237.114 0.00 0.00 $3,999.94 $4.50 IMPACT FEE $2,348.00 FIRE PARK R304.345.852.00.00 R104.345.851.00.00 0.00 0.00 $922.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR PUBLIC WORKS PERMIT ISSUANCE/INSPECTION FEE CONSTRUCTION PLAN REVIEW GRADING PERMIT ISSUANCE TRAFFIC IMPACT FEE GRADING PLAN REVIEW R000.322.100.00.00 R000.342.400.00.00 R000.345.830.00.00 R000.342.400.00.00 R104.345.840.00.00 R000.345.830.00.00 0.00 0.00 0.00 $252.00 $1,194.34 $151.25 $151.25 0.00 0.00 0.00 $72.00 $782.84 $37.00 SEWER SERVICE FEE $1,628.41 SEWER - HOME/DEVELOP R402.379.002.00.00 0.00 $1,628.41 TECHNOLOGY FEE $233.21 TECHNOLOGY FEE R000.322.900.04.00 0.00 $233.21 WATER SERVICE FEE $6,118.69 WATER - HOME/DEVELOP WATER ALLENTWN/RYAN/FOSTER PT TOTAL. FEES PAID BY RECEIPT R15693 R401.379.002.00.00 R401.379.004.00.00 0.00 $314.29 0.00 $5,804.40 23,098.09 Date Paid: Tuesday, October 23, 2018 Paid By: TUKWILA EDGE LLC Pay Method: CHECK 198 Printed: Tuesday, October 23, 2018 1:14 PM 1 of 1 / SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,847.04 D17-0103 Address: 4931 S 114TH ST Apn: 3348400949 $2,847.04 DEVELOPMENT $2,597.04 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,597.04 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R11319 R000.322.100.00.00 0.00 $250.00 . $2,847.04 Date Paid: Thursday, April 20, 2017 Paid By: CHARANJIT SINGH Pay Method: CHECK 1023 Printed: Thursday, April 20, 2017 11:17 AM 1 of 1 CIL k SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 ic-1 0103 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: V , -roRW ii.A. 6.4o Type of Inspection: V`im ® Address: 415 [ rtufir4 .6-r Date Called: Special Instructions: J Date Wanted: l0'' P1 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6/fCS/ Ac ♦ • 4 Inspector: Date 111 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must Ge paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ! �/ Type of Inspection: / Address:Date /MI 4 11 114 Called: Special I structions• Date Wanted: -13-'1 p.m. %., _1?.. 0°/2 /2 Requester: Phone No: ElApproved per applicable codes. COMMENTS: p:,Corrections required prior to approval. 0,46&,412,a Sl if 15'1 COY' by2v(ct c' fibQ bo- eryv_ii r frrl8 /neer- 7i X / 446.5/16 Z bra Al c5� elf 6), r C. --rill i�.C. � tilt44,) ZIP r5 5_ �„b e / 5tvKpsoI tITT;27 a tO Q -S te.el'ev a StS e o c Date: g-e-AitS tort t• REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 c1103 Project: -rt`e ' t war thLvLs Type of Inspection: �� L(�'A(1 .464714,4‘, Address: 49.5/ -5 //* s7 Date Called: Special Instructions: /0073 00 Date Wanted: &-.47-19p.m. �a`y Requester: Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: t04 -a g40,dat te• 62-6- zex? n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 6t1 - 0103 Project: 1Z-44 " t� �iTl� Type of Insto4_�f r� � tem Address: ia3% ` 114'r S -f 'Date Called: Special Instructions: Date Wanted:; 3'- 19 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 77- Inspector: rn Inspector: 1i - REINSPECTION FEE REQUIRED. Prior to next inspoction(fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: INSPECTION RECORD Retain a copy with permit b1-) L'10 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Ins ection: Address: /R3I A II4 !rr Date Called: Special Instructions: c 5 71 / Date Wanted: Ji- y1 p.m. Requester: Phone No: Approved per applicable codes. COMMS TS: Correctio rior to approval. (7715 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must •e paid at 6300 Southcenter Blvd.. Suite 100. Call t sc educe reinspection. w/ -" syr-tps 74, it9rY �ul w ��� �� bon INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17- oto Project: K�� SM- peps of Inspection: /, ,/i4- Addr3: S Date Called: Special Instructions: Date Wanted:� —Z©L / ` tl a,m. p.m. Requester: Phone No: EJApproved per applicable codes. El Corrections required prior to approval. COMMENTS: ,ekc /ns1,1/14 ,3-40,.-cf1:1-, 1-<1S —71(21./4191 -t - c,5 re'Act/ C✓ Inspector: (.19 - u REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date Z©/2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 )f -O O3 Project: -r-a� . Edge_ I' o Type of Inspection: Co& oce 5 L -L',-- Address:Date 77i14 ?..31 S. 'J / 9 . Called: Special Instructions: Date Want d: I�oy m. p.m. Requester: ®® Phone No: Approved per applicable codes. C MMENTS: rreections required prior to approval. pri-NAr REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1517 oto3 Project: �/'/t,1 iL �° Type of Inspection: zo/tiert—E7(5 �e/4' Address: if3/ d /"f Date Called: Special Instructions: Date Wanted: 0201? a.m. p.m. Requester: Phone No: 0 Approved per applicable codes. orrections required prior to approval. COMMENTS: h 1 15.5wc cittdr-tzthla 14:7741/L6_ Inspector Q CO REINSPECTION FEE REQUIRED. Prior to next insprsction, e must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Addrie/ss: GG 731.31 Date Called: Special Instructions: Date Wanted: Z" ..,i. —1,ct p.m. Requester: e f •l�/�Tdi Phone No: O 1(00 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: zorklivi\ -1u4/7 Inspector: Date: 2` 26- / 2 2 BB REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 1)1L\a/IA � Type of Inspection: ell -0 S1nN pL- A dress: IA gI 711.51lzf '.9.--( Date Called:/ fze�-4l Special Instructions: Dat Wanted•. 17 94p g ay p.m. Requ'ester: KA04 %0&1/4 Phone No: * .- bio --glob der applicable codes. a Corrections required prior to approval. COMMENTS: 4(11) ele,P1P-oL�yike 0-)SrA , Inspector: /y 6P -i - 1'tri/(alititv Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 I.l-l 3 Project: i ��G. ti-ciCyt. Type of 1 spection: CC \F7obS41`0C \ CD A� rens: "�1 /1931 s . IW s -r Date Called. Special Instructions: Date Wanted: a.r�. pm"; .R�eq^uestgr: 1 1lt. . Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: CPP Ivor is in �o � 1Q 'per tcic n fC, vils-tc-AW pie:ilr\ /MOT Api9,0,Ci S-0() LkYDr S' c Ct n -s OatIr l attic) ecoi t,�l -� j A6 90° C/0 Insp��or: Date: r ea 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 ON NO. PERMIT NO. 1)17 O/c 3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: !Je✓/bi4 4,6--- Vi es Type of Inspection: "/ b4e/i.✓S Address: Date Called: Special Instructions: Date Wanted: a.m. teReques Phone No: Approved per applicable codes. 0 Corrections required prior to approval. - COMMENTS: e"- .4 dtpattsic REINSP CTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I INSPECTION RECORD Retain a copy with permit j/7 D/3 INSP ': NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: -rd41G4- It6F lex/03 Type of Inspection: 1 t,it1G aci4vA✓S G.A(' Address: '/93/ 5 Date Called: MIri :47 -- Special Instructions: QvvoOP— W � 0�/ Date Wanted: 'siteRequite' a.m. er r: �No: r Phone No: Approved per applicable codes. Correctio COMMENTS: 44 ea lfi‘j, _ytty.tt G.A(' A"-' 619ilF 0 7r" 14A -S e_ 9 ) J 7 r' - ✓e,5 (I-- v1— 1"-Q— 9kt/49, /5 /Oa71--- /(- --0,7 7►s ftmp ex_ reD FT111- c9 /fir Inspector: _QQ Dateyl 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 �I7 D1 o3 PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: i ea/t E /403 Type of Inspection: ../.....,0..„43,6,7 / b✓Mti,► 14/4,-- 7K,--Address: Address: 1193/ .S /0'1(37— Date Called: Special Instructions: Date Wanted: /Z. //-it:5 a p.m.. Requester:6 Phone _ , 9/ j Approved per applicable codes. 0 Corrections required prior to approval. /COMMENTS:47/F--/,/, lnspector:. Date: /..2./7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)17 O /cz3 Project: -rti4i.the4 466t- 46 Type of Inspection: •-ex:rrAfif4 Address: INS/ s fig ST to low/ L)61, a_4- 10 reiE4-; vt ' Date Called: Special Instructions: /0 I?Q° /\4 1 1 ' Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. orrections required prior to COMMENTS: -✓ `Fm 'V7 — W/o /[ aii's,rou y Sc vvi'_r p <nJS L r2.die' Iid~ vtsr, (iii. ectr\-1\1--ckcW wct n4 to low/ L)61, a_4- 10 reiE4-; vt ' Vr5 3, E3f oddrrls, y, ke--54141;ged r°o - Ge. rr1-6l Go rowc : 41 i ��'St Inspector: Date: 11 —27— 2 cV REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 344' T4G PW SHEATHING - NAIL W/ 8d 9 6' O.C. EDGES AND 8d ®10' O.C. FIELD 2X JOISTS 9 2'-0' MIN. !Jr/ VlU,D SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 2X RIM • II' 4' PERF. DRAIN COVER W/ FILTER FA6RIC • TREATED SILL PLATE W/ 54' • A.B. 4 I/4'x3'x3' GALY. WASHERS. SEE SHEAR WALL SCHEDULE GARAGE SLAB ON GRADE -'Asl' 'As2' "4 9 12' O.G. RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER ,e, I*, 'W' (3) "4 CONT. W/ CORNER ARS '1-1' 'W' 'B' 'thk' •T' 'AsI' 'As2' 10'-0' 5'-0' 12' 12' 8' 5 e 10' O.C. '5 9 12' O.C. 6'-8' to 9'-3' 4'-I0' 12' 12' 8' '5 0 12' O.C. "4eI2' O.C. 4'-1' to 6'-1' 3'-9' 12' 10' 8' "4010' O.G. "4eI2' O.C. 3'-8' to 4'-6' 3'-0' 12' 10' 8' "4gI2' O.C. "4e16' O.C. up to 3'-1' 2'-8' 12' 10' 8' "4816' O.G. •46I6' O.C. 111 ENGINEERING PO 130X 39681 STEFFEED WALL 'I'-0' EXPIRES JANUARY 21, 2020 Kam Singh RESIDENCE South 114th St- • y'33 Tukwila, WA Project # 13017 S K2 • LAKEWOOD, WA 98496 • PHONE: (253) 250-6651 • nnengineeringecomcastnet • ENGINEERING 1=31=2 STRUCTURAL CAL CULA TIONS ARCO Construction Kam Singh Residence Parcel: 334840-0949 98178, WA PREPARED FOR REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2018 City of Tukwila BUILDING DIVISION Urban Design Group 879 Rainier Ave. N. Suite A200 Renton, WA 98057 April 19, 2017 project no. 13017 7-0103 Date: Rev. Submittals: 04/19/2017 Submittal �PO BOX 39681 • LAKEWOOD, WA 98496 • PHONE: (253) 250-6651 (cell) • RECEIVED CITY OF TU KWILA APR 2 0 2017 PERMIT CENTER nneng ineering agma i 1 .com SECTION 1 LATERAL ANALYSIS I. SEISMIC II_ WIND PO BOX 39681 • LAKEWOOD, WA 98496 • PHONE: (253) 581-3381 • (253) 250-6651 (cell) • nnengineeringecomcastnet NN Engineering, P.S. PO Box 39681 I. SEISMIC Kam Singh -Tukwila 4/18/2017 13017 L.xmcd Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613, ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), and Special Design Provision for Wind and Seismic (AWC SDPWS-2015) Design Criteria: Occupancy Category II - Residential Importance Factor: IE := 1.00 Iw := 1.00 Site Class D Seismic Use Group 1 Seismic Design Category D - Residential Spectral Accelerations for short periods: SS := 1.25 Spectral Accelerations fora 1 -second period: Si := 0.50 Site Coefficient - table 1613.3.3(1&2) Fa := 1.0 F, := 1.5 SMS := Fa Ss SMS = 1.25 (16-37) SM1 := FvSi SMI = 0.75 (16-38) Spectral Response Parameters Design Coefficient (ASCE Table 12.2-1): „,:= 6.5 SZo := 3 Cd := 2 Earthquake Load Combination -Allowable Stress Design (ASCE 12.4.2.3) Eh p•QE Ev := 0.20•SDS D p := 1.3 LC5 := (1.0 + 0.14SDS)•D + H + F + 0.70p -QE LC6 := (1.0 + 0.105•SDS)D + H + F + 0.525•p•QE + 0.75L + 0.75•S LC8 := (0.6 - 0.14•SDS)D + 0.70p -QE + H Earthquake Load Combination with Over -strength Factor Ito - Allowable Stress Design (ASCE 12.4.3.2) LC5.os (1.0 + 0.14SDS)•I) + H + F +'0.7012o•QE LC6.os (1.0 + 0.105•SDS)D + H + F + 0.525410•QE + 0.75L + 0.75•S LCB.os 2 SDS= 3 SMS SDS = 0.83 2 SDI 3 SM1 SD1=0.5 (0.6 - 0.14•SDS)D + 0.70C10 -QE + H Seismic Base Shear (ASCE 12.14-11) A. Determine Seismic Dead Loads (D): fr := 15psf Pto Opsf Pti Opsf pw := 7psf F'• SDs W R. Framing Dead Load Concrete Topping (Floors) Roof Tile Wall Total Floor Dead Load (D): Df := fr + Pto Df = 15•psf Page 1 NN Engineering, P.S. Kam Singh -Tukwila PO Box 39681 Total Roof Dead Load (D): Dr := fr + pt; Dr = 15•psf B. Determine Seismic Weight (W): Overall Building Dimensions : h1 := 10ft h2 := 9ft w2 := 36.582ft 12 := 26ft wr:= 36.5ft 1r := 62ft Height of First Floor Walls Height of Second Floor Walls Average width of second floor Average length of second floor Average width of roof Average length of roof Exterior Wall Dimensions (ft): L1:= 40ft L2 := 14ft L3 := 62ft L4 := 36.5ft L5 := 29ft L6 := 30.7ft L7:= 27ft Total Floor/Roof Areas (ft2) AR := 2434ft2 AR = 2434 ft2 Roof A, 1650ft2 = 1650ft2 Second Floor AB := 1259ft2 AB = 1259 ft2 First Floor TOTAL WEIGHTS - ROOF DIAPH. + (1/2) 2nd WALLS : Wr:= AR•Dr + [.5•h2•(1r + wr).2]'pw Wr = 42.72•k TOTAL WEIGHTS - 2nd FLR. DIAPH. + (1/2) 2nd WALLS + (1/2) 1st WALLS : W2 := A2' Df + E[pw (h2 + h1)..51.121 + [Pw'(h2 + hw2 W2 = 28.91•k TOTAL WEIGHTS - ROOF + FLOOR + WALLS ,L= W2 + Wr W = 71.63•k C. Determine Seismic Base Shear 'ASCE 12.14-11): F'• SDs Vmax := R W Page 2 L8 := 27ft L9:= 7ft L10 := 22ft L11 := 17ft L12 := 13ft L13 := 17ft L14 := 13ft =9.18•k 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 Kam Singh -Tukwila Wx D. Vertical Distribution of Lateral Forces,JASCE 12.14-12) FX:= Vmax Longitudinal Direction w2 F1long W Vmax Wr Frlong W Vmax Vrlong Frlong V21ong Frlong + Fl long Lateral Direction . w2 Fllat Vmax Wr. Frlat W Vmaz Vrlat Frlong V21at Frlong + Ft long w5' :_ Vrlong Wr V2Iong w6' .= w2 Vrlat w7' ._ - it V21at w8' :_ 12 F1long = 3.71•k Frlong = 5.48•k Vrlong = 5.48•k V21ong = 9.18'k Fllat = 3.71•k Frlat = 5.48'k Vrlat = 5.48•k V21at = 9.18'k w5' = 150.04•plf ,w6' = 251.02.plf w7' = 88.33.plf w8' = 353.19•plf Page 3 4/18/2017 13017 L.xmcd Upper Story Shear Longitudinal Lower Story Shear Longitudinal Upper Story Shear Lateral Lower Story Shear Lateral NN Engineering, P.S. Kam Singh -Tukwila PO Box 39681 E. Determine Building Redundancy p p = 1.3 First Floor: WA LL AA Laa:= 14ft Vaa:= (94w8' Vaa = 3178.721b Main Floor: WALLA L'a := 15ft Va :_ (L1)•w7' Va = 3533.13 ib WALLB Lb := 14.8333ft Vb := (L1 + L2)•.5•w7' Vb = 2384.861b WALL C Lc := 4ft Vc:= (L2)•.5•w7' Vc = 618.31b WALLD Ld:= 40.5ft Vd :_ (L4)•.5•w5' • Vd = 2738.171b WALL E Le := 24ft Ve :_ (L4)•.5•w5' Ve = 2738.171b Page 4 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 Kam Singh -Tukwila F. Calculate Earthquake Forces Eiong 0.70P•Vmax Elong = 8.36•k Elat 0.70P•Vmax Etat = 8.36 k Erlong 0.70 P• Frlong Erlong = 4.98.k E2long 0.70P•Frlong E2long = 4.98•k _.Erlong Vrlong = 4.98.k := Erlong + E2long V2long = 9.97•k = Erlong Vrlat = 4.98 k Erlong + E2long V2lat = 9.971 Uniform Loads to Roof/Floor Diaphragm (seismic) Adjusted to working stress level) w5 :_ ,w6:= Erlong Wr E2long w2 Erlong w7 Ir E2long w8 :- 12 w5 = 136.53.plf w6 = 136.23.plf w7 = 80.38•plf w8 = 191.67.plf Page 5 4/18/2017 13017 L.xmcd Base Shear Longitudnal Base Shear Lateral Upper Floor Story Shear Lower Floor Force Upper Story Shear Longitudinal Lower Story Shear Longitudinal Upper Story Shear Lateral. Lower Story Shear Lateral Uniform Load Seismic (Roof Diaph. Longit.) Uniform Load Seismic (2nd Floor Diaph. Longit.) Uniform Load Seismic (Roof Diaph. Lat.) Uniform Load Seismic (2nd Floor Diaph. Lat.) NN Engineering, P.S. PO Box 39681 Kam Sinqh-Tukwila 4/18/2017 13017 L.xmcd II. Wind on Buildings MWFRS- Part 2 Enclosed Simple Diaphragm Ps := X•ic•ps3o (ASCE Eqn. 28.6-1) Low -Rise Buildings (ASCE Ch. 28) Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613 and ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), Special Design Provision for Wind and Seismic (AWC SDPWS-2015) Simplified Design Wind Pressure, Ps30 (psf) Design Criteria: Vu1=110 mph Ultimate = 85 mph Nominal V asd Wind Speed (IBC Table 1609.3.1) Ps3o.A 15.9psf•Ke PS30.B 4.2psf•Kt Ps3o.c 10.6psf•Kzt PS30.D 2.3psf•Ict Ps3o.E =—13.8psf•K2 Ps3o.F 9.6psf•Kzt Ps3o.G —9.6psf•Kzt Ps3o.H 7.3psf•Ict Ps30.Eoh :_—19.3psf.ict Ps30.Goh :_—15.1psf•K Height Above Ground (ft.) X 0' to 15' X15 := 1.00 15' to 20' X20 := 1.00 20' to 25' X25 := 1.00 25' to 30' X30 := 1.00 30' to 35' X := 1.05 Horizontal Pressure Horizontal Pressure Horizontal Pressure Horizontal Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure Exposure B Occupancy Category: 11 Ka := 1.0 Height (h) < 60ft Height < least width horizontal dimension End Zone of Wall End Zone of Roof Interior Zone of Wall Interior Zone of Roof End Zone Windward Roof End Zone Leeward Roof Interior Zone Windward Roof Interior Zone Leeward Roof Overhang @ End Zone Windward Roof Overhang @ Interior Zone Windward Roof Page 6 NN Engineering, P.S. Kam Singh -Tukwila PO Box 39681 35' to 40' X40 := 1.09 A. DETERMINE BASE FORCES Height Above Wind Pressure (Horiz.) Ground (ft.) (Wall End) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' NA := X15.1'PS3o.A NA = 15.9•psf P2A :_ X20'1'PS30.A P2A = 15.9•psf P3A :_ X25'1'PS30.A P3A = 15.9•psf P4A :_ X30'1'PS30.A P4A = 15.9•psf PSA := X35'1'PS30.A P5A.= 16.7•psf P6A :_ X40'1'PS30.A P6A = 17.33•psf Wind Pressure (Horiz.) (Roof End) P1B :_ X1541PS30B NB = 4.2•psf P2B :_ >20'1'PS30.B P2B = 4.2•psf P3B := X25 1'Ps3o.B P3B = 4.2•psf P4B :_ X30'1'PS30.B P4B = 4.2•psf P58 := X351'13S30.B P5B = 4.41 •psf P6B :_ X40'1'PS30.B P6B = 4.58•psf 4/18/2017 13017 L.xmcd Wind Pressure (Horiz.) Wind Pressure (Horiz.) (Wall Interior) Plc :_ X15'1'Ps30.c Plc = 10.6•psf P2c :_ X2o'1'Ps30.c P2c = 10.6•psf P3c :_ X2s'1'Ps3o.c P3c = 10.6•psf P4c :_ X3o'1'P63o.0 P4c = 10.6•psf P5c :_ X35'1'PS3o.c P5c = 11.13•psf P6c :_ >40'1'PS30.0 P6c = 11.55.psf (Roof Interior) Pip :_ %15'1'PS30.D Pip = 2.3•Psf P2D :_ X20'1'PS30.D P2D = 2.3•psf P3D :_ X254Ps3o.D P3D = 2.3•psf P4D :_ >30'1'PS30.D 1341) = 2.3•psf PSD :_ X35'41S30.D P5D = 2.42•psf 1 P6D :_ >40'1'PS30.D P6D = 2.51•psf Height Above . Wind Pressure (Vert.) .Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' PIE :_ �15'1'PS30.E PIE =-13.8•psf P2E :_ X20'1'PS30E P2E =-13.8•psf P3E := X25.113s3o.E P3E =-13.8•psf P4E :_ X30'1'PS30.E P4E =-13.8•psf PSE :_ >35'1'PS30.E P5E=.-14.49•psf P6E :_ >404'PS30.E P6E =-15.04•psf -Wind Pressure (Vert.) P1F:= %15'1'PS30.F P1F =-9.6•psf P2F :_ X20'1'PS30.F P2F =-9.6•psf P3F :_ X251'PS30.F P3F =-9.6•psf P4F :_ �`30'1'PS30.F P4F =-9.6•psf P5F :_ X35' IPS30 F P5F =-10.08•psf P6F :_ X40'1'PS30.F P6F =-10.46•psf Page 7 Wind Pressure (Vert..) Wind Pressure (Vert.) PIG := X15.1'PS3o.G PIG =-9.6•psf P2G:- X20'1'PS30.G P2G =-9.6•psf P3G :_ X25'1'PS30.G P3G =-9.6•psf P4G :_ X30•I•ps30.G P4G =-9.6•psf P5G:= X35'1'PS30.G P5G =-10.08•psf P6G:= X40'1'PS30.G P6G =-10.46•psf P1H:= X15'1'PS30.H P1H =-7.3•psf P2H :_ >20'1'PS30.H P2H =-7.3.psf P3H :_ > 25'1'PS30.H P3H =-7.3•psf P4H :_ >`301'PS30.H P4H =-7.3•psf P5H :_ X35'1'PS30.H P5H =-7.67.psf P6H :_ %40'1'PS30.H P6H =-7.96•psf NN Engineering, P.S. PO Box 39681 Height Above Wind Pressure (Vert.) Ground (ft.) (Overhangs) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' P1Eoh :_ X1541:1S30.Eoh P1Eoh =—19.3•psf P2Eoh :_ X20'1'PS30.Eoh P2Eoh =—19.3•psf P3Eoh :_ X25'1'PS30.Eoh P3Eoh =—19.3•psf P4Eoh := X30°IPS30.Eoh P4Eoh =—19.3•psf • P5Eoh :_ >`354'PS30.Eoh P5Eoh =—20.27.psf P6Eoh :_ X40'1'PS30.Eoh P6Eoh =—21.04.psf Kam Singh -Tukwila Wind Pressure (Vert.) (Overhangs) PlGoh := X15'1'PS30Goh Plath = —15.1.psf P2G0h:= X20'1'PS30.Goh P2Goh =—15.1.psf P3Goh:= X25'1'PS30.Goh P3Goh =—15.1.psf P4Goh :_ >'30'1'PS30.Goh P4G0h = —15.1.psf PSGoh:= X35'1'PS30.Goh PSGoh =—15.86.psf P6Goh :_ %40'1'PS30.Goh P6Goh =—16.46.psf Page 8 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 ridge := 30ft plate2 := 9ft platel := 9ft + 12in platel = 10•ft platel + plate2 = 19.ft yl :_ (ridge — platel — plate2).5 platel + plate2 + yl = 24.5•ft Kam Sinqh-Tukwila total height projected area (lateral direction measured) second floor plate ht first floor 8ft plate ht + 12in joist depth total height to second floor plate yl = 5.5.ft ave distance to center trapazoid total average Iongit height (longitudinal direction) Determine Uniform Wind Loads: w1 := P1c•.5ft + P2c•5ft + P3c•4.5ft + P4c•Oft + P5c•Oft w2 := P1c•9•5ft + P2c•Oft + P3c•0ft + P4c•Oft + P5c•Oft w3 := P1c•.5ft + P2c•5ft + P3c•5ft + P4c•5ft + P5c•0ft w4 := Plc 10.5ft + P2c•5ft + P3c•0ft + P4c•Oft + P5c•0ft wl = 106•plf w2 = 100.7•plf w3 = 164.3•plf w4 = 164.3.plf 4/18/2017 13017 L.xmcd Uniform Load Wind (Roof Diaph Longit) Uniform Load Wind (2nd Floor Diaph Longit) Uniform Load Wind (Roof Diaph Lat). Uniform Load Wind (Roof Diaph. Garage) Flat w3 + w2 wlat = 265•plf 'long wl + w2 Vwlong wlong`w2 Vwlat Flat 12 'long = 206.7•plf Vwlong = 7.56•k Vw1at = 6.89•k TOTAL WIND LOAD PER LIN FT. OF BLDG. WIND BASE SHEAR - LONGITUDINAL DIRECTION WIND BASE SHEAR - LATERAL DIRECTION C. STORY SHEAR -WIND LONGITUDINAL DIRECTION Vr.long.wind wl•wr Vr.long.wind = 3.87•k V2.1ong.wind :- w2* w2 + Vr.long.wind V2.1ong.wind = 7.55•k LATERAL DIRECTION Vr.lat.wind w3'Ir V2.1at.wind w2.12 + Vr.lat.wind Vr.lat.wind = 10.191 V2.lat.wind = 12.8.k Page 9 NN Engineering, P.S. PO Box 39681 111. SUMMARY OF STORY SHEARS Vx : Kam Singh -Tukwila SEISMIC WIND 4/18/2017 13017 L.xmcd LONGITUDINAL LATERAL LONGITUDINAL LATERAL ROOF Vrlong = 4.98•k SECOND ROOF SECOND V2long = 9.97•k Vrlat = 4.98•k V2Iat = 9.97•k (Controlling uniform load/shears) LONGITUDINAL LATERAL Vrlong = "w5 -eq" Vriat = "w3 -wind" V2.long = "w6 -eq" V2.lat = "w2 -wind" A. SUMMARY UNIFORM LOADS: wl = 106•plf w2 = 100.7•plf w3 = 164.3•plf w4 = 164.3•plf w5 = 136.53•plf w6 = 136.23•plf w7 = 80.38•plf w8 = 191.67•plf WIND (Roof Diaph. Longit.) WIND (2nd Flr. Diaph.Longit./Lat.) WIND (Roof Diaph. Lat.) WIND (Roof Diaph.) SEISMIC (Roof Diaph. Longit.) SEISMIC (2nd Flr. Diaph.Longit.) SEISMIC (Roof Diaph. Lat.) SEISMIC (2nd Fir. Diaph.Lat.) Vr.long.wind = 3.87•k .Vr.lat.wind = 10.19.k V2.long.wind = 7.55•k V2.lat.wind = 12.8•k Page 10 NN Engineering, P.S. PO Box 39681 IV. SHEAR ON SHEAR WALLS. 2ND FLOOR 1ST FLOOR Wall A (SEISMIC): La= 15ft (L1)•w7 va La va = 214•plf Wall D : Ld = 40.5 ft (L4)•.5•w5 vd Ld vd = 62•plf Wall AA: Laa= 14ft (9ft)•w8 + va•La vaa Laa vaa = 352.87•plf Kam Singh -Tukwila Wall B (SEISMIC): Lb = 14.83 ft (L1 + L2)..5.w7 vb :- Lb Wall C: Lc=4ft (L2)..5.w7 VC .- Lc vb = 146•plf vc = 141 •plf Wall E: Le = 24 ft (L4)•.5•w5 ve Le ve = 103.82•plf Page 11 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 V. SHEAR WALL STRENGTH A. OVERTURNING MOMENT ON WALLS 1st Floor Walls HW := h1 Wall Length A Lal := 2.5ft B Lbl := 5.6667ft C Lel := 2•ft Overturning Moments OTMal := va•Lal•HW OTMb1 := vb•Lbl•HW OTMc1 := vc•Lel. HW Kam Singh -Tukwila OTMa1 = 5358.58 ft.lb OTMbl = 8290.81 ft•Ib OTMcl = 2813.2511.1b D Ldl := 5.8333•ft OTMd1 := vd•Ld1•HW OTMd1=3588.9ft•lb E Lel := 4•ft OTMe1 := ve•Lel•HW • OTMe1=4152.9ft•lb 2nd 'Floor Walls h2 AA Laal := 2.5.ft OTMaal := vaa•Laal•HW OTMaal = 7939.6ft•Ib Page 12 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 Kam Singh -Tukwila B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 15 psf for dl used to take into account of loads from adjacent walls. 2nd Floor Shear Walls 2m= h2 Dead Load on Shear, Wall Shear Roof / Floor Weights Wall Wall Weights Dead Load Resisting Moment AA1 DLRFaal := 5.5•ft•(2 •Dr)•Laal DLWLaa1 := HW•pw Laal 3 DLRFaal = 137.51b DLWLaa1 = 157.51b Page 13 DLaal := DLWLaal + DLRFaal DLaal = 2951b DLRMaal := DLaal •Laal•.5 DLRMaal = 368.75 ft• lb 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 Kam Singh -Tukwila B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 1st Floor Shear Walls HAW = h1 Shear Wall Dead Load on Shear Wall Roof / Floor Weights Al DLRFal := 5.5.ft. I —2 •Df)•Lal 3 DLRFa1 = 137.51b Wall Weights DLWLa1 := HW•pw Lal DLWLa1 = 1751b B1 DLRFb1 := 3.ft•I •Df I•Lbl DLWLbl := HW•pw Lbl 3 J DLRFb1 ='170 lb DLWLb1 = 396.671b C1 DLRFc1 := 5.5.ft.{ —2 •Df)•Lc1 DLWLc1 := HW•pw Lc1 3 DLRFc1 = 110 lb DLWLc1 = 1401b D1 DLRFd1 := 19.ft. •Df)•Ldl DLWLd1 := HW•pw Ld1 3 DLRFdl = 1108.331b DLWLd1 = 408.331b E1 DLRFe1 := 19.ft.I —2. Df ' Lel 2•Df)•Lel DLWLel := HW•pw Lel 3 DLRFe1 = 760 Ib m DLWLel = 2801b Page 14 Dead Load Resisting Moment DLa1 := DLWLaI + DLRFal DLa1 = 312.51b DLRMal := DLal•Lal•.5 DLRMal = 390.62 ft. lb DLb1 := DLWLb1 + DLRFb1 DLbl •566.671b DLRMbl := DLb1•Lbl•.5 DLRMbl = 1605.57 ft.lb DLc1 := DLWLel + DLRFc1 DLc1 = 2501b DLRMc1 := DLc1•Lcl•.5 DLRMcl ` 250 ft.lb DLd1 := DLWLd1 + DLRFd1 DLd1 =1516.661b DLRMd1 := DLd1•Ldl•.5 DLRMdl = 4423.56 ft.lb DLel := DLWLel + DLRFe1 DLe 1 = 10401b DLRMe1 := DLe1•Lel•.5 DLRMel = 2080 ft.lb 4/18/2017 13017 L.xmcd NN Engineering, P.S. Kam Sinqh-Tukwila PO Box 39681 C. HOLDOWN FORCES ON WALLS Second Floor Al B1 HDFa1 OTMal — DLRMa1 Lal HDFb 1 OTMb1 — DLRMb1 :_ Lbl C1 HDFc1 D1 El First Floor AA1 OTMc 1 — DLRMc 1 Lcl. OTMdl — DLRMdl HDFd 1 Ldl OTMe l — DLRMe l HDFe 1 Lel HDFal = 1987.181b HDFb1 = 1179.741b HDFc1 = 1281.631b HDFd1 = —143.091b HDFe 1 = 518.221b OTMaal — DLRMaa1 HDFaal :— + HDFa1 HDFaal = 5015.52 lb Laal Page 15 4/18/2017 13017 L.xmcd NN Engineering, P.S. PO Box 39681 Kam Singh -Tukwila E. SHEAR STRESS AROUND OPENINGS (cont.): CD := 1.33 Z := 1221b (NDS TBL 12.3B - 16d COMMON NAILS, 1-1/2" SIDE MEMBER THICKNESS) Z' := Z•CD Z' = 162.261b PER NAIL, WALL SHEAR STRESS Sole Plate Nail Spacing 2nd Floor ZB AA vaa _ vaa•Laa vaa 352.87 if s = 1 Laa — 0.ft 1 = p 1vaa1 4/18/2017 13017 L.xmcd HORIZ. STRAP FORCE Paa:= (vaal — vaa)•0•ft Paa = 0 D. ALLOWABLE ANCHOR BOLT SPACING Table 8.2E (1997 NDS) 5/8 " DIA. Anchor Bolt w/ 1 1/2" Side Member (Hem -Fir) 7:= 8301b. 1.33 ZB — = 275.98.plf 4ft ZB = 1103.91b Allow. Load on 5/8" Dia. Bolt in shear 1ft spacing. Allow Shear/ft for 4' max spacing E. SHEAR STRESS AROUND OPENINGS: WALL SHEAR STRESS First Floor A va•La vat B C D E La-0•ft vb•Lb vbl :_ Lb — 0.ft vc•Lc vcl := Lc — 0.ft vd•Ld vd1:= vel Ld — 0•ft ve•Le Le — 0.ft val = 214.34.plf vbl = 146.31.plf vci = 140.66•plf vdl = 61.52•plf vel = 103.82•plf A.B. SPACING Z' Sal .— val ZB sbl • vb 1 ZB Scl:=— vcl ZB Shc ' vd 1 ZB Sel := — vel Page 16 HORIZ. STRAP FORCE �val - va)•0•ft Pa = 0 Pb := (vb1 — vb)•0•ft Pb = 0 Pc := (vcl — vc)•0•ft Pc = 0 Pd := (vdi — vd)•0•ft Pd = 0 Pe :_ (vei — ve).0.ft Pe = 0 NN Engineering, P.S. PO Box 39681 Kam Sinqh-Tukwila 4/18/2017 13017 L.xmcd B. Shear Wall to diaphragm nailing (Sole Plate): NDS Table12.3B: i16d Common Nails 1 1/2" side member thickness = 1.33 Cdj := 1.1 = 1221b 7 'A:= Z•CD•Cd; Z' = 178.491b Z' — = 133.86•plf 16in Per Nail Allowable load for 16" nail spacing (max) Page 17 NN Engineering, P.S. Kam Singh -Tukwila PO Box 39681 VII. SHEAR WALL SUMMARY First Floor Mk Wall Shear Anchor bolt Holdown Edge Holdown Type Stress Spacing Force l Nailing Type. A** 1 vat = 214.34.plf sa = 9.08•in HDFa1 = 1.99•k 8d @ 4" o.c. MST37 4/18/2017 13017 L.xmcd B 2 vb1 = 146.31•plf sb = 48•in HDFb1 = 1.18•k 8d @ 6" o.c. STHD14RJ C** 3 vc1 = 140.66•plf s = 48•in HDFc1 = 1.28•k 8d @ 3" O.C. STHD14RJ D 01 vd1 = 61.52.plf sd = 48•in HDFd1 = —0.14.k 8d @ 6" o.c. NO HOLDOWN 01 vel = 103.82.plf se = 48•in HDFel = 0.52.k 8d @ 6" o.c. NO HOLDOWN 2nd Floor Mk Wall Shear Anchor bolt Holdown Type Stress Spacing BRForce ** Edge Holdown Nailing Type. veal = 352.87.plf saa = 37.54•in 'HDFaal = 5IO2.k 8d @ 2" o.c. HDQ8 **Reduced Shear Capacity perAWC SDPWS-2015 Page 18 NN Engineering, P.S. PO Box 39681 Kam Singh -Tukwila 4/18/2017 13017 L.xmcd Table 4.3A Nominal Unit Shear Capacities - Hem -Fir Framing - (ASD) G = 0.43 SGadj := 1 — (0.50 — G) SGadj = 0.93 Specific GravityAdjustment Factor Reduced Ulimtate Shear Wall Capacity. AWC SDPWS-2015 (Table 4.3.4 Max. Shear Wall Aspect Ratios 2:1 to 3.5:1) G = 0.43 SGadj = 0.93 Specific GravityAdjustment Factor ASD Reduction Factor: 2.0 Wall A Seismic (DF) Fastener Spacing - Shtg Size (-1)•(SGadj)(2•(1)•700plf 395=235.08•plf Wall C Seismic (-1).(SGad-d(2.-2 • J•900plf = 186•plf 8d @ 4" O.C. 7/16" OSB (1 side) Fastener Spacing - Shtg Size 8d @ 3" O.C. 7/16" OSB (1 side) Wall AA Seismic (DF) Fastener Spacing - Shtq Size (!).(1)(2..)(1).1170P1f = 422.5p1f 8d @ 2" O.C. 7/16" OSB (1 sides) Page 19 l -J 6'4D' AA AA AA r 3 E. J L, ,J C-1 r 3 f C C 1 r 1 1 1 n 11 11 11 11 11 _IL_ L II I I 1 1 1-1-1- -I- -L. UJ8 (E) UJ2 (11J) 1116 (E) U2(UJ) LOUR FLOOR 5WE4R WALLS hi 3,y4.' L4 r I L_J r-, I I L_J 6'-0' B'-0' 4 0 • r I A 7 A 0 L COI 11 1 L r L JI UJ8 (E) -UJ2 (UJ) c 2'-0'. U16 (E) 102 (UJ) r- / Li r' r� Li r J 1 u r I • iLI 1 1 G el MAIN FLOOR SHEAR WALLS t. TOP OF RIDGE - TOP OF RIDGE PL. • COV'D PORCH PL • LIVING/KIT/DIN. 112 CONT. METAL GUTTER ON 5/4X6 FASCIA BOARD TTP. ROUGH SAWN 4 LAP SIDING CORNER TRIM MAN FLOOR FINISH GRADE SOFFIT, VENT 4 INSULATE CANT'L W/ R-30 INSUL. CONCRETE ENTRY PORCH Ns I ®INSI FRONT ELEVATION SWEAR' WALLS PL. • MAN FLOOR MAN FLOOR PL. • LOWER FLOOR SECTION 2 GRAVITY ANALYSIS PO BOX 3%81 • LAKEWOOD, WA 98496 • PRONE= (253) 581-3381 • (253) 250-6651 (cell) • nnengineeringecomcastnet NN Engineering, P.S. Kam Singh - Tukwila PO Box 39681, Lakewood, WA 98496 III. Gravity Load Analysis Gravity Analysis shall be based on 2015 "International Building Code" (IBC), and ASCE/SEI 7-10 Sect. 7.3 - 7.4 and "Minimum Design Loads for Buildings and Other Structures", Section 3.0 - 6.0. Design Criteria: A. Determine Dead Loads (D) (1606): Uniform Dead Loads (psf): fr := 15psf Pto = 0•psf Pti Opsf pw, := 1.1psf Framing Dead Load (or actual) Concrete Topping (Floors) Roof Tile Wall thk = 0•in B.1 Determine FLoor Live Loads (L) ( IBC Table 1607.1 & ASCE Table 4-1 ): llf := 40psf Ild := 60psf Ila := 100psf Floor Live Load Deck Live Load Assembly Areas 4/18/2017 13017 B.xmcd 11g .= 55psf ,Garage Slab on Grade • llgc := 30001b Garage Concentated Load (4.5in x 4.5in area) 11'ge := 22501b Garage Concentated Load (per wheel) - storage B.2 Determine Adjusted Uniform Snow Loads (L) (ASCE Ch. 7) Roof Snow Load - (Ground Snow load pg < 20psf ; Site elevation < 700ft) pf:= 0.7•Ce Ct•I•pg Flat Roof Snow Load (ASCE Eqn. 7-1) Ce := 1.0 - Exposure B Table 7-2 Ct := 1.1'- Table 7-3 Obstructed non -slippery surface - Heated space (ventilated) I :_ .1.0 - Importance Table 7-4; Category II per table Ps := Cs'Pf Pf:= 0.7:Ce Ct•I•pg. p'f = if[pg <_ 20psf,(I•pg),(20psf•1)1 p"f:= if(Pf>w,Pf,W). 1-1 Sloped Roof Snow Load (ASCE Eqn. 7-2 Warm Roofs) Cs := 1.0 (ASCE Table 7-2a; < 4:12 to 7:12 roof pitch p's = 25•psf Min. (Heated Ventilated space) pg := 20psf (Ground Snow load per ASCE Fig. 7-1) w := 25psf (Min. Roof Snow load ,,, per local jurisdiction) pf = 15.4'psf p'f = 20•psf min. p"f = 25•psf min. Floor Dead Load( Df): Df = 15.psf i Floor Live Load (Lf): Lf = 40•psf Roof Dead Load (Dr): Dr= 15.psf Roof Live Load (Lr): L, = 25.psf TOTAL FLOOR LOAD (TLf): TLf = 55•psf TOTAL ROOF LOAD (TLr): TLr = 40•psf Page B1 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Sawn Beam - B1 /6= 10.ft Dr = 15•psf Lr = 25•psf TLr = 40•psf wl := T11.-8- ft w2 := TL, -3.5- ft Sawn Beam Properties - Fb := 900 -psi F„ := 180•psi F'b Fb.CD.CM.Cr.CL•CF•Cfu•Ci.Cr F'„:= FvCD- Cm- 1' 1 E' := 1600000•psi•C'i Shear Diagram Kam Singh - Tukwila wl = 320•plf w2 = 140•plf • CD := 1 Cly:= 1 ,;= 1 F'b = 1080•psi F\, = 180.psi • E' = 1600000.psi 2 4 6 RL = 1.9•k x(ft) RR = 1.6•k 8 10 max = 1.9•k P1 := lk P2 := Olb P3 := Olb 4/18/2017 13017 B.xmcd a := 6 -ft b := 4 -ft = 6 -ft d := 6•ft := 1.0 CF := 1.2 C := 1 Ci := 1.0 Cr := 1 Moment Diagram Mmax = 5.4.k.ft BEAM SELECTION t := 5.5•in , (beam thickness) h := 11.25•in (beam depth) USE t = 5.5•in L_ T 240 5•weq•L4 384•E'•I ATL = 0.09 -in Beam Stresses 4=25•% fb=51.5% Ireq I = 18.56•% x h = 11.25•in BEAM Sreq = 59.8•in3 < S = 116•in3 OK Areq = 15.47•in2 < A = 62•in2 OK Ireq = 121.1•in4 < I = 653•in4 OK Page B2 C'i := 1.0 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Sawn Beam - B2 L .= 8.ft rwV Dr = 15.psf Lr = 25.psf TL, = 40.psf AwA:= TL,..2. ft Kam Singh - Tukwila wi = 200.plf w2 = 80.plf 4/18/2017 13017 B.xmcd 6v= 4.ft k:= 4.ft c := 6•ft d := 4.ft• Sawn Beam Properties - m= 900.psi F .= 180.psi ,=1 gho 1 ,:=1 g‘:= 1.0 $:= 1.2' ,,:=1 ,= 1.0 gie 1 41,‘:= Fb• CD•Cm•Ct•CL•CFCfu.C1 Cr F'b = 1080.psi g',JA:= 1.0 Fv. CD•Cm•Ct•Ci E' := 1600000.psi•C'1 2 1 0 — 1 0 2 4 Shear Diagram 6 8 x(ft) RL=1.2k RR = 0.9.k • m= 1.2.k F'v = 180.psi E' = 1600000.psi Moment Diagram BEAM SELECTION t .= 5.5.in (beam thickness) isa 8.25.in (beam depth) USE t = 5.5.in x h = 8.25.in BEAM L AwT4A := 240 Sreq = 34.67.in3 < S = 62.in3 OK i 5 -weq.L4 An = 0.09 11 .in Areq = 9.83.12 5 A = 45.in2 OK 384.E.I Beam Stresses 4 7 21.7.% fb 55.6:% Ireq = 21.82.% Ireq = 56.16.1n4 < I = 257.in4 OK Page B3 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 6x12 Sawn Beam - B3 Dr = 15•psf Lr = 25•psf TLr = 40•psf w:= net, w = 140•plf w•L2 Aov'= 8 Allowable Stresses (adjusted) DF#2 Maw( = 2957.5 ft• Ib Kam Singh - Tukwila L, .= 13 • ft tM,:= 5.5in L:= 11.25in tw := 3.5ft WDL := Drtw WDL = 53•plf w. —,— 2h/ 2 = 778.75.1b 4/18/2017 13017 B.xmcd Rm = 910.1b = 875•psi L= 170•psi = 1.15 , = 1 = 1 := 1.0 • a:7 1.2 S.44,:= 1 = Lo = 1 Fb•CD. Cm. Ct. CL. CF. Cfu•Ci•Cr F'b = 1207•psi S,,,V' := 1.0 Fv. CD. Cm. Ci F'v = 195•psi E' = 1600000.psi ,:= 1600000•psi•C'; Mmax Sreq :_ F'b Vm 1.5 Afeq F'v 5•w•L4 'req 384•E1•OTL Sreq = 29.39•in3 < S = 116•in3 OK Areo = 5.98•in2 < A = 62.in2 OK Ireq = 86.51•1n4 5-1/4 x 11-1/4 Microllam.Beam (LVL) - B5 Dr = 15.psf Lr = 25.psf W:= TLrtw w•L2 := 8 Allowable Stresses (adjusted) L= 2600.psi L= 285.psi EA:= 1900000.psi F'b = 2990•psi w = 220•plf TL, = 40•psf Mmax = 7040 ft.lb I = 653•in4 OK L;= 16•ft = Drtw =w•(1' l 2 -hI := Fb•CD'CM•Ct.CF '40 FvCD. Cm. Ct. CH F'v = 328•psi a max SreSrea = 28.25•in3 < S = 111•in3 F'b Vm 1.5 Areq Ireq 384•E'•01L F'v 5•w•L4 Sreq —= 25.33.% S Areq —9.66•% A Ireq L= 5.25in t,,, := 5.5ft = 13.26•% WDL = 8311f Vmax = 1553.75.1b gw:= 1 15 n7Ggn= 1 = 1 ,i= 1 CH := 1 O L.. ""'�°` 240 Afeq = 7.11•in2 < A = 59.in2 O Ireq = 213.42•in4 I = 623•in4 OK Page B4 S req S ---25.51•% Afeq — - 12.04.% A Ireq = 34.26•% 1 0 •— L 240 = 1760.1b. NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh - Tukwila 6x8 Sawn Beam - B6 6•ft .= 5.5in t�:= 7.25in 4/18/2017 13017 B.xmcd Dr = 15.psf Lr = 25•psf TLr = 40.psf tom:= 5.5ft , ,:= TLr tw w = 220•plf w ,,A.= Drtw wDL = 83•plf 2 1 )4470&:= w8 Mm = 990 ftlb := w•I 2 – h) Vm = 527.08.lb Rmax = 660.1b Allowable Stresses (adjusted) DF#2 \ , ,:= 875•psi ;= 170•psi g;= 1.15 := 1 = 1 := 1.0 Com:= 1.2 ,:= 1 ,= 1.0 ,= 1 &= Fb•CD•CM•Ct•CL•CF•C Ci•Cr F'b = 1207•psi:= 1.0 := FvCD•CM•Ct•Ci . F'v = 195•psiL 0 – A • 240 := 1600000•psi•C'i E' = 1600000 -psi Sreq := Mmax Sreq = 9.84•in3 < S = 48•in3 OK Sfeq — 20.42•% Fb S Areq Vma,,• 1.5 Areq = 4.04•in2 < A = 40•in2 OK Areq o Fv —10.14•% A 4 'req S W L 'req = 13.37•in4 < I = 175•in4 OK Ireq o 384•E'•OTL I = 7.65 /o 5-1/4 x 7-1/4 Microllam Beam (LVL) - B7 8•ft Dr = 15•psf Lr = 25•psf TLr = 40•psf ,w,:= TL.tw = 760•p1f w•L2 or= 8 = 6080 ft• lb Allowable Stresses (adjusted) SAx.;= 2600•psi , ;= 285•psi ZA: Fb•CD•CM•CfCF iJ,nxn•= Fv. CD•CM•Ct•CH Mmaz Sreq := Fib Areq 'req 384•E'•OTL Vm 1.5 F'v 5•w•L4 = Drtw '= w•C2 — h) 1900000.psi Fib = 2990•psi F'v = 328•psi Sfeq = 24.4•in3 < S = 46•in3• Areq = 11.81•in2 < A = 38•in2 O Ireq = 92.16•in4 < I = 167•in4 OK Page B5 t .= 5.25in ty%:= 19ft tk:= 7.25in wDL = 285.plf Vmax =2580.83.1b gp,;= 1J15 = 1 = 1; ,,:= 1 Liciv:=AP' • 240 Sreq – 53.06.% S Areq — = 31.01% A I req 55.28•%. I Rm = 3040.1b NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Micro -lam LVL Beam - B4 = 6•ft Dr = 15•psf Lr = 25•psf TLr = 40•psf AvAkA:= Au= Kam Singh - Tukwila wl = 760•plf w2 = 660•plf. RR 4/18/2017 13017 B.xmcd Ztv:= 2.8k a^= 4.5.ft = Olb := 4.ft ;= Olb c:= 6•ft d := 4.5•ft nM Parallam Beam Properties - Fra;= 2900.psi Fes= 290•psi 40A:= Fb•CD•CM•Ct•CF FV.CD•CM.Ct•CH E':= 2000000•psi F'b = 3335•psi F'„ = 334•psi gw:= 1.15 AcAmA:= 1 moi= 1 = 1 ;= Shear Diagram x(ft) RL=3•k RR=4.2•k Vmax = 4.2•k Moment Diagram BEAM SELECTION N:= 5.25•in (beam thickness) 1t:= 7.25•in (beam depth) L USE t = 5.25•in x h = 7.25 • in BEAM """ 240 S < S = 46•in3 OK 5•wegL4 O• ATL = 0.11 in Are 19.11 int < A = 38 int OK 384•E'•I q Beam Stresses fv = 50.2•% fb = 45.1•% Iraq = 37.37•% Iteq = 62.31•in4^ < I = 167.in4 OK Page B6 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Micro -lam LVL Beam - B8 = 67ft Kam Singh - Tukwila Dr = 15•psf Lr = 25.psf TLr = 40•psf atA:= TLr 19•ft wl = 760•plf Nw, := TLr5.5•ft • w2 = 220•plf RL RR 4/18/2017 13017 B.xmcd = 3.6k 6v= 2.ft &:= Olb b := 4.ft = Olb = 6•ft d:= 2.ft . Parallam Beam Properties - ,= 2900•psi &%;.= 290•psi &:= 2000000•psi Fb•CJ•CM•Ct•CF Fib = 3335•psi FV.CD. CM.Ct.CH F'r, = 334•psi 4.15 =1 = 1 AcAfv,..-- 1 = 1 4 2 0 — 2 — 4 0 Shear Diagram Moment Diagram 8 6 4 2 0 2 4 6 —20 I�2 x(ft) 11 .rw\ RL. = 4•k RR = 2•k Mmax = 6.4.k. ft Vin ax=4.k j 4 BEAM SELECTION L= 5.25•in 1A:= 7.25•in L (beam thickness) (beam depth) USE t = 5.25•in x h=7.25•in BEAM ''"/ 240 Sreq = 23.03 in3 < S = 46•in3 OK 5 w 'L4 ARA:— eq ATL = 0.12•in Areq = 17.8111•in2 < A = 38•in2 OK 384•E'•I i Beam Stresses I I. fy=46.8% fb=50.1% req =41.46% Ireq=69.12'in4 < I=167.in4 OK I i Page B7 NN Engineering, P.S. Kam Singh - Tukwila PO Box 39681, Lakewood, WA 98496 5-1/2 x 12 Glu -Lam Beam - B9 Imo;= 13•ft = 5.5in 21,:= 12in Df = 15 psf Lf = 40•psf TLf = 55•psf TLr = 40•psf twf:= 5ft (floor) 1 mow,,,,:= TLf•twf + TLr tw, w = 275•p1f ,w446= Df•twf + Dr twr WDL= 75•plf w•LZ w, = Mmax = 5809.38 ft.-- - - 8 Allowable Stresses (adjusted) w. — h I Vmax = 1512.54b Rm = 1787.5.1b 2 4/18/2017 13017 B.xmcd wr := Oft (roof) = w•L•.5 15,;= 2400•psi Fes= 265•psi := 1800000•psi•Ct nr= 1 Com:= 1= 1:= 1.0 w' F C C C C C• C C F' 2400.psi Cv := 1 := 1 CC := 1 L 4,; = b• D' M' t L' v fu' c b = p •_ — 240 p' 7�:— � Fv CD. CM• Ct F'v = 265.psi Cvact = 1.042 n7�n Sreq F := m Sreq = 29.05•in3 < S = 132•in3 OK SSg — 22.01.%0ATL = 0.65•in ax b Areq •— VmIry Areq = 8.56•in2 < A = 66•in2 OK Areq = 12.97.% ,ADL = 0.18 in Iry 4 5 w L Ireq = 151.0151.04.1114Assumed OK 4 < I = 792•in4; OK 'req = 19.07•% � Ireq := 384•E'•0u 6x10 Sawn Beam -1310 Df = 15•psf Lf=.40•psf w:= TLf'twf + TLr'twr = 8•ft -. TLf = 55.psf TLr = 40•psf w = 275 • plf w LZ Mmax = 2200 ft. Ib = 8• Allowable Stresses (adiusted) DF#2 I ^t,,;= 5.5in h := 9.25in 1,4:= 5ft (floor) wDL = 75•p1f nAATA46: Df'twf + Dr'twr Vim:= w — 2 h) Vmax1= 888.02.1b / = 875.psi = 170.psi Fes' := 1600000.psi Fb•CD. Cm. Cr. CF wi,:= Fv'CD. CM'Ct. CH Mmax Sreq :_ Fib Vmax' 1.5 Areq Fly _ 5•w•L4 req 384•E'•OTT. Fib = 1050•psi F'v = 170•psi = 25.14•in3 _< Areq 7.84•in2 Ireq = 39.6•in4 Rmax = 1100.1b = 1.2 ;= 1 L ~AC' 240 S = 78.in3 OK. Sreq— 32.06% < A= 51•in2 OK I= 363•in4 OK Page B8 S Areq A — 15.4•% Ireq =10.92•% tom:= Oft (roof) NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Micro -Lam (LVL) Beam - B11 = 6•ft Df = 15 psf Lf = 40•psf TLf = 55•psf mA:= TLf•7•ft + 180plf IA.= TLf•7•ft + 780p1f Kam Singh - Tukwila wl = 565•plf w2 = 1165.plf RR 4/18/2017 13017 B.xmcd ZN:= 3.5k = Olb MP,= Olb Microllam Beam Properties Xtv:= 2600•psi NFA;= 285•psi ,:= Fb•CD•CM•Ct•CF tr6c' FV.CD•CM•Ct•CH NA:= 1900000•psi Fib = 2600•psi F'v = 285•psi Shear Diagram x(ft) RL=3.1•k RR=5•k Vmax= 5•k Moment Diagram hA:= 4.ft 4•ft A9\:= 6•ft d := 4.ft �.lA\ Mmax = 7.7•k•ft BEAM SELECTION M;= 5.25•in (beam thickness) d:= 9.25•in (beam depth) 0L " v14A 240 5•weq•L4 384•E'•I Beam Stresses fv = 54.5•% fb = 47.6•% ATL = 0.08•in req = 25.37.%. I USE t = 5.25•in x h = 9.25•in BEAM Sreq = 35.66 in3 < S = 75•in3 OK Areq = 26.46•in2 < A = 49.in2 OK I req = 87.84.in4 < I = 346. in4 OK Page B9 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh - Tukwila 4/18/2017 13017 B.xmcd 3-1/2 x 11-1/4 LVL Micro -lam. Beam (LVL) - B12 1,;= 5.5•ft = 3.5in h := 11.25in Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf tom: 12ft (floor) t:= Oft (roof) ziw:= TLftµ f + TLr tµ,r w = 660.plf x4;14,/=. Df•twf + Dr•t wDL = 180.plf 2 r Now:.8 Mmax = 2495.63 ft. lb = w 12 - hJ Allowable Stresses (adjusted) 2600•psi &:= 285•psi AFM:= 1900000.psi F,' := Fb•CD. CM•Ct•CF F'b = 2600.psi F'v = 285.psi , = FV•CD•CM'Ct•CH Mmax Sreq := Fb Vmx' 1.5 Areq = 1196.25.1b Rmax = 1815.1b = nSSd= 0 L 240 — — 11.52•in3 < S = 74•in3 , OK Sreq req - = 15.6•% S Areq 6.3•in2 < A = 39•in2 OK j Areq F'v — — 15.99.% A 4 Ire q 5W L Ireq = 26.01•in4 < I = 415.in4 OK s Ireq = 6.26.% 384E'ATL — i 4x12 Sawn Beam - B13 := 5.5•ft N;= 3.5in tom:= 9.25in Df.= 15 psf Lf = 40 psf TLf = 55 psf TLr = 40 psf tom: 11.5ft (floor) : ,,tivi'rn:= Oft (roof) w = TLf.twf + TLrtwr w•L? 8 Allowable Stresses (adjusted) DF#2 Fes;= 850.psi 2:= 180•psi FA:= 1600000•psi w = 633 p1f := Df•tµf + Drtµr. Mmax = 2391.64 ft 1b Vim:= Kk\ Fb•CD. Cm. Ct•CF = FvCD. CM.Ct.CH Sreq := Are Mmax Fib Vmax• 1.5 F'v _ 5.w.L4 Ireq r F'b = 1020 psi F'v = 180 psi = 28.14 in3 < S = 50 in3 wDL = 173 Of Vmax = 1251.821b ,;= 1 n = 1 ,moi- 1 OK Areq = 10.43 in2 < A = 32 in2 OK Ireq = 29.6 in4 < I = 231 in4 OK Page B10 = 1.2 = 1 0 L. 240 Sreq - 56.37% S Afeq - 32.22% A feq = 12.82% Rmax = 1739.381b NN Engineering, P.S. Kam Singh - Tukwila PO Box 39681, Lakewood, WA 98496 6x10 Sawn Beam - B14 6:= 541 mft .= 5.5in h := 9.25in Df = 15 psf Lf = 40 psf TL f = 55 psf TL, = 40 psf 1„g4:= 13ft (floor) w := TLf.twf + TLetwi. w = 1475 plf Drtwf + Detwr wm, = 480 pif —w.L2 4609.38 ft lb AmgwV w• — h Vmax = 2550.521b 8 2 Allowable Stresses (adjusted) DF#2 850.psi = 180•psi gA:= 1600000.psi Fb•CD•Cm•Ct•CF = 1020 psi Fv•CD•Cm•Ct•CH F'v = 180 psi Mmax Sreq :- Areq 'req 384•E'• Am F1b Vmax.1.5 Fiv 5.w.L4 Sreq = 54.23 in3 < S = 78 in3 OK ; Sreq — 69.14% Areq = 21.25 in2 < A = 51 in2 OK Areci — 41.78% A I req = 51.86 in4 < I = 363 in4 OK1 I req Page B11 4/18/2017 13017 B.xmcd t 19ft (roof) Rmax = 3687.5 lb CB5066 CB5Q66 F35 j r 46% z r 1P-0. T r 9'-115' r L__ 1 ' L b. 1 r CRAWL SPACE 15' MN. CLEARANCE E. MIL (BLACK) visa VAPOR BARRIER . LW MN.12' LAP Ji J (2) SCREEN VENT5 7 CRAWL SPACE 15' MN. CLEARANCE 6 MIL (BLACK) viSa VAPOR BARRIf LIP MN. IV LAP .1 L. PROVIDE MN. IS' X 24CRAWL SPACE ACCESS INSULATE AND WEATHER STRIP 11'40' 1><I r L (2) SCREEN VENT5 L FOUNDATION PLAN X10 4 —I I----- 1 ---Jf--- I r7 ,-1_,I —_—_7 .0 ] 1.1--4-.—n -- _le__- -,..... /I il' II I� CJ —n ; — _ — - — - I (1 111 1.1 J 1 J lei II'1117 I I I I I I l I I I 17 -17111 11 }II1-- ..... .... _ ..............1 _ I l n L t L 4 0 FOUNDATION / M/4IN FLOOR FRAMING PLAN 150 ! II FT PL 1'-6' O.H. TYP. 1-6' O.H. TYP. TRUSS 111.R. NOTE STEP N Bottom GNORD. VERIFY LOCATION WTN 'URBAN DESIGN' PLANS ROOF FRAMING PLAN 15017 SECTION 3 FOUNDATION DESIGN PO BOX 39681 • LAKEWOOD, WA 98496 • PNONE: (253) 581-3381 • (253) 250-6651 (cell) • nnengineeringecomcastnet NN Engineering, P.S. 3'-7" Retaining Wall Design Lakewood, WA 98499 IV. RETAINING WALL REINFORCEMENT DESIGN Design Criteria: Soil/Concrete Properties: Active Pressure: Passive Pressure: Coefficient of Friction: Weight Density of Soil: Ap := 35pcf Pp := 300pcf µ := 0.3 7s:= 110pcf "Fss' Concrete Compressive Strength: Steel Yield Strength: Weight Density of Conc.: Soil Bearing Pressure: 4/19/2017 RW3-7.xmcd Sheet R1 of 6 f�:= 2500psi fy := 60000psi lc:= 150pcf Pb:= 1500psf STEM WALL AXIAL LOAD di II Typical Section: / / / / • / / (2) TOP "As1" "As2 ° ,\\\ TRANSV. REINF. LONGIT. REINF. Fr" • • It' Page R1 "d(max.)' NN Engineering, P.S. Lakewood, WA 98499 Retaining Wall Design Criteria: Footing/Wall Properties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Loact Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads:. Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Total Lateral Loads: 3'-7" Retaining Wall Design a:= 3.0833ft il;= 8in = 2.5557ft ht := 10in Addl soil surcharge behind wall (ft.) Wall height above retained soil fi := 6in 4/19/2017 RW3-7.xmcd Sheet R2 of 6 hsurcharge := Oft Depth of Footing: Toe Width: Key Depth: Pd1:= 255p1f P11:= 500plf Fs :_ (W — B — 'n.(11+ hsurcharge Fw (Hstem) • T''yc Ff := W•thk•'Yc Ft := (B•ht•'ys) + (B•Oin•-y) PT := Ff + Fs + F,,, + Ft + (Pdl Faddl hsurcharge Ap• 1 ft Fah := Ap [(H + thk)21.5 Fat:= Ap•L(ht + thk)21.5 Fpt := Pp•(thk + ht)2..5 FTlat Faddl + Fat, + Fat + Fpt Page R2 thk := 10in • B:= 12in S := Oft Pdt = 255•plf P11= 500•plf Fs = 301.5•plf Fw = 358.3•plf Ff = 319.5•plf Ft = 91.6667•plf PT = 1825.9864.plf Faddl = 0•plf Fal, = 268.5•plf Fat = 48.6111 •plf Fpt = 416.6667.plf FTlat = 733.7281•p1f NN Engineering, P.S. Lakewood, WA 98499 C. Determine Overturning Moment: 3'-7" Retaining Wall Design Heel Active Pressure Moment Arm: M (H + thk) Ma 3 Heel Active Pressure Overturning: OTMal, := Fah•Maa, + Facial* Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : Maat := 3 OTMat = Fat' Maat (ht + thk) OTMT := OTMah – OTMat H + thkl Vertical Soil Load Moment Arm: M - B + T + (W - B - T) Vertical Soil Load Moment: RMS := Fs•Mas Wall Load Moment Arm: MaW := B + 2 Wall Load Moment: RMw:= Fw Maw Footing Load Moment Arm: M� �=— 2 Footing Load Moment: RMf := Ff•Map Toe Surcharge Moment Arm: Mat := B•.5 Toe Surcharge Moment: RMt := (Ft•Mat) Axial Dead Toad on Stem Moment RMap := (Pdi)•Maw 2 4/19/2017 RW3-7.xmcd Sheet R3 of 6 Maw, = 1.3055•ft OTth = 0.3505• - Mft Meat = 0.5556•ft OTMat = 0.027 ftk OTMT =0.3235.ft—k ft Mas = 2.1112•ft RMS = 0.6366.— ft Maw= 1.3333•ft RM,„, = 0.4778• —Mc ft Map = 1.2778•ft ft•k RMf = 0.4082. ft Mat = 0.5•ft ft•k RMt = 0.0458• - RMap = 0.34ftk ft Total Dead Load ResistingMoment: DLRM := RMS + RMw + RMf + RMt + RMap ft•k DLRM = 1.9•— ft E. Factor of Safety Against Overturning: DLRM FSOT OTMT F. Factor of Safety Against Sliding: (PT – P411 + Fpt FSS Fat, – Fat FSOT = 5.8999 O.K. FSS = 3.7048 Page R3 NN Engineering, P.S. Lakewood, WA 98499 G. Determine Bearing Pressure: Rr := Ff + FS + Fµ, + Ft + (Pad) P = 1825.9864•plf (DLRM) + OTMat — OTMah Mar := R v ,t;= IIWI•.5-IMavI W CPe(W.5)1 gmax = 852.9532.psf gmin = 575.9989.psf 3'-7" Retaining Wall Design Rr = 1325.9864.plf P = 1825.9864.plf Mar, = 1.1953 ft e = 0.9907•in Eccentricity at Base qt = 852.9532.psf = "Toe Bearing Pressure OK" i, = "Heel Bearing Pressure OK" Page R4 4/19/2017 RW3-7.xmcd Sheet R4 of 6 NN Engineering, P.S. 3'-7" Retaining Wall Design 4/19/2017 Lakewood, WA 98499 RW3-7.xmcd Sheet R5 of 6 H. Retaining Wall Reinforcement Design: I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ap•(H — 6in)2 H Mmax 2 3 Mu := 1.6•Mmax Mu = 0.192• ft.k Factored ft PerACI 14.3.2 (a): 2 Amin := .0012. T. l ft Amin = 0.1152.in Use #4 @ 12" O.C. Maximum Design Moment: As2 :_ .20in2 db :_ .5in a := As2• fy .85•fe. T a = 0.7059•in db d:=T-2in— d=5.75.in 2 OM, :=_.9:As2.i d - 2 OM, = 4.8574•ft•k Development Length of Dowels: PerACI 12.3.2:.02•fy Idcl:= db V`c PerACI 12.3.3: Om. ? Mu Therefore Assume O.K. 'del = 12•in Controls 1,1,2 := (.0001fy)•db Idc2 = 9.in f Does Not Control Areq Areq := Amin Aprovided = As2 0.576 Aprovided Areq A4F,A =Idc Aprovided J. Horizontal Reinforcement Design Design Wall For Horizontal Span Length of 10 ft. Ap.(H - 6in)•L2 ' 12 vvvv: 1.6•Mmax PerACI 14.3.3 (a) ,fir'= .0020.T.1ft M,:= 12in Idc = 6.912•in Idc < (thk — 3in — db.3) = 5.5in O.K. /1C,i=1 loft Mu = 1.2055.1 ---lc Factored ft Amin = 0.192•in2 Use #4 @ 12" O.C. Maximum Design Moment: Asl := .20in2 .5in As1.fy hi,: .85• f c• T db d:= T-2in— 2 _ .9•Asl•fy(d — al a = 0.7059.in d = 5.75.in $4)Mn = 4.8574.ft.k Page R5 • 4)1‘4..- mu /sw:= 12in Therefore Assume O.K. NN Engineering, P.S. 3'-7" Retaining Wall Design 4/19/2017 Lakewood, WA 98499 RW3-7.xmcd Sheet R6 of 6 K. Check Shear: Design Bearing Pressure (cis): qs chi= Trib. Area (TW): d:=thk-3in-- 5in 2 ch = 852.9532.psf d = 6.75•in TW := (W — B — T — d).1 ft TW = 0.3265•ft2 Design Shear (VU): Vn := g•Tµ, V = 278.51771b Shear Capacity Wu): (1)Ve := .75.(2•�•Wd) owe = 15525.881b OV, >_ V„ O.K. L. Transverse Moment Steel: Maximum Moment Occurs on the Toe Side of the Wall qs•(W - B - T)2 Maximum Design Moment: Use #4@12"O.C. °est. fy = 12.k Mme:= 1.6•Mmax Mu=0.1798•ft-- ft Ast := .20in2 ,.= .5in= 12in f a := Ast y a = 0.1841•in d := thkl— 3in — d � W b MA .85•f .9Ast•fy. d 2 Check Development Length: (PerACI 12.2.3) 3 fy *t'e'lPs'X 40 . ` cb+Kb. db Id = 7.2•in db �t := 1.0 cb+Ktr db = 2.5 11)e := 1.0 Id 5 B - 3in = 6in Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: d = 6.5 • in OM, = 5.7671.ft•k OK, > Mu Therefore O.K. X := 1.0 PerACI 10.5.3, No longitudinal moment is developed in the wall, therefore use a minimum of (2) #4 Cont. PerACI 7.12.2.1(b): Ate:= .0018•Wthk Amin = 0.552•in2 For Footing. Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing Page R6 NN Engineering, P.S. Lakewood, WA 98499 4'-6" Retaining Wall Design IV. RETAINING WALL REINFORCEMENT DESIGN Design Criteria: Soil/Concrete Properties: Active Pressure: Passive Pressure: Coefficient of Friction: Ap:= 35pcf Pp := 300pcf µ := 0.3 Weight Density of Soil: Is := 110pcf "g(min.)" Typical Section: Concrete Compressive Strength: Steel Yield Strength: Weight Density of Conc.: Soil Bearing Pressure: 'Fss' 4/19/2017 RW4-6.xmcd Sheet R1 of 6 := 2500psi fy := 60000psi 150pcf Pb := 1500psf STEM WALL AXIAL LOAD dlPI r\\r\\r\ A /\� A ,,`>,/\ r\ / / / / / 1i• • • • TRANSV. REINF. LONGIT. REINF. °Fr nwn 'Ft° (2) TOP '"Asl" "As2° • 'Fat\ °Fpt" A A S Page R1 °MI "q(Rlax.)° NN Engineering, P.S. Lakewood, WA 98499 Retaining Wall Design Criteria: 4'-6" Retaining Wall Design Addl soil surcharge Footing/Wall Properties: behind wall (ft.) Wall height above retained soil Htw:= 6in Height of Retained Earth: H:= 4ft Wall Thickness: ,;= 8in Total Width of Footing: S;= 3ft Depth of Soil Above Toe: ht := 10in A. Determine Vertical Loads: Floor / Roof dead Toads Floor / Roof live loads Vertical Soil Load: Stem Wall Load Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Total Lateral Loads: 4/19/2017 RW4-6.xmcd Sheet R2 of 6 hsurcharge Oft Depth of Footing: Toe Width: Key Depth: Pd1 := 255p1f P11:= 500plf Fs:=(W—B—T). FN := (Hstem)'T' yc Ff := Wthk•7c Ft := (B•ht•-s) + (B•Oin. y) PT := Ff + Fs + FW + Ft + (Pdl + PI) H + hsurcharge Faddl hsurcharge Ap• 1 f Fah := Ap•[(H + thk)21.5 Fat := Ap•[(ht + thk)21 !.5 Fpt:= PP (thk + ht)2•.5 FTlat := Faddl + Fall + Fat + Fpt Page R2 thk:= 10in B := 12in S:= Oft Pdl = 255•plf P11= 500•plf Fs = 586.7•plf F, = 450.0•plf Ff = 375.0•plf Ft = 91.6667•plf PT = 2258.33331p1f Faddl = O•plf Fal, = 408.8•plf .- Fat = 48.6111 • plf Fpt = 416.6667.plf FTlat = 874.0972•p1f NN Engineering, P.S. Lakewood, WA 98499 C. Determine Overturning Moment: 4'-6" Retaining Wall Design Heel Active Pressure Moment Arm: M apt(H + thk) := Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Maat :_ 3 Toe Active Pressure Overturning: OTMat := Fat'Maat Total Overturning Moment: 3 OTMth := Fah.Maa, + Fadd1 (ht + thk) D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: Footing Load Moment Arm: Footing Load Moment: Toe Surcharge Moment Arm: Toe Surcharge Moment: OTMT := OTMah - OTMat H + thk l 2 J M B+T+ (W - B - aT) s RMS := Fs•Mas Maw := B + 2T RMW := Fw Maw W Map := 2 RMf:= Ff•Map Mai := B..5 RMt := (Ft•Mat) Axial Dead Toad on Stem Moment RMap :_ (Pdt)•Maw Total Dead Load ResistinqMoment: DLRM := RMS + RM; + RMf + RMt + RMap E. Factor of Safety Against Overturning: FSOT := DLRM OTMT F. Factor of Safety Against Sliding: (PT - PT•µ + Fpt FSS Fah - Fat FSOT = 4.6184 FSS = 2.6212: Page R3 O.K. 4/19/2017 RW4-6.xmcd Sheet R3 of 6 Maah=1.6111•ft OTMah = 0.6587• ft Maat = 0.5556.ft OTMat = 0.027.— k ft•k OTMT = 0.6316.— ft Mas = 2.3333. ft RMs = 1.3689.— ft Maw = 1.3333.ft RMw=0.6•ftkk Map = 1.5.ft RMp = 0.5625.— ft Mat =0.5•ft_.-..- ft•k RMt = 0.0458. ft RMap = 0.34• ft•k ft.- ft•k - DLRM = 2.9.— ft NN Engineering, P.S. Lakewood, WA 98499 G. Determine Bearing Pressure: Rv := Ff + FS + Fµ, + Ft + (Pell) P = 2258.3333•plf (DLRM) + OTMat — OTMah Ma, := e= IIWL5—'Mad I W I e (W.5)1 gt= — + gma„ = 1054.1102•psf groin = 451.4453•psf . 4'-6" Retaining Wall Design Rv = 1758.3333.plf P = 2258.3333•plf Mai = 1.2999 ft e = 2.4018•in Eccentricity at Base qt = 1054.1102.psf = "Toe Bearing Pressure OK" = "Heel Bearing Pressure OK" Page R4 4/19/2017 RW4-6.xmcd Sheet R4 of 6 NN Engineering, P.S. Lakewood, WA 98499 4'-6" Retaining Wall Design H. Retaining Wall Reinforcement Design: I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ap•(H — 6in)2 H ftk Mma" := 2 3 M„ := 1.6• Mmax M„ = 0.4573. • Factored ft PerACI 14.3.2 (a): Amin := .0012•T.1ft Amin = 0.1152•in2 Use #4 @ 12" O.C. Maximum Design Moment: As2 := .20in2 As2• fy a :_ .85•fc• T db = .5in a = 0.7059•in OM, := .9•As2•fy.(d 2) Development Length of Dowels: PerACI 12.3.2: Per ACI 12.3.3: db d := T — 2in — d = 5.75•in 2 OM, = 4.8574.ft.k 41Mn`>_ M„ Therefore Assume O.K. .02.fy ldcl rdb JT'c idc2 (.0003.fy)•db lacl = 12 in Controls idc2 = 9•in Areq : Amin Aprovided As2 Areq vlttFv = ''dc Aprovided. J. Horizontal Reinforcement Design Design Wall For Horizontal Span Length of 10 ft. 'dc = 6.912in Does Not Control 20,;= 110ft Areq — 0.576 Aprovided - de (thk-3in—db•3 4/19/2017 RW4-6.xmcd Sheet R5 of 6 s := 12in = 5.5in O.K. Ap•(H — 6in)•L2 ft.k 44v9,:- 12 X.44,:= 1.6•Mm M„ = 1.6333. ft Factored ,mow PerACI 14.3.3 (a) min '= .0020.T.lft A = 0.192•in2 Use #4 @ 12" O.C. s:= 12in Maximum Design Moment: Asl := .20in2.= .5in As1.fy a = a = 0.7059•in 85 f,. T db d:= T-2in-- n�n 2 At�MM — 9.Asl•fy(d ri�GJ33dl: d = 5.75•in al d)Mn = 4.8574.ft•k 2J Page R5 (1)Mn — Mu Therefore Assume O.K. NN Engineering, P.S. Lakewood, WA 98499 K. Check Shear: Design Bearing Pressure (cis): gs ch„,„ Trib. Area (Tw): 4'-6" Retaining Wall Design .sin d:= thk — JM — a Tw:=(W—B—T—d)•lft Design Shear (VU): Vu gs•Tw Shear Capacity OW: OVe:= .75•(2•41',•Wd) L. Transverse Moment Steel: Maximum Moment Occurs on the Toe Side of the Wall qs.(W — B — T)2 2aPxw;_ 6 Maximum Design Moment: Use #4 @ 12" O.C. Mme:= 1.6•Mmax Ast := .20in2 ,:= .5in •v:= 12in Ast.fy = 12•k _ := Ast' fy r .85•fe W _ .9Ast•fyI 2 Check Development Length: (PerACI 12.2.3) 4/19/2017 RW4-6.xmcd Sheet R6 of 6 qs = 1054.1102.psf d = 6.75•in TH, = 0.7708•ft2 V„= 812.5433 ib szbVe = 182251b tVe >_ V, O.K. M„ = 0.4997.—ft a=0.1569•in d thk-3in—db d=6.5•in Id 3 fy Ot•*e'*s•X d 40 (Cb + Ktr b ) db ld = 7.2•in ld <_ B — 3in = 6in 'fit 1.0 Cb + Ktr — 2.5 db e := 1.0 Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: cbM„ = 5.7794•ft•k Therefore O.K. l�s:= .8 X:= 1.0 PerACI 10.5.3, No longitudinal moment is developed in the wall, therefore use a minimum of (2) #4 Cont. PerACI 7.12.2.1(b): Ate:= .0018•Wthk Ami„ = 0.648.in2 For Footing. Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing Page R6 6'-7" Retaining Wall Design IV. RETAINING WALL REINFORCEMENT DESIGN Design Criteria: Soil/Concrete Properties: Active Pressure: Passive Pressure: Coefficient of Friction: Weight Density of Soil: Q) rn S U N S A .= 35pcf PP''= 300pcf := 0.3 ry5:= 110pcf / Concrete Compressive Strength: Steel Yield Strength: Weight Density of Conc.: Soil Bearing Pressure: 'Fss' STEM IUALL AXIAL Pdl + PI Ie • 1 . °q(min.)' Typical Section: • TRANSV. REINF. LONGIT. REINF. 'Fr i 1. 4/19/2017 RW 6ft-7in Inverted.xmcd Sheet R1 fe:= 2500psi fy := 60000psi eyc:= 150pcf Pb := 1500psf LOAD 1 (2) TOP ir I. 1 N . STB A e d Page R1 "As2 ° Retaining Wall Design Criteria: Footing/Wall Properties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live Toads Vertical Soil Load: Stem Wall Load Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Total Lateral Loads: 6'-7" Retaining Wall Design H:= 6.1667ft = 8in A,:= 3.75ft ht := 12in Hstem = 6.6667 ft Addl soil surcharge behind wall (ft.) Wall height above retained soil Depth of Footing: Toe Width: Key Depth: Pal := Oplf P11 Oplf Fs:=(W—B—T)•(H Fw (Hstem)'T''Yc Ff:= Wthk••ye Ft := (B•ht•7s) + (B•Oin•7) PT := Ff + Fs + FN + Ft + (Pdl + Pll) hsurcharge) Ys Faddl :- hsurcharge' Ap' 1 f Fa, := Ap [(H + thk)2j:•;.5 r Fat := Ap•[(ht + thk)2111.5 Fpt := Pp•(thk + ht)2•.5' FTlat := Faddl + Fah + Fat + Fpt Page R2 4/19/2017 RW 6ft-7in Inverted.xmcd Sheet R2 hsurcharge Oft Htµ := 6in thk := 10in B := 12in S := Oft Pdl = 0•plf P11= 0•plf Fs = 1413.2•p1f F,,, = 666.7•plf Ff = 468.8•p1f Ft = 110•plf. PT = 2658.6221•plf Faddl = O•plf Fal, = 857.5•plf Fat = 58.8194•plf Fpt = 504.1667•plf FTlat = 1420.4943•plf 6'-7" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M (H + thk) aah �= 3 Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: Footing Load Moment Arm: Footing Load Moment: Toe Surcharge Moment Arm: Toe Surcharge Moment: Axial Dead load on Stem Moment OTMah := Fah•Maah + Faddr Maat := 3- OTMat Fat•Maat OTMT := OTMah — OTMat (ht + thk) Mas :=B+T+ := Fs•Mas •T Maw :=B+- 2 RMw := Fw Maµ, W _ Maf := 2 RMf := Ff•Maf H + thk l 2 J (W — B — T) Mat := B•.5 RMt :_ (Ft•Mat) RMap (Pdl)•Maw Total Dead Load ResistingMoment: DLRM := RMs + RMw + RMf + RMt + RMap E. Factor of Safety Against Overturning: DLRM FSOT OTMT F. Factor of Safety Against Sliding: (PT — P0'11 + Fpt FSS :— Fah — Fat FSOT = 2.8756 O.K. 4/19/2017 RW 6ft-7in Inverted.xmcd Sheet R3 Mash = 2.3333•ft OTMah = 2.0009• ft.k ft Maat = 0.6111•ft OTMat = 0.0359• ft OTMT = 1.9649.— ft Mas = 2.7083•ft RMs = 3.8274• ft Maµ, = 1.3333•ft RMw = 0.8889.k Mat• = 1.875.ft RMf = 0.8789.— ft Mat = 0.5•ft RMt=0.055• ft ft•k RMap = 0. -ft DLRM=5.7•ft—k ft j"OK" if slab resists sliding FSS = 1.6299 otherwise "NG" when FSS<1.502 Page R3 G. Determine Bearing Pressure: Rv := Ff + FS + Fµ + Ft + (Pdi) P = 2658.6221•plf (DLRM) + OTMat — OTMah :— R, v e� I 1w1-5 - IMavI W— CP•e•(W•.5)l qt:= + gmax = 1263.4667.psf 6'-7" Retaining Wall Design R� = 2658.6221.plf P = 2658.6221•plf. Ma;, = 1.3862 ft e = 5.8659•in Eccentricity at Base qt = 1263.4667.psf = "Toe Bearing Pressure OK" qm;n = 154.4651.psf u = "Heel Bearing Pressure OK" Page R4 4/19/2017 RW 6ft-7in Inverted.xmcd Sheet R4 ti 6'-7" Retaining Wall Design H. Retaining Wall Reinforcement Design: 4/19/2017 RW 6ft-7in Inverted.xmcd Sheet R5 I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ap•(H - 6in)2 H ft•k M := MU := 1.6•MMu = 1.8482 — Factored 2 3 ft PerACI 14.3.2 (a): Amin := .0012•T• 1 f Amin = 0.1152•in2 Use #4 @ 12" O.C. Maximum Design Moment: As2 := .20in2 As2•fy a :_ 85 fc. T db = .5in a = 0.7059•in (1)Mn.:= .9.As2•f . d 2J Development Length of Dowels: PerACI 12.3.2: PerACI-12.3.3: db d:= T — tin — 2 4•Mn = 4.857441.k .02• fy lace := db V`c Idc2 (.0003.4db szi)Mn> Mu d = 5.75•in Therefore Assume O.K. Ida= 12•in Controls ldc2 = 9•in Areq Amin Aprovided As2 Areq Idc Aprovided J. Horizontal Reinforcement Design Design Wall For Horizontal Span Length of 10 ft. An.(H - 6in).L2 4vo 12 N:= 1.6 Mmax PerACI 14.3.3 (a) _ •0020 T lft Maximum Design Moment: As1 := .20in2 As1.f ay:= a = 0.7059•in N T db d := T-2in-- 2 10,44= d = 5.75•in Does Not Control Areq Aprovided — 0.576 s:= 12in ldc=6.912in! Idc<_(thk—Sin—db 3)=5.Sin O.K. Mu = 2.6445.—ft k Use #4@12"O.C. Amin = 0.192• in2 .= .5in al /I 4•Mn = 4.8574411 2 Page R5 Factored Mu N:= 12in Therefore Assume O.K. • K. Check Shear: Design Bearing Pressure (qs): qs gmax Trib. Area (TW): 6'-7" Retaining Wall Design d:=thk-3in-- 5in 2 TW:=(W–B–T–d)•lft Design Shear (Vu): Shear Capacity (M): L. Transverse Moment Steel: 4/19/2017 RW 6ft-7in Inverted.xmcd Sheet R6 qs = 1263.46671psf d = 6.75 in Tom, = 1.5208•ft2 V„ := qs TV, = 1921.52221b 4V.:= .75.(2• J• W d) 4V. = 22781.25 lb 4)V. >_ V. O.K. Maximum Moment Occurs on the Toe Side of the Wall qs'(W–B–T)2 MM •,Mw:= 1.6. M„,„, 6 Maximum Design Moment: Use #4 @ 12" O.C. Ast := .20in2 Ast' fy Astfy=12•k - a – a = 0.1255.in .85•f.. W _ .5in = 12in d:= thkj –.3in – db •9Ast•fy' d – 2 Check .Development Length: (PerACI 12.2.3) ld :- 3 fy X 40 V` (4+ Ktr db .db 1d=7.2•in ld<_B-3in=6in ft.k M„ = 1.4623.—ft .4623.ft d=;6.5•in �Mn = 5.7935.11.k 4)t:= 1.0 Cb + Ktr –2.5 db := 1.0 'Os =.8 Therefore O.K. X:=1.0 Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: PerACI 10.5.3, No longitudinal moment is developed in the wall, therefore use a minimum of (2) #4 Cont. PerACI 7.12.2.1(b): :_ .0018.Wthk Al = 0.81•in2 For Footing. Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing Page R6 GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Arco Construction 10225 SE 224th Street Kent, Washington 98031 Attn: Mr. Kam Singh RECEIVED CITY OF TUKWILA APR 2 7 2018 PERMIT CENTER Geotechnical Engine Proposed Single Fan xxx - South 114th Str Tukwila, Washington PN: 3348400949 Doc ID: Singh.114th Januardy dEvED APR 3 0 2018 COri:RLIK NCE rmg I ROVED ily Residence et JUN 2.1 2018 .RG City of Tukwila BUILDING DIVISION INTRODUCTION This geotechnical engineering report summarizes our site observations, geotechnical data review, and engineering analyses, and provides geotechnical recommendations and design criteria for the proposed single family residence to be located at xxx South 114th Street in Tukwila, Washington (PN: 3348400949). The approximate site location is shown on the Site Location Map, included as Figure 1. Our understanding of the project is based on our conversations with you, our review of the site plan prepared by Sazei Design Group, LLC. dated July 9, 2017, and our experience in the area. We understand that you propose to construct a new single family residence that will be accessed by a new driveway and serviced by typical residential utilities. We anticipate that the proposed residence will be a one or two story, wood framed structure founded on conventional shallow foundations. Based on the site plan provided, we understand that the proposed garage will have a slab on grade floor, and the proposed residence will likely have a daylight basement configuration. SCOPE The purpose of our services was to evaluate the surface and subsurface conditions reported by others across the site as a basis for providing geotechnical recommendations and design criteria for the proposed development. Specifically, the scope of services for this project included the following: 1. Reviewing the available geologic, hydrogeologic, and geotechnical data for the site area; 2. Exploring subsurface conditions across the site by excavating a series test pits at select locations on the site; 3. Describing surface and subsurface conditions, including soil type, depth to groundwater, and an estimate of seasonal high groundwater levels; 4. Providing geotechnical conclusions and recommendations regarding site grading activities, including site preparation, subgrade preparation, fill placement criteria, suitability of on-site CORP' TION TR# Singh.114thSt.RG January 15, 2018 page 12 soils for use as structural fill, temporary and permanent cut and fill slopes, drainage and erosion control measures; 5. Providing conclusions regarding shallow foundations and floor slab support and design criteria, including bearing capacity and subgrade modulus if appropriate; 6. Providing geotechnical conclusions and recommendations regarding the global stability of the slope by performing a slope stability analysis using the computer program Slide 7.0; 7. Providing our opinion about the feasibility of onsite infiltration, including a preliminary design infiltration rate based on grain size data and our experience, if applicable; 8. Providing recommendations for erosion and sediment control during wet weather grading and construction; and, 9. Preparing a written Geotechnical Engineering Report summarizing our site observations and conclusions, and our geotechnical recommendations and design criteria, along with the supporting data. The above scope of work was summarized in our Proposal for Geotechnical Engineering Services dated December 18. We received authorization to proceed with our scope of work on December 19, 2017. SITE CONDITIONS Surface Conditions The site is located at xxx South 114th Street in Tukwila, Washington (PN: 3348400949) within an area of existing residential development. The site is currently undeveloped and measures approximately 50 feet wide (east to west) by 475 feet deep (north to south) and encompasses about 0.49 acres. The site is bounded by undeveloped land to the east and south, South 114th Street to the north, and residential development to the east. The site generally slopes down from north to south. The upper, northern portion of the site slopes down at approximately 8 to 15 percent. The lower, central and southern portions of the site slope down at approximately 20 to 25 percent. There are localized slopes of 40 to 42 percent and localized flatter areas of 15 to 20 percent. The maximum height of the slopes steeper than 25 percent is on the order of 15 feet. The total topographic relief across the site is on the order of 105 feet. The existing site configuration and topography is shown on the Site Vicinity Map, included as Figure 2a. The upper portion of the parcel, along South 114th Street, had been partially cleared of vegetation except for a large maple stump still to be removed. Some of the exposed soils had been covered with straw mulch for stabilization. Vegetation across the remaining upland portion of the site generally consisted of immature deciduous trees and invasive species, indicative of previous clearing. The lower, more steeply sloping portion of the site was vegetated with a sparse to moderate stand of mature deciduous trees with a dense understory of native and invasive low - growing species. No indicators or warnings of active or ongoing deep-seated landslide activity were noted at the time of our site visit. Site Geology The Geologic Map of Seattle - A Progress Report, Washington (Troost et Al. 2005) maps the site as being underlain by Pre -Fraser age deposits (Qpff) and the Tukwila Formation (Tpt). The geology GEORESOURCES Singh.114thSt.RG January 15, 2018 page 13 map indicates the Pre -Fraser fine grained deposits to be mass wastage. The Pre -Fraser age deposits generally consist of silt and clay with sandy interbeds. The Tukwila Formation was generally deposited during the late Eocene and has been classified as a member of the Puget Group. The formation is about 7,000 feet thick in total and can be subdivided locally by lithology. In general, the lower part of the formation consists of volcanic sandstone, tuff, lapilli tuff, and lava flows. The upper part consists of tuff -breccia, volcanic conglomerate, and volcanic sandstone. An excerpt of the above reference geologic map is attached as Figure 3. Subsurface Explorations On December 29, 2017, a field geologist from GeoResources, LLC (GeoResources) was on site and monitored the excavation of seven test pits to a depths of about 6 to 7.5 feet below the existing ground surface, logged the subsurface conditions encountered in each test pit, and obtained representative soil samples. The test pits were excavated by a small track -mounted excavator operated by a licensed operated working under subcontract for us. The number and location of the test pitswere selected in the field based on project information provided by you, our understanding of the proposed development, consideration for underground utilities, existing site conditions, and current site usage. Each test pit was then backfilled with the excavated soils and bucket tamped, but not otherwise compacted. The subsurface explorations excavated as part of this evaluation indicate the subsurface conditions -at specific locations only, as actual subsurface conditions can vary across the site. Furthermore, the nature and extent of such variation would not become evident until additional explorations are performed or until construction activities have begun. Based on our experience in the area and extent of prior explorations in the area, it is our opinion that the soils encountered in the explorations are generally representative of the soils at the site. The approximate locations of our test pits are indicated on the attached Site and Exploration Plan, Figure 2. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS)'and ASTM D: 2488. The 'USCS and descriptive test pit logs are included in Appendix A. Subsurface Conditions Our test pits encountered relatively uniform subsurface conditions that generally disagreed with the mapped stratigraphy at the site. Our explorations encountered 2.5 to 5 feet of dark brown to brown silty sand with roots and debris in a loose to medium dense, moist condition. These upper soils appear to be consistent with undocumented fill material. Below these surficial soils, our explorations encountered 1 to 2.5 feet of yellow -grey to tan -grey oxidized silty sand with matrix supported gravel in a dense, moist condition that was underlain by tan sandy gravel with silt in a dense, moist condition that was encountered to the full depth explored. These soils appear to be consistent with older glacial transitional beds underlain by older, glacially consolidated outwash soils. Laboratory Testing Geotechnical laboratory tests were performed on select samples retrieved from the explorations to determine soil index and engineering properties encountered. Laboratory testing included visual soil classification per ASTM D: 2488, moisture content determinations per ASTM D: 2216, and grain size analyses per ASTM D: 422 standard procedures. The results of the laboratory tests are included in Appendix B. Singh.114thSt.RG January 15, 2018 page 1 4 Groundwater Conditions Oxidation was encountered at 2.5 to 5 feet below existing grades in all of our test pits. Mottling is generally indicative of a seasonal high perched groundwater table, which develops when the vertical infiltration rate of precipitation through a more permeable soil is slowed at depth by a deeper, less permeable soil type. We expect that perched groundwater likely develops seasonally atop the deeper, very dense glacial soils at the site. We anticipate fluctuations in the local groundwater levels will occur in response to precipitation patterns, off-site construction activities, and site utilization. ENGINEERING CONCLUSIONS AND RECOMMENDATIONS Based on the ;results of our data review, site reconnaissance, subsurface explorations and our experience in the area, it is our opinion that the site is suitable for the proposed single family residence. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed development are presented below. Areas of Potential Geologic Instability Designations per TMC18.45.120 The Tukwila Municaipal Code defines areas of potential geologic instability as follows: 1t) Class 1 area, where landslide potential is low, and which slope is less than 15%; 2) Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3) Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4) Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope. Based on our site_ reconnaissance, subsurface explorations, and literature review, it is our opinion that the site meets the definition of a Class 2 area. The slopes at the site are generally between 15 and 40 percent and the soils encountered appear to be relatively permeable. Slope Stability Analysis • We analyzed the global and internal slope stability of the existing slope geometry and the proposed slope geometry using subsurface cross section A -A', as shown on Figure 2b. The cross section was selected as the most critical section, given the height and steepness of the slopes, relative to the proximity of the proposed residence and stormwater system. We used the computer program SLIDE version 7.021, from RocScience, 2016, to perform the slope stability analyses. The computer program SLIDE uses a number of methods to estimate the factor of safety (FS) of the stability of a slope by analyzing the shear and normal forces acting on a series of vertical "slices" that comprise a failure surface. Each vertical slice is treated as a rigid body; therefore, the forces and/or moments acting on each slice are assumed to satisfy static equilibrium (i.e., a limit equilibrium analysis). The FS is defined as the ratio of the forces available to resist movement to the forces of the driving mass. A FS of 1.0 means that the driving and resisting forces GEORESOURCES Singh.114thSt.RG January 15, 2018 page 5 are equal; an FS less than 1.0 indicates that the driving forces are greater than the resisting forces (indicating failure). We used the Generalized Limit Equilibrium method using the Morgenstern -Price analysis, which satisfies both moment and force equilibrium, to search for the location of the most critical failure surfaces and their corresponding FS. The most critical surfaces are those with the lowest FS for a given loading condition, and are therefore the most likely to fail. Both static and dynamic conditions were analyzed for the proposed site development. The site seismic stability conditions were analyzed by applying a horizontal acceleration equal to one-half of the peak ground acceleration obtained from the USGS US Seismic Design Maps, 2010 ASCE 7. We used a design peak ground acceleration of 0.25g for the site. An assumed foundation load of 1,500 pounds per square foot (psf) used to model the proposed residence. Based on the providedsite plan, the proposed residence was assumed to have a daylight basement configuration. Based on our analyses, the minimum FS for the proposed development is 2.197 and 1.160 for static and seismic conditions, respectively. The cross section and slope stability results using both static and seismic conditions are included as Appendix C. Recommended Setback Criteria The 2015 International Building Code (IBC) requires a building setback from slopes that are steeper than 3H:1V (Horizontal: Vertical) or 33 percent with greater than 10 feet in vertical height unless evaluated and reduced, and/or a structural setback is provided, by a licensed geotechnical engineer. The setback distance is calculated based on the vertical height of the slope. The typical 2015 IBC setback from the top of the slope equals one third the height of the slope, with a maximum setback of 40 feet from the top of the slope, while a setback from the toe of the slope equals one half the height of the slope, with a maximum setback of 15 feet from the toe of the slope. If the setback from the top of the slope cannot be met, a structural setback may be used. A structural setback consists of deepening the foundation elements so that, when measured horizontally from the front of the footing to the face of the slope, the minimum IBC setback is achieved. The slope in the central and southern portions of the site have localized areas steeper than 33 percent with a vertical height of 15 feet or less. Per the 2015 IBC, these steep slope areas should have a minimum setback of 5 feet from the top of the slope and 8 feet from the bottom of the slope. Based on our review of the provided site plans, it appears that the proposed residence will be setback sufficiently from the top of the slope. An additional building setback of 10 feet should be applied to the 2015 IBC recommended setback in accordance with the TMC 18.45.120.C. Seismic Design Based on our observations and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class "C" in accordance with the 2015 International Building Code (IBC) documents and ASCE 7-10, Chapter 20, Table 20.3-1. This is based on the assumed range of Standard Penetration Test (SPT) blow counts from the density description of the subsurface explorations by others. These conditions were assumed to be representative for the subsurface conditions for the site in general. The U.S. Geological Survey (USGS) completed probabilistic seismic hazard analyses (PSHA) for the entire country in November 1996, which were updated and republished in 2002 and 2008. The PSHA ground motion results can be obtained from the USGS website. The results of the updated USGS PSHA were referenced to determine Ss and Si for this site. The results are summarized in the following table with the relevant parameters necessary for 2015 IBC design. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 6 TABLE 1: 2015 IBC Parameters for Design of Seismic Structures Spectral Response Acceleration (SRA) and Site Coefficients Short Period 1 Second Period Mapped SRA .. Ss = 1.505 S1 = 0.565 Site Coefficients (Site Class D) Fa = 1.0 Fv =1.5 Maximum Considered Earthquake SRA SMS = 1.505 SM1 = 0.848 Design SRA SDS = 1.004 SDI = 0.565 Earthquake -induced geologic hazards may include liquefaction, lateral spreading, slope instability, and ground surface fault rupture. In our opinion, the potential for lateral spreading is not significant because the risk of liquefaction is low given the density of the soils encountered at the site, and the potential for earthquake -induced slope instability is also low per our slope stability model. While the site is relatively near the Seattle Fault zone, no evidence of ground fault rupture was observed in the subsurface explorations or our site reconnaissance. Therefore, in our opinion the potential for ground surface fault rupture is also low. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure. The increase in pore water pressure is induced by seismic vibrations. Liquefaction mainly affects geologically recent deposits of loose, fine-grained sands that are below the groundwater table. Based on the density of the soils encountered in our test pits, it is ouropinion that the risk for liquefaction to occur at this site during an earthquake is negligible. Provided the design criteria listed below are followed, the proposed structure should have no greater seismic risk damage than other appropriately designed structures in the Puget Sound area. Foundation Support We recommend that spread footings be founded on the native dense older glacial transitional beds, on the dense older glacial outwash, or on structural fill that extends to suitable native soils. The soil at the base of the excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. Areas of existing fill material within the proposed foundation footprint should be over excavated and recompacted to reduce the potential for differential settlement. All exterior footing elements should be embedded at least 18 inches below grade for frost protection. We recommend a minimum width of 2 feet for isolated footings and at least 16 inches for continuous wall footings. Footings founded as described above may be designed with a maximum allowable bearing pressure of 2,500 psf (pounds per square foot). This value is for combined dead and Tong -term live loads. We recommend that a GeoResources representative observe the condition of the exposed bearing soils prior to setting the forms and installation of the reinforcing steel. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind Toads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of GE� RCES Singh.114thSt.RG January 15, 2018 page 1 7 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 350 pcf (pounds per cubic foot). Factors of safety have been applied to these values. We estimate that total settlements of footings designed and constructed as recommended will be less than 1 -inch over a 50 -foot length, for the anticipated load conditions, with differential settlements between comparably loaded footings of Y2 -inch or less. Typical building settlements within granular soils occur essentially as loads are being applied; however, due to the fines content of the site soils, the estimated settlements could occur over a longer time, and disturbance of the foundation subgrade during construction could result in larger settlements than predicted. Floor Slab Support We anticipate slab on grade floors may be used within proposed garage areas. Slab on grade floors should be supported by structural fill prepared as described above. Areas of significant organic debris should be removed. We recommend that floor slabs be directly underlain by a minimum 4 -inch thick layer of pea gravel or dean, crushed, 5/8 -inch rock containing less than 2 percent fines. The drainage material should be placed in one lift and compacted to an unyielding condition. A synthetic vapor retarder is recommended to control moisture migration through the slabs. This is of particular importance where the foundation elements are underlain by silty soils, or where moisture migration through the slab is an issue, such as where adhesives are used to anchor carpet or tile to the slab. A subgrade modulus of 350 kcf (kips per cubic foot) may be used for floor slab design. We estimate that settlement of the floor slabs designed and constructed as recommended, will be Y2 - inch or less over a span of 50 feet. Subgrade/Basement Walls Adequate drainage behind retaining structures is imperative. Positive drainage which controls the development of hydrostatic pressure can be accomplished by placing a zone of drainage behind the walls. Granular drainage material should contain less than 2 percent fines and at least 30 percent greater than the US No. 4 sieve. Assuming properly compacted structural fill is used to backfill the foundation walls, an allowable active fluid pressure of 35 pcf should be appropriate for design. A seismic surcharge should be applied in accordance with applicable building codes. A minimum 4 -inch diameter perforated or slotted PVC pipe should be placed in the drainage zone along the base and behind the wall to provide an outlet for accumulated water and direct accumulated water to an appropriate discharge location. We recommend that a nonwoven geotextile filter fabric be placed between the soil drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone can, with time, reduce the permeability of the granular material. The filter fabric should be placed such that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. A geocomposite drain mat may also be used instead of free draining soils, provided it is installed in accordance with the manufacturer's instructions. A soil drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The soil drainage zone should be compacted to approximately 90 percent of the MDD. Over -compaction should be avoided as this can lead to excessive lateral pressures. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 8 Lateral loads may be resisted by friction on the base of footings and as passive pressure on the sides of footings and the buried portion of the wall, as described in the "Foundation Support" section. We recommend that an allowable coefficient of friction of 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 350 pcf (pounds per cubic foot). Factors of safety have been applied to these values. Temporary Excavations All job site safety issues and precautions are the responsibility of the contractor providing services/work. The following cut/fill slope guidelines are provided for planning purposes only. Temporary cut slopes will likely be necessary during grading operations or utility installation. All excavations at the site associated with confined spaces, such as utility trenches and retaining walls, must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Act (WISHA, WAC 296-155-66401) regulations, we classify the upper soils encountered at the site as Type C, while the deeper, dense soils should be classified as Type B. According to WISHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5H:1V or flatter from the toe to top of the slope, while side slopes in Type B soils should be laid back at a slope inclination of 1H:1V or flatter from the toe to top of the slope. It should be recognized that slopes of this nature do ravel and require occasional maintenance. All exposed slope faces should be covered with a durable reinforced plastic membrane, jute matting, or other erosion control mats during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the top of the slope. Where it is not feasible to slope the site soils back at these inclinations, a retaining structure should be considered. Where retaining structures are greater than 4 -feet in height (bottom of footing to top of structure) or have slopes of greater than 15 percent above them, they should be engineered per Washington Administrative Code (WAC 51-16-080 item 5). This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that GeoResources assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped away from the structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and or catch basins, and conveyed to an appropriate discharge point. We recommend that footing drains are installed for the residence in accordance with IBC 1807.4.2, and basement walls (if utilized) have a wall drain as describe above. The roof drain should not be connected to the footing drain. If the basement cut extends below the adjacent municipal stormwater system, a sump and pump system may be required. GG EORESOU RCES Singh.114thSt.RG January 15, 2018 page 19 Infiltration Recommendations Based on our site observations and subsurface explorations, it is our opinion that onsite infiltration of the stormwater generated by the proposed development is not feasible for this project. King County uses the 2016 Surface Water Design Manual (KCSWDM) for stormwater management. Per Section 5.2.1 of the 2016 KCSWDM, infiltration facilities should be setback from the top of slopes steeper than 15 percent at least the vertical height of the slope, a minimum separation of 3 feet is required between the bottom of the proposed facility and the top of an impermeable layer, such as seasonal groundwater, and infiltration should not occur within undocumented fill material. Based on our subsurface explorations, uncontrolled fill was observed from 2.5 to 5 feet below the existing ground surface and was underlain oxidized soils that are indicative of a seasonal perched groundwater table. The soils encountered at the site were glacially overridden and are underlain at depth by shallow bedrock. Therefore, onsite infiltration of stormwater runoff generated by the proposed development is not feasible for this project. Based on our review of the site plans provided to us, it is our opinion that the proposed dispersion system is suitable for this project, provided that all recommendations contained herein are included in the project plans and specification. Appropriate erosion and sediment control measures should be provided to limit the potential for erosion at the site. EARTHWORK RECOMMENDATIONS Site Preparation All structural areas on the site to be graded should be stripped of vegetation, organic surface soils, and other deleterious materials including existing structures, foundations or abandoned utility lines. Organic topsoil is not suitable for use as structural fill, but may be used for limited depths in non-structural areas. Stripping depths ranging from 6 to 12 inches should be expected to remove these unsuitable soils. Areas of thicker topsoil or organic debris may be encountered in areas of heavy vegetation or depressions. Where placement of fill material is required, the stripped and exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of any fill. Excavations for debris removal should be backfilled with structural fill compacted to the densities described in the "Structural Fill" section of this report. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proof -rolled with heavy rubber -tired equipment during dry weather or probed with a /2 -inch diameter steel T -probe during wet weather conditions. Soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or over -excavated and replaced with structural fill. The depth and extent of overexcavation should be evaluated by our field representative at the time of construction. The areas of old fill material should be evaluated during grading operations to determine if they need mitigation, recompaction, or removal. Structural Fill All material placed as fill associated with mass grading, as utility trench backfill, under building areas, or under roadways should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 10 lift. Structural fill should be compacted to at least 95 percent of maximum dry density (MDD) as determined in accordance with ASTM D: 1557. The appropriate lift thickness will depend on the structural fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. We recommend that our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend a material such as well - graded sand and gravel with less than 5 percent (by weight) passing the US No. 200 sieve based on that fraction passing the 3/4 -inch sieve, such as Gravel Backfill for Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may be acceptable. Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6 -inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. Controlled density fill (CDF) could also be used to extend foundation elements to the native soils. If used, we recommend a minimum compressive strength of 200 psi with a maximum strength chosen based on the area of placement and its required future ability to be excavated. The CDF should extend out from the edge of the excavation at a 1/2H:1V angle,which may make footing over -excavations fairly wide. Suitability of On -Site Materials as Fill During dry weather construction, non-organic on-site soil may. be considered for use as structural fill, provided it meets the criteria described above in the "Structural Fill" section and can be compacted as recommended. If the soil material is over optimum moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. The site soils were not observed to be excessively moist at the time of our site visit. The upper sandy sift material encountered in our explorations will be difficult to impossible to compact during periods of wet weathered; however, the sandy gravel may be suitable for use as structural fill, provided the moisture content is maintained within 2 percent of optimum moisture. We recommend that completed graded -areas be restricted from traffic or protected prior to wet weather conditions. The graded areas may be protected by paving, placing asphalt -treated base, a layer of free -draining material such as pit run sand and gravel or clean crushed rock material containing less than 5 percent fines, or some combination of the above. Erosion Control Weathering, erosion and the resulting surficial sloughing and shallow land sliding are natural processes. As noted, no evidence of surficial raveling or sloughing was observed at the site. To manage and reduce the potential for these natural processes, we recommend erosion protection measures will need to be in place prior to grading activity on the site. Erosion hazards can be mitigated by applying BMPs outlined in the 2016 King County Surface Water Design Manual. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 11 Wet Weather Earthwork Considerations In the Puget Sound area, wet weather generally begins about mid-October and continues through about May, although rainy periods could occur at any time of year. Therefore, it is strongly encouraged that earthwork be scheduled during the dry weather months of June through September. Most of the soil at the site contains sufficient fines to produce an unstable mixture when wet. Such soil is highly susceptible to changes in water content and tends to become unstable and impossible to proof -roll and compact if the moisture content exceeds the optimum. In addition, during wet weather months, the groundwater levels could increase, resulting in seepage into site excavations. Performing earthwork during dry weather would reduce these problems and costs associated with rainwater, construction traffic, and handling of wet soil. However, should wet V weather/wet condition earthwork be unavoidable,the following recommendations are provided: • The ground surface in and surrounding the construction area should be sloped as much as possible to promote runoff of precipitation away from work areas and to prevent ponding of water. • Work areas or slopes should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. • Earthwork should be accomplished in small sections to minimize exposure to wet conditions.' That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with a backhoe, or equivalent, and locate them so that equipment does not pass over the excavated area. Thus, subgrade disturbance caused by equipment traffic would be minimized. • Fill material should consist of clean, well -graded, sand and gravel, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet -sieving the fraction passing the 3/ -inch mesh sieve. The gravel content should range from between 20 and 50 percent retained on a No. 4 mesh sieve. The fines should be non -plastic. • No exposed soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. • In-place soil or fill soil that becomes wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil (see gradation requirements above). • Excavation and placement of structural fill material should be observed on a full-time basis by a geotechnical engineer (or representative) experienced in wet weather/wet condition earthwork to determine that all work is being accomplished in accordance with the project specifications and our recommendations. • Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We recommend that the above requirements for wet weather/wet condition earthwork be incorporated into the contract specifications. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 112 LIMITATIONS We have prepared this report for use by Arco Construction and other members of the design team, for use in the design of a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on subsurface explorations and data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions 'encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or _procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. • ♦ • GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 13 We have appreciated the opportunity to be of service to you on this project. If you have any questions or comments, please do not hesitate to call at your earliest convenience. Respectfully submitted, GeoResources, LLC Veronica Raub Mauren, EI Staff Engineer in Training Brad P. Biggerstaff, LEG, LHG Principal VRM:BPB:DCB/vrm Doc1D: Singh.114thSt.RG Attachments: Figure 1: Site Location Map Figure 2a: Site Vicinity Map Figure 2b: Site and Exploration Plan Figure 3: NRCS Soils Map Figure 4: Geology Map Appendix A - Subsurface Explorations Appendix B - Laboratory Test Results Appendix C - Slope Stability Analysis Dana C. Biggerstaff PE Senior Geotechnical Engineer GEORESOURCES 1�-ijt • ) 1 lk itt s=jJ • JAj lf a~� s w',vfij'jlii Y Tiiky 3,.1V1II!iP i. 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'R1t.1f 41'7;41 , i `t -t• /ti•sy/ �� �.�,� r ° 1 4 t ' 3w: ir: Nattr4'Zorc r •- hit[ y�•, s'� �; Cr �A1 �a Cy tom' 't•o b 't' S,.N.•�th,:e•t 1:: li • •f �T' '.,.Gt�B h 1F° lT�j I~ = yzL r._ �+ Approximate Site Location map created from King County Public GIS (https://gismaps.kingcounty.gov/iMap/) • cN av ;:-;:; t S Not to Scale r--- G E 0 R E 5 0 U RC E S earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Site Location Map Proposed Residential Development 4939 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure 1 �` tsl' has"" � } bit :AR i- yt s- Q� Y Q, � �t '`ck.~ �J Y .: • E ..: { t �lJ. :4 K 2r �'r r , -.% ry*=•.s j�, b• t 1 {1 t dam" '+�i'' s d $. t ii'# ti k. t +.ii f .. F., �� ' ��\ \� ,? s3'c ^g+rn \\. ��. 7 �'• . �3�'+ ,..i \ \ '-j .`[ ,. • :. 'N 1♦ \ \ \ f i'�' b. \\ t \\ \ (UU- C_t 4 _ \I �,\ F. T',� w `a _— •bac. yl' • askP �'�.' R Y ?!rte °..Y n `� •3 t�g�. �• ,•1?›, "' tFd� + '}m'.+•,"� M �y,,. . 4 ice" y, .C4 4 "8 iY Y ; f +('l',�`.::n •• j'+k , ,.y. , 939 t if i ,,t P.'lfvT ✓ g aqs9 • tV y:, j 1. i7 6 } '• ,� . yt'±•Cr?�._,.Fn 7r •p a ,m. ld+f"'t1 }t` 3.�50Q'ti,�qFI' ti„�. _:.� T t ''.J5 ! i • a 0 } z 7 ~ -+` y6ir KY. -j 'dA „'.' / a. _Ya' Chi `� 'W1 , s d t c' . . c .. a ,o . t5005,2 y?.. •.x . . `z. p1y�..• .fi-� .. 1! �'1, •,F 'moi..}t .tv•%'Lr . ?+-�.•- J Pst'40 ,4 3 P: r j �+l.'h. p.,.�' 7 1 'i a..' y a� - Ap ,. rr �+ �'� 11e T'.f d� p �T' its ✓i.... _ 6. 1. t''-'-'4 � '.. ' '{ 1 i! 1 a rae 41 st; 3 '✓ 1 '. K i�, may"(. ' �: � 7+'M1,ti- -._ ,ems f 6. ....D` /9" Approximate Site Location map created from King County Public GIS (https://gismaps.kingcounty.gov/iMap/) • ii S Not to Scale G EO RESO U RCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1 253.896.1011 I www.georesources.rocks Site & Exploration Plan Proposed Residential Development 4939 South 114th. Street Tukwila, Washington P N : 334840-0949 DocID:.Singh.114thSt.F December 2017 Figure 2 Approximate Site Location An excerpt from the Geologic Map of Seattle - A Progress Report, Washington by K.G. Troost, D.B. Booth, A.P. Wisher, and S.A. Shimel (2005) Qva Vashon advance outwash deposits (mass wastage deposit) Qpff Pre -Fraser glaciation age deposits (mass wastage deposit) 64 Tukwila Formation Not to Scale • • go • m G EORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks USGS Geologic Map Proposed Residential Development 4939 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure 3 Appendix A Subsurface Explorations SOIL CLASSIFICATION SYSTEM MAJORMAJOR DIVISIONS GROUP SYMBOL GROUP NAME r COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or more INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC - OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1. Field classification is based on visual examination of soil in general accordance with ASTM D2488-90. 2. Soil classification using laboratory tests is based on ASTM D2487-90. 3. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. SOIL MOISTURE MODIFIERS: Dry- Absence of moisture, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fite, WA 98424 1 253.896.1011 1 www.georesources.rocks Unified Soils Classification System Proposed Residential Development 4939 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure A-1 Test Pit TP-1 Location: NW portion of parcel, 20 ft south of pavement edge Approximate Elevation: Depth (ft) Soil Type Soil'Description 0 - 5 SM Dark brown to brown silty SAND with some gravel, debris, reworked texture (loose to medium dense, moist) (uncontrolled fill) 5 - 6 SM Yellow-gray oxidized silty SAND with matrix supported fine gravel, lightly cemented (dense, moist)(older glacial transitional beds?) Terminated at 6 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Test Pit TP-2 Location: Approximate southern extent of proposed SFR Approximate Elevation: Depth (ft) Soil Type Soil Description 0 - 2Y2 SM Dark brown silty SAND with roots, debris (loose to medium dense, moist)(uncontrolled fill) 2%2 - 5 SM Tan to gray oxidized silty SAND with fine matrix supported gravel, lightly cemented (dense, moist)( (older glacial transitional beds?) 5 - 7 GW-SW Tan sandy GRAVEL with silt (dense, moist) (older outwash?) Terminated at 7 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Test Pit TP-3 Location: Approximate proposed dispersion flow path area Approximate Elevation: Depth (ft) Soil Type Soil Description 0 - 3Y2 SM Dark brown silty SAND with roots, debris (loose to medium dense, moist)(uncontrolled fill) 3Y2 - 5Y2 SM Tan to gray oxidized silty SAND with fine matrix supported gravel, lightly cemented (dense, moist)( (older glacial transitional beds?) 5Y2 - 7Y2 GW-SW Tan sandy GRAVEL with silt (dense, moist) (older outwash?) Terminated at 71/2 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Logged by: STM Excavated on: Dec 29, 2017 111...,._ G E0 RESOU RCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Test Pit Logs Proposed Residential Development 4939 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure A-2 SEWER LIFT STATION (SEE DTL. THIS SHEET) PROVIDE MIN. (10) FEET -WIDE VEGETATED BUFFER ALONG THE (2) -FEET WIDE ROCKED TRANSITION ZONE .J PROVIDE 2'-0" WIDE X 22'-0" LONG X 3'-0" DEEP DISPERSION TRENCH PER FIGURE 42.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVC-SCH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE IS MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE PROVIDE (2) FEET WIDE BY 6" DEEP TRANSITION ZONE FOR CONCRETE DRIVEWAY 4 WALK AREA FOR SHEET FLOW DISPERSION. USE i" TO I" WASHED ROCK. PROVIDE MIN. DRIVEWAY CROSS SLOPE OF 2% FROM THE OPPOSITE SIDE OF TRANSITION ZONE --- N-71°06 '011N 50.0' CB -02 (TYPE I) 34"x30" RIM=222.50' IE= 219.50' IE (IN). 22150' IE (OUT). 221.25' (FEILD VERIFY) CONNECT DOWNSPOUTS ON THIS SIDE TO GB -02 / / 545°21'50"E 5/4° PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A 13MP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC) PER BMP T5.I3 OR BETTER 400'-.1 15/16" yb 545°21'30"E ,,, c o a ° _ 3g9.b4' —f "" �r I . T I / 1 I / / 15.89 O G p c� �6g5f 38"W' I "l 1 I j \ l / pi :a to ' _ r , —F _Y ! ,4 \ \ i I '\ '` / / / / i /' / I /' ! 11 / /I 1 �\ -N—. � �� �� ! I I . RI ajl �'�. i °f�gf of / / fy c .4� w T - ,4' it 0, °- WATER LINE SEWER LINE 4° PVC TIGHTLINE @ 5= I% MIN.. SLOPE (rm.) ROOF DRAIN LINES CONNECT TO CB -1 i Tt' (1) CATCH BASIN DOWNSPOUTS IN/ CLEAN OUT AT ALL CORNERS (TYP) 34"x30" RIM=215.00' IE= 212.00' IE OW= 214.00' IE (OUT). 213.15' (FEILD VERIFY) PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A EMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC) PER BMP T5.I3 OR BETTER PROVIDE 2'-0" WIDE X 22-0" LONG X 3'-0" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.C. (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-O". USE b" PERFORATED PVC-SGH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 18" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE 0, // 0 Notes: Site Plan prepared by Sazei Design Group, LLC dated July 9,2018. Scale: 1" = 40' GEORESOU RCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Site and Exploration Plan Proposed Single Family Residence xxx South 114th Street Tukwila, Washington PN: 3348400949 DdcID: Singh.114th.F2 January 2018 Figure 2b Appendix B Laboratory Test Results PERCENT FINER Particle Size Distribution Report p m N 100 I I O I I 90 80 70 60 50 40 30 20 10 0 0• 0 0 00 0�pp 0 O 0 00 # # it # # 100 10 1 0 1 GRAIN SIZE - mm. 0.01 0.001 +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt 0.0 0.0 1.6 1.3 7.8 33.5 55.8 Clay Test Results (ASTM D 422 & ASTM D 1140) Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) .5 100.0 .3125 99.5 . #4 98.4 #10 97.1 #20 95.1 #40 89.3 #60 75.6 #100 64.4 #200 55.8 (no specification provided) Location: Tp 2, D=5' Sample Number: 093379 Depth: 5' Material Description sandy silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV P1= NV Classification USCS (D 2487)= ML AASHTO (M 145)= A-4(0) Coefficients D90= 0.4608 D85= 0.3598 D60= 0.1051 D50= D30= D15= D10= Cu= Cc= Remarks Date Received: 12/29/2017 Date Tested: 1/3/2018 Tested By: AES Checked By: DCB Title: PM Date Sampled: 12/29/2017 GeoResources, LLC Fife, WA Client: Mr. Kam Singh Project: Singh.114th Project No: Tested By: Checked By: Figure PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 c0 m N Particle Size Distribution Report 0 0it 0 0 0 0 0 it It % +3" 100 10 1 % Gravel GRAIN SIZE - mm. Sand 01 0.01 % Fines 0.001 Coarse Fine Coarse Medium Fine Silt 0.0 32.8 20.6 6.0 12.1 14.1 14.4 Clay Test Results (ASTM D 422 & ASTM D 1140) Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) 1.5 100.0 1.25 91.4 1 73.2 .75 67.2 .5 59.2 .3125 53.8 #4 46.6 #10 40.6 #20 35.8 #40 28.5 #60 21.1 #100 17.0 #200 14.4 (no specification provided) Location: TP 2, D= 6-7' Sample Number: 093380 Depth: 6-7' GeoResources, LLC Fife, WA Material Description silty gravel with sand PL= NP Atterberg Limits (ASTM D 4318) LL= NV Pl= NP Classification GM AASHTO (M 145)= A -1-a USCS (D_2487)= D90= 31.2118 D 50= 6.0632 O 10= Coefficients 085= 29.3519 D30= 0.4882 Cu= Remarks D60= 13.2255 D15= 0.0884 Cc= Date Received: 12/29/2017 Date Tested: 1/3/2018 Tested By: AES Checked By: DCB Title: PM Client: Mr. Kam Singh Project: Singh.114th Project No: Date Sampled: 12/29/2017 Tested By: Checked By: Figure Appendix C Slope Stability Analysis fV O L n O -O Lo Project SLIDE - An Interactive Slope Stability Program Analysis Description Seismic, Postdeveloped Drawn By Scale 1:800 Company Date 1/8/2018, 7:53:41 AM File Name Singh.114St.Slide.slmd Cr) N 01 cc 0 o O o 0 200 300 400 y cu c., f4 as atO 7 Ln a) C Z al C O Z a) C O Z a! C O z N C O z I L47 a v N N Ln ON 0 Cohesion (psf) 0 0 50 00ST 432000 Strength Type Mohr -Coulomb Mohr -Coulomb .0E 0 5 0 v L O 2 Mohr -Coulomb Mohr -Coulomb Unit Weight (lbs/ft3) N t --I 125 125 LO c-1 V r1 L r 73C uIuII rI aJ E -o ai m , 0 F E Material I LL Transitiona Outwa: Tukwila Fori Concre o O -o -o + 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -lio In o in 0 Ln o in o Ln o p o in o in o ui o Ln 0 Ln o in o oo N Ln s N In h o N Ln N O N Ln s N In N O N Ln N• O F''' O o o O rl r1 r-1 ri NNNN M c"1 M rn a' Tr ,t' ,t' Ln Ln Ln Ln \o N m [1111': _'j i 1 II _0 0 00Z 00 1.0 00L- N. m ctN • 400 500 Project SLIDE - An Interactive Slope Stability Program Analysis Description Static, Postdeveloped 2.y File Name Singh. 114St.Slide.slmd o ce 0 0 0 0 0 100 200 300 u m vl a1 c z v c z al c z v c z a) c z Drawn By Scale 1:800 Date 1/8/2018, 7:53:41 AM _cal a a N' N M OrV 0 Cohesion (psf) O O O Ul DOST 432000 Strength Type Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb Unit Weight (lbs/ft3) 120 125 Lfl N r•1 0 t0 r-1 Ln cl- c-1 L. (7 ■ �_ a) p v a1 c o Material Nal LL Transitional B Outwash Tukwila Forma v `u o U _ t a SLIDEINTERPRET 7.014 0000000 0 0 0 0 0 o 0 0 0 0 0 0 o o 0 0 0 0 0 -0 O Lfl p in O U1 0 Ln 0 1n o 1n 0 In 0 Ln O U1 0 1n 0 U1 0 1n 0 O N Ln N O N In h O N L11 N O N U) N o N in N O N Ln r o al W o 0 0 0 I -I r 1 ri r -I N N N N M M M rf a' d' d' cr Lfl Lr) if) In \0 - 1.3 ai p ►: SLID:INTERPRET g+l 7.019 ibvence SLIDE - An Interactive Slope Stability Program: Page 1 of 7 Slide Analysis Information SLIDE - An Interactive Slope Stability Program Project Summary File Name: Singh.114St.Slide.slmd - Postdeveloped - Scenario 2 Slide Modeler Version: 7.014 Project Title: SLIDE - An Interactive Slope Stability Program Analysis: Seismic, Postdeveloped Date Created: 1/8/2018, 7:53:41 AM General Settings Units of Measurement. Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Left to Right Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Vertical Analysis Methods Used GLE/Morgenstern-Price with interslice force function: Half Sine Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha < 0.2: Yes Create Interslice boundaries at intersections with water tables and piezos: Yes Initial trial value of FS: 1 Steffensen Iteration: Yes Groundwater Analysis Groundwater Method: Water Surfaces Pore Fluid Unit Weight [lbs/ft3]: 62.4 Advanced Groundwater Method: None Random Numbers Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SLIDEINlERPRET 7 01 tel .41 31ence SLIDE - An Interactive Slope Stability Program: Page 2 of.7 Pseudo -random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Search Method: Number of Surfaces: Upper Angle: Lower Angle: Composite Surfaces: Reverse Curvature: Minimum Elevation: Minimum Depth [ft]: Minimum Area: Minimum Weight: Seismic Circular Slope Search 5000 Not Defined Not Defined Disabled Invalid Surfaces Not Defined 5 Not Defined Not Defined Advanced seismic analysis: No Staged pseudostatic analysis: No Loading Seismic Load Coefficient (Horizontal): 0.25 1 Distributed Load present Distributed Load 1 Distribution: Constant Magnitude [psf]: 1500 Orientation: Normal to boundary Material Properties Property Color Strength Type Unit Weight [lbs/ft3] Cohesion [psf] Friction Angle [deg] Water Surface Ru Value Fill 111 Mohr -Coulomb 120 0 25 None 0 Transitional Beds LI Mohr -Coulomb 125 0 27 None 0 Outwash Mohr -Coulomb 125 50 35 None 0 Tukwila Formation Mohr -Coulomb 160 1500 20 None 0 Concrete L Mohr -Coulomb 145 432000 0 None 0 Global Minimums Method: gle/morgenstern-price Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SLIOEINOERPRET 7,014 SLIDE - An Interactive Slope Stability Program: Page 3 of 7 FS Center: Radius: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Resisting Moment: Driving Moment: Resisting Horizontal Force: Driving Horizontal Force: Total Slice Area: Surface Horizontal Width: Surface Average Height: Valid / Invalid Surfaces 1.322980 378.871, 246.205 83.141 323.513, 184.174 387.181, 163.481 2.48413e+006 lb -ft 1.87767e+006 Ib -ft 28227.1 Ib 21336 Ib 340.341 ft2 63.6684 ft 5.34552 ft Method: gie/morgenstern-price Number of Valid Surfaces: 3953 Number of Invalid Surfaces: 1047 Error Codes: Error Code -103 reported for 142 surfaces Error Code -106 reported for 140 surfaces Error Code -108 reported for 514 surfaces Error Code -111 reported for 152 surfaces Error Code -115 reported for 99 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface / slope intersections, but one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits. -106 = Average slice width is less than 0.0001 * (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -115 = Surface too shallow, below the minimum depth. Slice Data Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.32298 Slice Width Weight Number _ [ft] [lbs] 1 1.32047 2 1.32047 3 1.32047 67.6199 198.914 322.519 Angle Base of Slice Base Base Material [degrees] -41.1423 -39.9446 -38.7676 Transitional Beds Transitional Beds Transitional Base Cohesion [psf] 0 0 Friction Angle [degrees] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] 27 14.3754 19.0184 37.3258 27 41.3587 54.7167 107.388 27 65.4888 86.6404 170.042 Pore Pressure [psf] Effective Normal Stress [psf] 0 37.3258 0 107.388 0 170.042 Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SUDEINTERPRET 7.019 el►^ :1>, Fence SLIDE - An Interactive Slope Stability Program: Page 4 of 7 Beds 4 1.32047 438.813 -37.6097 Transitional Beds 5 1.26927 524.969 -36.4913 Outwash 6 1.26927 620.056 -35.4106 Outwash 7 1.26927 709.459 -34.3443 Outwash 8 1.26927 793.397 -33.2914 Outwash 9 1.26927 872.068 -32.251 Outwash 10 1.26927 945.653 -31.2224 Outwash 11 1.26927 1014.32 -30.2049 Outwash 12 1.26927 1078.22 -29.1979 Outwash 13 1.26927 1137.17 -28.2006 Outwash 14 1.26927 1177.34 -27.2125 Outwash 15 1.26927 1205.5 -26.2331 Outwash 16 1.26927 1229.4 -25.262 Outwash 17 1.26927 1249.15 -24.2985 Outwash 18 1.26927 1264.83 -23.3423 Outwash 19 1.26927 1276.54 -22.3929 Outwash 20 1.26927 1284.36 -21.45 Outwash 21 1.26927 1288.37 -20.5131 Outwash 22 1.26927 1288.63 -19.5819 Outwash 23 1.26927 1285.21 -18.6561 Outwash 24 1.26927 1278.18 -17.7353 Outwash 25 1.26927 1267.59 -16.8192 Outwash 26 1.26927 1253.5 -15.9076 Outwash 27 1.26927 1235.94 -15 Outwash 28 1.26927 1214.98 -14.0963 ',Outwash 29 1.26927 1190.64 713.1961 Outwash 30 1.26927 1162.98 -12.2993 Outwash 31 1.26927 1132.01 -11.4055 Outwash 32 1.26927 1097.78 -10.5145 Outwash 33 1.26927 1060.32 -9.62606 Outwash 34 1.26927 1019.65 -8.73996 Outwash 35 1.26927 975.791 -7.85596 Outwash 36 1.26927 928.771 -6.97384 Outwash 37 1.26927 878.607 -6.09339 Outwash 38 1.26927 825.316 -5.21437 Outwash 39 1.26927 768.911 -4.33658 Outwash 40 1.26927 709.404 -3.45981 Outwash 41 1.26927 646.806 -2.58386 Outwash 42 1.26927 581.124 -1.7085 Outwash 43 1.26927 512.363 -0.833549 Outwash 44 1.26927 440.526 0.0412107 Outwash 45 1.26927 365.614 0.91598 Outwash 46 1.26927 287.626 1.79096 Outwash 47 1.26927 206.558 2.66637 Outwash 48 1.26927 127.58 3.54239 Outwash 49 1.26927 75.7711 4.41925 Outwash 50 1.26927 25.775 5.29714 Outwash 0 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 SO 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 27 87.1669 115.32 226.327 35 168.736 35 194.184 35 218.074 35 240.647 35 262.123 35 282.704 35 302.581 35 321.922 35 340.791 35 355.302 35 367.408 35 379.372 35 391.239 35 403.035 35 414.764 35 426.402 35 437.899 35 449.173 35 460.115. 35 470.579 35 480.393 35 489.35 35 497.219 35 503.748 35 508.665 35 511.693 35 512.553 35 510.977 35 506.72 35 499.562 35 489.328 35 475.895 35 459.194 35 439.221 35 416.036 35 389.766 35 360.598 35 328.777 35 294.59 35 258.361 35 220.434 35 181.157 35 140.87 35 102.188 35 76.3994 35 52.1172 223.235 256.902 288.508 318.371 346.783 374.012 400.308 425.896 450.86 470.058 486.074 501.901 517.601 533.207 548.724 564.121 579.331 594.247 608.723 622.567 635.55 647.4 657.811 666.448 672.953 676.959 678.097 676.013 670.38 660.91 647.371 629.599 607.504 581.08 550.407 515.652 477.064 434.965 389.737 341.807 291.63 239.667 186.368 135.193 101.075 68.95 247.405 295.487 340.625 383.274 423.849 462.738 500.291 536.835 572.487 599.905 622.779 645.381 667.803 690.091 712.252 734.245 755.961 777.263 797.939 817.714 836.255 853.173 868.043 880.376 889.67 895.389 897.013 894.04 885.996 872.468 853.135 827.757 796.203 758.461 714.656 665.02 609.911 549.787 485.194 416.743 345.084 270.872 194.753 121.668 72.9424 27.0634 0 226.327 0 247.405 0 295.487 0 340.625 0 383.274 0 423.849 0 462.738 0 500.291 0 536.835 0 572.487 0 599.905 0 622.779 0 645.381 0 667.803 0 690.091 0 712.252 0 734.245 0 755.961 0 777.263 0 797.939 0 817.714 0 836.255 0 853.173 0 868.043 0 880.376 0 889.67 0 895.389 0 897.013 0 894.04 0 885.996 0 872.468 0 853.135 0 827.757 0 796.203 0 758.461 0 714.656 0 665.02 0 609.911 0 549.787 0 485.194 0 416.743 0 345.084 0 270.872 0 194.753 0 121.668 0 72.9424 0 27.0634 Interslice Data Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.32298 Singh. 114St.Slide.slmd 1/8/2018, 7:53:41 AM SUDEIN1ERPPET 7.019 tel P^ > yy SLIDE - An Interactive Slope Stability Program: Page 5 of 7 X Y Interslice Interslice Interslice Slice coordinate coordinate - Bottom Normal Force Shear Force Force Angle Number [ft] [ft] [lbs] [lbs] [degrees] 1 323.513 184.174 0 0 0 2 324.833 183.02 40.9654 - 1.7327 2.42198 3 326.154 181.914 154.783 13.0658 4.82511 4 327.474 180.854 329.177 41.5332 7.19117 5 328.795 179.837 553.905 92.7215 9.50298 6 330.064 178.898 703.067 145.08 11.6595 7 331.333 177.995 878.019 214.677 13.7394 8 332.603 177.128 1073.75 302.465 15.732 9. 333.872 176.295 1285.82 408.602 17.629 10 335.141 175.494 1510.27 532.545 19.4235 11 336.41 174.724 1743.54 673.132 21.1102 12 337.68 173.986 1982.36 828.656 22.6857 13 338.949 173.276 2223.71 996.93 24.1476 14 340.218 172.596 2464.67 1175.31 25.4947 15 341.488 171.943 2699.15 1359.13 26.7271 16 342.757 171.318 2923.28 1544.19 27.8448 17 344.026 170.719 3135.2 1727.09 28.8491 18 345.295 170.146 3333.13 1904.35 29.741 19 346.565 169.598 3515.29 2072.51 30.5223 20 347.834 169.075 3679.98 2228.18 31.1944 21 349.103 168.576 3825.51 2368.1 31.7587 22 350.372 168.101 3950.27 2489.24 32.2168 23 351.642 167.65 4052.72 2588.84 32.5701 24 352.911 167.221 4131.41 2664.48 32.8193 25 354.18 166.815 4185.05 2714.18 32.9651 26 355.45 166.432 4212.48 2736.47 33.0082 27 356.719 166.07 4212.79 2730.44 32.9485 28 357.988 165.73 4185.3 2695.8 32.7861 29 359.257 165.411 4129.66 2632.92 32.5201 30 360.527 165.113 4045.86 2542.9 32.1501 31 361.796 164.837 3934.3 2427.49 31.6749 32 363.065 164.581 3795.82 2289.17 31.0932 33 364.334 164.345 3631.7 2131.02 30.4037 34 365.604 164.13 3443.75 1956.69 29.6046 35 366.873 163.935 3234.24 1770.3 28.6946 36 368.142 163.759 3005.93 1576.28 27.6721 37 369.412 163.604 2762.03 1379.26 26.5359 38 370.681 163.469 2506.18 1183.87 25.2851 39 371.95 163.353 2242.35 .994.583 23.9194 40 373.219 163.257 1974.81 815.535 22.4391 41 374.489 163.18 1708.01 650.366 20.8455 42 375.758 163.123 1446.53 502.067 19.1411' 43 377.027 163.085 1194.92 372.859 17.3298 44 378.296 163.066 957.711 264.1 15.4168 45 379.566 163.067 739.225 176.237 13.4094 46 380.835 163.087 543.573 108.779 11.3165 47 382.104 163.127 374.576 60.3236 9.14865 48. 383.373 163.186 235.735 28.604 6.91843 49 384.643 163.265 128.244 10.4081 4.63987 50 385.912 163.363 42.9698 1.7471 2.32829 51 387.181 163.481 0 0 0 Singh. 114St.Slide.slmd, 1/8/2018, 7:53:41 AM SUDEINTERPRET 701 •� t 'i.z:1ence SLIDE - An Interactive Slope Stability Program: Page 6 of 7 List Of Coordinates Distributed Load. X Y 128 224 86 224 72 224 External Boundary X �Y 0 234 0 229 0 226 0 160 0 73.905 530 73.905 530 130 487 144 456 150 433 156 408.5 160 384 164 340 180 261 200 198 214 138.5 222.5 128 224 86 224 72 224 72 225 72 230 70.5 230.083 Material Boundary X Y' 0 229 70.5 225.083 72 225 Material Boundary X Y 0 226 72 222 128 217 198 209 261 197 340 177 384 164 Singh. 114St.Slide.slmd 1/8/2018, 7:53:41 AM SLIDEIN0ERPRET 7.014 also SLIDE - An Interactive Slope Stability Program: Page 7 of 7 Material Boundary X Y 0 160 408.5 160 Material Boundary X Y 72 224 72 222.5 107 222.5 138.5 222.5 Material Boundary X Y 70.5 230.083 70.5 225.083 70.5 222.5 72 222.5 Material Boundary X Y 86 224 107 222.5 128 221 198 212 261 200 u Singh. 114St.Slide.slmd 1/8/2018, 7:53:41AM DYm-0103 -- G EORESOU RCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Arco Construction 10225 SE 224th Street Kent, Washington 98031 FILEnCORYngh Permit No. bi-/ b 103 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 Field Copy and cndis Is(a�cKno. ledged: ey: LPP Date: 12- 5-- 2-0,� City of Tukwila BUILDING DIVISION January 15, 2018 Geotechnical Engineering Report Proposed Single Family Residence 4931 South 114th Street Tukwila, Washington PN: 3348400949 Doc ID: Singh.114thSt.RG.rev01 INTRODUCTION This geotechnical engineering report summarizes our site observations, geotechnical data review, and engineering analyses, and provides geotechnical recommendations and design criteria for the proposed single family residence to be located at 4931 South 114th Street in Tukwila, Washington (PN: 3348400949). The approximate site location is shown on the Site Location Map, included as Figure 1. Our understanding of the project is based on our conversations with you, our review of the site plan prepared by Sazei Design Group, LLC. dated July 9, 2017, and our experience in the area. We understand that you propose to construct a new single family residence that will be accessed by a new driveway and serviced by typical residential utilities. We anticipate that the proposed residence will be a one or two story, wood framed structure founded on conventional shallow foundations. Based on the site plan provided, we understand that the proposed garage will have a slab on grade floor, and the proposed residence will likely have a daylight basement configuration. GSLIMH DEC 0 5 2018 City of Tukwila OUILDING DNISION SCOPE The purpose of our services was to evaluate the surface and subsurface conditions reported by others across the site as a basis for providing geotechnical recommendations and design criteria for the proposed development. Specifically, the scope of services for this project included the following: 1. Reviewing the available geologic, hydrogeologic, and geotechnical data for the site area; 2. Exploring subsurface conditions across the site by excavating a series test pits at select locations on the site; 3. Describing surface and subsurface conditions, including soil type, depth to groundwater, and an estimate of seasonal high groundwater levels; 4. Providing geotechnical conclusions and recommendations regarding site grading activities, including site preparation, subgrade preparation, fill placemen REVISIONS No changes shall be made to the scope of work without prior approval of the Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan rev Singh.114thSt.RG January 15, 2018 Page 12 wpm. *rwxs.. ,w ore soils for use as structural fill, temporary and permanent cut and fill slopes, drainage and erosion control measures; 5. Providing conclusions regarding shallow foundations and floor slab support and design ..criteria, including bearing capacity and subgrade modulus if appropriate; 6.: Providing geotechnical conclusions and recommendations regarding the global stability of the slope by performing a slope stability analysis using the computer program Slide 7.0; 7. Providing our opinion about the feasibility of onsite infiltration, including a preliminary design infiltration rate based on grain size data and our experience, if applicable; 8 Providing recommendations for erosion and sediment control during wet weather grading andconstruction; and, 9. Preparing a written Geotechnical Engineering Report summarizing our site observations and conclusions, and our geotechnical recommendations and design criteria, along with the supporting data. The above scope of work was summarized in our Proposal for Geotechnical Engineering Services dated December 18. We received authorization to proceed with our scope of work on December 19, 2017. SITE CONDITIONS Surface Conditions The site is located at 4931 South 114th Street in Tukwila, Washington (PN: 3348400949) within an area of existing residential development. The site is currently undeveloped and measures approximately 50 feet wide (east to west) by 475 feet deep (north to south) and encompasses about 0.49 acres. The site is bounded by undeveloped land to the east and south, South 114th Street to the north, and residential development to the east. The site generally slopes down from north to south. The upper, northern portion of the site slopes down at approximately 8 to 15 percent. The lower, central and southern portions of the site slope down at approximately 20 to 25 percent. There are localized slopes of 40 to 42 percent and localized flatter areas of 15 to 20 percent. The maximum height of the slopes steeper than 25 percent is on the order of 15 feet. The total topographic relief across the site is on the order of 105 feet. The existing site configuration and topography is shown on the Site Vicinity Map, included as Figure 2a. The upper portion of the parcel, along South 114th Street, had been partially cleared of vegetation except for a large maple stump still to be removed. Some of the exposed soils had been covered with straw mulch for stabilization. Vegetation across the remaining upland portion of the site generally consisted of immature deciduous trees and invasive species, indicative of previous clearing. The lower, more steeply sloping portion of the site was vegetated with a sparse to moderate stand of mature deciduous trees with a dense understory of native and invasive low - growing species. No indicators or warnings of active or ongoing deep-seated landslide activity were noted at the time of our site visit. Site Geology The Geologic Map of Seattle - A Progress Report, Washington (Troost et Al. 2005) maps the site as being underlain byPre-Fraser age deposits (Qpff) and the Tukwila Formation (Tpt). The geology t rR GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 3 map indicates the Pre -Fraser fine grained deposits to be mass wastage. The Pre -Fraser age deposits generally consist of silt and clay with sandy interbeds. The Tukwila Formation was generally deposited during the late Eocene and has been classified as a member of the Puget Group. The formation is about 7,000 feet thick in total and can be subdivided locally by lithology. In general, the lower part of the formation consists of volcanic sandstone, tuff, lapilli tuff, and lava flows. The upper part consists of tuff -breccia, volcanic conglomerate, and volcanic sandstone. An excerpt of the above reference geologic map is attached as Figure 3. Subsurface Explorations On December 29, 2017, a field geologist from GeoResources, LLC (GeoResources) was on site and monitored the excavation of seven test pits to a depths of about 6 to 7.5 feet below the existing ground surface, logged the subsurface conditions encountered in each test pit, and obtained representative soil samples. The test pits were excavated by a small track -mounted excavator operated by a licensed operated working under subcontract for us. The number and location of the test pits were selected in the field based on project information provided by you, our understanding of the proposed development, consideration for underground utilities, existing site conditions, and current site usage. Each test pit was then backfilled with the excavated soils and bucket tamped, but not otherwise compacted. The subsurface explorations excavated as part of this evaluation indicate the subsurface conditions at specific locations only, as actual subsurface conditions can vary across the site. Furthermore, the nature and extent of such variation would not become evident until additional explorations are performed or until construction activities have begun. Based on our experience in the area and extent of prior explorations in the area, it is our opinion that the soils encountered in the explorations are generally representative of the soils at the site. The approximate locations of our test pits are indicated on the attached Site and Exploration Plan, Figure 2. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) and ASTM D: 2488. The USCS and descriptive test pit logs are included in Appendix A. Subsurface Conditions Our test pits encountered relatively uniform subsurface conditions that generally disagreed with the mapped stratigraphy at the site. Our explorations encountered 2.5 to 5 feet of dark brown to brown silty sand with roots and debris in a loose to medium dense, moist condition. These upper soils appear to be consistent with undocumented fill material. Below these surficial soils, our explorations encountered 1 to 2.5 feet of yellow -grey to tan -grey oxidized silty sand with matrix supported gravel in a dense, moist condition that was underlain by tan sandy gravel with silt in a dense, moist condition that was encountered to the full depth explored. These soils appear to be consistent with older glacial transitional beds underlain by older, glacially consolidated outwash soils. Laboratory Testing Geotechnical laboratory tests were performed on select samples retrieved from the explorations to determine soil index and engineering properties encountered. Laboratory testing included visual soil classification per ASTM D: 2488, moisture content determinations per ASTM D: 2216, and grain size analyses per ASTM D: 422 standard procedures. The results of the laboratory tests are included in Appendix B. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 4 Groundwater Conditions Oxidation was encountered at 2.5 to 5 feet below existing grades in all of our test pits. Mottling is generally indicative of a seasonal high perched groundwater table, which develops when the vertical infiltration rate of precipitation through a more permeable soil is slowed at depth by a deeper, Tess permeable soil type. We expect that perched groundwater likely develops seasonally atop the deeper, very dense glacial soils at the site. We anticipate fluctuations in the local groundwater levels will occur in response to precipitation patterns, off-site construction activities, and site utilization. ENGINEERING CONCLUSIONS AND RECOMMENDATIONS Based on the results of our data review, site reconnaissance, subsurface explorations and our experience in the area, it is our opinion that the site is suitable for the proposed single family residence. Pertinent conclusions and geotechnical recommendations regarding the design and .construction of the proposed development are presented below. Areas of Potential Geologic Instability Designations per TMC18.45.120 The Tukwila Municaipal Code defines areas of potential geologic instability as follows: 1) Class 1 area, where landslide potential is low, and which slope is less than 15%; 2) Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3) Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4) Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope. Based on our site reconnaissance, subsurface explorations, and literature review, it is our opinion that the site meets the definition of a Class 2 area. The slopes at the site are generally between 15 and 40 percent and the soils encountered appear to be relatively permeable. Slope Stability Analysis We analyzed the global and internal slope stability of the existing slope geometry and the proposed slope geometry using subsurface cross section A -A', as shown on Figure 2b. The cross section was selected as the most critical section, given the height and steepness of the slopes, relative to the proximity of the proposed residence and stormwater system. We used the computer program SLIDE version 7.021, from RocScience, 2016, to perform the slope stability analyses. The computer program SLIDE uses a number of methods to estimate the factor of safety (FS) of the stability of a slope by analyzing the shear and normal forces acting on a series of vertical "slices" that comprise a failure surface. Each vertical slice is treated as a rigid body; therefore, the forces and/or moments acting on each slice are assumed to satisfy static equilibrium (i.e., a limit'equilibrium analysis). The FS is defined as the ratio of the forces available to resist movement to the forces of the driving mass. A FS of 1.0 means that the driving and resisting forces GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 5 are equal; an FS less than 1.0 indicates that the driving forces are greater than the resisting forces (indicating failure). We used the Generalized Limit Equilibrium method using the Morgenstern -Price analysis, which satisfies both moment and force equilibrium, to search for the location of the most critical failure surfaces and their corresponding FS. The most critical surfaces are those with the lowest FS for a given loading condition, and are therefore the most likely to fail. Both static and dynamic conditions were analyzed for the proposed site development. The site seismic stability conditions were analyzed by applying a horizontal acceleration equal to one-half of the peak ground acceleration obtained from the USGS US Seismic Design Maps, 2010 ASCE 7. We used a design peak ground acceleration of 0.25g for the site. An assumed foundation load of 1,500 pounds per square foot (psf) used to model the proposed residence. Based on the provided site plan, the proposed residence was assumed to have a daylight basement configuration. Based on our analyses, the minimum FS for the proposed development is 2.197 and 1.160 for static and seismic conditions, respectively. The cross section and slope stability results using both static and seismic conditions are included as Appendix C. Recommended Setback Criteria The 2015 International Building Code (IBC) requires a building setback from slopes that are steeper than 3H:1V (Horizontal: Vertical) or 33 percent with greater than 10 feet in vertical height unless evaluated and reduced, and/or -a structural setback is provided, by a licensed geotechnical engineer. The setback distance is calculated based on the vertical height of the slope. The typical 2015 IBC setback from the top of the slope equals one third the height of the slope, with a maximum setback of 40 feet from the top of the slope, while a setback from the toe of the slope equals one half the height of the slope, with a maximum setback of 15 feet from the toe of the slope. If the setback from the top of the slope cannot be met, a structural setback may be used. A structural setback consists of deepening the foundation elements so that, when measured horizontally from the front of the footing to the face of the slope, the minimum IBC setback is achieved. The slope in the central and southern portions of the site have localized areas steeper than 33 percent with a vertical height of 15 feet or Tess. Per the 2015 IBC, these steep slope areas should have a minimum setback of 5 feet from the top of the slope and 8 feet from the bottom of the slope. Based on our review of the provided site plans, it appears that the proposed residence will be setback sufficiently from the top of the slope. An additional building setback of 10 feet should be applied to the 2015 IBC recommended setback in accordance with the TMC 18.45.120.C. Seismic Design Based on our observations and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class "C" in accordance with the 2015 International Building Code (IBC) documents and ASCE 7-10, Chapter 20, Table 20.3-1. This is based on the assumed range of Standard Penetration Test (SPT) blow counts from the density description of the subsurface explorations by others. These conditions were assumed to be'representative for the subsurface conditions for the site in general. The U.S. Geological Survey (USGS) completed probabilistic seismic hazard analyses (PSHA) for the entire country in November 1996, which were updated and republished in 2002 and 2008. The PSHA ground motion results can be obtained from the USGS website. The results of the updated USGS PSHA were referenced to determine Ss and Si for this site. The results are summarized in the following table with the relevant parameters necessary for 2015 IBC design. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 6 TABLE 1: 2015 IBC Parameters for Design of Seismic Structures Spectral Response Acceleration (SRA) and Site Coefficients Short Period 1 Second Period Mapped SRA S5 = 1.505 S1 = 0.565 Site Coefficients (Site Class D) - Fa = 1.0 F„ =1.5 Maximum Considered Earthquake SRA SMS = 1.505 SM, = 0.848 Design SRA SDs = 1.004 S01 = 0.565 Earthquake -induced geologic hazards may include liquefaction, lateral spreading, slope instability, and ground surface fault rupture. In our opinion, the potential for lateral spreading is not significant because the risk of liquefaction is low given the density of the soils encountered at the site, and the potential for earthquake -induced slope instability is also low per our slope stability model. While the site is relatively near the Seattle Fault zone, no evidence of ground fault rupture was observed in the subsurface explorations or our site reconnaissance. Therefore, in our opinion the potential for ground surface fault rupture is also low. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure. The increase in pore water pressure is induced by seismic vibrations. Liquefaction mainly affects geologically recent deposits of loose, fine-grained sands that are below the groundwater table. Based on the density of the soils encountered in our test pits, it is our opinion that the risk for liquefaction to occur at this site during an earthquake is negligible. Provided the design criteria listed below are followed, the proposed structure should have no greater seismic risk damage than other appropriately designed structures in the Puget Sound area. Foundation Support We recommend that spread footings be founded on the native dense older glacial transitional beds, on the dense older glacial outwash, or on structural fill that extends to suitable native soils. The soil at the base of the excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. Areas of existing fill material within the proposed foundation footprint should be over excavated and recompacted to reduce the potential for differential settlement. All exterior footing elements should be embedded at least 18 inches below grade for frost protection. We recommend a minimum width of 2 feet for isolated footings and at least 16 inches for continuous wall footings. Footings founded as described above may be designed with a maximum allowable bearing pressure of 2,500 psf (pounds per square foot). This value is for combined dead and long-term live loads. We recommend that a GeoResources representative observe the condition of the exposed bearing soils prior to setting the forms and installation of the reinforcing steel. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of GEORESOURCES Singh.114thSt.RG January 15, 2018 Page 1 7 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 350 pcf (pounds per cubic foot). Factors of safety have been applied to these values. We estimate that total settlements of footings designed and'constructed as recommended will be less than 1 -inch over a 50 -foot length, for the anticipated load conditions, with differential settlements between comparably loaded footings of Y2 -inch or less. Typical building settlements within granular soils occur essentially as loads are being applied; however, due to the fines content of the site soils, the estimated settlements could occur over a longer time, and disturbance of the foundation subgrade during construction could result in larger settlements than predicted. Floor Slab Support We anticipate slab on grade floors may be used within proposed garage areas. Slab on grade floors should be supported by structural fill prepared as described above. Areas of significant organic debris should be removed. We recommend that floor slabs be directly underlain by a minimum 4 -inch thick layer of pea gravel or clean, crushed, 5/8 -inch rock containing less than 2 percent fines. The drainage material should be placed in one lift and compacted to an unyielding condition. A synthetic vapor retarder is recommended to control moisture migration through the slabs. This is of particular importance where the foundation elements are underlain by silty soils, or where moisture migration through the slab is an issue, such as where adhesives are used to anchor carpet or tile to the slab. A subgrade modulus of 350 kcf (kips per cubic foot) may be used for floor slab design. We estimate that settlement of the floor slabs designed and constructed as recommended, will be Y2 - inch or less over a span of 50 feet. Subgrade/Basement Walls Adequate drainage behind retaining structures is imperative. Positive drainage which controls the development of hydrostatic pressure can be accomplished by placing a zone of drainage behind the walls. Granular drainage material should contain less than 2 percent fines and at least 30 percent greater than the US No. 4 sieve. Assuming properly compacted structural fill is used to backfill the foundation walls, an allowable active fluid pressure of 35 pcf should be appropriate for design. A seismic surcharge should be applied in accordance with applicable building codes. A minimum 4 -inch diameter perforated or slotted PVC pipe should be placed in the drainage zone along the base and behind the wall to provide an outlet for accumulated water and direct accumulated water to an appropriate discharge location. We recommend that a nonwoven geotextile filter fabric be placed between the soil drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone can, with time, reduce the permeability of the granular material. The filter fabric should be placed such that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. A geocomposite drain mat may also be used instead of free draining soils, provided it is installed in accordance with the manufacturer's instructions. A soil drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The soil drainage zone should be compacted to approximately 90 percent of the MDD. Over -compaction should be avoided as this can lead to excessive lateral pressures. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 18 Lateral loads may be resisted by friction on the base of footings and as passive pressure on the sides of footings and the buried portion of the wall, as described in the "Foundation Support" section. We recommend that an allowable coefficient of friction of 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 350 pcf (pounds per cubic foot). Factors of safety have been applied to these values. Temporary Excavations All job site safety issues and precautions are,the responsibility of the contractor providing services/work. The following cut/fill slope guidelines are provided for planning purposes only. Temporary cut slopes will likely be necessary during grading operations or utility installation. All excavations at the site associated with confined spaces, such as utility trenches and retaining walls, must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Act (WISHA, WAC 296-155-66401) regulations, we classify the upper soils encountered at the site as Type C, while the deeper, dense soils should be classified as Type B. According to WISHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5H:1V or flatter from the toe to top of the slope, while side slopes in Type B soils should be laid back at a slope inclination of 1H:1V or flatter from the toe to top of the slope. It should be recognized that slopes of this nature do ravel and require occasional maintenance. All exposed slope faces should be covered with a durable reinforced plastic membrane, jute matting, or other erosion control mats during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the top of the slope. Where it is not feasible to slope the site soils back at these inclinations, a retaining structure should be considered. Where retaining structures are greater than 4 -feet in height (bottom of footing to top of structure) or have slopes of greater than 15 percent above them, they should be engineered per Washington Administrative Code (WAC 51-16-080 item 5). This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that GeoResources assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped away from the structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and or catch basins, and conveyed to an appropriate discharge point. We recommend that footing drains are installed for the residence in accordance with IBC 1807.4.2, and basement walls (if utilized) have a wall drain as describe above. The roof drain should not be connected to the footing drain. If the basement cut extends below the adjacent municipal stormwater system, a sump and pump system may be required. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 9 Infiltration Recommendations Based on our site observations and subsurface explorations, it is our opinion that onsite infiltration of the stormwater generated by the proposed development is not feasible for this project. King County uses the 2016 Surface Water Design Manual (KCSWDM) for stormwater management. Per Section 5.2.1 of the 2016 KCSWDM, infiltration facilities should be setback from the top of slopes steeper than 15 percent at least the vertical height of the slope, a minimum separation of 3 feet is required between the bottom of the proposed facility and the top of an impermeable layer, such as seasonal groundwater, and infiltration should not occur within undocumented fill material. Based on our subsurface explorations, uncontrolled fill was observed from 2.5 to 5 feet below the existing ground surface and was underlain oxidized soils that are indicative of a seasonal perched groundwater table. The soils encountered at the site were glacially overridden and are underlain at depth by shallow bedrock. Therefore, onsite infiltration of stormwater runoff generated by the proposed development is not feasible for this project. Based on our review of the site plans provided to us, it is our opinion that the proposed dispersion system is suitable for this project, provided that all recommendations contained herein are included in the project plans and specification. Appropriate erosion and sediment control measures should be provided to limit the potential for erosion at the site. EARTHWORK RECOMMENDATIONS Site Preparation All structural areas on the site to be graded should be stripped of vegetation, organic surface soils, and other deleterious materials including existing structures, foundations or abandoned utility lines. Organic topsoil is not suitable for use as structural fill, but may be used for limited depths in non-structural areas. Stripping depths ranging from 6 to 12 inches should be expected to remove these unsuitable soils. Areas of thicker topsoil or organic debris may be encountered in areas of heavy vegetation or depressions. Where placement of fill material is required, the stripped and exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of any fill. Excavations for debris removal should be backfilled with structural fill compacted to the densities described in the "Structural Fill" section of this report. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proof -rolled with heavy rubber -tired equipment during dry weather or probed with a Y2 -inch diameter steel T -probe during wet weather conditions. Soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or over -excavated and replaced with structural fill. The depth and extent of overexcavation should be evaluated by our field representative at the time of construction. The areas of old fill material should be evaluated during grading operations to determine if they need mitigation, recompaction, or removal. Structural Fill All material placed as fill associated with mass grading, as utility trench backfill, under building areas, or under roadways should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each GEORESOURC` Singh.114thSt.RG January 15, 2018 page 1 10 lift. Structural fill should be compacted to at least 95 percent of maximum dry density (MDD) as determined in accordance with ASTM D: 1557. The appropriate lift thickness will depend on the structural fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. We recommend that our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend a material such as well - graded sand and gravel with less than 5 percent (by weight) passing the US No. 200 sieve based on that fraction passing the 3/4 -inch sieve, such as Gravel Backfill for Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may be acceptable. Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6 -inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. Controlled density fill (CDF) could also be used to extend foundation elements to the native soils. If used, we recommend a minimum compressive strength of 200 psi with a maximum strength chosen based on the area of placement and its required future ability to be excavated. The CDF should extend out from the edge of the excavation at a 1/2H:1V angle, which may make footing over -excavations fairly wide. Suitability of On -Site Materials as Fill During dry weather construction, non-organic on-site soil may be considered for use as structural fill, provided it meets the criteria described above in the "Structural Fill" section and can be compacted as recommended. If the soil material is over optimum moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. The site soils were not observed to be excessively moist at the time of our site visit. The upper sandy silt material encountered in our explorations will be difficult to impossible to compact during periods of wet weathered; however, the sandy gravel may be suitable for use as structural fill, provided the moisture content is maintained within 2 percent of optimum moisture. We recommend that completed graded -areas be restricted from traffic or protected prior to wet weather conditions. The graded areas may be protected by paving, placing asphalt -treated base, a layer of free -draining material such as pit run sand and gravel or clean crushed rock material containing less than 5 percent fines, or some combination of the above. Erosion Control Weathering, erosion and the resulting surficial sloughing and shallow land sliding are natural processes. As noted, no evidence of surficial raveling or sloughing was observed at the site. To manage and reduce the potential for these natural processes, we recommend erosion protection measures will need to be in place prior to grading activity on the site. Erosion hazards can be mitigated by applying BMPs outlined in the 2016 King County Surface Water Design Manual. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 11 Wet Weather Earthwork Considerations In the Puget Sound area, wet weather generally begins about mid-October and continues through about May, although rainy periods could occur at any time of year. Therefore, it is strongly encouraged that earthwork be scheduled during the dry weather months of June through September. Most of the soil at the site contains sufficient fines to produce an unstable mixture when wet. Such soil is highly susceptible to changes in water content and tends to become unstable and impossible to proof -roll and compact if the moisture content exceeds the optimum. In addition, during wet weather months, the groundwater levels could increase, resulting in seepage into site excavations. Performing earthwork during dry weather would reduce these problems and costs associated with rainwater, construction traffic, and handling of wet soil. However, should wet weather/wet condition earthwork be unavoidable, the following recommendations are provided: • The ground surface in and surrounding the construction area should be sloped as much as possible to promote runoff of precipitation away from work areas and to prevent ponding of water. • Work areas or slopes should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. • Earthwork should be accomplished in small sections to minimize exposure to wet conditions. That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with a backhoe, or equivalent, and locate them so that equipment does not pass over the excavated area. Thus, subgrade disturbance caused by equipment traffic would be minimized. • Fill material should consist of clean, well -graded, sand and gravel, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet -sieving the fraction passing the 3/4 -inch mesh sieve. The gravel content should range from between 20 and 50 percent retained on a No. 4 mesh sieve. The fines should be non -plastic. • No exposed soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. • In-place soil or fill soil that becomes wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil (see gradation requirements above). • Excavation and placement of structural fill material should be observed on a full-time basis by a geotechnical engineer (or representative) experienced in wet weather/wet condition earthwork to determine that all work is being accomplished in accordance with the project specifications and our recommendations. • Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We recommend that the above requirements for wet weather/wet condition earthwork be incorporated into the contract specifications. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 1 12 LIMITATIONS We have prepared this report for use by Arco Construction and other members of the design team, for use in the design of a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on subsurface explorations and data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. GEORESOURCES Singh.114thSt.RG January 15, 2018 page 113 We have appreciated the opportunity to be of service to you on this project. If you have any questions or comments, please do not hesitate to call at your earliest convenience. Respectfully submitted, GeoResources, LLC Veronica Raub Mauren, EIT Staff Engineer in Training Brad R. Biggerstaff, LEG, LHG Principal VRM:BPB:DCB/vrm DocID: Singh.114thSt.RG.rev01 Attachments: Figure 1: Site Location Map Figure 2a: Site Vicinity Map Figure 2b: Site and Exploration Plan Figure 3: NRCS Soils Map Figure 4: Geology Map Appendix A - Subsurface Explorations Appendix 8 - Laboratory Test Results Appendix C - Slope Stability Analysis Dana C. Biggerstaff PE Senior Geotechnical Engineer GEORESOURCES Park' 0th.110 g <• 4 �•. 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Neo .LI ..'--*,"492";4a g Su uan ad 14; yrs -v NtpOrt a f6S. *L7 31JSn1 !.L si l2_nO xt s«y, li y�A a.- •.. sk. •8 •' 16' • Bent owl `, -Asii^4ins L TP ii« 117,1 n i Fort Tu R<' P1 i 5142nd a F St S 194th St /Higllline 514611, St 4 - Bu> ien 14 h Lt e F� • 1st i.s«,ar `Riverton Shy '.tsanx< `� kei hts � > LW 152nd st SW 150th ' I52hd St .�jA g < I Lake i S �FJ54th St� 1 1I��Y�MYfff a o -. Su nnvitale ii 6 o i sw isahn rite lc 1.0.4 Cornea .`'3L4o ."-.4;u°14 port. n Hills W110x1 St D{at Cr4V- • 7 • P E i ▪ f loth SI? t+e May Creek,. 2726 gt Park • • 3s A i C • ,u 4 Ls, ,9o - Nevi 4 C. St -¢ A. Bunen ory ,hts , a May Creek Pelit__ . 9�py�! NE 71./1 Highlands Park 1O524f • coifudts � •Y �a t Pa i B!vd [',eh mr 6w ff)rrl ;1v 7dl st k'% 04! S7th y erad�YVjt-,.�p Vt SV. �/ 1„111' StiJ•1 au, 52 •ry►- 1 Renton a „asoth a, S 164th l7 . 515 • SW 27th,187 St vn 4 Mayhem f Cot Nattf l zone ti at Cr a 51 Approximate Site Location map created from King County Public GIS (https://gismaps.kingcounty.gov/iMap/) s Not to Scale „•001,°1" GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife. WA 98424 1 253.896.1011 1 www.georesources.racks Site Location Map Proposed Residential Development 4931 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure 1 5- 3/4" �J� O 7<' Ng_9 CAM 9 xV i pW"J x cctOtOWt S fta�LL'oam n N DocID: Singh.114th.F2 t /1 rt V � c s w uC E oil O 01w v- o Um! Os_ N v 1%1 a 0 Z Approximate Site Location map created from Kirig County Public GIS(https://gismaps.kingcounty.gov/iMap/) a GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Not to Scale Site & Exploration Plan Proposed Residential Development 4931 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure 2 An AV Scale `r'��.f �c� it rO S'3 � A • tea: y( ' F ` / r � ..r r,,rj F .` _,� s, d i --(- 1 '` ; y �} j 1 r r t til I - OJ �� LT 1 b,6L�� -�`\ ', s� A �i , � - fit ? (- 5.t tqlSt , � �, ,. \ \7C-1 PLS--._� ;.J.,(41/4. 1 11"4 1 .a 1„ ���,� `^ .. 1 jJI (�,,L.. If yl t _ 1 �. "RkM/� " a,...r`i±: , ti f \ - tl ti F a ll �- Dd" :. ,J . '�r� �..�✓' G1 � -. 1f ee �\ \ f 1` 1 .. —. Tr, ` f > {tom \1 ~aM1 , `aVn\ excerpt from the T.: // 5\\ Approximate Site Location Geologic Map of Seattle -A Progress Report, Washington by K.G. Troost, D.B. Booth, S.A. Shimel (2005) A.P. Wisher, and Not to Qva Vashon advance outwash deposits (mass wastage deposit) Qpff Pre -Fraser glaciation age deposits (mass wastage deposit) Tpt Tukwila Formation ---"111111.1.111.--111-71.--- GE 0 R E earth science & geotechnical 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 '''. ‘I.P USGS Geologic Map Proposed Residential Development 4931 South 114th Street Tukwila, Washington PN: 334840-0949 S 0 U R engineering 1 253.896.1011 1 www.georesources.rocks C E S DocID: Singh.114thst.F December 2017 Figure 3 Appendix A Subsurface Explorations NOTES: 1. 2. 3. SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY-GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND SP POORLY-GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or more INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT SOIL MOISTURE MODIFIERS: Field classification is based on visual examination of soil Dry- Absence of moisture, dry to the touch in general accordance with ASTM D2488-90. Moist- Damp, but no visible water Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated, usually soil is obtained from below water table Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. ________„"iimilli G E 0 R E S 0 U RC E S earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fite, WA 98424 1 253.896.1011 1 www.georesources.rocks Unified Soils Classification System Proposed Residential Development . 4931 South 114th Street Tukwila, Washington PN: 334840-0949 DocID: Singh.114thSt.F December 2017 Figure A-1 Test Pit TP -1 Location: NW portion of parcel, 20 ft south of pavement edge Approximate Elevation: Depth (ft) Soil Type Soil Description 0 - 5 SM Dark brown to brown silty SAND with some gravel, debris, reworked texture (loose to medium dense, moist) (uncontrolled fill) 5 - 6 SM Yellow -gray oxidized silty SAND with matrix supported fine gravel, lightly cemented (dense, moist)(older glacial transitional beds?) Terminated at 6 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Test Pit TP -2 Location: Approximate southern extent of proposed SFR Approximate Elevation: Depth (ft) Soil Type Soil Description 0 - 23/2 SM Dark brown silty SAND with roots, debris (loose to medium dense, moist)(uncontrolled fill) 2Y2 - 5 SM Tan to gray oxidized silty SAND with fine matrix supported gravel, lightly cemented (dense, moist)( (older glacial transitional beds?) 5 - 7 GW -SW Tan sandy GRAVEL with silt (dense, moist) (older outwash?) Terminated at 7 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Test Pit TP -3 . Location: Approximate proposed dispersion flow path area Approximate Elevation: Depth (ft) Soil Type Soil Description 0 - 3Y2 SM Dark brown silty SAND with roots, debris (loose to medium dense, moist)(uncontrolled fill) 3Y2 - 5Y2 SM Tan to gray oxidized silty SAND with fine matrix supported gravel, lightly cemented (dense, moist)( (older glacial transitional beds?) 5Y2 - 7Y2 GW -SW Tan sandy GRAVEL with silt (dense, moist) (older outwash?) Terminated at 7Y2 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Logged by: STM Excavated on: Dec 29, 2017 em,,,_ G [0 R E S 0 U RC E S earth science & geotechnical engineering 5007 Pacific Hwy F., Suite 16 I Fire, WA 98424 I 253.896.1011 I www.georesources.rocks Test Pit Logs Proposed Residential Development 4931 South 114th Street T N1Washington 33 840-0949 DocID: Singh.114thSt.F December 2017 Figure A-2 Appendix B Laboratory Test Results ui a) N n H te— a) 8 c�a c 0 33 N > a)• c T N t E m 0 0 s • 0 c C) a) 0 rn a) a) s a) a) (1) a) Particle Size Distribution C C C C y 0 0 Cvt n _ � .NO. w > Report p 0 O �0 8 V 8 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • I 1 1 1 • 1 1 1 • .1. 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 90 I 1 1 1 1 1 1I 1 1 1 1 1 1 1 1 1 1 1 ; 1 1 1 1 - 1 1 1 1 1 ; 1 1 1 1 1 1 1 1 I 1 80 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I' 1 1 1 1 1 • 1 1 1 1 1 1I 1 1 1 70 CC 111 I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1- 1 1 I 1 1 • 1 I 1 1 I I Z 60 ii: 1 I 1 1 1 1 I 1 1 1 1 1 1 1 I t 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 I • Z 50 t).l U CC 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1- 1 1 1 1 1 1 1 1 1 I '1 I 1 1 1 I 40 w 0_1 I I I I I 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I I 1 1 30 1 I 1 I I 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 - 1 I 1 r 1 1 1 1 1 1 1 4 1 1 I 1 1 1 1 1 1 1 I 1 1 + 20 1 1 I ,I I 1 I I I I I I 1 1 I I 1 1 1 1 I I 1 1 1 1 I I I I I I I I I I I r 10- 0 1 1 I 1 I I I 1 I 1 1 1 I I 1 I 1 1 1 I I 1 1 I 1 _ 100 10 1 0 1 0.01 0.001 GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt 1 Clay _ 0.0 0.0 1.6 1.3 7.8 33.5 55.8 Test Results (ASTM D 422 & ASTM D 1140) Material Description Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) sandy silt .5 .3125 100.0 99.5 Atterberg Limits (ASTM D 4318) #4 #10 #20 98.4 97A 95.1 PL= NP LL= NV PI= NV Classification #40 #60 89.3 75.6 USCS (D 2487)= ML AASHTO (M 145)= A-4(0) Coefficients #100 #200 64.4 55.8 D90= 0.4608 D85= 0.3598 D60= 0.1051 D50= D30= D15= D10= Cu= Cc= Remarks Date Received: 12/29/2017 Date Tested: 1/3/2018 Tested By: AES • Checked By: DCB Title: PM Location: Sample (no specification Tp Number: provided) 2, D=5' 093379 Depth: 5' Date Sampled: 12/29/2017 GeoResources, LLC L L , Fife, WA Client: Mr. Kam Singh Project: Singh.114th Proiect No: Figure Tested By: Checked By: a) t H a) c n 0 1) a) T a) -c E 0 a) L.(73 a) 0 8) .N 0 8) c s `) m rn 8) a) N a) 1- ui a) E rn m 0 c c a) c 2 100 90 80 70 w Z 60 u- Z 50 w U 40 w 0 30 20 10 0 Particle Size Distribution Report a onto GRAIN SIZE - mm. % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0. a m 0 8) c) cc 0 c m m c m rn 8) 8) a) E ca m t 0 > c O n f0 0.0 32.8 20.6 6.0 12.1 14.1 14.4 Test Results (ASTM D 422 & ASTM D 1140) Opening Size 1 Spec.* (Percent) I.. I 1.5 I I I 1 I I I1 I 1 ,I 1 1 I 1.25 I'I 1 1 I 1 1 1 I 1 1 1 1 1 I 67.2 .5 59.2 .3125 53.8 #4 46.6 ' I I I I I I 1 I 1 I I I I I I I 1 I I i 'I 35.8 1 1 I 1 1 1 I I I 1 I 1 I I 1 I 1 I I #60 21.1 #100 17.0 #200 14.4 I I I J I I I I I - 1 1 1 1 1 1 1 1 1 1 I I 7 I 1 1 1 1 1 I 1 I I 1 I I 1 I 1 I I I I 1 1 I I I I I 1 I I I I I I 1 1 1 9 1 1 I I 1 1 -1 1 I I 1 1 1 1 I I I 1 t I I 1 I 1 1 I I 1 1 1 1 I 1 I I 1 I I I I I 1I I 1 1• I• 1 1 1 I I 1 1 1 I I I 1 I I I 1 I 1 I I I I 1 1 1 1 I I I I 1 1 I 1 1 1 1 1 I 1 1 1 1' 1 1 1 1 I 1 1 1 I I I • I I I • _ I 1 I 1 1 1 1 I 1 I 1 I I I 1 1 1 I I I I I 1 I I 1 II 1 1 I I I I 1 1 1 I I 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 I I 1 1 1 I f 1 1 I 11 1 - II 1I'' I I i I 1 1 I I 1 1 1 I I 1 1 1 1 1 I 1 1 I 1 1I 1 1 1 1 I 1 I 1 1 1 I 1 1 I 1 1 1 I 100 10 1 0 1 0.01 0 001 GRAIN SIZE - mm. % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0. a m 0 8) c) cc 0 c m m c m rn 8) 8) a) E ca m t 0 > c O n f0 0.0 32.8 20.6 6.0 12.1 14.1 14.4 Test Results (ASTM D 422 & ASTM D 1140) Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) 1.5 100.0 1.25 91.4 1 73.2 .75 67.2 .5 59.2 .3125 53.8 #4 46.6 #10 40.6 #20 35.8 #40 28.5 #60 21.1 #100 17.0 #200 14.4 (no specification provided) Location: TP 2, D= 6-7' Sample Number: 093380 Depth: 6-7' GeoResources, LLC Fife, WA Material Description silty gravel with sand PL= NP Atterberg Limits (ASTM D 4318) LL= NV PI= NP USCS (D 2487)= D90= 31.2118 D50= 6.0632 D70= Classification GM AASHTO (M 145)= A -1-a Coefficients D85= 29.3519 D60= 13.2255 030= 0.4882 015= 0.0884 Cu= Cc= Remarks Date Received: 12/29/2017 Date Tested: 1/3/2018 Tested By: AES Checked By: DCB Title: PM Date Sampled: 12/29/2017 Client: Mr. Kam Singh Project: Singh.114th Proiect No: Figure Tested By: Checked By: Appendix C Slope Stability Analysis Safety Factor 0.000 - - 0.250 0.500 ► 0.25 1500.00Ibsmz — - 0.750 1.000 1.3 23 - 1.250 `— _ 1.500 1.750 2.000 o p I J_ 2.250 ,. - - _ _ 00— 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 `�- -- 4.750 5.000 5.250 5.500 5.750 6.000+ - Material Name Color Unit Weight (lbs/ft3) Strength Type Cohesion (psf) Phi (deg) Water Surface Ru o— Fill ■ 120 Mohr-Coulomb 0 25 None 0 _ Transitional Beds ■ 125 Mohr-Coulomb 0 27 None 0 _ Outwash 125 Mohr-Coulomb 50 35 None 0 Tukwila Formation 160 Mohr-Coulomb 1500 20 None 0 Concrete 145 Mohr-Coulomb 432000 0 None 0 o- o— -100 0 100 200 300 400 500 r4:1 ��,,, n �y 1 Ca" SI.iDQNTERPRET 7.019 1 Pm/ecf SLIDE - An Interactive Slope Stability Program Analysis Descrlptlon Seismic, Postdeveloped Drawn By Scale 1:800 Company Date 1/8/2018, 7:53:41 AM File Name Singh.114St.Slide.slmd N M _T_, •l j O -o _c v . - Project SLIDE - An Interactive Slope Stability Program AnalysisDesaiptlon Static, Postdeveloped R. File Name Singh. 114St.Slide.slmd Ik C 0 0 0 0 0 .. �V N o z o z a z a z o z -o M o r( as Date 1/8/2018, 7:53:41 AM a00 = N N M N O Cohesion (psf) O O ,ul O in 432000 - Strength Type Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb O -O N LUnit Weight (lbs/ft3) 120 125 125 0 4.0 145 S 1 - Material Name Transitional Beds Outwash Tukwila Formation jy E. uO c _ a j lei ...I it [[\{{��VV�+jj.' JJ✓J\\0011 v 1 ig .. _,.. ... -O - sa +�, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O U) O U) O N O Ul 0 U) O U) O N O Ul 0 Ul 0 0 O U) O U) O O N U) (� 0 N U7 N O N U) (� O N U) (- O N U) (� O N U) (- O �''' O O O O rl fi �-1 r-1 N N N N M M M M C' C' C' V' U) U) U) U) t0 N 4.4 ,, ! �€ . 0 -� obe ,1 oba , ob 1 r , , , , , b , , , ! , , wDEINTERPRET 7.014 .1 --i'`rence SLIDE - An Interactive Slope Stability Program: Page 1 of 7 Slide Analysis Information SLIDE - An Interactive Slope Stability Program Project Summary File Name: Singh.114St.Slide.slmd - Postdeveloped - Scenario 2 Slide Modeler Version: 7.014 Project Title: SLIDE - An Interactive Slope Stability Program Analysis: Seismic, Postdeveloped Date Created: 1/8/2018, 7:53:41 AM General Settings Units of Measurement: Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Left to Right Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Vertical Analysis Methods Used GLE/Morgenstern-Price with interslice force function: Half Sine Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha < 0.2: Yes Create Interslice boundaries at intersections Yes with water tables and piezos: Initial trial value of FS: 1 Steffensen Iteration: Yes Groundwater Analysis Groundwater Method: Water Surfaces Pore Fluid Unit Weight [lbs/ft3]: 62.4 Advanced Groundwater Method: None Random Numbers Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SLIDEINTERFRET 7.014 tel SLIDE - An Interactive Slope Stability Program: Page 2 of 7 Pseudo -random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Search Method: Number of Surfaces: Upper Angle: Lower Angle: Composite Surfaces: Reverse Curvature: Minimum Elevation: Minimum Depth [ft]: Minimum Area: Minimum Weight: Seismic Circular Slope Search 5000 Not Defined Not Defined Disabled Invalid Surfaces Not Defined 5 Not Defined Not Defined Advanced seismic analysis: No Staged pseudostatic analysis: No Loading Seismic Load Coefficient (Horizontal): 0.25 1 Distributed Load present Distributed Load 1 Distribution: Constant Magnitude [psf]: 1500 Orientation: Normal to boundary Material Properties Property Color Strength Type Unit Weight [lbs/ft3] Cohesion [psf] Friction Angle [deg] Water Surface Ru Value Fill Transitional Beds Outwash Mohr -Coulomb 120 0 25 None 0 n Mohr -Coulomb Mohr -Coulomb 125 125 0 50 27 35 None None 0 0 Tukwila Formation Mohr -Coulomb 160 1500 20 None 0 Concrete Mohr -Coulomb 145 432000 0 None 0 Global Minimums Method: gle/morgenstern-price Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SL[OQNIERPRET 7.014 el -7-.!ence SLIDE - An Interactive Slope Stability Program: Page 3 of 7 FS Center: Radius: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Resisting Moment: Driving Moment: Resisting Horizontal Force: Driving Horizontal Force: Total Slice Area: Surface Horizontal Width: Surface Average Height: Valid / Invalid Surfaces 1.322980 378.871, 246.205 83.141 323.513, 184.174 387.181, 163.481 2.48413e+006 Ib -ft 1.87767E4006 lb -ft 28227.1 Ib 21336 Ib 340.341 ft2 63.6684 ft 5.34552 ft Method: gle/morgenstern-price Number of Valid Surfaces: 3953 Number of Invalid Surfaces: 1047 Error Codes: Error Code -103 reported for 142 surfaces Error Code -106 reported for 140 surfaces Error Code -108 reported for 514 surfaces Error Code -111 reported for 152 surfaces Error Code -115 reported for 99 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface / slope intersections, but one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits. -106 = Average slice width is less than 0.0001 * (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -115 = Surface too shallow, below the minimum depth. Slice Data Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.32298 Slice Number Width Weight [ft] [lbs] 1 1.32047 2 1.32047 3 1.32047 67.6199 198.914 322.519 Angle of Slice Base Base Material [degrees] -41.1423 -39.9446 -38.7676 Transitional Beds Transitional Beds Transitional Base Cohesion [psf] Base Friction Angle [degrees] Shear Stress [psf] Shear Strength [psi] Base Normal Stress [psf] 0 27 14.3754 19.0184 37.3258 0 27 41.3587 54.7167 107.388 0 27 65.4888 86.6404 170.042 Pore Pressure [Psf] Effective Normal Stress [psf] 0 37.3258 0 107.388 0 170.042 Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM AUOQNfERPRET 7.014 • aaj• - 6%'e'nce SLIDE - An Interactive Slope Stability Program: Page 4 of 7 Beds 4 1.32047 438.813 -37.6097 Transitional 0 27 87.1669 115.32 226.327 0 226.327 Beds 5 1.26927 524.969 -36.4913 Outwash 50 35 168.736 223.235 247.405 0 247.405 6 1.26927 620.056 -35.4106 Outwash 50 35 194.184 256.902 295.487 0 295.487 7 1.26927 709.459 -34.3443 Outwash 50 35 218.074 288.508 340.625 0 340.625 8 1.26927 793.397 -33.2914 Outwash 50 35 240.647 318.371 383.274 0 383.274 9 1.26927 872.068 -32.251 Outwash 50 35 262.123 346.783 423.849 0 423.849 10 1.26927 945.653 -31.2224 Outwash 50 35 282.704 374.012 462.738 0 462.738 11 1.26927 1014.32 -30.2049 Outwash 50 35 302.581 .400.308 500.291 0 500.291 12 1.26927 1078.22 -29.1979 Outwash 50 35 321.922 425.896 536.835 0 536.835 13 1.26927 1137.17 -28.2006 Outwash 50 35 340.791 450.86 572.487 0 572.487 14 1.26927 1177.34 -27.2125 Outwash 50 35 355.302 470.058 599.905 0 599.905 15 1.26927 1205.5 -26.2331 Outwash 50 35 367.408 486.074 622.779 0 622.779 16 1.26927 1229.4 -25.262 Outwash 50 35 379.372 501.901 645.381 0 645.381 17 1.26927 1249.15 -24.2985 Outwash 50 35 391.239 517.601 667.803 0 667.803 18 1.26927 1264.83 -23.3423 Outwash 50 35 403.035 533.207 690.091 0 690.091 19 1.26927 1276.54 -22.3929 Outwash 50 35 414.764 548.724 712.252 0 712.252 20 1.26927 1284.36 -21.45 Outwash 50 35 426.402 564.121 734.245 0 734.245 21 1.26927 1288.37 -20.5131 Outwash 50 35 437.899 579.331 755.961 0 755.961 22 1.26927 1288.63 -19.5819 Outwash 50 35 449.173 594.247 777.263 0 777.263 23 1.26927 1285.21 -18.6561 Outwash 50 35 460.115 608.723 797.939 0 797.939 24 1.26927 1278.18 -17.7353 Outwash 50 35 470.579 622.567 817.714 0 817.714 25 1.26927 1267.59 -16.8192 Outwash 50 35 480.393 635.55 836.255 0 836.255 26 1.26927 1253.5 -15.9076 Outwash 50 35 489.35 647.4 853.173 0 853.173 27 1.26927 1235.94 -15 Outwash 50 35 497.219 657.811 868.043 0 868.043 28 1.26927 1214.98 -14.0963 Outwash 50 35 503.748 666.448 880.376 0 880.376 29 1.26927 1190.64 -13.1961 Outwash 50 35 508.665 672.953 889.67 0 889.67 30 1.26927 1162.98 -12.2993 Outwash 50 35 511.693 676.959 895.389 0 895.389 31 1.26927 1132.01 -11.4055 Outwash 50 35 512.553 678.097 897.013 0 8.97.013 32 1.26927 1097.78 -10.5145 Outwash 50 35 510.977 676.013 894.04 0 894.04 33 1.26927 1060.32 -9.62606 Outwash 50 35 506.72 670.38 885.996 0 885.996 34 1.26927 1019.65 -8.73996 Outwash 50 35 499.562 660.91 872.468 0 872.468 35 1.26927 975.791 -7.85596 Outwash 50 35 489.328 647.371 853.135 0 853.135 36 1.26927 928.771 -6.97384 Outwash 50 35 475.895 629.599 827.757 0 827.757 37 1.26927 878.607 -6.09339 Outwash 50 35 459.194 607.504 796.203 0 796.203 38 1.26927 825.316 -5.21437 Outwash 50 35 439.221 581.08 758.461 0 758.461 39 1.26927 768.911 -4.33658 Outwash 50 35 416.036 550.407 714.656 0 714.656 40 1.26927 709.404 -3.45981 Outwash 50 35 389.766 515.652 665.02 0 665.02 41 1.26927 646.806 -2.58386 Outwash 50 35 360.598 477.064 609.911 0 609.911 42 1.26927 581.124 -1.7085 Outwash 50 35 328.777 434.965 549.787 0 549.787 43 1.26927 512.363 -0.833549 Outwash 50 35 294.59 389.737 485.194 0 485.194 44 1.26927 440.526 0.0412107 Outwash 50 35 258.361 341.807 416.743 0 416.743 45 1.26927 365.614 0.91598 Outwash 50 35 220.434 291.63 345.084 0 345.084 46 1.26927 287.626 1.79096 Outwash 50 35 181.157 239.667 270.872 0 270.872 47 1.26927 206.558 2.66637 Outwash 50 35 140.87 186.368 194.753 0 194.753 48 1.26927 127.58 3.54239 Outwash 50 35 102.188 135.193 121.668 0 121.668 49 1.26927 75.7711 4.41925 Outwash 50 35 76.3994 101.075 72.9424 0 72.9424 50 1.26927 25.775 5.29714 Outwash 50 35 52.1172 68.95 27.0634 0 27.0634 Interslice Data Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.32298 Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SUDEINIERPREF 7.014 al SLIDE - An Interactive Slope Stability Program: Page 5 of 7 Slice Number X coordinate [ft] 323.513 324.833 326.154 327.474 328.795 330.064 331.333 332.603 333.872 335.141 336.41 337.68 338.949 340.218 341.488 342.757 344.026 345.295 346.565 347.834 349.103 350.372 351.642 352.911 354.18 355.45 356.719 357.988 359.257 360.527 361.796 363.065 364.334 365.604 366.873 368.142 369.412 370.681 371.95 373.219 374.489 375.758 377.027 378.296 379.566 380.835 382.104 383.373 384.643 385.912 387.181 Y Interslice Interslice coordinate - Bottom Normal Force Shear Force [ft] [lbs] [lbs] 184.174 183.02 181.914 180.854 179.837 178.898 177.995 177.128 176.295 175.494 174.724 173.986 173.276 172.596 171.943 171.318 170.719 170.146 169.598 169.075 168.576 168.101 167.65 167.221 166.815 166.432 166.07 165.73 165.411 165.113 164.837 164.581 164.345 164.13 163.935 163.759 163.604 163.469 163.353 163.257 163.18 163.123 163.085 163.066 163.067 163.087 163.127 163.186 163.265 163.363 163.481 0 0 40.9654 1.7327 154.783 13.0658 329.177 41.5332 553.905 703.067 878.019 1073.75 1285.82 1510.27 1743.54 1982.36 2223.71 2464.67 2699.15 2923.28 3135.2 3333.13 3515.29 3679.98 3825.51 3950.27 4052.72 4131.41 4185.05 4212.48 4212.79 4185.3 4129.66 4045.86 3934.3 3795.82 3631.7 3443.75 3234.24 3005.93 2762.03 2506.18 2242.35 1974.81 1708.01 1446.53 1194.92 957.711 739.225 543.573 374.576 235.735 128.244 42.9698 0 92.7215 145.08 214.677 302.465 408.602 532.545 673.132 828.656 996.93 1175.31 1359.13 1544.19 1727.09 1904.35 2072.51 2228.18 2368.1 2489.24 2588.84 2664.48 2714.18 2736.47 2730.44 2695.8 2632.92 2542.9 2427.49 2289.17 2131.02 1956.69 1770.3 1576.28 1379.26 1183.87 994.583 815.535 650.366 502.067 372.859 264.1 176.237 108.779 60.3236 28.604 10.4081 1.7471 0 Interslice Force Angle [degrees] 0 2.42198 4.82511 7.19117 9.50298 11.6595 13.7394 15.732 17.629 19.4235 21.1102 22.6857 24.1476 25.4947 26.7271 27.8448 28.8491 29.741 30.5223 31.1944 31.7587 32.2168 32.5701 32.8193 32.9651 33.0082 32.9485 32.7861 32.5201 32.1501 31.6749 31.0932 30.4037 29.6046 28.6946 27.6721 26.5359 25.2851 23.9194 22.4391 20.8455 19.1411 17.3298 15.4168 13.4094 11.3165 9.14865 6.91843 4.63987 2.32829 0 Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SUD€XNTE0F ET 7.014 SLIDE - An Interactive Slope Stability Program: Page 6 of 7 List Of Coordinates Distributed Load X Y 128 224 86 224 72 224 External Boundary X Y 0 234 0 229 0 226 0 160 0 73.905 530 73.905 530 130 487 144 456 150 433 156 408.5 160 384 164 340 180 261 200 198 214 138.5 222.5 128 224 86 224 72 224 72 225 72 230 70.5 230.083 Material Boundary X Y 0 229 70.5 225.083 72 225 Material Boundary X Y 0 226 72 222 128 217 198 209 261 197 340 177 384 164 Singh.114St.Slide.slmd 1/8/2018, 7:53:41 AM SUOEIMERPRET 7.014 SLIDE - An Interactive Slope Stability Program: Page 7 of 7 Material Boundary X Y 0 160 408.5 160 Material Boundary X Y 72 224 72 222.5 107 222.5 138.5 222.5 Material Boundary X Y 70.5 230.083 70.5 225.083 70.5 222.5 72 222.5 Material Boundary X Y 86 224 107 222.5 128 221 198 212 261 200 Singh. 114St.Slide.slmd 1/8/2018, 7:53:41 AM FILE 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 Field Copy and conditions is acknowledged: By Date: City of TuKwna BUILDING DIVISION 11/1/2019 0 _w4sy2 Ci ofTukwila �° Department of Community Development 3 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Permit No. D17-0103 TUKWILA EDGE HOMES 4931 S 114 ST Dear Permit Holder: Allan Ekberg, 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 12/30/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 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 12/30/2019, 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 No: D17-0103 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9/5/2018 KAM SINGH 10225 SE 224 ST KENT, WA 98031 Zip City of Tukwila Department of Community Development RE: Permit Application No. D17-0103 TUKWILA EDGE HOMES 4931 S 114 ST Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/20/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 10/20/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 )City 0 of Tukwila Allan Ekberg, Mayor Department of Community Development June 28, 2018 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter # 3 COMBOSFR Permit Application Number D17-0103 TUKWILA EDGE HOMES - 4931 S 114 ST Dear KAM SINGH, Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Correction letter no. 2 plan sheet C1.1 (labeled Site Plan) shows a revised storm drainage system & no foundation drainage system. Show & label the foundation drainage system along with existing and proposed utilities within S. 114th Street (previously shown on correction letter no. 1 Civil plan sheet C1.1). Combine both Civil plan sheets C1.1 into one plan sheet. (see enclosed for reference) 2. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile if footing drain and downspouts are sharing a single discharge pipe. 3. Show and label the nearest fire hydrant as shown on the previous plan sheet C1.1. 4. Label type of retaining wall and provide top & bottom elevations along the wall as shown on the previous plan sheet C1.1. Retaining walls over 4 feet in height (and/or) surcharged will require a separate Building permit. 5. Provide driveway dimensions, drainage flow arrows, slopes, and spot elevations, on your site plan. (previously shown on plan sheet C1.1) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, ?-61)1, Bill Rambo Permit Technician File No. D17-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 11, 2018 0 City of Tukwila Department of Community Development KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter # 2 COMBOSFR Permit Application Number D17-0103 TUKWILA EDGE HOMES - 4931 S 114 ST Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Lindsay Brown at (206)-433-7166 if you have questions regarding these comments. • 1. Please provide the cubic yards of cut, and cubic yards of fill. 2. Provide a detail of the northern part of the lot, with setbacks labeled. Show that 5' side setbacks will be met with the proposed project. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D17-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 URBAN March 4, 2018 City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite # 100 Tukwila, WA 98188 DESIGN GROUP SUBJECT: Tukwila Edge Homes (SFR) at 4931 S. 114th Street TL No. 334840-0949 1St Review Comments (Response) Dear David McPherson, This is a response to your review letter dated May 12, 2017. These responses have been completed based coordination with the Civil Engineer and information provided to us. Comment #1. Per property owner, Kam Singh with Tukwila Edge LLC. Comment #2. RECEIVED Per property owner, Kam Singh with Tukwila Edge LLC. CITY OF TU K W I L A Comment #3. Per property owner, Kam Singh with Tukwila Edge LLC. APR 7 7 208 Comment #4. PERMIT CENTER Per property owner, Kam Singh with Tukwila Edge LLC. Comment #5. Per Civil Engineer of record, Hamid G Korasani with SAZEI DESIGN GROUP, LLC. Separate response letter is provided by the Civil Engineer. Comment #6. Per Civil Engineer of record, Hamid G Korasani with SAZEI DESIGN GROUP, LLC. Separate response letter is provided by the Civil Engineer. Comment #7. Per Civil Engineer of record, Hamid G Korasani with SAZEI DESIGN GROUP, LLC. Separate response letter is provided by the Civil Engineer. C 0 R R C T 1'0 N Comment#8. LT R# Per property owner, Kam Singh with Tukwila Edge LLC. Driveway has been visually verified that driveway on adjacent is not partially on the property in question. 879 RAINIER AVE N., SUITE A200 RENTON, WASHINGTON 98057 PHONE: 206.838.82.50 • MO URBAN DESIGN Comment #9. GROUP Per property owner, Kam Singh with Tukwila Edge LLC. Driveway has been visually verified that driveway on adjacent is not partially on the property in question. No driveway to relocate. Comment #10. Comment #11. Per Civil Engineer of record, Hamid G Korasani with SAZEI DESIGN GROUP, LLC. Separate response letter is provided by the Civil Engineer. Comment #12. Per property owner, Kam Singh with Tukwila Edge LLC. Comment #13. Comment #14. Comment #15. Per Civil Engineer of record, Hamid G Korasani with SAZEI DESIGN GROUP, LLC. Separate response letter is provided by the Civil Engineer. Comment #16 Per Civil Engineer of record, Hamid G Korasani with SAZEI DESIGN GROUP, LLC. Separate response letter is provided by the Civil Engineer. Comment #17. Comment #18. Comment #19. Comment #20. Geotechnical report has been provided by GeoResources. Comment #21. Per property owner, Kam Singh with Tukwila Edge LLC. Best, 879 RAINIER AVE N., SUITE A200 RENTON, WASHINGTON 98057 PHONE: 206.838.8250 Sincerely, Pavel Melnik Principal URBAN DESIGN GROUP B79 RAINIER AVE N., SUITE A200 RENTON, WASHINGTON 98057 PHONE: 206.838.8250 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 24, 2020 Kam Singh 10225 SE 224th St Kent, WA 98031 ' RE: Request for Expired Permit Reinstatement — D17-0103 Tukwila Edge Homes — 4931 S 114th St I Dear Mr. Singh, This letter is in response to your request to re -open the already expired permit D 17-0103. The Building Official has reviewed your letter and determined that the City of Tukwila Building Division will not be re -opening the permit. A notice was mailed to the designated contact for this permit (Kam Singh) a full month ahead of expiration (letter was dated and mailed November 1, 2019) which provided two options to keep the permit in good standing. The first was to continue construction and have an inspection and the second option was to submit for extension at least (7) days in advance of the expiration date. The request we did receive was received (7) days after the actual expiration of the permit. This is why your request for extension has been denied. In order for work to continue and inspections be conducted, a new permit will need to be issued. To do this, complete and submit a new application with two copies of drawings and documents. As with the original submittal of the permit, this submittal will need to be made in person. If you wish to discuss the determination made, please contact the Building Official directly at 206 431- 3675. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0103 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov January 14th, 2020 The City of Tukwila Department of Community Development Bill Rambo RE: Extension for Permit No. D17-0103 Tukwila Edge Homes 4931 S 114' St Respected Sir, RECEIVED CITY OF TUKWILA JAN 1.4 2020 PERMIT CENTER When I went to City to find out about installation of water meter, I found out my Building Permit D17-0103 is expired. Then I. request the letter from Department of Community Development Regards Permit application expiration, and I received this letter today via Email, As I usually get through mail, but somehow, I didn't receive this time the notice of Permit expiration. We were unable to work & schedule any inspection due to stop work from July 2nd, 2019, to last week of November 2019.by Fire Marshall & code enforcement for install fire hydrant on 49' & 1.11`'' St. After meeting with Fire Marshall & public works and once start installing of fire hydrant work, and removal of stop work, we are done with HVAC, Rough in Plumbing, Fire sprinklers, Garage slab and done with revised framing plan, so now all these works ready for inspections. We are requesting The City to extend my Permit; I will be really appreciating. Please call me or email me if you have any question. Sincerely, Kam Singh Ph: 206-420-9100 Email: arcokam@hotmail.com 1---/ Request for Permit Extension # Current Expiration Date: U-30- Extension Request: Approved for days Denied (provide explanation Signature/Initials L I City of Tukwila Department of Community Development - Jack Pace, Director March 22, 2018 Kam Singh 10225 SE 224th St Kent, WA 98031 RE: Request for Application Extension #2 Permit Number D17-0103 Dear Kam Singh, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Application Number D17-0103. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through October 20, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0103 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov To Whom Concern With CITY OF TUKWILLA DEPARTMENT OF COMMUNITY DEVELOPMENT 3/5/2018 RE: Permit Extension Permit No. D17-0103 Singh Residence 11111 50th Ave S RECEIVED CITY OF TUKWILA MAR 19 2018 PERMIT CENTER I have a permit by city of Tukwila building -Division. per the international building code, international Mechanical code, uniform Plumbing code and/or the national electric code, expireson 4/3/2018. Final inspection still left over, we are still working on it. Its delayed due to weather. So I need another 180 days' permit extension. Thank you gi;�� Sincerely, Kam Singh 206-420-9100 Request for Extension # Z Current Expiration Date: 4--)-0-15 Extension Request: � Approved for / I I days Denied (provide explanation) Signature/Initials 3/1/2018 KAM SINGH 10225 SE 224 ST KENT, WA 98031 0 City of Tukwila Department of Community Development RE: Permit Application No. D17-0103 TUKWILA EDGE HOMES 4931 S 114 ST Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/20/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 4/20/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, j_ Bill Rambo Permit Technician File No: D17-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 26, 2017 Pavel Melnik Urban Design Group 879 Rainier Ave N - Suite A200 Renton, WA 98057 RE: Request for Application Extension #1 Permit Number D17-0103 Dear Mr. Melnik, This letter is in response to your written request for an extension to Application Number D17-0103. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through April 20, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0103 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov September 25, 2017 City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite # 100 Tukwila, WA 98188 GROUP SUBJECT: COMBOSFR Permit Application Number D17-0103 Tukwila Edge Homes — 4931 S. 114th St. Dear Bill Rambo, RECEIVED CITY OF TUKWILA SEP 2 5 2017 PERMIT CENTER As per our phone conversation I am writing this on behalf of the property owner of the above stated address. We would like to ask and/or file for an extension of resubmittal material. We are working on providing responses to the extensive review letter do to the complexity of lot dimensions and slope. We did receive a response from the Civil Engineer regarding the matter on September 21st; the material is attached to the email. Please do not hesitate to contact me personally at (206) 838-8250 or pavel(&,,urbandesigns.us with any questions, comments or clarifications you may have. Best, Sincerely, Pavel Melnik Principal Request for Extension # Current Expiration Date: In—d-(77"17 Extension Request: Il Approved for / 7) days Denied (provide explanation) Signature/Initials i 879 RAINIER AVE N., SUITE A200 RENTON, WASHINGTON 98057 PHONE: 206.838.8250 8/31/2017 KAM SINGH 10225 SE 224 ST KENT, WA 98031 O 0 City of Tukwila Department of Community Development RE: Permit Application No. D17-0103 TUKWILA EDGE HOMES 4931 S 114 ST Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/20/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS,OUT and is due to expire on 10/20/2017. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0103 �f 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 16, 2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0103 TUKWILA EDGE HOMES - 4931 S 114 ST Dear KAM SINGH, Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: KC ELLIS at (206)-431-3677 if you have questions regarding these comments. • Provide a Soils Report stamped by a Washington State registered geoengineer and a water/sewer availability certificates. PLANNING DEPARTMENT: Lindsay Brown at (206)-433-7166 if you have questions regarding these comments. • 1. Please submit a preliminary grading plan and note the amount of cut and fill. Environmental analysis may be required for this project. 2. According to Tukwila's Geoglogic Hazard Maps, there are steep slopes on this site. A geotechnical study prepared by a geotechnical engineer according to the requirements outlined in TMC Chapter 18.45 must be prepared and submitted for review. 3. Please note that roof eaves.with gutter may extend into setback areas a maximum distance of 18 inches, and. revise plans as appropriate. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Provide a completed Traffic Concurrency Certificate Application and pay a test fee in the amount of $300.00 based on one single family residence. (see enclosed application) 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 4 is $782.84; due at issuance of this Building Permit. 3. Verify Public Works fee estimate sheet. (see enclosed) 4. Complete and provide a current Residential Sewer Use Certificate prior to issuance of this Building permit. (see enclosed) 5. Revise site plan sheet to include (1) show and label new driveway connection with asphalt in the street (2) proposed contours and spot elevations (3) undergrounding of power from existing power pole to new house (4) show & label on plan sheet any proposed water, sanitary sewer, storm drainage, power, and other utilities (gas, cable, telephone, etc.) as applicable. (see enclosed sample Civil site plans (5) show and label existing pavement within S. 114th Street and new driveway approach including min. 5' radius (6) show and label any pavement cuts within S. 114th Street. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-366.5 6. Provide a detailed sanitary sewer force main plan including (1) size and location within property (2) show and label connection to existing sewer within S. 114th Street (3) sanitary sewer profile and connection detail. 7. Sanitary Sewer pump package with force main, shall be designed and stamped by a Washington State Licensed Civil Engineer. Provide sanitary pump package information, including brand, model, size, specifications, etc. 8. Verify that driveway for adjacent property is not partially on your property. See sketch enclosed. 9. Plan sheet for Lot Line Adjustment under permit no. L05-022 shows a driveway re -location for adjacent property at 4939 South 114th Street. Verify if you are re -locating this driveway under this permit. If work is to be completed under this permit, then show and label on your plan sheet. 10. Show and label 1 -inch water meter and service line on site plan sheet. House fire sprinkler system required. See Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM - enclosed. 11. Downspouts and driveway slot drain shall not connect to footing drains. Footing drain and downspouts and driveway slot drain may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile - if footing drain and downspouts and driveway slot drain are sharing a single discharge pipe. 12. If it is necessary to cut pavement within South 114th Street, a pavement mitigation fee will apply. See Pavement Mitigation and Transportation Impact Fees bulletin A3 - enclosed. 13. Show and label nearest fire hydrant. 14. Label type of retaining wall(s) and provide top & bottom elevations along the wall. Retaining walls over 4 feet in height (and/or) surcharged will require a separate Building permit. 15. Provide driveway dimensions, drainage flow arrows, slopes, and spot elevations, on your site plan. Do not connect driveway trench drain directly to the footing drain. 16. Show and label driveway pavement section on plan sheet. 17. All utilities including power are required to be underground, per City of Tukwila ordinance. 18. Show utilities in street and connection to on-site utilities. See sample site plan — enclosed. 19. House at 4939 South 114th Street adjacent to your site, shows a 2 -inch sanitary sewer force main on your property. Verify location and provide private easement if applicable. See sketch enclosed. 20. Provide a current geotechnical report/evaluation for this site. Geotechnical Engineer shall certify that storm drainage system and retaining wall(s) shown on the Civil site plan meet geotechnical requirements. Geotechnical report/evaluation shall include subsurface investigations and slope stability analysis. See preliminary geotechnical evaluation by Otto Rosenau & Associates, Inc., dated March 29, 2005. 21. Work within the S. 114th Street Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 22. If you have detailed questions regarding water and/or sanitary sewer plan requirements please contact Mike Cusick, P.E., Senior Water & Sanitary Sewer Engineer at (206) 431-2441. michael.cusick@tukwilawa.gov Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0103 DATE: 08/26/19 PROJECT NAME: TUKWILA EDGE HOMES SITE ADDRESS: 4931 S 114 ST Original Plan Submittal Revision # before Permit issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division M31 1161 ublic Works Fire Prevention Structural Planning Division n nPermit Coordintor PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/2','/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/24/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY r-5 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0103 DATE: 08/06/19 PROJECT NAME: TUKWILA EDGE HOMES SITE ADDRESS: 4931 S 114 ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision.# 1 after Permit Issued DEPARTMENTS: /VS Building Division im V)yv\ n I�-- -i✓ t°I Public Works UPI MP Penn Rik Fire Prevention Structural 4w 8-417 Planning Division 410 Permit Coordinator or PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 08/08/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: 1140 -eked DUE DATE: 09/05/19 n o REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 OPERMIT COORD COPY C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0103 DATE: 07/18/18 PROJECT NAME: TUKWILA EDGE HOMES SITE ADDRESS: 4931 S 114TH ST Original Plan Submittal X Response to Correction Letter # 3 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ l} --M 010 Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/19/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 08/17/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 5ERMIT COORD COPY () PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0103 DATE: 05/23/18 PROJECT NAME: TUKWILA EDGE HOMES SITE ADDRESS: 4931 S 114 ST Original Plan Submittal X Response to Correction Letter # 2 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division ❑ Public Works Fire Prevention Structural n Planning Division Permit Coordinator 7711 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 05/24/18 Structural Review RequiredEl DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Notation: (corrections entered in Reviews)' Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/21/18 REVIEWER'S INITIALS: DATE: Perntit Center Use Only CORRECTION LETTER MAILED: W Departments issued corrections: Bldg 0 Fire 0 Ping PW !—`� Staff Initials: 12/18/2013 ERMIT COORD COPY 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0103 DATE: 04/29/18 PROJECT NAME: TUKWILA EDGE HOMES SITE ADDRESS: 4931 S 114TH ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: X5 Awe Building Division 111 Fire Prevention bt1 Aux, s-5-(0 Public Works Structural Li col"Z r � Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/01/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/29/18 Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 4111( it j} J€ - REVIEWER'S INITIALS: DATE: Permit Center Use Only / Q� CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping IN,PW 0 Staff Initials: 12/18/2013 RRMIT COORD COPY o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0103 DATE: 04/20/17 PROJECT NAME: TUKWILA EDGE HOMES SITE ADDRESS: 4931 S 114 ST X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: rdc/crfinvtsion \ COtw(2 6-N9'41 Public Works It MMM RAW5-4-41 Cove - 4 7 Fire Prevention Planning Division 111 Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 04/25/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 05/23/17 Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) Notation: (ie: Zoning Issues) re,Akka( 44.6(4 REVIEWER'S INITIALS: DATE: Perrnit Center Use Only CORRECTION LETTER MAILED: '� t� v _ __ ���_ _ Departments issued corrections: Bldg Fire 0 Ping' — PW Staff Initials: 1 12/18/2013 PROJECT NAME: TO rAm P 4-64 SPERMIT NO. � � O I O SITE ADDRESS: Lt 3 ( S It 1 S f- ORIGINAL ISSUE DATE: 10-')-3N f REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI S ISSUED DATE ' STAFF INI I,ALS 6-6—( oi 1)..-1.1- Summary of Revision: mows- C ifya k s. Q r,C ....11-t)kCX ✓vow, 4 & cimit crAtl- sir 'S , Received by: VA 1'1 Ih REVISION NO�. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS e� �� -$-1/14/6 Summary of Revision: friD g 4 sre1,044, a _ fou s km ''/L - Received by:;^LTi - k (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2 2 G I tq Plan Check/Permit Number: 1,\ 1 - d 10 3. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # 61fila before Permit is Issued ❑ Revision # after Permit is Issued .�� Revision requested by a City Building Inspector or Plans Examiner. ❑ Deferred Submittal # Project Name: Project Address: `-k '\ 1 \ 'o \' 'A ‘^ A ra: Contact Person: r►'1 �//`/ `� Phone Number: e. Q ( Liao 9'J G G Summary of Revision: tivoC- DY\ GLA -N - f i-41° RECEIVED AUG 2 b 2019 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in TRAKiT on C:\Users\Kandace-N\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\QB518YWC\Revision Submittal Form.doc Revised: August 2019 0 0 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.Tukwila\VA.,o� Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4c,« ,{ 6 2-01q ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Plan Check/Permit Number: I "'"1 — 6 \ a 3 Project Name: Project Address: (-Aq 1 1 ` \ `-4 v-yk-: S' 0 Contact Person: 1e\ W‘ C //`/ 4 ri Phone Number: 243 6 L 2_0 �'i'/ 60 Summary of Revision: sr A .--e..,__ r• -{e* -`16 F"` CS C S Ft�.e_ A J i(co 1 S' p4 C -p- 0 c v\A SAV RECEIVED CITY OF TUKWILA. PERMIT CENTER Sheet Number(s): ,4,0 L1 , "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: orntered in TRAKiT on 0 --ti' %.( W:1Permit Center\Templates\Forms1Revision Submittal Formdoc Revised: August 2015 Date: 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.TukwiIaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. O b3 x --n ` -1 06 /1 Plan Check/Permit Number: ❑ Response to Incomplete Letter # Vj Response to Correction Letter # �f ❑ Revision # after Permit is Issued • Revision requested by a City Building Inspector or Plans ExaminerctsI rr/om ❑ Deferred Submittal # '7 -Lk �C�✓\ \�� Project Name: S'r`!W Project Address: �� 'T ( \\ uk k c� Contact Person: et ve\ C W Phone Number: c©6 (08 Summary of Revision: RECE CITY OF TUKWILA jS2018 PERMIT (ENTF P Sheet Number(s): Lli "Cloud" or highlight all areas of revision includin Received at the City of Tukwilaa Perm t Center by: Entered in TRAKiT on _ `,I‘ItU W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 - - - City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. May 23, 2018 Date: Plan Check/Permit Number: D17-0103 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Tukwila Edge Homes Project Address: Contact Person: Summary of Revision: 4931 S. 114th Street Kam Singh Phone Number: (206) 420-9100 * Cubic yard cut and fill is indicated on Sheet -C 1.1 * Setbacks along northeast property line labeled on sheet -C 1.1 in much more detail. RECEIVED CITY OF TUKWILA MAY 232013 PERMIT CENTER Sheet Number(s): Resubmittal includes sheets -C 1.1 thru C2.2. Changes on sheet -C 1.1 C "Cloud" or highlight all areas of revision including date of revis qn Received at the City of Tukwila Permit Center by: Entered in TRAKiT on S— W:\Permit Center\ Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Q City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: '1/ 2G \ r Plan ChecWPermit Number: 1 ) 0 6 3 ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 'KP- .," Sly 4 la C Project Address: v\ Ck 3 1 c'cr 1 \ kJ\ S fi " -F•LA k (. Contact Person: h rl C/Nk h Phone Number: o (, `7 2-0 q fGo Summary of Revision: ea -110A_ RECEIVED CITY OF TUKWILA APR 27 2018 Sheet Number(s): "Cloud" or highlight all areas of revision includin date of evision r-'61(in Received at the City of Tukwila Perm't Center by: Entered in TRAKiT on `"' U W:\Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 0 0 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 3348400949 Address: 4931 S 114TH ST Applicant: TUKWILA EDGE HOMES WATER METER INFORMATION Permit Number: D17-0103 Issue Date: 10/23/2018 Permit Expires On: 4/21/2019 DESCRIPTION OF WORK: CONSTRUCT A NEW 2862 SQ FT SINGLE FAMILY RESIDENCE WITH A 402 SQ FT ATTACHED GARAGE AND 175 SQ FT OF COVERED PORCHES AND 119 SQ FT UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER WITH PRIVATE PUMP PACKAGE, WATER SERVICE LINE & WATER METER, DRIVEWAY ACCESS, PAVING & PAVEMENT RESTORATION, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21740111 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 TOTAL WATER FEES: $7,130.00 $0.00 $0.00 0 CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanaci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public. Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: b17O!O3 7 STATE OF WASHINGTON) ) ss. COUNTY OF KING 0„.C"\CA o. ' [please print name] , states as follows: 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 4.2, 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. 11111\\\ SignedM and sworn to eforereme this day of V"eAr , 20 I. aieel L 'i NOTARY PUBLIC ani for the S ate of Washington Residing at Name as commissioned: My commission expires: pl,I"?' \ County olr 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 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, traiiee meeting the`d; y,. requirements of chapter 19.28 RCWto 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'peforrning plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. EXISTING FIRE HYDRANT POWER, PHONE, 4 CABLE TO BE INSTALLED UNDERGROUND IN ACCORDANCE WITH UTILITY PROVIDER GUIDELINES AND CITY STANDARDS NEW I" WATER SERVICE SEE DETAILS W5-05 d INS -IQ ON SHEET GI.5 EXISTING EDGE OF PAVEMENT NEW DRIVEWAY APPROACH PER DETAIL ON SHEET GI.2 EXISTING 12" STORM DRAIN�_a EXISTING 8" WATER LINE EXISTING 8" SEWER LINE EXISTING OVERHEAD POWER PROVIDE 2'-0" WIDE X 201-0" LONG X 5'-O" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-O". USE 6" PERFORATED PVC-SGH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE IS" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE SEWER LIFT STATION PUMP TO BE ZOELLER GRINDER PUMP: 2 HP MODEL NUMBER 4 HEM WITH I-I/4" DISCHARGE NPT WITH VERTICAL SWITCH FLOAT CAST IRON, I PHASE, 240V AC. SEE DETAILS ON SHEET CI.3 CONNECT DOWNSPOUTS ON THIS SIDE TO GB-02 ASPHALT DRIVEWAY IN R.O.W. T.O.W. 23250 S.O.N. 250,00 NOTE: ADJACENT LOT 15 VACANT. THE EXISTINGT HOUSE AND DRIVEWAY WERE REMOVED AND NO LONGER INTERFERE WITH PROJECT SITE. CONTRACTOR TO LOCATE ANY AND ALL EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH A5 A SMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER BMP T5.I3 OR BETTER G5-02 (TYPE 1) 54"x30" RIM=222.50' IE= 21Q.50' IE (IN)= 221.50' IE (OUT)= 221.25' (FEILD VERIFY) i I,i'gr Ir I Illl 111 pl ll��������li���ll � it,'llll,�l ii%islilllillllllllli �r ill 'WI l' lir1r''I�II'll,r , I1 �L....,n„h„r❑, 11,1.11i1IG1. IS"x15"x56" DEEP YARD DRAIN LID 0 221.00 BTM ® 224.00 IE IN (6" PVC)= 22550 IE OUT (6" DI)= 225.00 FIELD VERIFY RETAINING WALL PER DTL ON SHT C1.2 DRA NAGE CONTROL FLAN SCALE : 1" = 20'-0" (J) 'soe5120214- �-- 03' r r / / ^A 84.34' pp 4/ DOWNSPOUTS IN/ CLEAN OUT AT ALL CORNERS (TYP) 4" PVC TIGHTLINE @ 5= I% MIN. SLOPE (TYP.) ROOF DRAIN LINES CONNECT TO CB -I TYPE (I) CATCH BASIN 0 PROPOSED RESIDENCE 1 U1 " 20 40 5 "0BSBL ROOF OVERHANG BUILDING FOOTPRINT 80 SETBACKS ALONG NORTHEAST PROPERTY LINE SCALE: "= 0'-0" PROVIDE 6" DIA SOLID PVC FROM FOUNDATI ON DRAINS TO THE DRYWELL G13-01 (TYPE I) 34"x30" RIM=215.00' IE= 212.00' IE (IN): 214.00' IE (OUT)= 215.15' (FEILD VERIFY) UTILITIES GALL UTILITIES UNDERGROUND LOCATION CENTER (2) WORKING DAYS BEFORE YOU DIG. I-SOO-424-5555 PROVIDE /2" DIA. x 48" DEEP DRY WELL FOR FOUNDATION DRAIN. FILL DRY WELL w/ 1 I/2" WASHED ROCK. TOP OF DRY WELL TO BE I'-0" BELOW FINISH GRADE. 400'-Q 15/16" PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A BMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER BMP T5.15 OR BETTER PROVIDE 2'-O" WIDE X 50-0" LONG X 5'-0" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE I0'-O". USE 6" PERFORATED PVG-SCH 40 PIPE A5 DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 15" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE itoi CINITY MAP ma 'n 0 S 11Th 91 0LNh,4n Chveh 4'w,lw"91 4FJUN41 Si tro51 }L,'. C 4 C ae."a:Q a Ann SI •a S Awn 51 QPdnb E'e„wWe"ary 3tl'a NV" IN swd.,e.S. cA u S PARCEL NUMBER 554540-0949 LSIT ADDRESS XXXX 5 114iH ST TUKWILA, WA 98118 XXXX 5 114TH ST TUKUIILA, WA 98118 LEGAL DESCRIPTION HILLMANS MEADOW GARDENS DIV *2 NEW LOT 68 PER TUKWILA BLA #L05-022 REG #200504210100005 LE55 5T PLAT BLOCK: II PLAT LOT: 60 / / / / l /l fl ! I / FT.,:. j�__1) ern Inn** SEWER AS --BUILT DEC 3,u zoiti 0// / / / 7 09 / / / / / / / SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION imp fRvIoU.S COV'Q LOT AREA: HOUSE ROOF AREA: DRIVEWAY 4 WALKS: TOTAL IMPERVIOUS AREA: % OF LOT AREA: 21,382 5F 2,594 SF 502 SP 3,096 SF =14.48% DISPERSION TRENCH SIZING CALCULATIONS TRENCH SIZING TOTAL IMPERVIOUS AREA= 3,096 +/- USE 10' LONG TRENCH PER 700 SQ FT. OF IMPERVIOUS SURFACE. TRENCH 'A' (1/2 ROOF AREA (2592/2)) . 1,297/700= 1.85 1.85x10'= 18.52' USE (1) 20'-0' LONG DISPERSION TRENCH TRENCH 'A' (1/2 ROOF AREA + DRIVEWAY (2592/2+502)) 1,799/700= 2.57 2.57x10'= 25.70 USE (1) 30'-0' LONG DISPERSION ENCH CITY OF T u=:w"I ..A AUG 262019 PERMIT CENTER 17- 0103 9/09/2017 J -J 0 CD (0 W 0 co • lh w c0C) co 00 ui N a = N CO oz ic"t) -gvz co 2I--- IL C 0 0 D REVI WED FOR ;ODE COMPLIANCE APPROVED WM2`� 4' City of Tukwila RJILDING DIVISION Revisions • QCITY CORRECTIONS 4/20/201B ® 7-16-2018 SEWER AS -BUILT 8/5/2019 Drawn Checked DatMe at s 2011 Sheet C101 Scale le Job 1 RECOMMENDED CONSTRUCTION SEQUENCE A DETAILED CONSTRUCTION SEQUENCE 15 NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEQUENCE 15 PROVIDED BELOW: I. HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST SIGN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN A5 REQUIRED). 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REQUI RED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). /. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUI RED. S. GRADE AND STABILIZE CONSTRUCTION ROADS. 01. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. II. RELOCATE EROSION CONTROL MEASURE OR INSTALL NEW MEASURES 50 THAT AS SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY EROSION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THEN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC SHEETING, OR EQU I VALENT. 13. STASILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THIS PROJECT STABILIZE DISTURBED AREAS AND REMOVE BMP'S 15 APPROPRIATE. 16. FOLLOW 2015 KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM) FOR ALL STANDARDS 4 INSTALLATION OF DRAINAGE STRUCTURES. STORM DRAIN NOTES: I. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT SURVEYED AND NOT SHOWN ON THIS PLAN. CONTRACTOR 15 RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS CALL BEFORE YOU DIG I-S00-424-5555 3. MINIMUM SLOPE FOR 4" DI A. ROOF AND FOOTING DRAIN LINES SHALL BE 2.00% 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5. ALL PVC SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. S. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. 554 252 2s0 22a 226- -- 224 222 220 2la ACCESS BOX ACCESS BOX SEWER LIFT STATION PUMP TO BE ZOELLER GRINDER PUMP: 2 HP MODEL NUMBER 4 HEW? WITH I-1/4" DISCHARGE NPT WITH VERTICAL SWITCH FLOAT CAST IRON, I PHASE, 240V AC. SEE DETAILS ON SHEET CI .5 SIDE SEWER PROFILE THROUGH N.E I00TH 5T. GRAVEL FILLED DISPERSION TRENCH NOTES: I. THE TRENCH WIDTHS ARE SHOWN ON THE PLAN. 2. THE TRENCHES MUST BE FILLED WITH AT LEAST IS" OF i" TO I WASHED DRAIN ROCK. THE DRAIN ROCKS MAY NOT BE COVERED WITH ANY BAGKFILL MATERIAL. 3. FILTER FABRIC MUST BE PLACED ON BOTTOM AND SIDES OF THE TRENCH PRIOR TO BE FILLED WITH DRAIN ROCK. 4. THE RUNOFF FROM THE IMPERVIOUS SURFACES SHALL PASS THROUGH A YARD DRAIN OR CATCH SAS'N FITTED WITH A DOWN TURNED ELBOW PRIOR TO ENTERING THE INFILTRATION TRENCHES. THE ELBOW IS INTENDED TO TRAP SPILLED MATERIAL IN CATCH BASIN SUMP 50 THAT THE SPILLED MATERIAL AND SEDIMENTS CAB BE REMOVED AND/OR CLEANED BY HOMEOWNER A5 ROUTINE MAINTENANCE. TYPE I CATCH BASIN NOTES: 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-415 (AASHO M-14Q) ASP IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENTS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SG SHALL SE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. 6. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BASIN WALL. SA.YCU DRIVEWAY APPROACH "')- MATERIALS, SEE NOTE 2 2" PE DISCHARGE PIPE TO SERVIGE CONNECTION (P.V.G. SGH 40) r DRIVEWAY APPROACH t& SAWCUT AND TACK ROAD TO DRIVEWAY APPROACH JOINT. DRIVEWAY APPROACH TO BE 6" HMA CLASS) PS 64-22 ASPHALT IN 2" LIFTS. 221-6" 201--1" 2-11-5" HOT MIX ASPHALT OR CONCRETE TO DE PLACED OVER COMPACTED SU65RADE AND 4' OF CSTC COMPACTED TO 95%. MINIMUM EDSE RADIUS TO BE 5.-0" 4. SEE DESIGN STANDARD 5. TABLE 2 FOR LANDING. MAXIMUM GRADE BEYOND LANDING. 15 15%, 5. DRIVEWAY APPROACH SHALL NOT CONTAIN REINFORCING STEEL EXISTIN6 ASPHALT STREET SAWCUT EDGE 6" HMA, SEE NOTE 2 4" C5T COMPACTED 5UB6RADE SEWER LIFT STATION GRAVITY/FORGE MAIN CONNECTION. SEE DETAIL ON SHEET CI .5 VARIES A -A t. EXISTING ROADWAY 252.00' NEW ASPHALT DRIVEWAY 4.5% SLOPE 6" MIN. DEPTH HMA GLASS Y2" ASPHALT PG 64-22 DR VEV4AY SECTION NEW 6" P.V.G. SIDE SEWER NEW 6" P.V.G. SIDE SEWER CONNECTION PER DETAIL ON SHEET CI .5 EXPIRE DEC au 201E Dll-ol03 omm NEW CONCRETE DRIVEWAY 6" THICK CONCRETE 250.00' 4" DEPTH I Y4" CRUSHED ROCK BASE -J� 411 DIA. PERF• FOOTING DRAIN TYP. TI4HTLINE TO • STORM SYSTEM (TYP.) ! 7r 4" DIA ROOF DRAM T141-ITL INE TO STORM SYSTEM (TYP.) NOT TO SCALE 6" CONTINUOUS TRENCH PRAIN R% bet isita .it afee 1t: j2tiit " ta fii�y� - saenoNickamN • 4,21 ,I,i II 0lil I �' 1 ° PERVIOUS CONC. 8LAI3. DRIVEWAY AH HORIZONTAL AV VERTICAL FILL Wi 12" WIDE 4RAJULAR DRAIN ROCK 13EHND WALL 1WATERPROOF 4 PROTECTION BOARD r AT L AF RETAINING, WALL DIMENSION 4 REAR SCHEDULE fc MAX MAX WALL FOOTING FOOTNG FT4. WALL WALL HOOK FT4 FT4 PTO WALL HT. FILL HT. THICKNESS WIDTH TOE DEPTH REBAR REaAR LENGTH DOWEL REAR REHAB (FT) (PT) (N) (N) (VERTICAL/ (HORIZ) INTO PTO SPLICE TRANSVERSE LO'4I7DNAL HT• UP TO 31_6n 3'-l" TO 51_011 61-0° 1I_m11 a1_0. 91-0" 101-0° II'-0" 121-0" DP 31-0'1 41_6" 51_611 61_6" T1-0 81-611 91_61 I0'-6° 111-6" T a' e" a' 8" a° 8" 8" 8' 10" SITS W 21-911 31-4" 31_6" 31-•J'1 41_0" 41-311 51_311 51-b" 51-91 TOE 11_4" p_911 11_9" 21-0" 21-4" 21_6° 21-9" 31_0" 31_4" D 10" 10" 10" 10" 10" 10" 12" 14" 14" RRSTAININCF AV 64816' 0,C. 0401211 OL. '4810 OL. 449" OL. 5.n' 00. Sole" OL. OL. 5.6" OL. 5.61 OL. WALL AH 4.16° OL. 044E2" OL. Mon° 0C. 4fm' O.C. 5.n' OL. 05112" OL. S.n" OL. 5.n' OC, 5.n' OL. L 12" D11 12° 18" I8" la" 18° 24° 24° 3/411 J 24° 24" 24" 30" 34" 36" 36" 4211 42" • lt_0e AT 04411211 OL. •4.12° OL. •4612" 00. •4.10" OL. •4•10° OL. •4410° O.C. •441811 O.C. 5612" O.C. AF (3)-•4 (4)-•4 (4)-•4 (4)-•4 (5)-•4 (5)-•4 (5)-'4 (5)-5 B 2C17 i 0 -J -J 3 0 0 W 0 W • • Notes & Details Drainage Control Plan R O( c JII EVIEWE E CON RPPRC D FOR PLIANCE VED SEP 2,1. 2019 ity or Tukwila DING DIVISION Sole" Q,F d i.") l"mot.:.. elute "i1:". " LA P.Ij6 2 6 2019 PERMIT CENTER I • Redstone QCITY CORRECTIONS 4/20/2018 lb ® 7-16-2018 ®SEWER AS -BUILT 8/5/2019 Drawn Checked Dar Dole thlitr Sheet C1.2 Scale Job 1'+1010' ACCESS BOX (TYP) 1-1/4" PE DISCHARG PIPE TO SSSERVICEP.V 12 TOSCH.40 GLUE JOINT • 2 1" VENT 0 PULL CI -INN 0 r MAt 0 0 0 a 0 MATERIALS 0 40 LIST 24' DIA GALVANIZED COVER 7O 2 HP GRINDER PUMP - SEE NOTES o. 1-1/4' RIGID CONDUIT MYER HUB NE/AA 4X NON-METAUJC JUNCTION BOX —BOTTOM ENTRY WATER TIGHT STRAIN o RELIEF CONNECTORS (FOR USE WITH 8 UNDERGROUND CABLES-) ATTACH USING LOCK -NUT WITH SEALING FITTING SSEEWER GRINDER LIFT STA, DETAII NTS POWER CONDUIT 1-1/4' PVC TRUE UNION BALL VALVE (SS) HAYWARD OR EOUAL 1-1/4" GALVANIZED UNION 1-1/4" GALVANIZED NIPPLES CHECK VALVE AND PUMP DISCONNECT HYDROMATIC, GOULD OR EQUAL SINGLE FAMILY LIFT STATION 0 1-1/4" GALVANIZED PIPNG, APPROXIMATELY 1.2' LONG HOT DIPPED GALVANIZED STEEL RAIL GUIDE SYSTEM HOT DIPPED GALVANIZED PUMP TECH SHORT RAIL 24" X 60" FIBERGLASS TANK PEA GRAVEL OF DIRECT BURY CABLE TO CONTROL BOX NO. 10 AWG THWN WIRE FOR PUMP (1 WIRE) NO. 14 AWG THWN WARE FOR FLOAT CONTROLS (3 WIRES) NOTES 1, TOP OF TANK CAN BE SET FLUSH WITH GROUND, IF A CONCRETE PAD 5 POURED AROUND THE UFT STATION AND SLOPED AWAY FROM THE STATION. KEEP ROCKS AND DEBRIS OUT OF STATION. 2. ACCESS BOX: TRAFFIC AREAS - EQUAL TO CARSON MODEL 1419-14B WITH 1419-26 COVER TRAFFIC AREAS- H-20 RATED CONCRETE BOX EQUAL TO FOGTITE B9-1/2 METER BOX LIDS SHALL BE MARKED ELECTRICAL OR SEWER RESPECTIVELY OR HAVE NO MARKINGS AT ALL 3. CONTROL FLOATS NOT SHOWN FOR CLARITY. MARK 2"x4" STAKE 4' E ce OC 0 0- a S E E R a o ID 4 MIN. 6' COVER AT PROPERTY UNE WITH 'SEWER' AND DEPTH TD PIPE INVERT FROM FINISHED GROUND LEVEL. MAX PIUGGFD STUB ON SEWER MAIN 12' 2"x4" LONG STAKE BURIED TO DEPTH OF PIPE INVERT. PAINTED WHITE ABOVE GROUND. (NOTE 3) / 6 45' si � OUTLET LET ` !'�'} U PVC LENGTH G;I ` SEWER DOUBLED AND OR GROUND PIPE. MIN. GAUGE WIRE TO BE AROUND PIPE 2"x 4' STAKE AT ABOVE FINISHED * It "':' ..: '• 6' .,-ia.i... . ONE BEDDING GRAVEL, COMPACTED SIDE SEWER STUB "PROFILE VIEW" 1 6' MIN. 6" SIDE SEWER STUB NOTES /,-CAP ¢'x4" REDUCER (GLUE EATING) /-4"x1-1/4' to 2" INSERT / (GLUE FITTING) ❑ TEST TEE 1-1/4" to 2" SCH 40 PVC PIPE (GLUE FITTINGS) SECTION 1. GRINDER PUMP DISCHARGE LINE MUST FLOW INTO A 6 INCH P.V.C. GRAVITY LINE. SIDE SEWER STUB. 2. 6 FOOT MINIMUM COVERAGE AT PROPERTY LINE AND IN RIGHT-OF-WAY. 3. 16 INCH MINIMUM COVERAGE OF PIPE ON PRIVATE PROPERTY. 4. RIGHT OF WAY RESTORATION SHALL MATCH OR EXCEED THE ORIGINAL CONDITION AND BE IN ACCORDANCE WITH THE CITY STANDARD. 5. BEDDING TO BE CLASS F PEA GRAVEL FOR GRINDER PUMP FORCE MAIN. 6. GRINDER PUMP FORCE MAIN SHALL BE LAID STRAIGHT WITH MINIMUM DEFLECTION. 7. PROTECTIVE STEEL CASING IS REQUIRED IF: A. LESS THAN 3 FEET OF COVERAGE IS ATTAINABLE UNDER A DRIVING SURFACE B. UTILITY SEPARATION IS LESS THAN ADEQUATE. LAST REVISED:I1/30/99 tee— FROM GRINDER PUMP SINGLE FAMILY SIMPLEX SEWER LIFT STATION GRAVITY/FORCE—MAIN CONNECTION A® PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP, AWWA I.P. INLET 8Y MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. B-2969 OR EQUAL AS NEEDED. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H-15451 OR EQUAL. OO COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. © TRACING TAPE FOR POLYETHYLENE PIPE. MUELLER B2423 OR APPROVED EQUAL. NOTES: 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. 5. BRASS FITTINGS SHALL BE LEAD FREE. NOT TO SCALE City of Tukwila SERVICE SHEET: WS-03 REVISION IN: 02-2014 LAST REVISION'. APPROVAL: R. TISCHMAK, CITY ENGINEER TIE WATER MEIER IS INSTALLID EN CITY Sin* COIRLINOMLELLTR 110 X ANGLE 9TOPSAu VALVE B'24281 - 1' NIELLER 910 BALL CORK VALVEFULL FORT IL S VALVE IS ROTATED TOA YERn uc,t POyp1 TOYNN-��..=�=e.- MIS VµVE IS TO BE 9EMEO N AOPENPOSMCN MUELLERREM FIRE SEANCE CONNECTION AI T CONNECTIONS & LWUS.E ANGLE BALL VALVE lid VALVE IS NAHCW ZCMµ POSTION rypEK COPPER PIPE P POLY EEfM1EHE FIRE $EIIVICE OON1ERT1C TO SERVICE . TYPE K COPPER PIPE • Plc • POLY ETHYLENE FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. FIN SHED CROVIClLNE SECTION GRAVEL TD MAIN — _ TO SERVICE IEfER INSTALLED BY CITY LIUEULA RES. FIRE SERVICE LXMIJECrg1 TYPEK CCPPCR 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1' CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: -TYPEKOOPPER PPE - -FOLY ETMEP 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4.THE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 5' OF THE WATER METER. 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. 6. ALL BRASS FITTINGS SHALL BE LEAD FREE. NOT TO SCALE City of Tukwila 1" FIRE! DOMESTIC SERVICE SHEET: WS-19 REVISIONIST' 02.2014 LAST REVISION: APPROVAL: R. TISCHMAK, CITY ENGINEER EXPLE DEC 3,02Qi9 Ate -..we REV1S4N WkL 0103 PEC:EcVFn CITY AU6 2 6 2019 PERMIT CENTER C S( • 0 -J J a 0 ce 'Z V co 0 co W C7 O N O WNUj . Z O a�r'o = C9 O O_ Z emLn o Y J • 0_ ♦ 0 Drainage Contro REVIE D FOR )DE C*MPLIANCE APPROVED SEA' 24 2019 City of Tukwila ILDING DIV1S10111 A Ili. Revisions QCITY CORRECTIONS 4/20/201a ®7-16-2018 ®SEWER AS -BUILT 8/5/2019 Drown aSP Checked Date Al N, 2017 Sheet C1.3 Scale Mole Jab EXISTING FIRE HYDRANT POWER, PHONE, 4 CABLE TO BE INSTALLED UNDERGROUND IN ACCORDANCE WITH UTILITY PROVIDER GUIDELINES AND CITY STANDARDS NEW I" WATER SERVICE SEE DETAILS INS-05 4 INS-Iq ON SHEET G1.3 EXISTING EDGE OF PAVEMENT NEW DRIVEWAY APPROACH PER DETAIL ON SHEET CI EXISTING 12" STORM DRAIN�� EXISTING 8" WATER LINE EXISTING 8" SEWER LINE EXISTING OVERHEAD POWER ASPHALT DRIVEWAY IN R.O.W. PROVIDE 2'-0" WIDE X 20'-O" LONG X 3'-0" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVC-SGH 40 PIPE A5 DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 18" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE SEWER LIFT STATION PUMP TO BE ZOELLER GRINDER PUMP: 2 HP MODEL NUMBER 4 HEIN/ WITH I-I/4" DISCHARGE NPT WITH VERTICAL SWITCH FLOAT CAST IRON, I PHASE, 240V AC. SEE DETAILS ON SHEET GI.3 CONNECT DOWNSPOUTS ON THIS SIDE TO GB-02 T.OJN. 23230 EDJN. 23000 PROVIDE STABILIZED CONSTRUCTION ENTRANCE PER DETAIL ON SHEET C2.2 GB-02 (TYPE I) 34"x30" RIM=222.50' IE= 21q.50' IE (IN)= 221.50' IE (OUT)= 221.25' (FEILD VERIFY) 1hii��lll�l�llll��liillllll�Il/11U1,n' �eirnnnu�rrgllppu..,I'l'll; ,„, ����I�ENTRY11111111111111 Ib�l`�ll r;arau� - - PROPOSED 18"xl8"x36" DEEP YARD DRAIN LID 0 22/.00 BTM ® 224.00 IE IN (6" PVC)= 225.50 IE OUT (6" DI)= 225.00 FIELD VERIFY RETAINING WALL PER DTL ON SHT GI2 NOTE: ADJACENT LOT 15 VACANT. II-1E EXISTING 1-10U5E AND DRIVEWAY WERE REMOVED AND NO LONGER INTERFERE WITH PROJECT 51TE. CONTRACTOR TO LOCATE ANY AND ALL EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A BMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER 5MP T5.I3 OR BETTER SILT FENCE DOWNSPOUTS IN/ CLEAN OUT AT ALL CORNERS (TYP.) 4" PVC TIGHTLINE ® 5= I% MIN. SLOPE (TYP.) ROOF DRAIN LINES CONNECT TO G8—I TYPE (I) CATCH BASIN PROVIDE 6" DIA SOLID PVC FROM FOUNDATION DRAINS TO THE DRYWELL 5°21'30"E \ \ \ \ \ \ \ N. \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \I \I \ \\ \ IllT HENCE \I I I 1 I \\ I I I J / I 1 I / I /1 /I // �� //l // // /l / .>` --'' / x l/ .1 __7' .— / / PROVIDE /2" DIA. x 48" DEEP DRY WELL FOR FOUNDATION DRAIN FILL DRY YELL w/ 1 1/2" NOSHED ROCK. TOP OF DRY WELL TO BE I'-O" BELOW FINISH GRADE. 400'-q I5/16" GB-01 (TYPE I) 34"x30" RIM=215.00' IE= 212.00' IE (IN)= 214.00' 1E (OUT)= 213.15' (FEILD VERIFY) UTILITIES GALL UTILITIES UNDERGROUND LOGAT ON CENTER (2) AORKING DAYS BEFORE YOU DIG. -BOO-424-5555 PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A 13MP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER BMP T5.I3 OR BETTER PROVIDE 2'-0" WIDE X 30'-0" LONG X 3'-O" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE I0'-O". USE 6" PERFORATED PVC -SOH 40 PIPE A5 DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 18" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE T Mir. EfWSI ON c$ SLO I MtNTAT I ON GONTimO1_•_ (TEsG) SCALE I' = 60'-0" 1 0 20 40 80 Ern JEC.0.0 toil /gy / ��mry OP / / / // / / Q / / // REVISION 2. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION /' SEWER AS -BUILT b130103 RECP`JEfl Y 0r LAW LA MiS 26 2019 PERMIT CENTER 9/09/20i ♦ 41. 0 J J 0 0 cc U Z 0 co C D 0 Erosion & Sedimentation Contro ♦ RevIslons QCITY CORRECTIONS 4/20/2018 AS -BUILT 41 Q7-16-2018 ®SEVE8/5/R 019 2 ®— DrawnM' Checked O Dats oh"qti Sheet C2.1 Scale moue 4. Job i • TEMPORARY EROSION AND SED I MENTAT I ON CONTROL REOU I REMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESL) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS,ADJACENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL GRADING/DRAINAGE ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES (TESC)(INGLUDING BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BASIN PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW SALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARING/GRADING/ETC. SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC- STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESG FACILITIES SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES. NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THIS PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL ADHERE TO ADDITIONAL REQUIREMENTS A5 CONDITIONS WARRANT AND THE PROJECT PROGRESSES, INCLUDING CLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THIS PROJECT. I- THE IMPLANTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESL FACILITIES 15 THE RESPONSIBILITY OF THE OWNER AND/OR THEIR CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL SE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 3- THE TESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TESL FACILITIES.5HALL BE UPGRADED A5 NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS. 4- DURING THE WET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESL METHODS SUCH AS SEEDING, MULCHING, PLASTIC COVERING, ETC. 5- THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED CONTRACTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL SE INSTALLED (WHERE REQUIRED) AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT CLEAN DURING THE CONSTRUCTION PERIOD. -1- ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. 8- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL 15 REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 3 INCHES. cl- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THIS PLAN. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION ALWAYS CALL BEFORE YOU DIG: 1-800-424-5555 EROSION CONTROL SEED MIXTURE TABLE A- CHEWINGS OR RED FESCUE B- ANNUAL OR PERENNIAL RYE G- REDTOP OR COLONIAL SENTGRASS D- WHITE DUTCH CLOVER 40 (96 OF WEIGHT) 40 (96 OF WEIGHT) 10 (96 OF WEIGHT) 10 (96 OF WEIGHT) SOLID WALL 1 III FILTER FILTER MEDI FOR DEUATERI =ITTW _I IIIII— IV,ITf roRous parrot, _ 1111 IIII I-IE CATCI4 6ASIN-4RATE OVERFL FISURE 0.41 FILTER FABRIC PROTECTION STANDARD STRENGTH FILTERZZFABRIC 111 T -CATCH BASIN GRATE Imthq SCHEMATIIC. ANY DETAIL �Y INSERT 1=lit ALLOWED THAT PAS A MIN. 05 11 I —I G.F. OF STORAC4E, THE STORED I SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. ALL CATCFI BASINS TO BE PROTECTED AND MAINTAINED PER KING COUNTY DETAILS D.4L t D.41.1 NOTE: ONLY TO BE USED WHERE PCNDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES FIGURE 0,4.M CATON BASIN INSERT P9 R=25' MIN. INSTALL DRIVEWAY CULVERT IF THERE 15 A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDAf:D� 4"-8" QUARRY SPALLS GEO-TEXTILE FABRIC 12" MIN. THICKNES IT 15 RECOMMENDED THAT THE ENTRANCE BE CROWNED 50 THAT RUNOFF DRAINS OFF THE FAD. PROVIDE FULL WIDTH OF INGRE55/EGRE55 AREA STAG I L I ZED CONSTRUCTION ACCESS FILTER FABRIC ON W.W.F. I' OF 1 1/2" WASHED ROCK OR PEA GRAVEL 2" EXCESS OVERLAP —(I�N TAPLES OR WIRE RINGS OR EQUAL O V FILTER FAB IC- MATERIAL MIRAFI 100 X OR EQUAL SECTION 2 x 4 DOUG.FIR @ 48" o.c. 2" x 2" x 14 GA. W.W.F _ , V m=ilii=II m-1 =" n ii lii m�ii liu�ii 6" x 6" TRENC ELEVATION SILTATION FENCE DETAIL V EXN ".ED DEC 3.02019 bF7.oro3 REVIEWED FOR CODE COMPLIANCE APPROVED sEf 24 2019 City of Tukwila BUILDING DIVISION RE%ri`<+Eta CITY U.F u1:V:1LA AUG 2 6 2019 PERMIT CENTER 4 • J W ch Z 0 co 1_ W 00 N N 0 = N CO N U xQxQ co I Li co C a) 0 0 C 0 Temp. Erosion & Sedimentation Control Revisions ACITY CORRECTIONS 4/20/2018 BUILT Q7-16-2018 ® 8% /2019 Drown Checked Data at 40i Sheet C2.2 Scale Job TYPICAL FLOOR NOTES: I. INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24". SMOKE DETECTORS TO 8E HARD -WIRED AND INTERCONNECTED, WITH BATTERY BACK-UP PER CODE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 • 16" 0.C. (UN.O.) 4. ALL EXTERIOR WALLS TO BE 2x6 a 16" 0.C. (UN.OJ 5. LOWER FLOOR HEADERS PER STRUCTURAL • 8'-0" AFF. (UND.) 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND WEIGHT. 1. DOOR SIZES NOTED ARE SLABS NOT ROUGH OPENINGS S. PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. 9. PROVIDE SOLID BLOCKING OVER SUPPORTS. 10 WHEN THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL SE OF )§" GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE. II. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED HORIZONTAL AND 'VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STOIRES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL CONSIST OF NOT LESS THAN 2" NOMINAL LUMBER OR OTHER APPROVED MATERIAL 12. ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH AVM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL SE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS. APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LESS THAN 6 INCHES WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: - THE TOP OF ALL EXTERIOR WINDOW t DOOR OPENINGS - INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO - UNDER MASONRY, WOOF OR METAL COPINGS AND SILLS -CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM -WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL -AT WALL AND ROOF OR SOFFIT INTERSECTIONS - AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST < INTAKE OPENINGS TO BE A MINIMUM OF 3'-0" FROM PROPERTY LINE 4 MINIMUM 3'-0" FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS TWAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4" MINIMUM t 1/2" MAX OPENINGS IN ANY DIMENSION. OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRC R3035. 16. DUCTS FOR KITCHEN RANGES SHALL BE OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER CODE. 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R302.9.1 4 R302.92. 18. UNDER FLOOR CLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30" WIDE X I8" HIGH PATH PATHWAY. CLEANOUTS ARE ACCESSIBLE. 12" CLEARANCE REQUIRED AT LINES LESS THAN OR EQUAL TO 2", IS" CLEARANCE AT LINES GREATER THAN 2". (UPC 101.9) 19. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIFDING ANp BIFOLD p0ORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, R308.4.1. SAFETY GLAZING. (5A) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 10 GPM OR LESS. NOTE: THE INSULATION (MIN. 2'0" R-I0 RIGID INSUL.) SHALL BE EXTENDED A MINIMUM DISTANCE OF 24" TO THE INTERIOR NOTE: WINDOW WELLS. THE MINIMUM HORIZONTAL AREA OF THE WINDOW WELL SHALL BE 9 SQUARE FEET, WITH MINIMUM HORIZONTAL PROJECTION AND WIDTHOF 36 INCHES. THE AREA OF THE WINDOW SHALL ALLOW THE EMERGENCY ESCAPE AND REDUCE OPENING TO BE FULLY OPENED. CARSON MONOXIDE ALARM PER IRC R3I5.1 AND WAG 51-50-0901 FOR NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM IN DWELLING UNITS WITHIN WHICH FUEL -FIRED APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES. SINGLE STATION CARSON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYING WITH UL 2034 AND SHALL BE INSTALLED IN ACCORDANCE WITH THIS CODE AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. SMOKE DETECTORS A SMOKE DETECTOR SHALL BE INSTALLED IN EACH HABITABLE ROOM. A SMOKE DETECTOR SHALL BE CENTRALLY LOCATED ON EACH FLOOR AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24". SMOKE DETECTORS TO BE 110v HARDWIRED, INTERCONNECTED, WITH BATTERY BACKUP PER IRC R31 WSEC 406 - FROM TABLE 406.2 - OPTION Sb HIGH EFFICIENCY WATER HEATER IS REQUIRED TO DEVELOP 1.5 CREDITS CA; V• 1 r 9 i0 in S fq J 5 0_ 8 0- 61_3II r 231-6" 5'-3" °5° SLDR -*1 MIN. 2'-0" R-10 RIGID INSULATION 13'-0" 9'-0" CLG. BEDRM. 3 I1-011 )( l51-0p 11-6" R4S. llmv . SD. 2s, , 51_01i -rMIN. 2'-0" R-10 RIGID INSULATION 9 II(VO SD. 4'-IIOII '-0" CLG. Es!). 9DM. 4 9-6" X 29'-10" iv 9 SITTING AREA L J VER ABOVE 10'-2" UNCe V' . : ATI II-6" X 101-4" 51-9" 6'-6" 6°5° 6LDR WRAPPED AROUND STRUCTURAL POSTS) PER STRUCTURAL ENGINEERING 5-SWEETS 9'-0" .LG. BED M. 2 10'-10" X 14'-a" 41-4• 51_4" BAT A g+o 32"x6 -I,-2" 5° BI-PASS 4" CONC. COV'D PATIO 13-10" X 10'-4" 8°8° SGD. SAFETY GLASS II R4S. 61-4" 19 4 S. HAI I 4'-I0" 8'- tv II0v SD.� 35'-0" MI 6'-6" MIN. 2'-0" R-10 RIGID INSULATION 9'-0" CLG. REC. RM. 13-0" X I1'-4" 13'-6" GUARDRAIL • 9'-O" CLG. BD RM. 5 I8-8" X 91-6". MIN.2'-0" R-I0 RIGID INSULATION _I 21_-1" 0 Al 31'-10' 0 0 UP16R r 1p1_411 ATERPROOF MEMBRANE A ONG BASEMENT FOUNDATION GARAGE 5-AB ABOVE LINE OF GARAGE ABOVE 181-6" COLTER FLOOR FLAN 0_ c 0- v f Y ro N v I Y in SEPARATE PERMIT REQUIRED FOR: E3/ Mechanical ❑ Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION Gai) FRAMING 4 FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 La BUILDING PAPER OVER SHEATHING PER PLAN BATT INSULATION PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 8" MIN. WOOD TO GRADE 30" MAX. TOP OF SLAB TO GRADE L_ TTIGHTL INE STORM REQUIRREDN -111=111=11 Ic I I - III =I II al •' 2x STUDS PER PLAN P.T. SILL PLATE t A.B. PER 54-TEAR WALL SCHEDULE AND/OR FOUNDATION PLAN 2'-0" MIN. R-I0 RIGID INSULATION 4" CONC. SLAB OVER 6 MIL. BLACK V.B. OVER 4" GRANULAR FILL 4• ° • it ` I I -I R-10 RIGID INSULATION {" I -III -VERTICAL • STEM WALL ! _I11=111 3" CLR • 4 .. II It 4" DIA PEW. FOUNDATION DRAIN PER S-SHEETS SCALE : 1" = I'-O" ) SII FNO. WALL 14/ INSUL. SLAB 2x STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" 7.4G. PLYWOOD SUBFLOOR GLUED 4 NAILED FLR JSTS. PER PLAN FOR FLR. JSTS. PARALLEL TO FOUNDATION WALL PROVIDE (1) SIMPSON A34 SILL P TO JET. 4 P.T. SILL PLATE 4 AB. L PER SHEAR WALL SCWER AND/OR FOUND. PLAN T •4 BAR o 16" O.G. VERTICAL FURRED WALL 4 INSUL. PER PLAN NOTE: FLOOR FRAMING SHEATHING 4 ALL BSMT. WALLS TO BE IN PLACE PRIOR TO BAGKFILLING FOUNDATION WALLS MIN, 1/2" AIR SPACE 2'-0" MIN. R-10 RIGID INSULATION -21 R-10 RIGID INSULATIO VERTICAL 4" CONC. SLAB OVER 6 MIL. BLACK VB. OVER 4" GRANULAR FILL CLEAR 4, 111 PER S-SHEETS I4 • FRAMING t FOUNDATION DIMENSION 1/2 GWB 4" CONC. SLAB OVER 6 MIL. BLACK VB. OVER 4" GRANULAR FILL 11-0" MIN GRANULAR t,e'^''~Y' . FREE DRAINING �.p_. •'" 1. III -III -III ° "1 11=1 T 1=111= • 1. ,,' III --iTiI' _- • .I.. ,:;:fY n.• 111I BACKFILL ✓d`,e WATERPROOF MEMBRANE ALONG ..;• 4 BASEMENT FOUNDATION a"`r 4:"'' ar yt a; 4 .w �Msµy..4 �'.A t :, R�:::::::;• .1• 1.Celi.::::t*1 ''• !-'"•4-9-III-III-I I11=11111 I11-A.r /' . • -III-III-I I 1 4" DIA. PERF. FOUNDATION DRAIN SCALE : I" = 1'-0" 811 HOUSE/GARA&E BSMT. FND. i EceivEn CITY OF A UKWILA DEC 3.0 2013 R402213 Easement Walls Below -grade exterior wall insulation used on the exterior (cold) side of the wall shell extend From ths top of the below -grade wall to the top of' the footing and shell be approved for below -grade use. Above -grade Insulation shall be protected. Insulation used on the interior (were) side of the wall *all extend from the top or the below -grade wall to the below -grade floor level and shall Include R-5 rigid board providing a thermal break between ths concrete wall and the slab. AUG 062019 PERMIT NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR CENTER NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING EACH SHEAR WALL INDICATED IN THIS PLAN 12M;Q$3 LOWER FLOOR MAIN FLOOR TOTAL: GARAGE: COVERED PORCH: COVERED PA710: UNCOVERED PATIO: COVERED DECO 1,614 1,603 3,2 n 402 32 143 115 130 s.f. ifEVIEV COPE CO s.f.APPF e.f. e.f. AUG D FOR PLIANCE VED 1 21019 1# 1 le 1* wg r N �4Cu DESIGN BY : PAVEL MELNIK w o a� asB) 0 ■ Project # 17113 sheet A2 PLOT DATE: 04-B9-2011 SCALE: 1/4" : 1'-0'. City of Tukwila BUILDING DIVISION I 2x6 51UDWALL 3/4' TtG PW SHEATHING- TJI JOISTS • 16' OL. 8d (2"2') BOX ONE EA SIDE 246 STUDWALL nSECTION ed•6'0.C. SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE SHEAR WALL SCHEDULE PA' x FILL IDEPTH Me' Let RIM OR ELM. (NO ExCEPTIOW HORIZ. ABUTTING PANEL JOINT AT CENTER LINE BLOCKNG W/ Hs' GAP EDGE NAILING AS SPECIFIED PER SWEAR WALL SCHEDULE HEADER PER PLAN 5HTG.- SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAILING ROOF SHEATHING 1 2x SOLID BLOCKING OR TRUSS OR RAFTERS RIDGE BEAM AS REQUIRED TYPICAL HIP DETAIL ROOF SHEATHING RAFTERS OR TRUSS 2x CONTINUOUS CORNER OR DOOR OR WINDOW VALLEY DETAIL 6X6 POST ABOVE BEAM PER PLAN 6X6 POST PANEL EDGE NAIL SPACING PANS!. EDGE NAIL $PAGING SECTION I' = 1'-0' CORNER POST CONNECTION SECTION ad•6'OC. ROOF SHEATHING± EXTEND TO COVER aFRAMING BELOW OVERFRAMING. R5 OR TRUSS CT CONTINUOUS 1X THRU ROOF SHEATHING 70 TRL5.5/ RAFTER BELOW WITH (2) Ibd NAILS M5CT66 AT (2) SIDES 34'T4GPW �r-2X JOIST PER PLAN SIMPSON ECCQ66 CONT. DOUBLE STUDS • SHEARWALL EDGES. NAIL STUDS TOGETHER 10d • 12' OL. SHEARWALL SHEATHING CONT. FROM TOP PLATE OF WALL TO SILL PLATE HDQ HOLD DOWN W/ SIMPSON PA51-36 PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE ' CF SHEARWALL NAILNG `.� %'a'• 'J' BOLT W/ '44'x 3'x3' WASHERS 1 AT EACH A B. MR/ SIMPSON PA51-36 2X JOISTS DETAIL - SIMPSON "HOES" e SILL PLATE 1'•I'-0' END WALL BRACE: I34'X111/2' LVL BLKG. • 8'-0' 0.C. (2 BAYS) NAIL FLOOR 5WTG. TO 6LKG. W/ 8d • 4' OC. NOTE: BLOCKING MAX BE ELIMINATED F PERPENDICULAR WALL OCCURS WHERE BLOCKING IS REQUIRED. 34' TIG P) 51-1EA7HMG- A35 (TYPO PW FILLER I1T6' TJI JOISTS ST6224 • 24' OL. 2XI2 BLKG • 24' OL. (2) BAYS J CORNER, OR DOOR OR WINDOW PANEL EDGE NAIL SPACING I'=1'-0' tFRD.TRUSSES SIMPSON CC66 (SIMPSON ECC66 • SIMJ HOLDOWN REQ'D 50714 EDGES OF SHEARWALL NAILING TO STUDS: USE MAX QUANTITY-- .. SPECIFIED PER STRAP SECTION 1' = 1'-0' -EDGE OF SHEARWAL SEE FLOOR PLANS l;I•I I.t-I I_LI— %'• 'J' BOLT W/1/4'x 3'x3'WASHERS AT EACH ANCHOR BOLTS (TYPJ 246 STUDWALL SOLE PLATE NAILING PER SHEAR WALL SCHEDULE DGE NAILING - SEE SHEAR WALL SCHEDULE Pie XRift DEPTH Ills' Lvtn1 NO EXCEPTION) HORIZ ABUTTING PANEL JOINT AT CENTER LINE BLOCKNG W/GAP EDGE NAILING AS SPECIFIED PER SHEAR WALL SCHEDULE HEADER PER PLAN 2x6 STUDWALL PW - SEE SHEAR WALL SCHEDULE ON SHEET FRAMING PLANS FOR SPECIFIC NAILING SIMPSON HI EACH TRUSS BIM. PER PLAN 6X6 34' PW 17-- DECK TREATED LEDGER (2) STUDS • SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d • 12' OL. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE GF SHEARLUALL NAILING SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING a 12' 0.C. PANEL EDGE NAILING 70 SILL PLATE HOLDOWN PANEL EDGE NAIL SPACINYs DETAIL - STRAP HOLDOWN 1'.I'-0' 1X TREATED J015T5 LATERAL CONNECTION: SIMPSON DTT2Z SPACE AT END of DECK AND SPACE BALANCE • 8'-0' 0.C. PROVIDE Ili' DIA HOG THREADED ROD WITH NUTS AND WASHERS (SEE PER PLAN) SHEAR WALL SHEATHING (1) STUDS SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID ELK. BELOW MOLDOWN RIM JOIST TREATED SILL PLATE 1 ERD. TRUSSES —� SIMPSON 141 EACH TRUSS - HEADER PER PLAN 2x6 STUDWALL t-FRD.TRUSS ON ADJACENT BM. 51I'IPSON HW: W=5%'. o.11"4' TOP FLANGE HANGER OFFSET RIGHT OR LEFT L BEAM PER PLAN 6X6 POST 2x6 STUDWALL 54' TSG PW SHEATHING- 2XI2 BLKG. 10d•6'0.C. 2XI2 JOISTS • 16' OL. 2x6 STUDWALL X SECTION I' = I'-0' CORNER POST CONNECTION \ SECTION SHEATHING PER PLAN- NAIL W/ 8d • 6' O.C. EDGES 4 8d • 12' 0.C. INTERMEDIATE FRAMING MEMBERS SIMPSON RBC - SPACED AT 6'-0' 0.C. NOTE: DO NOT ATTACH 70 BIRDS MOUTH BLOCKING 8d•6'0.C. - PROVIDE 2x SOLID BLOCKING AT 'RBG' LOCATIONS ONLY. EDGE NAILING - SEE GENERAL NOTES PW - SEE SHEAR WALL SCHEDULE ON SHEET SI FOR SPECIFIC NAILING I. TRUSS 141 BEAM PER PLAN SIMPSON ECCQ66 I' • 1'-0' 1 (ilSECTION END OF 2XI2 AND 2X8 JOISTS 34'TNGPU1 �CONC. SLAB 2X4 CONT. RIM 2X8 CONT. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING MST STRAP 2X8 • 12' OL. 5HTG. - SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAILING SHEAR WALL SHEATHING (2) STUDS SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID ELK BELOW HOLDOWN RIM JOIST (2) STUDS SHEAR WALL DETAIL W/ SIMPSON (-5) MST STRAP HOLDOWN (PER PLAN) C 4' P. DRAN COVER W/ FILTER FABRIC 2x4 SHEAR KEY 2x OR 3x TREATED SILL PLATE W/ %' • A5. 4 1/4' x 3'x3' GALV. WASHERS. SEE SHEAR LULL SCHEDULE GARAGE SLAB ON GRADE '4ur '4 • 12' 0L. m (3)'4 CONT. W/ CORNER 'H, iU' 'B„U,k.,T. •4*1• •A2• 10'-0' 5'-0' 12' 12' 8' S • 10' OL. S • 12' 0.0 6'-8' to 9'-3' 4'•I0' 12' 12' 8' S e 12' 0.C. '4.12' OC. 4'-1' to 6'-1' 3'-9' 12' 10' 8' '4•10' OL. 04.12' 0.C. 3'-8' to 4'-6' 3'-0' 12' 10' 8' '4012' OL. 64•16' Oa up to 3'-1' 2'-8' 12' 10' 8' 04.16' OL. '4.16' O.C. 1.0„2. o STEPPED WALL is. I 0 COWER DOOR OR WINDOW DOUBLE STUD • SHEAR WALL EDGES PANEL EDGE NAIL SPACING MSTC66B3 REQ'D BOTH EDGES OF SHEARWALL SECTION •_...; I' = II-0' EDGE O=SHEARWALL A SEE PLANS SHEATHING --- SHEATHING PANEL EDGE NAILING HEADE BBELLCWWALL DETAIL - MSTC AT SEAM I1"2 • '-0' ARS RECErvEn TUKWILA OF AUG 0 6 2019 PERMIT CENTER R SOLE PLATE NAILNG - SEE SCHEDULE FLOOR SHEATHING CODE COMPLFOR IANCE APPROVED AUG 141019 City of Tukwila BUILDING DIVISION 0 U ct VJ 0 U 0 z to w a Q PLOT DATE: 08/01/2019 FOUNDATION NOTES: LEGEND F3. INDICATES 6X6, 4X4, OR (X) 2X B.U. POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. INDICATES SPREAD FOOTING PER PLAN AND REINF. PER SCHOULE. Afr,/,/02,/./.40,/,4-INDICATES SHEAR WALLS WITH HOLDOIINS OR FOUNDATION STRAPS PER PLAN. SEE SHEAR WALL SCHEDULE AND ELEVATION. �-- INDICATES INTERIOR BEARING WALL FOOTINGS SEE DETAIL RETAINING WALL c I 11-01 r J 0'-0: EXTERIOR FACE WALL STEP PER PLAN WALL STEP PER PLAN �Q XX'-0' ELEV. TOP OF STEM WALL (PER PLAN) - `r 0'-0' ELEV. TOP OF FOOTING (PER PLAN) CONTRACTOR NOTE: ALL ELEVATIONS ARE BASED OFF ARCHITECTURAL BUILDING SECTIONS OR SITE FLAN. REFERENCE ELEVATION 0'-0' SHALL BEGIN AT TOP OF FOOTING OR BOTTOM OF SLAB AT BASEMENT OR LOWEST LEVEL. CONTRACTOR SHALL NOTIFY THIS OFFICE OF ANY DISCREPANCIES BEFORE CONSTRICTION BEGINS. SEE RETAINING WALL SCHEDULE FOR FOOTING DIMENSIONS AND REINFORCEMENTS. v GBSQ66r ?at toF35J l 36'-6' \S2 CB5Q66r r 4:0 1 r 11-2' -1 1 52-J (2) SCREEN VENTS 1 L. k r 9'-8' r 13'-0' 1 J J. L 1' 3'-6' J —rJ as ea �J L_J 1'-4' 10' R2A\ r I 13'-0' 52 _J_1 • r R5A L I'-6' 52 L (2)SCREEN VENTS NTS %R3 J II'-0' 5'-0' 5'-0' r J -J FOUNDATION FLAN DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCWITEGTURAL DRAWINGS. 53 To v 1. ALL FOOTINGS SHALL BEAR CH FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL PILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRESSURES. 2. THE BOTTOMS CF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE 15 PLACED. OVER EXCAVATION SHALL BE FILLED CONCRETE NE SAME STRENGTH AS FOOTINGS. 3. BACKFILL SHALL NOT BE REPLACED AGAINST BASEMENT WALLS UNTIL WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAIN FLOOR FRAMING AND BASEMENT FLOOR SLAB ARE IN PLACE. 4. FINISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAIN OR IRRIGATION WATER 5. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO-TECH. REPORT FOR THE RECOMMENDED SITE PREPARATIONS BEFORE CONSTRUCTING THE FOUNDATION. b. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE -TREATED PER AUIPAM4. 1. ALL FASTENERS 4 HARDWARE N PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON 'ZMAX' (GI85 HDG PER AVM A653). 8. U m PROVIDE %' DIA GALV. ANCHOR BOLTS EMBED l' MIN. IN CONCRETE. PROVIDE 14'X3'X3' 2 GALVANIZED WASHERS AT EACH ANCHOR BOLT. a 9. PROVIDE APFROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLUMBING 4 ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDNATE WITH GENERAL CONTRACTOR 10. FOR TYPICAL PLACEMENT OF HORIZONTAL REINF. IN CONCRETE, SEE 14/52. II. FOR TYPICAL DETAIL FOR INSTALLATION OF PIPES NEAR FOOTINGS, SEE 8/52. 12. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY OF CONCRETE MIX 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. SHEAR WALL SCHEDULE NOTES I. SHEAR WALLS NOTED N SCHEDULE ARE WALLS WITH ADDITIONAL EDGE NAILING, ABUTTING HORIZONTAL AND VERTICAL EDGE FRAMING, AND ANCHOR BOLT SPACING. FIELD NAIL SIZE SHALL MATCH THE EDGE FRAMING SPECIFIED AND BE SPACED AT 12' O.G. SHEAR NAILING APPLIES TO ALL VERTICAL AND HORIZONTAL ABUTTING SWIG. EDGES, DOUBLE TOP PLATES, AND SOLE PLATES. 2. ALL EXTERIOR WALLS NOT SPECIFIED IN SHEAR WALL SCHEDULE, SHALL BE DESIGNATED AS MINIMUM SHEAR PANELS WITH EDGE NAIL SIZE MATCHNG SPECIFIED NAILS N SCHEDULE AND SPACED AT 6' OC. FIELD NAIL SPACING SHALL BE 12' 0.C. 3. SHEATHING SHALL BE 1/16' 095 UNLESS SPECIFIED 5/32' STRUCTURAL "I N SCHEDULE. 4. EXTERIOR SHEAR WALL FRAMING SHALL BE 2X6 HEM FIR 2 UNLESS NOTED 'DF' (DOUG FIR) N SCHEDULE. FRAMING SHALL BE SPACED AT 16' O.C. 5. INTERIOR 51-EAR WALL FRAMING SHALL BE 2X4 (OR 2X6 PER SCHEDULE) HEM FIR 2 SPACED AT 16' O.G. 6. Era FRAMING OR END CF SHEAR WALLS SHALL BE FRAMED WITH: (2) MNIMUM 2X6 (2X6 WALLS), (2) 2X4 (2X4 WALLS), OR SOLID SAWN POSTS AS NOTED N THE SCHEDULE. EXPI DEC.3.01018 T. BLOCK ALL UNSUPPORTED HORIZONTAL SHEATHING EDGES WITH 2X6 OR 3X6 AS NOTED IN SCHEDULE. ALL VERTICAL ABUTTING SHEATHING EDGES SHALL BE 2X6 FOR EXTERIOR WALLS OR 2X4 FOR INTERIOR WALLS OR A5 NOTED IN SCHEDULE. 8. SOLE PLATE SHALL BE 2X6 FOR EXTERIOR WALLS . SOLE PLATE SHALL BE 2X4 OR 2X6 FOR INTERIOR WALLS. SOLE PLATE NAILING SHALL BE 16d SPACED 12' 0.0 (MAX OR LESS AS SPECIFIED N SCHEDULE) 9. MUD SILLS SHALL BE 2X6 HF 2 P.T. CONTINUOUS AROUND PERIMETER OF FOUNDATION WALL. 10. FOUNDATION ANCHOR SHALL BE %' DIA X 10' AB. FOR 2X6 MUDSILL OR Ns' DIA X 12' AB. FOR 3X6 MUD5ILL9. IF NOT SPECIFIED BY THE SHEAR WALL SCHEDULE, ANCHOR BOLTS SHALL BE SPACED NO MORE THAN 48' Off, ALL ANCHOR BOLTS SHALL BE EMBEDDED N CONCRETE l' MIN. PROVIDE CDMINIMUM AB.'5 FOR EACH MUDSILL SECTION. II. PROVIDE 3'X3'XY4 GALV. WASHERS FOR EACH ANCHOR BOLT. THE CONTRACTOR MAY USE 3'X3'XY4' GALV. WASHERS WITH DIAGONAL SLOTTED HOLES IF STANDARD CUT WASHERS ARE USED AND PLACED ABOVE THE SLOTTED PLATE WASHERS. I�__1._ I,,, �,INt i ia- SNEARWALL SCHEDULE (1)(2)(4) WALL TYPEWIG. (5) (3) EDGE NAILING LENGTH x GAGE) (6) A.B. SPACING ABUTTING VERT. PW EDGES ABUTTING I-ORIZ, PW EDGES (g) SOLE PL MOD SILL BOUNDARY FRAMING (VERT) HOLDOIN TYPES REMARKS / DETAILS SHEAR (PLR) UPLIFT FORCE (U e 146' OSB 8d • 2' OC. (24'X0.1319 34' A.B.a 36' O.C. 3x6 2x6 2x6 3x6 2-2x6 WDQB ® 150 IF p 32 k DP NOTE FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2 IN 'SHEAR WALL SCHEDULE NOTES' . RECEIVED�r 0 10 3 CITY OF Yl;tW1LA AUG 06 2019 REVIEWED FOR CODE COMPLIANCE PERMIT CENTER APPROVED AUG 14 2019 LO r U ct O U 0 ct a N O 2 v le m a ['Project # : 13017 Sheet S4 PLOT PATE: 08/01/20IS City of Tukwila BUILDING DIVISION DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. LEGEND r F3.0 INDICATES SPREAD FOOTING PER PLAN AND REIIE. PER SCHDULE. INDICATES 6X6, 4X4, OR (X) 2X B11. POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. INDICATES SHEAR WALLS WITH HOLDOUNS y////////////. OR FOUNDATION STRAPS PER PLAN. SEE / /^� SHEAR WALL SCHEDULE AND ELEVATION. 2 6XI0 INDICATES SPECIAL BEAM MARK NUMBER PER PLAN AND STRUCTURAL CALCULATIONS. SEE WALL ELEVATION ON SI FOR FRAMING REQUIREMENTS. INDICATES WALL BELOW INDICATES ROUND OR SQUARE SPREAD FOOTING FER PLAN AND SCHEDULE. INDICATES 314' TAG PLYWOOD - NAIL WITH 8d • 6' O.G. EDGES AND 8d • 10' O.C. AT INTER1EDIATE FRAMING MEMBERS v STEP FOOTING PER 13/52 r 0 2 s �4- m { 1 1 J { r • F. C1 - I, r II I 1+ L Ir C d 1 I 13 111 1 1 13� rJ-7 it 4X12 TI 1 I I 1 I I + I I t I 7 L J 1 33 61-6' 2XI2•16'O.C. O II II 1 II C I OPP. HD 51'2XI2 GL l ti B,-0' r J I AI s k. 60 I r A III®® Jko FI i 4 4' CONC. OVER 6 MIL (SLACK) VB. OVER 4' GRANULAR FILL SLOPE 4' TO O.H. DOORS 4' CONC. OVER 2X3. 12' OG. STEP FOOTING PER 13/52 4 52 rJ FOUNDATION / MAIN FLOOR FRAMING FLAN FLOOR BRACE: CMST14 X 14 FT STRAP ATTACH TO BEAM, 2X6 FLAT BLOCKNG, AND WALL PLATE PROVIDE 2X6 FLAT BLOCKING STUN JOISTS v FOUNDATION 4 MAIN FLOOR FRAMING NOTES: I. ALL FLOOR BEAMS SHALL BE 4X10 DF ►2 UNLESS NOTED OTHERWISE ON FLAN. NOTE LOCATE BEAMS UNDER BEARING WALL WHERE NOTED ON FLAN. 2. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRESSURES. 3. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED CONCRETE THE SAME STRENGTH AS FOOTINGS. 4. BACKFILL SHALL NOT BE REPLACED AGAINST STEM WALLS UNTIL SUPPORTING WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH. 5. BACKFILL SHALL NOT BE REPI AC 0 AGAINST BASEMENT WALLS UNTIL WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAN FLOOR FRAMING AND BASEMENT FLOOR SLAB ARE IN PLACE. 6. FINISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAN OR IRRIGATION WATER 1, THE CONTRACTOR SHALL FOLLOU THE AVAILABLE GEO-TECH. REPORT FOR THE RECO'MENDED SITE PREPARATIONS BEFORE CONSTRUCTING THE FOUNDATION 8. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE -TREATED PER AWPAM4. S. ALL FASTENERS t HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMP60N '2T'IAX' (GI85 I4C G PER A5111 A6531 10. PROVIDE DOUBLE JOISTS OR BEAM (PER PLAN) BELOW SHEAR WALL PARALLEL TO TO JOISTS. NAIL WALL SOLE PLATE TO JOISTS OR BEAM PER SHEAR WALL SCHEDULE CR NOTE 8. OF SHEAR WALL SCHEDULE NOTES. II. PROVIDE %' DIA GALV. ANCHOR BOLTS EMBED 1' MIN. IN CONCRETE. PROVIDE 14'X3'X3' GALVANIZED WASHERS AT EACH ANCHOR BOLT. 12. PROVIDE APPROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLUMBING 1 ELECTRICAL STUB -OUTS PER ARCH. FLANS. COORDINATE WITH GENERAL CONTRACTOR 13. PROVIDE CRAWL SPACE ACCESS PER IBC AND ARCHITECTURAL PLANS. COORDINATE LOCATION IN SITE WITH CONTRACTOR 14. PROVIDE GRA& SPACE VENTILATION PER IBC AND FOUNDATION PLANS. DO NOT LOCATE VENTS WITHIN 8' GF HOLDCLLN STRAPS OR 140LDO1N BOLTS. MAINTAIN 3'-0' CLEAR FROM EAC14 COINER ER 15. FOR TYPICAL PLACEMENT OF HORIZONTAL REIN+. N CONCRETE, SEE 14/52. 16. FOR TYPICAL DETAIL FOR NSTALLATION Of PIPES NEAR FOOTINGS, SEE 8/52. 11. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 3000 P61 OR GREATER FOR BUILDING NSPECTOR VERIFICATION. CONCRETE SHALL BE AIR ENTRANED. TOTAL AIR CONTENT (PERCENT BY VOLUME Of CONCRETE) 51-1ALL NOT BE LESS THAN 1 PERCENT FER IRO TABLE 4022. SEE GENERAL NOTES IN SHEET SI FOR ADDITIONAL REQUIREMENTS. I8. PROVIDE SQUASH BLOCKNG BELOW ALL SOLID SAWN OR BUILT-UP 2x POSTS ALONG EXTERIOR OR INTERIOR STEM WALLS PER DETAIL 4/51. EXFIRED DEC 3.02M , n F.:M1N SHEAR WALL SCHEDULE NOTES (MAIN FLOOR): 1. SHEAR WALLS NOTED N SCHEDULE ARE WALLS WITH ADDITIONAL EDGE NAILING, ABUTTNG HORIZONTAL AND VERTICAL EDGE FRAMING, AND ANCHOR BOLT SPACING. FIELD NAIL SIZE SHALL MATCH THE EDGE FRAMING SPECIFIED AND BE SPACED AT 12' O.C. SHEAR NAILING APPLES TO ALL VERTICAL AND FIORIZONTAL MUTING SHTG. EDGES, DOUBLE TOP PLATES, AND SOLE PLATES. 2. ALL EXTERIOR WALLS NOT SPECIFIED IN SHEAR WALL SCHEDULE, SHALL BE DESIGNATED AS MNflF1 SHEAR PANELS WITH EDGE NAIL SIZE MATCHING SPECIFIED NAILS IN SCHEDULE AND SPACED AT 6' O.G. FIELD NAIL SPACING SHALL BE 12' O.G. 3. SHEATHING SHALL BE 1/16' 05B UNLESS SPECIFIED 15/32' STRUCTURAL! IN SCHEDULE. 4. EXTERIOR SHEAR WALL FRAMING SHALL BE 2X6 HEM FIR '2 UNLESS NOTED 'DF' (DOUG FIR) N SCHEDULE. FRAMING SHALL BE SPACED AT 16' 0.C. 5. INTERIOR SHEAR WALL FRAMING SHALL BE 2X4 (OR 2X6 PER SCHEDULE) HEM FIR *2 SPACED AT 16' 0.C. 6. EDGE FRAMING OR END OF SHEAR WALLS SHALL 8E FRAMED WITH: (2) MINU1iAl2X6 (2X6 WALLS), (2) 2X4 (2X4 WALLS), OR SOLID SAWN POSTS AS NOTED IN THE SCHEDULE. 1. BLOCK ALL UNSUPPORTED HORIZONTAL 514EATHING EDGES WITH 2X6 OR 3X6 AS NOTED IN SCHEDULE ALL VERTICAL ABUTTING SHEATHING EDGES 514ALL BE 2X6 FOR EXTERIOR WALLS OR 2X4 FOR INTERIOR WALLS OR AS NOTED N SCHEDULE a SOLE PLATE SHALL BE 2X6 FOR EXTERIOR WALLS . SOLE PLATE SHALL BE 2X4 OR 2X6 FOR INTERIOR WALLS. SOLE PLATE NAILING SHALL BE 16d SPACED 12' 0.0 (MAX. OR LESS AS SPECIFIED IN SCHEDULE) t MUD SILLS SHALL BE 2X6 4-1F'2 P.T. CONTINUOUS AROUND PERIMETER OF FOUNDATION WALL. 10. FOUNDATION ANCHOR SHALL 8E V PIA X 10' AB. FOR 2X6 MUDSILL OR %' DIA. X 12' AB. FOR 3X6 MUDSILLS. IF NOT SPECIFIED eiTY THE SHEAR WALL SCHEDULE, ANCHOR BOLTS SHALL BE SPACED NO MORE THAN 48' 0.C. ALL ANCHOR BOLTS SHALL BE EMBEDDED IN CONCRETE 1' MIN. PROVIDE (2) MINIMUM AB.'S FOR EACH MUDSILL SECTION. ECEIVE FU606201 II. PROVIDE 31X3'KV' GALV. WASHERS FOR EACH ANCHOR BOLT. THE CONTRACTOR MAY USE 353514' GALV. WASHERS WITH DIAGONAL SLOTTED HOLES IF STANDARD CUT WASHERS ARE USED AND PLACED ABOVE THE SLOTTED PLATE WASHERS. PERMIT CE R Mllll SHEARUJALL SCHEDULE tat)I told) 10 5 1 HALL TYPE (5) SW& (3) LENGTH GE (6)AB. SPACING NAILINGGE SOLE PLATE G (GAJ ABUTTING VERf. PW EDGES ABUTTING HORIZ. FW EDGES ow E SILL BOUNDARY PRATING !VERY.) gOLDOUN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORGE (V \ �6, Cea• 8d • 4' O.G. (2-%/'t X 01319 Ibd 8' O.G. (349' X 0.T35') 2x6 2x6 2x6 2x6 2-2x6 MST3IOR MSTC66B3 �th 214 If p 2.0 k DF F�� (8) / 2 1/16' OSB 8d•6'O.C. (2 f �' X OJ31') %'AB_•36'O.C. l&d • 12' O.C. (349 X 0.135') 2x6 2x6 2x6 2x6 2-2x6 STNDI4RJ B 146 plf 12 k F� ' 1/I6' 0843 l }�•X'OJ31') �16 12' OC.0 (34 X 0.135') 2xb 2x6 2x6 2x6 2-2x6 5THD14RJ B 60 plf 12 k 0 1/16' 055 8d • b' OC. (2 y' X 0.131') 1'd• 12'' O.C. (3-X.' X 0.135') 2x6 2x6 2x6 2x6 2-2x6 NONE < 223 plf 00 k F� GTE: OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2 IN 'SHEAR WALL SCHEDULE NOTES' 0 U v) 0 0 0 Project # 13017 Sheet S5 4� PROVIDE 2'-0" WIDE X 20'-O" LONG X 3'-0" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVC-5GH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 18" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE SEWER LIFT STATION PUMP TO BE ZOELLER GRINDER PUMP: 2 HP MODEL NUMBER 4 HEIN1 WITH I-I/4" DISCHARGE NPT WITH VERTICAL SWITCH FLOAT CAST IRON, I PHASE, 240V AC. SEE DETAILS ON SHEET CI.3 EXISTING FIRE HYDRANT POWER, PHONE, 4 CABLE TO BE INSTALLED UNDERGROUND IN ACCORDANCE WITH UTILITY PROVIDER GUIDELINES AND CITY STANDARDS NEW SEWER STUB SEE DETAIL ON SHEET CI.3 NEW I" WATER SERVICE SEE DETAILS INS-03 4 WS-IQ ON SHEET G1.3 EXISTING EDGE OF PAVEMENT NEW DRIVEWAY APPROACH PER DETAIL ON SHEET CI.2 EXISTING 12" STORM DRAIN EXISTING 8" WATER LINE EXISTING 8" SEWER LINE EXISTING OVERHEAD POWER ASPHALT DRIVEWAY ,rctar0 IN R.O.W. ��` \rsc /TIt)G rtbw;0494, b,tt4(t NG Wert* "t4 CONNECT DOWNSPOUTS ON THIS SIDE TO GB-02 GB-02 (TYPE I) 34"x30" RIM=222.50' IE= 21q.50' 1E (IN)= 221.50' 1E (OUT): 221.25' (FEILD VERIFY) 54'3°21'30'E 15.811' O'-0 3/4n •-0" 18"x18"x36" DEEP YARD DRAIN LID @ 221.00 15TM O 224.00 IE IN (6" PVC)= 225.50 IE OUT (6' DI)= 225.00 FIELD VERIFY RETAINING WALL PER DTL ON SHT G1.2 DRAINAGE CONTROL_ FLAN SCALE : I" = 20'-O" 03 N06°5115S161 �`�(s 2 p3 • t7-- rrnn� � VI l 6434, cry/� t/-- O A// 4 NOTE: ADJACENT LOT IS VACANT. TINE EXISTING I40USE AND DRIVEWAY UJERE REMOVED AND NO LONGER INTERFERE WITH PROJECT SITE. CONTRACTOR TO LOCATE ANY AND ALL EXISTING UTILITIES PRIOR TO START OF CONSTRUCT ION PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A SMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER SMP T5.13 OR BETTER PROVIDE 6" DIA SOLID PVC FROM FOUNDATION DRAINS TO THE DRYWELL 5°21'30"E 15.89' o o N - '� ��y -01 BS�L l —` 11 1\ 1\ \ \\\ \\, �\ 1\ Il \ � 1 i 1 / 1 1 1 / UTILITIES GALL UTILITIES UNDERGROUND LOCATION CENTER (2) WORKING DAYS BEFORE YOU DIG. I—800-424-5555 PROVIDE /2" DIA. x 48" DEEP DRY WELL FOR FOUNDATION DRAIN. FILL DRY YELL rt/ 11/2" WASHED ROCK. TOP OF DRY I'tLL TO BE ILO" BELOW FINISH GRADE. 400'-q j '1 VICINITY MAP C R O fACMP:10 n Tai ^=ruAe,en ChtscC PARCEL NUMBER SS484O-0g41 L SITE ADDIRESS XXXX S 114T l ST TUKWILA, WA 98118 LE&AL DESCR I FT I ON HILLMANS MEADOW GARDENS DIV #2 NEW LOT 68 PER TUKWILA BLA #L05-022 REC #2005042-fg00005 LESS ST PLAT BLOCK: II PLAT LOT: 68 ry ip i/1yt DOWNSPOUTS W/ CLEAN OUT AT ALL CORNERS (TYP.) 4" PVC TIGHTLINE a 5= I% MIN. SLOPE (TYP) ROOF DRAIN LINES CONNECT TO CB-1 TYPE (I) CATCH BASIN i 0 20 40 80 PROPOSED RES I DENGE 1- *SY'858E ROOF OVERHANG BUILDING FOOTPRINT SETBACKS ALONG NORTHEAST PROPERTY LINE / / i / ; 7:- -: / / I ----/ 7// / / N O 6 T (13 T I Ir 1 1L11�j /'-1`" T �/� �^-.-d // / / / / / / / / // /1 / �// /// 0 0 lr 13 ,1w7 �43414:4' -f tr+� I I —j T r/ l / f f ( (' ( / / / / / / 1 `/ , / N06°5 tV I _I --I 1 1 l IIII I 1 1 \ \ / / 1 /// .4 / / ! / // \ 1 \ \ \ \ \ \\\\.\ \ I 7 ! / / / J/ \\ \ \\ \\ \ \ 1 \ \ \ \ \\ \ \ \\\\ \ \ \ \ I I \ \ \ \ \ 1 11 1 \ \\ 1 \ I I N� \ 1- -r- I —I 1 f" —� -/ / / 1 I f 1 1 I ! 1 //) +_I —� - yl f ' I_ fir / j y7 pcy aQ.m0,m0 �'�a / ! / / / // // // / L �! /�//� 'r '- 1 I \_� r' \ i / ! �! ry n to tea- / // // / fir M I 1 , �� `b \bry \0 y / 5,- " B /� / , n1w1./_ 44.8/ / / f 10 Ay- ``^ `0 �b / �L / t4o6V5 8'i / 4 .0qj Low 34"x30" RIM=215.00' IE= 212.00' IE (IN)= 214.00' IE (OUT): 213.15' (FEILD VERIFY) 31q'-l" PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH A5 A 15MP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER BMP T5.13 OR BETTER PROVIDE 2'-0" WIDE X 30'-O" LONG X 3'-O" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-O". USE 6" PERFORATED PVC-SCH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 18" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE Ct-;\ Flit Fill 1 9; L l FILE COPY Pertt'tit No.D L3 0103 Plan review 2rarcvcl is subject to errors w-.d c^:os.ons. f,pproval c c: c:Z::::Toil documents does n.''i w crIZ3 Nl9 ti:Clatito cf c y cd'cpted coda or ordinance. r;.:^.:Nt of a pr3v: i F:o:3 Copy and conditions is $:.ka:2I:ia:,,;4d: Cy: Date: C ry in NI \1S City of Tukwila BUILDING DIVISION -1" -r �',(-c ?.�:-,• brrn tr+r"'rt1 1, tl'r Pr•'ic .. - rtnrtlt rer rnnrm'tn?•}rr With rti'P'rnt •c ...'< Arr.ti - ;; c�� ,;-ct In cr'ors an•1 r ^ . r:+-r....,r ..;ri-»:n.,t ri r `ctt to 1'7,d i':wpcclifrt by Cty_15 Wirt 1 1 /-71/ / 1 / / / Coo " I,;NCE. Af 1=.zi:avr: AI.b .,,n 1 fEc3.021Y RECEIVED JUL. 18 2018 TUKWILA PUBLIC WORKS CitY of Tufr. ie i L3UILciNG:?ttrIS1ONRECEIVED CITY OF TUKWILA JUL 1 6 2018 PERMVMIT CENTER IMPERVIOUS COvIG LOT AREA: NOUSE ROOF AREA: DRIVEWAY 4 WALKS: TOTAL IMf'ERvlous AREA: % OF LOT AREA: 21,382 SE 2,594 SE 502 SF 3,096 SF =14.48% DJSPFRSION TRENCH SIZING CALCULATIONS TRENCH SIZING TOTAL IMPERVIOUS AREA= 3,096 +/- USE 10' LONG TRENCH PER 700 SQ FT. OF IMPERVIOUS SURFACE. TRENCH 'A' (1/2 ROOF AREA (2592/2)) 1,297/700= 1.85 1.85x10'= 18.52' USE (1) 20'-0' LONG DISPERSION TRENCH TRENCH 'A' (1/2 ROOF AREA + DRIVEWAY (2592/2+502)) 1,799/700= 2.57 2.57x10'= 25.70 USE (1) 30'-0' LONG DISPERSION TRENCH LTA* 3 • SAZEI DESIGN GROUP, LLC • • M Wc' = N „co O Z N N co • ix � ccoo211--Ll. • • Drainage Contro •Revisions c2O% 8 CIIORS Q7-18-2018 ©- Checked Dale _ /`"Ott Sheet c1.1 SCALE: I"=10'-0" D11-010 Scale e .�V Jah p1 RECOMMENDED CONSTRUCTION SEQUENCE A DETAILED CONSTRUCTION SEQUENCE IS NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEQUENCE 15 PROVIDED BELOW: I. HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST SIGN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN AS REQUIRED). 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). 7. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUIRED. S. GRADE AND STABILIZE CONSTRUCTION ROADS. 9. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. II. RELOCATE EROSION CONTROL. MEASURE OR INSTALL NEW MEASURES 50 THAT A5 SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY EROSION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL SE UNWORKED FOR MORE THEN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 15. STABILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THIS PROJECT STABILIZE DISTURBED AREAS AND REMOVE BMP'S 15 APPROPRI ATE. 16. FOLLOW 2015 KING COUNTY SURFACE WATER DESIGN MANUAL (KGSWDM) FOR ALL STANDARDS 8 NSTALLATION OF DRAINAGE STRUCTURES. STORM DRAIN NOTES: 1. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT SURVEYED AND NOT SHOWN ON THIS PLAN. CONTRACTOR IS RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS CALL BEFORE YOU DIG I-800-424-5555 3. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTING DRAIN LINES SHALL BE 2.0096 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5. ALL PVG SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. 6. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. TYPE I CATCH BASIN NOTES: I. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-415 (AASHO M-19a) ASP IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENTS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-O" 5. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SG SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. 6. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BASIN WALL. &RAVEL FILLED D I SFERS I ON TRENCH NOTES: 1. THE TRENCH WIDTHS ARE SHOWN ON THE PLAN. 2. THE TRENCHES MUST BE FILLED WITH AT LEAST IS" OF i" TO I k WASHED DRAIN ROCK. THE DRAIN ROCKS MAY NOT BE COVERED WITH ANY SACKFILL MATERIAL. 5. FILTER FABRIC MUST BE PLACED ON BOTTOM AND SIDES OF THE TRENCH PRIOR TO BE FILLED WITH DRAIN ROCK. 4. THE RUNOFF FROM THE IMPERVIOUS SURFACES SHALL PASS THROUGH A YARD DRAIN OR CATCH BASIN FITTED WITH A DOWN TURNED ELBOW PRIOR TO ENTERING THE INFILTRATION TRENCHES. THE ELBOW 15 INTENDED TO TRAP SPILLED MATERIAL IN CATCH BASIN SUMP 50 THAT THE SPILLED MATERIAL AND SEDIMENTS CAS BE REMOVED AND/OR CLEANED BY HOMEOWNER A5 ROUTINE MAINTENANCE. AMFCs Box (TYP) ppPIIpPENNT��O7t��SSpERVICE T P.VnG.ESCH 40 GLUE .l0C4T z 1 VENT 0 PULL CHAIN O O O O n GRINDER LIFT STA, DETAIL MATERIALS LIST "TS 0 c> 24" DIA GALVANIZED COVER POWER CONDUIT 1-1/4' PC TRUE UNION BALL VALVE (SS) HAYWARD OR EQUAL 1-1/4' GALVANIZED UNION 1-1/4' GALVANIZED NIPPLES CHECK VALVE AND PUMP DISCONNECT HYDROMATIC. GOULD OR EQUAL. 1-1/4" RIGID CONDUIT MYER HUB NEMA 4x NCR -METALLIC JUNCTION BOX -BOTTOM ENTRY WATER TIGHT STRAIN 0 RELIEF CONNECTORS (FOR USE WATH UNDERGROUND CABLES) ATTACH USING LOCK -NUT WRH SEALING FITTING • affeR 2 HP GRINDER PUMP - SEE NOTES 1-1/4' GALVANIZED PIPING. APPROXIMATELY 1.2' LONG HOT DIPPED GALVANIZED STEEL RAIL GUIDE sTmrtM HOT DIPPED GALVANIZED PUMP TECH SHORT RAIL 0 24' X 60" FIBERGLASS TANK PEA GRAVEL OF DIRECT BURY CABLE TO CONTROL BOX N0. 10 AWG THWN WIRE FOR PUMP (1 WIRE) NO. 14 AWG THWN WIRE FOR FLOAT CONTROLS (3 WIRES) MISS 1. TOP OF TANK CAN BE SET FLUSH WITH GROUND, IF A CONCRETE PAD IS POURED AROUND THE LIFT STATION AND SLOPED AWAY FROM THE STATION KEEP ROCKS AND DEBRIS OUT OF STATION. 2. ACCESS BOX: TRAFFIC AREAS - EQUAL TO CARSON MODEL 1419-14B WITH 1419-2B COVER TRAFFIC AREAS- H-20 RATED CONCRETE BOX EQUAL TO FOGTITE E19-1/2 METER BOX LIDS SHALL BE MARKED ELECTRICAL OR SEWER RESPECTIVELY OR HAVE NO MARKINGS AT ALL. 3, CONTROL FLOATS NOT SHOWN FOR CLARITY. ;4So'`���rFoR /-- DRIVEWAY APPROAG4y'r MATERIALS, SEE NOTE- 2 i► DRIVEWAY APPROACH H21:2i. I. SAWCUT AND TACK ROAD TO DRIVEWAY APPROACH JOINT. 2. DRIVEWAY APPROACH TO BE 6` HMA CLAW 15" P6 64-22 ASPHALT IN 2" LIFTS. 5. HOT MIX ASPHALT OR CONCRETE TO BE PLACED OVER COMPACTED 9/BGRADE AND 4" OP GSTG COMPACTED TO Q5%. 4. APPROACH SLOPE AND EDGE RADIUS TO BE DETERMINED BY THE ENGINEER. 5. 5EE DESIGN STANDARD 5 TABLE 2 FOR LANDING. MAXIMUM GRADE BEYOND LANDING 15 I5%. 6. DRIVEWAY APPROACH SHALL NOT CONTAIN REINFORCING STEEL. 4" CST COMPACTED SUB6RADE ROW EXISTING ASPHALT STREET - SAWCUT EDGE - 6" HMA, SEE NOTE 2 VARIES 21:Clifatitht O�G 0 7019 APPROVED AUG 09 2018 ,:ity of 1 ukwil& PUBLIC Works bri.oioi or-khr RECEIVED CITY OF TUKWILA MAY 232018 PERMIT CENTER ♦ SAZEI DESIGN GROUP, LLC • ♦ ♦ MAINSRleOBRJrPLAN ♦ Revisions LSI- ®- ®- 0 ®- Drown C ,c-1,:ti I Dote Sheet C1.2 Seale re O1O' Jab 46 I ACCESS BOX (TYP) -1-1/4' PE DISCHARG E CCPIIPE TO SERVICE p P.VN ESCH 4O GLUE JOINT • 1" VENT 0 PULL CFNIN 0 0 0 MATERIALS LIST 0 0 0 0 GRINDER I J DETAIL NTS 24" DIA GALVANIZED COVER POWER CONDUIT 1-1/4" PVC TRUE UNION BALL VALVE (SS) HAYWARD OR EQUAL 1-1 /4" GALVANIZED UNION 1-1/4' GALVANIZED NIPPLES CHECK VALVE AND PUMP DISCONNECT HYDROMAT1C. GOULD OR EQUAL SINGLE FAMILY LIFT STATION 0 STA 1 1/4" RIGID CONDUIT MYER HUB NEMA 4X NON-METALLIC JUNCTION BOX —BOTTOM ENTRY WATER TIGHT STRAIN RELIEF CONNECTORS (FOR USE WITH UNDERGROUND CABLES) ATTACH USING LOCK -NUT WITH SEALING FITTING SLEWER 2 HP GRINDER PUMP - SEE NOTES 1-1/4" GALVANIZED PIPING. APPROXIMATELY 1.2' LONG HOT DIPPED GALVANIZED STEEL RAIL GUIDE SYSTEM HOT DIPPED GALVANIZED PUMP TECH SHORT RAIL Y 24" X 60" FIBERGLASS TANK PEA (RAVEL OF DIRECT BURY CABLE TO CONTROL BOX NO. 10 AWG THWN WIRE FOR PUMP (1 WIRE) NO. 14 AWG TFIWN WIRE FOR FLOAT CONTROLS (3 WIRES) NOTES 1, TOP OF TANK CAN BE SET FLUSH WITH GROUND, IF A CONCRETE PAD IS POURED AROUND THE LIFT STATION AND SLOPED AWAY FROM THE STATION. KEEP ROCKS AND DEBRIS OUT OF STATION. 2. ACCESS BOX: TRAFFIC AREAS - EQUAL TO CARSON MODEL 1419-14B WITH 1419-28 COMER TRAFFIC AREAS- H-20 RATED CONCRETE BOX EQUAL TO FOGTIT! BO-1/2 METER BOX LDS SHALL BE MARKED ELECTRICAL OR SEWER RESPECTIVELY OR HAVE NO MARKINGS AT ALL. 3. CONTROL FLOATS NOT SHOWN FOR CLARITY. MARK 2"x4" STAKE WITH z J Cr a 0 a MIN. 6' COVER AT PROPERTY UNE "SEWER" AND DEPTH TO PIPE INVERT FROM FINISHED GROUND LEVEL. MAX. piUGGED _STUB ON SEWER MAIN 4' /A 2"x4" 12' LONG STAKE BURIED TO DEPTH OF PIPE INVERT, PAINTED WHITE ABOVE GROUND. (NOTE 3) / ! ' 6" 4S' ► A a\ `'f l i e PVC SEWER LENGTH • AND OR GROUND PIPE. MIN. GAUGE WIRE TO BE AROUND PIPE 2"z 4" STAKE AT ABOVE FINISHED v i•DOUBLED ' t 0 TLET �y,. g",!:•!r'` ♦i r .,'"' :.:•a,::,�; v.�:.. 6" f: ONE :.t..s: _4;s';..:- BEDDING GRAVEL COMPACTED SIDE SEWER STUB "PROFILE VIEW" 6' MIN. 6" SIDE SEWER STUB NOTES CAP ("x4" REDUCER GLUE FITTING) 4"x1-1/4" to 2" INSERT (GLUE FITTING) TEST TEE LAST TiEVISED:11/30/99 "- FROM 1-1/4" to 2" SCH 40 PVC PIPE GRINDER (GLUE F117INGS) PUMP SECTION 1, GRINDER PUMP DISCHARGE LINE MUST FLOW INTO A 6 INCH P.V.C. GRAVITY UNE SIDE SEWER STUB. 2. 6 FOOT MINIMUM COVERAGE AT PROPERTY UNE AND IN RIGHT-OF-WAY. 3. 18 INCH MINIMUM COVERAGE OF PIPE ON PRIVATE PROPERTY. 4. RIGHT OF WAY RESTORATION SHALL MATCH OR EXCEED THE ORIGINAL CONDIRON AND BE IN ACCORDANCE WTH THE CITY STANDARD. 5. BEDDING TO BE CLASS F PEA GRAVEL FOR GRINDER PUMP FORCE MAIN. 6. GRINDER PUMP FORCE MAIN SHALL BE LAID STRAIGHT WITH MINIMUM DEFLECTION. 7. PROTECTIVE STEEL CASING IS REQUIRED IF: A. LESS THAN 3 FEET OF COVERAGE IS ATTAINABLE UNDER A DRIVING SURFACE. B. UTIUTY SEPARATION IS LESS THAN ADEQUATE. SINGLE FAMILY SIMPLEX SEWER LIFT STATION GRAM TY/FORCE- MAIN CONNECTION A® PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. 6-2969 OR EQUAL AS NEEDED. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H-15451 OR EQUAL. OO COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. coTRACING TAPE FOR POLYETHYLENE PIPE. MUELLER 82423 OR APPROVED EQUAL. NOTES: 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. 5. BRASS FITTINGS SHALL BE LEAD FREE. NOT TO SCALE City of Tukwila SERVICE SHEET: WS-03 REVISION in: 02-2014 LAST REVISION. APPROVAL: R. TISCHMAK, CITY ENGINEER PLAN VIEW TIE WATER METER IS INSTALLED RY City STAR I' CODPLR*R MINI PR 110 A ANGLE STOP BALL VALVE 62421-43 / = I' MUELLER SIN BALL CUPS VALVE RAJ. FORT -TOTK COWER PIPE .RO Y ETWLENE TO SERVILE TO MAN TYPE KCOPPER Dos vALVE IS ROTATED TO VERTICAL POEITICH THs VALVE IS 10 RE 5F_ALED IN A OPENPOSHCH t' LOEUFR RESO EWE SERVICE COSECIKN F I P CONECTKMB A I rrrnR F ANGLE BALL VALVE THE; VHVE 6 M A HORIZONTAL PORTION OOMES TO SERVICE • TYPE )(COPPER PIPE -wc POLYETHYLENE FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL RNI BRED GROUND LNE SECTION GRAVEL 1UNWN TO SERVILE METER INSTALLED BY CRY MUELLER RES. FI RE SERVYY CONNECTION IYI'E KCCPPER 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-6-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: - TYPEK COOPER PIPE - PVC -POLYETHYLENE 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4.THE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 5' OF THE WATER METER. 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. 6. ALL BRASS FITTINGS SHALL BE LEAD FREE. City of Tukwila 1" FIRE / DOMESTIC SERVICE SHEET: WS-19 REVISION el: 02-2014 LAST REVISION: APPROVAL: R. TISCHMAK, CITY ENGINEER EXPI.$•• EB DEC 3.o 2019 GC( ;Tit; I City t3T ENV. r:`%. 1 BUILDING U•IV ¶ C'N RECEIVED CITY OF TUKWiLA. APR 27 ZO1 PERMIT CENTER AUG 09 201t3 'IIy of IUKWIIK pIIBLIC Works 4 • Plan Details Drainage Control • ReMebne • QCITY CORRECTIONS 4/20/2018 ®- Drown aSP Checked Data Al `an Shot C1.3 Seale 01 Job PROVIDE 2'-O" WIDE X 22'-0" LONG X 3'-O" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVC-SCH 40 PIPE A5 DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 15" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE SEWER LIFT STATION (SEE DTL. THIS SHEET) PROVIDE MIN. (10) FEET -WIDE VEGETATED BUFFER ALONG THE (2)-FEET WIDE ROCKED TRANSITION ZONE PROVIDE (2) FEET WIDE BY 6" DEEP TRANSITION ZONE FOR CONCRETE DRIVEWAY $ WALK AREA FOR SHEET FLOW DISPERSION. USE i" TO I" WASHED ROCK. PROVIDE MIN. DRIVEWAY CROSS SLOPE OF 2% FROM THE OPPOSITE SIDE OF TRANSITION ZONE Hit°06'01 "W. 50.0' PROVIDE STABILIZED CONSTRUCTION ENTRANCE PER DETAIL ON SHEET C2.2 / SEWER LINE 491 GB-02 (TYPE I) 34"x30" RIM=222.50' IE= 21a.50' IE (IN)= 221.50' IE (OUT): 221.25' (FEILD VERIFY) CONNECT DOWNSPOUTS ON THIS SIDE TO G15-02 SILT FENCE 545°21'501E 15.13411 -0 5/4e / / co ryry ry CONCRETE DRIVEWAY 33'-a I/2„ WATER LINE ;Ntilt/g E lPROPOSED REBIQENICB / GARAGE SLAB' •NC' ® 250.00'' WALK/ 4" PVC TIGHTLINE @ 5= I% MIN. SLOPE (TYP.) ROOF DRAIN LINES CONNECT TO CB -I TYPE (I) CATCH BASIN PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A BMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER BMP T5.I5 OR BETTER UTILITIES GALL UTILITIES UNDERGROUND LOCATION CENTER (2) WORKING DAYS BEFORE YOU DIG. I-000-424-5555 4001-ci 15/16" / / ! > I i / / / // \ N \ Ir 4 i— ICI I r� �� '� 4161 1 / / / •u •f A. r •MG/111 O" —� ,1rs r a r rr r/r i r/r / 1� �` —b " _r8 /— / e"/_47/42 J' / / by hry ho :w \� DOWNSPOUTS IN/ GLEAN OUT AT ALL CORNERS (TYP) GB-01 (TYPE I) 34"x30" RIM=215.00' IE= 212.00' IE (IN): 214.00' IE (OUT)= 215.15' (FEILD VERIFY) PROVIDE A MINIMUM OF 25 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH A5 A BMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC) PER BMP T5.I3 OR BETTER PROVIDE 2'-0" WIDE X 22'-0" LONG X 5'-O" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM PACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVC-SCH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 18" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE TEMP. mil' OS 1 ON S-O I MENTAT1 ON CONTFOL_ (Tlsc) SCALE : I" = 60'-0" 0 20 40 80 Del- 0103 u 4 / / / / / / / // / DEC 1 PPROVED AUG 09 2018 Cityy of Tukwila PUBLIC Works Col* RECEIVED CITY OF TUKWILA MAY `? ;i 2018 PERMIT CENTER • SAZEI DESIGN GROUP, LLC (0 W cri z09 w rn W < Q F 0 O Z A J CO o c[ o — c0 or - GO N GO N CO N O) N co to N N ct J X w a I— W ♦ MAINSRIdJORirPLAN ' Revsions + Drown Checked Per Date .ill to a1 Sheet C 2.1 Scale Job I..Io'O' NI 1 TEMPORARY EROSION AND SED I MENTAT I ON CONTROL REQUIREMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS/ADJACENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL GRADING/DRAINAGE ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES (TESC)(INGLUDING BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BASIN PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW BALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARING/GRADING/ETC. SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL SE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESC FACILITIES SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES. NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THIS PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL WHERE TO ADDITIONAL REQUIREMENTS A5 CONDITIONS WARRANT AND THE PROJECT PROGRESSES, INCLUDING CLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THIS PROJECT. I- THE IMPLANTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESL FACILITIES 15 THE RESPONSIBILITY OF THE OWNER AND/OR THEIR CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 3- THE TES° FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TESC FACILITIES.SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS. 4- DURING THE NET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESC METHODS SUCH AS SEEDING, MULCHING, PLASTIC COVERING, ETC. 5- THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED CONTRACTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED (WHERE REQUIRED) AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT GLEAN DURING THE CONSTRUCTION PERIOD. -f- ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. 8- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 3 INCHES. 3- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THIS PLAN. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION ALWAYS CALL BEFORE YOU DIG: I-S00-424-5555 EROSION CONTROL SEED MIXTURE TAELE A- CHEWINGS OR RED FESCUE B- ANNUAL OR PERENNIAL RYE G- REDTOP OR COLONIAL BENTGRASS D- WHITE DUTCH CLOVER • 40 (% OF WEIGHT) 40 (% OF WEIGHT) 10 (% OF WEIGHT) 10 (% OF WEIGHT) CATCH BASIN GRATE I III. SOLID WALLS —ICI ' . FILTER MEDIA FOR DEWATER 1 fI R=25' MIN. 11=11f OVERFL POROLL9 BOTTOM-- y�I I NOTE% THIS DETAIL IS ONLY —I SCHEMATIC. ANY INSERT IS I ALLOWED THAT HAS A MIN. ®5 -I C.F. OF STORAGE, THE STORED '1 SEDIMENT, AN OVERFLOW, AND 1 CAN BE EASILY MAINTAINED. UHJ L PIAURE 12,4L FILTER FABRIC PROTECTION GRATE ALL CATCH BASINS TO BE PROTECTED AND MAINTAINED PER KIN4 COUNTY DETAILS DAL 4 0.4M NOTE: ONLY TO BE USED WHERE PONDNG OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN FIGURE p,4,M CATCH BASIN INSERT INSTALL DRIVEWAY CULVERT IF THERE 15 A ROADSIDE DITCH PRESENT, A5 PER KING COUNTY ROAD STANDA 4"-S" QUARRY SPALLS GEO-TEXTILE FABRI 12" MIN. THICKNES o, 11 IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED 50 THAT RUNOFF DRAINS OFF THE PAD. PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STA5I L I ZED CONSTRUCTION ACCESS FILTER FABRIC ON W.W.F. I' OF 1 1/2" WASHED ROCK OR PEA GRAVEL 2" EXCESS OVERLAP -\r 2 x 4 DOUG.FIR ® 48" o.c. -(1�(V2" x 2" x 14 GA. W.W.F `STAPLES OR WIRE RINGS OR EQUAL . Pairrmlir aaa .!N!l!!!•u ll .•• ••N••lll -'II===III=IAI=11A Iltl IIP-IIa�{IL_ III! illy ili=Ilii�-�iA IllhilAlp� Ills- i 1 1 1 FILTER FAB=1C MATERIAL MIRAFI 100 X OR EQUAL 6" x 6" TRENC SECTION ELEVATION SILTATION FENCE DETAIL EXPI ED APPROVED AUG 09 2010 ,Ry of Tukwila PUBLIC Works oil bt3 o103 JEG 3.o 2O1 RECEIVED CITY OF TUKWILA MAY 232010 PERMIT CENTER vi w/ nn I SAZEI DESIGN GROUP, LLC ♦ Z co Q CO CO (NJ CO (V CO r C = N CO o Z r Q Co oX CO r MAINSR1DORarPLAN Revisions , Drown Checked De Dote Al i Sheet C2.2 Scale Job Iti1044,' ♦ 4, STOCKPILE 2 CONCRETE WALKWAY TANINCI WA SLOT DRAIN e DOOR OF GARAGE CONCRETE DRIVEWAY 330 WATER LINE SEWER LINE 54.01 ENTRY SILT FENCE LOT COVERAGE (STRUCTURES) 21,382 SF. 2,243 SF. 10.5 % 558 5F. 2,801 SF. 13.1 ro TOTAL LOT AREA 4" (RIGID) PVC (TYPICAL) PROPOSED BUILDING COVERED DRIVEWAY, WALKWAY INPERVIOUS COVERED 334840-0949 a_ 1/4 VICINITY 1„IA1° SILT FENCE DOWNSPOUT (TYPICAL) BUILDING HEIGHT: POINT A: POINT B: POINT C: POINT D: 221.9' 230.0' 224.2' 220T1' A + B + C + D = 896.8 / 4 = 224.2' AVERAGE BUILDING ELEVATION JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. .WWI NMEMMI ( I I °:ILE11E1E=11FMIL°.ILAw_rw_L r11 f1 II IL 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING 15 USED • 5' YEA - FLOW FTATN to 0 N N DRAINAGE CALCULATION: 400 TOTAL PROPOSED IMPREvIOUS AREA - 2,801 S.F. PROPOSED TRENCHES W/25' SHEET FLOW: 2'X2'X401 TRENCH COVERS 2,594 S.F. (MAIN STRUCTURE W/ROOF) 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC II MINIMUM 4"x4" TRENCH NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL 2"x2" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT R = 25' MIN INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4'-8' QUARRY SPALLS OEOTEXTILE 12' MIN. THICKNESS` Nb• 51'38RW 339.041 5' _0. SSBL 5 mE 8ss1- N6•51'35W 414.51' SEA Silt PLAN SCALE: 1' 10'-0' PARCEL NUMBER: 334840-0949 LEGAL DESCRIPTION: HILLMANS MEADOW GARDENS DIV *2 NEW LOT 6S PER TUKWILA ISLA *L05-022 REC *2000421900005 LESS ST PLat Block: 11 Plat Lot: 68 /:j) J lou EXPIItED DEC.3020i9 AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO ME EDGE OF R-O-W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD TYPE B ASPHALT PER SPEC. PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA TAMP EDGE IN SRAIGM LNE O 4S ANGLE AS SHOWN MOAT WHERE AC PAVEMENT ABUTS BUILDINGS, MONO PAVEMENT. STRUCTURES. OR AS OTHERWISE NOTED ON PLANS. 4' W 1-IC MMA CRUSHED ROCK BASE AGGREGATE OR AS NOTED ON PLANS OR SPECS. COMPACT SU:0Ra TO 15% PROACE SONCTOINL FILL A5 REGD. PMEMENT MOPES A B FOR PEDE51MAN PATH 2' r FOR VEHICLE ACCESS ROAD 3' B' j BUk bri-Ow3 SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT STAPLING PATTERN AS PER MANUFACTURER'S RECOMMENDATIONS MIN. 2' OVERLAP DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW ME ROLLS TO MOLD TO ANY IRREGULARIES FOR SLOPES LESS THAN 3H:IV, ROLLS MAY BE PLACED IN HORIZONTAL STRIPS RECEIVED CITY OF 1 t;KWILA APR 20 2011 PERMIT CENTER IF THERE IS A BERM AT THE TOP OF SLOPE, ANCHOR UPSLOPE OF NE BERM ANCHOR IN CRC MIN. TRENCH AND STAPLE AT 12' INTERVALS MIN. 5' OVERLAP STAPLE OVERLAPS MAX. 5' SPACING BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4' AND STAPLE AT 12' INTERNALS LIME. FERTILIZE AND SEED BEFORE INSTALLATION. PLANTING OF SHRUBS, TREES. ETC. SHOULD OCCUR AFTER INSTALLATION. HEIGHT CALCULATION: TOTAL FACADE HEIGHT TO THE PEAK OF THE ROOF - 3655' BUILDING HEIGHT FROM THE AVG. GRAPE TO THE PEAK OF THE ROOF - 3185' U a c� No r 01 N00 r W �aU0. 0 d R a L N W 0 I W 0 0 W 1- i 01 a <b zrn 1Io o2 nib 4 E aW fr Ill in zc$4 tO cri 1/4 ID C isJ 11✓ ■ Project # : L� 17113 Sheet SITE PLOT DAtf: 4-19-2011 1/4 4, 1 at 1, GENERAL NOTES INTERNATIONAL RESIDENTIAL CODE 2015 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISTICTION TO BE FOLLOWED. 2015 INTERNATIONAL RESIDENTIAL CODE 2015 WASHINGTON STATE ENERGY CODE CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION 4 PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. 17 IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL CONTRACTOR SHALL VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT TO BE INSTALLED SITE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1'6' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIi@M UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO SE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. CONCRETE MIX AND 28 DAY STRENGTH OF CONCRETE - BASEMENT WALLS 4 FOUNDATIONS < OTHER CONCRETE NOT EXPOSED TO WEATHER: 2,500 PSI - BASEMENT SLABS 4 INTERIOR SLABS 4 INTERIOR SLABS ON GRADE, 2,500 P51 EXCEPT GARAGE DOOR SLABS - BASEMENT WALLS 4 FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED 3,000 P51 TO THE WEATHER: - PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO WEATHER, 4 GARAGE 3000 P51 FLOOR SLABS: GARAGE FLOORS TO SLOPE 1/8'/FT. MN. TOWARDS OPENING AS REQUIRED FOR DRAINAGE. CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5-AIR ENTRAINED CONCRETE SIDEWALKS TO HAVE 3/4' IN. TOOLED JOINTS AT 5' FT. (MN.) O.C. CONCRETE COVER OF RE INFORC ING 3' CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 1/2' CONCRETE EXPOSED TO EARTH OR WEATHER I I/2' BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER 3/4' SLABS AND WALLS NOT EXPOSED 70 EARTH OR WEATHER LAP COLUMN VERTICALS. CLASS 'A' CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 52 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. CARPENTRY GENERAL ALL FRAMING TO COMPLY WITH ENGINEERING S-SHEETS FOR NAIL SIZES AND SPACING. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE-RETANDANT-TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL. REFERENCE SHEET-SI FOR SPECIES AND GRADE CEASE DESIGN VALUES) BOLT HEADS AND NUTS BEARING AGANST WOOD TO BE PROVIDED WITH 3"X3"X229" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2 X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. BETWEEN SUPPORTS PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS, JOISTS, 10'-0" FOR ROOF JOISTS. TYPICAL SILL BOLTS TO BE 5/8" DIAMETER AT 6'-0" O.C. MINIMUM 1" EMBED. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. PLYWOOD PLYWOOD WALL AND ROOF SHEATHING SHALL BE 3/4" CDX, UNLESS OTHERWISE SPECIFIED. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" CDX T4G. UNLESS OTHERWISE SPECIFIED. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. 05B SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. WOOD TRUSSES ALL ROOF TRUSSES SHALL BE FRAMED AND TiED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FROM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON TI-IE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACEALL TRUSSES. SEE SHEET-51 FOR DESIGN CRITERIA INSULATION AND MOISTURE PROTECTION GENERAL INSULATION BAFFLES TO MAINTAIN 1" ABOVE BATT INSULATION BAFFLES TO EXTEND 6" ABOVE BAIT INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND COMERS FACE STAPLE BATTS FRICTION FIT FACED BATTS USE 4 MIL POLY VAPOR RETARDER AT WALLS. • R-I0 RIGID FOAM INSULATION ON 4X EADERS AT EXTERIOR WALLS. 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, FLOOR AND ROOFS, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR (LEATHER -STRIPPED TO LIMIT AIR LEAKAGE. ALL OPENINGS SHALL BE FLASHED. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER A5 TO PREVENT ENTRY OF WATER INTO THE WALL CAvITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE, APPROVED CORROSION -RESISTANT FLSHING SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: A7 TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT TWAT SELF -FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1-1/8' OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FLASHING* JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIALS. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. - ALL EXTERIOR DOORS, OTI4ER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR LEACKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS !BETWEEN RESIDENCE AND GARAreF ARE NOT CONSIDERED FIRE -RATED AND MUST MEET THE ABOVE REQUIREMENT. - ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO AMIT INFILTRATION INTO OR FROM THE BUILDING ENVELOPE. Recessed Lighting Fixtures: When Installed in the building envelope, recessed lighting Fixtures shall be Type IC rated and certified to have no more than 2.m cfm air movement from the conditioned apace to the ceiling cavity. The lighting Fixture shall be tested at 15 Pascale or 151 Ibs/ft2 pressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk. between the Fixture and ceiling to prevent air leakage. VAPOR BARRIERS/ GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FROMED 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 TI-E VAPOR BARRIER IS TO THE WARM SIDE, STAPLES ARE PLACPP NOT MORE THAN 8 INCHES ON CENTER AND GAPS BETWEEN THE FACING AND THE FRAMING DO N07 EXCEED 1/16 NCH. A GROUND COVER OF 6 MIL (0.006")BLACK POLYETHYLENE OR EQUIVALENT, SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WINDOWS, DOORS, HvAC, 4 ELECT. EQUIP. GLAZING MAXIMUM: ALL CLIMATE ZONES: GLAZING 'U' VALUE: VERTICAL (MAX): 24 OVER -MEAD (MAX): .50 DOOR 'U' VALUE (MAX): 20 (DOORS W/ MORE THAN 50 CONSIDERED A WINDOW) HVAC PERFORMANCE: 'MED' OR AFUE = .91 RECESSED LIGHT FIXTURES: IC RATED DOORS. WINDOWS AND SKYLIGHTS GENERAL DOORS TO THE EXTERIOR SHALL HAVE MAX. 3" STEP TO MIN. 36" PEEP LANDING. - BEDROOM EMERGENCY EGRESS WINDOWS MINIMUM NET CLEAR OPENING OF 5.1 SQ. F7. MIN. NET CLEAR OPEN ABLE WIDTH OF 20" AND MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR. FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER AS TESTED BY ASTM STANDARDS. SITE BUILT AND MILL WORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT MUST SE MADE TIGHTLY FITTING AND WEATHER STRIPPED OR CAULKED. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM INFILTRATION PER SQUIARE FOOT OF DOOR AREA. SAFETY GLAZING SHALL BE LOCATED WITHIN 1. INGRESS AND EGRESS DOORS 2. SLIDING GLASS DOORS, SWINGING GLASS DOORS 3. SHOWER AND BATHTUB ENCLOSURE'S 4ALAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE Cif A DOOR IN THE CLOSED PORTION4 BOTTOM EDGE IS LESS THAN 60" ABOVE TI-E WALKING SURFACE GLAZING GREATER THAN 9 S.P. LESS THAN 13"A13OVE FINISHED FLOOR Window sills: 6122, 24' minimum sill height exceptions allow for opening limiting device for 4' diameter sphere and window fall prevention device that complies with 6123. STRUCTURAL NOTES I. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO TI-IE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR 51-1ALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. 3. THE CONTACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUC7UE5, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDIANTING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF ENGINEER 5. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT 6. COORDIATE WITH MECHANICAL, PLUMBING, AND EL£CTICAL REQUIREMENTS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, AND PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO SE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 1. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMINT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 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 coils 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. 2015 WSEC R402.2.9 Slab -On -Grade: Slab -on -grade. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance of 24 inches or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance of 24 inches. Above grade insulation shall be protected. A two-inch by 2- inch (maximum) nailer may be placed at the finished floor elevation for attachment of interior finish materials. Provide grntection for exterior placed insulation. (2A) AIR LEmeAr-P CONTROL AND EFFICIENT VENTILATION 2A. COMPLIANCE BASED ON R402A.1.2, REDUCE THE TESTED AIR LEAKAGE TO 3.21 AIR CHANGES PER HOUR MAXIMUM (3A) GAS FURNACE: AIRQUEST VC 91 SERIES MODEL NO.: G5MAE0802120A EFFICIENCY: AFUE 91% (5A) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN 714E HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. (5C) HOT WATER HEATER RINNAI - RU 981 RINNAI MODEL NO.: REU-K53231FFUD-US TANKLESS WATER HEATER W/ EFFICIENCY RATING OF .96 NEC 251152 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of al least 20 feet of r/:" or larger reinforcement bar or Rare copper conductor not smaller Than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with theearth & encased by at least 2" of concrete. (NOTE: 20 foot rehar shall be one continuous piece tied alongside any vicinity footing rehar and shall protrude 8" min. above top of foundation wall near location of power panel.1 FLAN FIREvIEUJ SCALE: NOT TO SCALE FRESCRIFTIVE ENERGY CODE result) ive Project Information ergy o.e omp lance or ' tma a •nes in "as m. on Contact Information Tukwila Edge Homes City of Tukwila, WA This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the s ructure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones R-Value" U-Factor° Fenestration U-Factor` n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°'O n/a n/a Ceilrngk 49' 0.026 Wood Frame Wang*" 21 int 0.056 Mass Wall R-Values 21/21" 0.056 Floor 30° 0.029 Below Grade Wall`'" 10/15/21 int + TB 0.042 Slab' R-Value & Depth 10, 2 ft rile 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑' 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. O 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description 1a 1b 1c Efficient Building Envelope 1a Credit s) 0. Efficient Building Envelope Ib 1.0 Efficient Building Envelope lc 2.0 a I IJ 0 5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 I Pb A:. LcaLt.. Centr..l end ESL.;e..t %VMNIAKs� 9l. .., 1.0 3a High Efficiency HVAC 3a 1.0 I 0l. 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 �..g.. t 14 ❑ d 0.5 5a Efficient Water Heating 5a 0.5 rl, S oden( v,fa:a: I kaW,y.,L ,.8 a 1.5 5c Efficient Water Heating 5c 1.5 l oa Kt -no en( vvaiet rieaung Da u.o 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions Si -MEET INDEX LJ I'1200 kwh EXPIRIEIB DEC 3.0 2019 0.0 3.50 Ats SHEET * 1 ARCHITECTURAL PLANS Al GENER4L NOTES 4 PLAN PREVIEW A2 MAIN FLOOR PLAN A3 UPPER FLOOR PLAN A4 FRONT 4 REAR ELEVATIONS A5 RIGHT 4 LEFT ELEVATIONS A6 BUILDING CROSS-SECTION RECEIVED CITY OF TUKWiLA Al DETAILS 4 VENTILATION SCHEDULE APR 2i', UV STRUCTURAL ENGINEERING PLANS PERMIT CENTER 51 STRUCTURAL NOTES 52 DETAILS 53 DETAILS 01- 03 54 FOUNDATION PLAN 55 FOUNDATION / MAIN FLOOR FRAMING PLAN ` 56 ROOF FRAMING PLAN W 0 r(o I)0 a) VJ W N Ct Tem 0 J fle ti U zaQ 1-0. 8 0 C I 4 Project # 171 13 Sheet Al PLOT DATE: 04-19-2011 TYPICAL FLOOR NOTES: FRAMING a FOUNDATION I. INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24'. SMOKE DETECTORS TO BE HARD -WIRED AND INTERCONNECTED, WITH BATTERY SACK -UP PER COPE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 • 16' O.C. (UN.0) 4. ALL EXTERIOR WALLS TO BE 2x6 a 16' O.C. (UN.0) 5. LOWER FLOOR HEADERS PER STRUCTURAL • 8'-0' AFF. 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT. 1. DOOR SIZES NOTED ARE BLABS NOT ROUGH OPENINGS S. PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. 9. PROVIDE SOLID BLOCKING OVER SUPPORTS. 10 WHEN TI4ERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING 514ALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OF X' GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE. II. PROVIDE FIREBLOCKING t0 CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STOIRES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL CONSIST OF NOT LESS THAN 2' NOMINAL LUMBER OR OTHER APPROVED MATERIAL. 12. ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH ASTM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL SE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS - APPROVED ALTERNATIVE WEA71-IERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LESS THAN 6 INCHES WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. TI-E FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW a DOOR OPENINGS -INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO -UNDER MASONRY, WOOD OR METAL COPINGS AND SILLS -CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM -WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL -A7 WALL AND ROOF OR SOFFIT INTERSECTIONS -AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST 4 INTAKE OPENINGS TO BE A MINIMUM OF 3'-0' FROM PROPERTY LINE 4 MINIMUM 3'-0' FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4' MNIMUM 4 1/2' MAX OPENINGS IN ANY DIMENSION. OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRC R3035. 16. DUCTS FOR KITCHEN RANGES SHALL SE OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER CODE. 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R302.S.1 4 R302.52. I8. UNDER FLOOR CLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30' WIDE X 18' HIGH PATH PATHWAY. CLEANCUTS ARE ACCESSIBLE. 12' CLEARANCE REQUIRED AT LINES LESS THAN OR EQUAL TO 2', 18' CLEARANCE AT LINES GREATER THAN 2'. (UPC 101.9) 15. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIPPING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, R308.4.1. SAFETY GLAZING. (5A) ALL SHOWER-4E4D AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 115 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. NOTE: THE INSULATION (MIN. 2'0' R-I0 RIGID INSUL) SHALL BE EXTENDED A MNIMUM DISTANCE OF 24' TO THE INTERIOR NOTE: - WINDOW WELLS. THE MINIMUM HORIZONTAL AREA OF THE WINDOW WELL SHALL SE 9 SQUARE FEET, WITH MINIMUM HORIZONTAL PROJECTION AND WIDTF•IOF 36 INCHES. THE AREA OF THE WINDOW SHALL ALLOW THE EMERGENCY ESCAPE AND REDUCE OPENING TO BE FULLY OPENED. CARBON MONOXIDE ALARM PER IRC R315.I AND WAC 51-50-0901 FOR NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL EE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM IN DUELLING UNITS WITHIN WHICH FUEL -FIRED APPLIANCES ARE INSTALLED AND IN DUELLING UNITS THAT HAVE ATTACHED GARAGES. SINGLE STATION CARSON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYING WITH UL 2034 AND SHALL BE INSTALLED IN ACCORDANCE WITH THIS CODE AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. SMOKE DETECTORS A SMOKE DETECTOR SHALL BE INSTALLED IN EACH HABITABLE ROOM. A SMOKE DETECTOR SHALL BE CENTRALLY LOCATED ON EACH FLOOR AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE TI4ERE IS A CEILING HEIGHT CHANGE GREATER THAN 24'. SMOKE DETECTORS TO BE 110v HARDWIRED, INTERCONNECTED, WITH BATTERY BACKUP PER IRC R314 WSEC 406 - FROM TABLE 406.2 - OPTION 5b HIGH EFFICIENCY WATER HEATER IS REQUIRED TO DEVELOP 1.5 CREDITS rA) o {n in m (6) 23'-6' 13'-0' UNCOV'D -'ATIO 11-6' X 10'-4' WRAPPED AROUND STRUCTURAL POST(5) PER STRUCTURAL ENGINEERING 5-SHEETS 0 4' CONC. COY ID PATIO 13-10' X 101-4' 1'- ! 6'-3' 5'-3' 51-9' 5'-9' Y1,_0P. 6'-6' -_r 1 to Q li 4 05° SLDR MIN. 2'-0' R-10 RIGID INSULATION + 9'-0' CLG BEDRM. 3 II-0' X 15'-0' 11-6' IIOv . SD. 4'-0' R. 4 S. N C4 4'-0' s :r 110v . SD. S 2'-1 51_0' Li a r 4 3uJ La H ++ 8'-0' CLG. BDFR1,4 9-6' X 21'-2'. 0 In SLDR BED M. 2 I0'-10' X 14'-8' 110v SD. 4'-4' ll0V St .0 GM -11-2' 5° Ell -PASS Sm8° SGD SAFETY GLASS R. 4 5. HALL 5'-6' BAIf-1 3 1 1 ��MIN 2'-0' R-10_ RIGID INSULATION a SITTING AREA `fi L 32'x60' TU13/5140WER J 1' irrii I I I I I I I�tI MIN. 2' 0' R 10 RIGID INSULATION + 9'-0' CLG. REC. RM. 13-0' X 111-4' 13'-6' GUARDRAIL I 21_7e © 0 0 01 URISERS 1 R31D2.1 UNDER -STAIR PROTECTION. ENCLOSED ACCESSIBLE SPACE ER STAIRS SHALL HAVE WALLS, AlfirroURFACE AND ANT. SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 NCH G'T f" CUM PF�OVIDE MIN, 18' X 24' GRAIL SP E ACCESS INSULATE AND WEATHER STRIP CRAWL PACE 112'-4' 1 TERPROOF MEMBRANE 6' -2' ONG BASEMENT FOUNDATION 21 E 2 e0 r PROVIDE MIN 18' X 24' CRAWL SPACE ACCESS INSULATE AND WEATHER STRIP CRAWL SPACE LINE OF FOUNDATION 10'-3%a' ENTRY PORGFI ABOVE CI-4) a ts 35'-0' GAR•-F SLAB ABOVE LINE OF GARAGE ABOVE IS' -6' LOWER FLOOR FLAN DIMENSION FINISH PER ELEVATION OVER 15 La BUILDING PAPER OVER SHEATHING PER PLAN BATT INSULATION PER PLAN Z - FLASHING O PTIONA TRIM 8' MIN. WOOD 70 GRADE 30" MAX. TOP OF SLAB TO GRADE IAI III�III I tIGHTL INE-I-T� IFTREEQQU REQUIRED -11 1 3' CLR. 4' DIA PER=. FOUNDATION DRAIN u • :awl IIa JI. • II u• fla I ' 2x STUDS PER PLAN P.T. SILL PLATE a AB. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN 2'-0' MIN. R-10 RIGID INSULATION 4' CONC. SLAB OVER 6 MIL. BLACK VB. OVER 4' GRANULAR FILL I ., r. rr; :.: .. a,: �.r.•�: ,�ri EI IR-10 RIGID INSULATION III -VERTICAL ® STEM WALL II -III k k PER 5-SHEETS SCALE : 1' I'-O" 0) 811 FND- LUALL UJ/ INSUL. SLAB 1[ FLR. JETS. PER PLAN 2x STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4' T.4G. PLYWOOD SUBFLOOR GLUED a NAILED FOR FLR. JSTS. PARALLEL TO FOUNDATION WALL PROVIDE CO SIMPSON 434 SILL IE TO JST. P.T. SILL PLATE 4 A.B. PER SHEAR WALL SCHED AND/OR FOUND. PLAN •4BAR •16"0.G. VERTICAL FURRED WALL 4 INSUL. PER PLAN NOTE: FLOOR FRAMING SHEATHING 4 ALL B5MT. WALLS TO BE IN PLACE PRIOR TO BACKFILLING FOUNDATION WALLS MIN. 1/2' AIR SPACE 2'-0" MIN. R-10 RIGID INSULATION R-10 RIGID INSULATIO VERTICAL 4" CONC. SLAB OVER 6 MIL. BLACK v.e. OVER 4' GRANULAR FILL • :s'^ •�••••••• ••• A V 4• te IIIiII�III1.^ n !'x m . to K FRAMING 4 FOUNDATION DIMENSION 1/2 C-WB 4' CONC. SLAB OVER 6 MIL. BLACK V.B. OVER 4' GRANULAR FILL e + , .1 a. 1'-0" MIN GRANULAR FREE DRAINING BACKFILL I 111 111 " �1a 11-111-111 •.. I I jam_ �y,.•Ai �-III-Tff-I .5 1•)if S%t " S a .r...i ,/„ WATERPROOF ^f:'^''t' •*' MEMBRANE ALONG `' `�`"/ •` BASEMENT FOUNDATION A. • i e•tii. ..�y ♦ I- Aid :14:7:71:111111: EA:$'•_III-Ian,•�.t.;^� 1III;I:,,�;.y,-III-III-1111E=r�i1jeks.._III-III-I 's•F ,,,w.-r.. -I•I I-III-1 4' DIA. PERF. FOUNDATION GRAIN SCALE : ': I' = 1'-0' 3' CLEAR u PER 5-SHEETS T!y 84 HOUSE/GARAGE BSMT. FND. DEC a o 2011 30(03 RECEIVED CITY OF TUKWILA APR 20 2017 PERMIT CENTER R4022B Basement Walls Below -grade exterior wall insulation used on the exterler (cold) side of the wall shall extend from the top of the below -grade wall to the top of' the footing and shall be approved for below -grade use. Above -grade Insulation shall be protected. Insulation used on the Interior (warm) side of the wall shall extend from the top of the below -grade wall to the below -grade floor level and shall Include R-5 rigid board providing a thermal break between the concrete wall and the °lab. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN AEA SUMMARY LOWER FLOOR MAIN FLOOR: TOTAL: GARAGE: COVERED PORCH: COVERED PATIO: UNCOVERED PATIO: COVERED DECK: 1,259 s.f. 1,603 s.P. 2.862 402 32 143 119 130 B.F. s.f. 5.f. s.f. e.F. s.f. 1 1 r f_ ACC DESIGN BY : PAVEL MELNIK c et ITw o of Project it : 171 13 Shoot A2 SCALE: 1/4' = 1' 0' TYPICAL FLOOR NOTES: L INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24'. SMOKE DETECTORS TO BE HARD -WIRED AND INTERCONNECTED, WITH BATTERY BACK-UP PER CODE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO 8E 2x4 ° 16' O.C. (UN.O.) 4. ALL EXTERIOR WALLS TO BE 2x6 • 16' O.C. (UN.0) 5- MAIN FLOOR HEADERS PER STRUCTURAL w 8'-0' AFF. (UN.OJ 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT. 1. DOOR SIZES NOTED ARE SLABS NOT ROUGH OPENINGS 8- PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. S. PROVIDE SOLID BLOCKING OVER SUPPORTS. 10 WHEN THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, PRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OF j4' GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE. 11. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EF*ECTIvE FIRE BARRIER BETWEEN STOIRES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL CONSIST OF NOT LESS THAN 2' NOMINAL LUMBER OR OTHER APPROVED MATERIAL. 12. ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH AST1'1 D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL BE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS. APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LESS THAN 6 INCI-E5 WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN T1$ EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND 70 THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW 4 DOOR OPENINGS - INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO - UNDER MASONRY, WOOD OR METAL COPINGS AND SILLS - CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM - WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL - AT WALL AND ROOF OR SOFFIT INTERSECTIONS - AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST 4 INTAKE OPENINGS TO BE A MINIMUM OF 3'-0' FROM PROPERTY LINE 4 MINIMUM 3'-0' FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4' MINIMUM 4 1/2' MAX OPENINGS IN ANY DIMENSION. OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRC R3035. 16. DUCTS FOR KITCHEN RANGES SHALL 8E OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER CODE. 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R302.S.1 4 R302.92. 18. UNDER FLOOR CLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30' WIDE X 18' HIGH PATH PATHWAY. CLEANOUTS ARE ACCESSIBLE. 12' CLEARANCE REQUIRED AT LINES LESS THAN OR EQUAL TO 2', 18' CLEARANCE AT LINES GREATER THAN 2'. (UPC 101.9) 19. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIFDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS • LOCATION, R308.4.1. SAFETY GLAZING. GARAGE NOTES: 1. GARAGES SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 5/8' TYPE X GUES APPLIED TO 7HE GARAGE SIDE. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN %' TYPE X GYPSUM BOARD OR EQUIVALENT. 2. -OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8' THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE SHEET STEEL OR OTI-IER APPROVED MATERIALS AND SHALL HAVE NO OPENINGS INTO THE GARAGE. IRO R309.1.1 4. 1N SIESMIC ZONES 02, WATER HEATERS SHALL BE ANCHORED TO RESIST HORZ DISPLACEMENT DUE TO EARTHQUAKE MOTION. STRAPPING SHALL BE • POINTS WITHIN THE UPPER ONE THIRD AND LOWER ONE THIRD PER UPC SEC. 5105 5. PROVIDE OUTDOOR COMBUSTION AIR FOR WATER HEATER 6. GARAGE FLOOR SURFACES SHALL SE OF APPROVED NONCOMBUSTIBLE MATERIAL AND THE AREA USED FOR THE PARKING OF AUTOMOBILES OR OTHER VEHICLES SHALL BE SLOPED To FACILITATE THE MOVEMENT OF LIQUIDS TO A DRAIN OR TOWARD THE MAIN VEHICLE ENTRY DOORWAY. CARBON MONOX f DE ALARM PER IRG R315.1 AND WAG 51-50-0901 FOR NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM IN DWELLING UNITS WITHIN W44104 FUEL -FIRED APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES. SINGLE STATION CARBON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYING WITH UL 2034 AND SHALL BE INSTALLED IN ACCORDANCE WITH THIS CODE AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONB- SMOKE DETECTORS A SMOKE DETECTOR SHALL BE INSTALLED IN EACH HABITABLE ROOM. A SMOKE DETECTOR SHALL BE CENTRALLY LOCATED ON EACH FLOOR AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24'. SMOKE DETECTORS TO BE 110v HARDWIRED, INTERCONNECTED, WITH BATTERY BACKUP PER IRG R314 WSEC 406 - FROM TABLE 406.2 - OPTION 5b HIGH EFFICIENCY WATER HEATER IS REQUIRED TO DEVELOP 15 CREDITS ra) �o) 04 0 r + I 1I'-0' CNLG. DNI PROVIDE MIN. 22'X30' ATTIC ACCESS INSULATE AND WEATHER STRIP EATING BAR + 11'-0' CLG. KITCHEN 13-6' X 15'-0' B, R.40. V.T.O. BUILT-INS WRAPPE POST(S) ENGINEE (,) AROUND STRU TURAL R STRUCTU ING 5-SHEETS 4'-0' X'6X •JP.:GP2CJ . PARLOR 15'-6' X 21'-6' SITTING AREA CANTILEVER:- 5LDR 6° 16 TRANSOM HEADER e CONCRETE WALKWAY / /2'-0'/ 38'-6" 38'-16' MINIMUM R-21 INSULATION, TYP. 4' CONC. COV'D PORCH 5'-0' X 4'-10' 5°50 BLDR 4FEIT GL7. SOAKING TUB 13'-0' 2x DECKING COv'D DECK 13-0' X 10'-0' 36' H. GUARDRAIL 2 OR HALF WAL SAFETY GLASS EGRESS • 9'-0' CLG. 12-0' X 16'-8' SHELVES p ap� I-Ne UR[+cc124'�(Qt I3` c0 7 MI . R-21 INS LATION, TYP.. DE ONE (I) HOUR FIFE 5E ARATION FOR LIVING ASAS ADJACENT 4 ABOVE 18' H PLATFORM W/ 2) LAYERS 3/ ' PLYWOOD 1 3)8' SOLID CORE WOOD OI� 20 MIN. FIRE RATED MTV DR W/ SELF CLOSER 4' jDIA. STEEL { B LLARD EMBED 24' 4' CONG. �- - 2-C &LRArIF-- 18'-0' X 21'-6'+ G HAWELLING SEPARATION ON THEE GARAGE SIDE OF WALLS CEILING WITH MIN. 1/2' GWB 5/8' TYPE 'X' GWB AT CE LING WITH HABITABLE ROOM VE (TABLE R302.6). SAFE T'`' GLASS • GARAGE DOOR' ICL�II eO.H. GARAGE DOOR NEERIGTYPICAOLN E1 CRTETE DRIVEWAY MAIN FLOOR FLAN 17- 0(03 RECEIVED CITY OF TUKWILA APR 20 2011 PERMIT CENTER DEC 3() Mg (SA) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL 8E RATED At 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR NOTE: REFER 70 STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN AREA SUMMARY LOWER FLOOR MAIN FLOOR: 1)59 6.f. 1,603 6,f. TOTAL: GARArP: COVERED PORCH: COVERED PA710. UNCOVERED PATIO: COVERED DECK: 2,862 402 32 143 I19 130 s.f. 6,f. s,f. b.f. 6,f, s.f. l W U o - 0 co0) CC l co J QTct IQ � � Q • OYa rZ Q VJ a. J l E *2 Y z m� I- I D. C C w ui c y6 0 e Project # 17113 Sheet A3 PLOT DATE: 04-19-2011 SCALE: 1/4' -0' MAXIMUM HEIGHT 40 2542' 234' 232' 230' 228' 226' 224' 222' 220' 234' 232' 230' 228' 226' 224' 222' 220' TOP OF RIDGE TOP OF RIDGE COMP. SHINGLES TYP. PL. • COV'D PORCH PL. ® LIVING/KIT/DIN. 12 6:12 CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. ROUGH SAWN 4 PAINTED PLYWOOD LAP SIDING CORNER TRIM 11L41ItFL-00R-+2313 PL. ® LOWER FLOOR SOFFIT, VENT 4 JNSULAIE LANL'L W/ R-30 INSUL. CONCRETE ENTRY PORCH AVERAGE GRADE o 2242' SID MAX. 14EICskT ALLOWED tOWER-FL 6:12 o 12 12 COMP. SHINGLES TYP. 6:12 COMP. SHINGLES TYP. PL. ® MAIN FLOOR CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. LAP SIDING CORNER TRIM LIGHTWEIGHT STONE - ! S.ENEFF, TYPICAL- WRAP -ROUND COLUMNS, TYP. LINE OF BASEMENT BEYOND LIGHTWEIGHT STONE VENEER TYPICAL MAIN FLOOR GARAGE SLAB/ \p FINISH GRADE o 2300' -' RETANING WALL EXISTING GRADE - 234' -- - - - - - - -- - 232' MAXIMUM HEIGHT a 2542' TOP OF RIDGE FRONT ELEVATION SCALE: 1/4' = 1'-0' COMP. SHINGLES TYP. PL. 4a MAIN FLOOR CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED LOAD OF 200 Ibe. APPLIED AT ANY -PAINT AL-ONG-7+4E RAIL-IN-AN-Y - DIRECTION. PER TABLE R3013 i-'I4110-FLOORe2313- 12 12 COMP. SHINGLES TYP. 6:12 230' 228' - - 226' 1 r S.a 1 L r PL. ® LOWER FLOOR SOFFIT, VENT 4 INSULATE CANT'L WRAP -ROUND COOLUMNSTYP. =r — 4 -PTEDIT AVERAGE GRADE • 2242' EXISTING GRADE -LOWER-FLOOR- FINISH GRADE COv'D PATIO 2 A6 OPTIONAL OBSCURE GLASS 1 CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. CORNER TRIM, TYP. LAP SIDING, TYP. - 224' - 222' 220' ELEVATION NOTES: 1. VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 3. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. R103.8 4. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.RC. R905.2.8 5. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 6. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS ® ALL EAVES, TYP. 1, ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4' HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. B. PROVIDE STAIRWAY ILLUMINATION PER I.RC. R303.6 9. SEE SHEET Al FOR ADDITIONAL NOTES. 10, PROVIDE SURFACE DRAINAGE 6' : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R401.3 2X TRIM Th } GARAGE SLAB s 232.5' SOFFIT, VENT 4 INSULATE CANT'L JJLR=30 JN UL,. 234' - 232' 230' 228' - 226' ( LNCOV'D PATIO REAR ELEVATION 224' EXPI';' D DEC3p ZOO RECEIVED CITY OF TUKWILA APR tlll PERMIT CENTER neb17-6f03 la Q a > t� inii Project # : 171 13 Sheet A4 PLOT DATE: 04-IS-2011 SCALE: 1/4' • 1'-0' MAXIMUM WEIGHT • 254.2' 234' 232' 230' 228' 226' 224' 222' 220' 234' 232' 230' 228' 226' 9 TOP OF RIDGE CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. PL. • MAIN FLOOR LAP SIDING, TYP. GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED LOAD OF 200 lbs. APPLIED . altrfIST ALONG THE RAIL IN ANY DIRECTION. PER TABLE R3015 MAIN FLOOR a 23tr PL. • LOWER FLOOR 9 SOFFIT, VENT 4 INSULATE CANT'L _ !W! B ifiLINSUL.— — — — WRAP -ROUND COLUMNS, TYP. ROUGH $Ai94-4— — PAINTED PLYWOOD AVERAGE GRADE • 2242' 6:12 6 12 COMPOSITION SHINGLE ROOFING, TYPICAL EXISTING GRADE LOWEKFLOOR— f FINISH GRADE CONCRETE PATIO 6:12 1 t 12 6 COMP. SHINGLES TYP. 6:12 4- za 0 ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING 4 HOEDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 3. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.C. R103.8 4. PROVIDE FLASHING AT ROOF PENETRATIONS PER IRC. R90528 5. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. LAP SIDING LINE CV BUILDING BEYOND L TYP. 1 LINE OF BASEMENT BEYOND 6. PROVIDE CONTINUOUS GUTTERS 4 DOUNSPOUTS • ALL EAVES, TYP. 7, ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4' HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. a PROVIDE STAIRWAY ILLUMINATION PER I.R.C. R303.6 9. BEE SHEET Al FOR ADDITIONAL NOTES. 10, PROVIDE SURFACE DRAINAGE 6' : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R4013 12 12 LEFT bLJVAT I Oil SCALE 1'4' 234' 232' GARLrIE SLAB e 230.0' 230' 4SOFFIT, VENT 4 INSULATE CANT'L 228' uTR-3/0-fNNi.c _ -- - 226' STEP STEM WALL PER GRADE 222' 220 MAXIMUM HEIGHT 6 254.2' TOP OF RIDGE COMP. SHINGLES TYP. 6:12 12 12 PL_ • MAIN FLOOR CORNER TRIM LIGHTWEIGHT STONE VENEER TYPICAL r '1 '1 GARAGE SLAB • 2300' 224' EXISTING GRADE AVERAGE GRADE a 2242' •••s 144 L ICONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. .as 2X TRIM J STEPSTEM-WALL_ PER GRADE ■ 222' — — — - LOWER-FLOLAC 220' rt LINE OF BASEMENT BEYOND 1QI&&---IT 1LFVATIoN LAP SIDING, TYP. GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED LOAD OF200Jb.0. APPLIEQ ALANYpQINT ALONG THE RAIL IN ANY DIRECTION. PER TABLE R3015 MA1N-FLV0R- -23T5. 9 Q' 61 n PL. • LOWER FLOOR WRAP -ROUND COLUMNS, TYP. LC ER FLOOR -� A 61 FINISH GRADE FIREB DEC 3.0 2Q1 IY- 234' 232' 230' 228' RECEIVED 226' CITY OF TUKWILA 224 PERMIT CENTER 17=003 1- t3 2 L 10 a 2) a l 4 Project # : 171 13 Sheet A5 PLOT DATE: 04-19-2011 SCALE: I/4' = I'-O' MAXIMUM HEIGHt e 2542' 234' - 232' - 230' 228' - 226' - 224 222' - INSULATION BAFFLE VENTED BLOCKING - CONTINUOUS GUttER OVER 8' FASCIA 4' CONC. OVER 6 MIL (BLACK) VS. OVER . • ' .7•,TeaCA L1T T� •ELOPE 4' TO O.N. DOORS' 6 MIL (BLACK) V13. 3/4' T. 4 G. PLYWOOD OVER FLOOR JOISTS �U/ R-30 N&4LATIfa 220'----__. WATERPROOF MEMBRANE ALONG BASEMENT FOUNDATION FOOTINGS PER ENGINEER -S-SHEETS- 2015 IRC Section R302.11 Flreblockinc9.. In combustible construction, ftreblocking shall be provided to cut off all concealed draft openings(both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Flreblocking shall be provided In wood -frame construction In the following locations: 1) In concealed spaces of stud walls and partitions, Including furred spaces and parallel rows or studs or staggered studs as Follows: a) Vertically at the ceiling and floor levels. b) I-lorizontally at Intervals not exceeding 10 feet. 2) At all Interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces at. stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.1. 4) At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of Flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. 5) For the fireblocking or chimneys and fireplaces, see Section R1003.19. 6) Fireblocking of cornices of a two-family dwelling is required at the line of dwelling unit separation. Fire blocking materials shall consist of material listed in Section R302.11.1. Loose -fill insulation material shall not be used as a firebloc. unless specifically tested In the form and manner intended. The intieegqrity of all fireblocks shall be maintained. Draftstopping: When there Is usable apace both above and below a concealed apace of a floor/telling assembly, draftstops shall be Installed so that the area of the concealed apace does not exceed 1000 square feet. Drartstope shall divide the concealed space Into approximately equal areas. Draftstopping materials shall consist of materials listed in Section R302.12.1. Draftstopping materials shall not be less than 'pinch gypsum, 3/8 Inch wood structural panels or other approved materials adequately supported. The integrity of the draftetops shall be maintained. TOP PtATE BOTTOM PLATE TOP PLATE BAND JOIST OR BLOCKING RAFTERS AND CEILING JOISTS OR APPROVED ROOF TRUSS SECOND STORY FLOOR JOIST - SEE ORILUNG AND NOTCHING PROVISIONS SECTION R502.$ SILL PLATE W/,o\'VA 11 JOIST IS PEPMITTED TO BE CUT OP NOTCHED BETWEEN THESE LIMITS 73 SPAN a) SPAN I SAND JOIST OR BLCGtING BOTTOM PLATE :,': *• I. PIATFOFVA FRAMING FOR BLOCKING AND BRIDGING SEE SECTION HB02,7 BEARING WALL LAP JOISTS IN. PAIN. OR SPLICE SEE SECTION R502.6,1 JOIST CRAWL SPACE OR BASEMENT FOUNDATION •_ /// \\\ iJf'\' r'///,\\VsY/ % ss : • INTERMEDIATE BEARING WALL SUBFLOOR TOP PLATE - SEE DRILLINGAND NOTCHING PROVISIONS SECTION R602.6.1 WALL STUD- SEE DRILIJNG AND NOTCHING PROVISIONS SECTION R602.6 403E T NAILED TO STUD I IN. x 4IN. PJB8ON CUT INTO 'STUD--- SEE SECTION RW2..6 SEE SECTION R32.8 FOR FIRE BLOCKING 1 MONOLITHIC SLAB -ON -GRADE FOUNDATION BALLOON FRAMING 12 ATTIC MANUFACTURED TRUSSES • 24' O.G. �lf 1/2 G.W.B.) TYP. R-45 INSULATION TYP. e FLAT CEILINGS MIN. 2'-0' R-10 RIGID INSULATION • PERIM. iUiLOINC CROSS-SECTION 'A' SCALE: 1/4 I'-0' Section 312.12: Rodent proofing: Strainer plates on drain Inlets shall be designed and installed so that no opening exceeds 1/2 of an Inch to the least dimension. 31212 1: Meter boxes shall be constructed In such a manner that rats cannot enter a building by following the service pipes From the box Into the building. 312.122: Metal Collars In or on buildings where openings have been made In walls, floors, or ceilings For the passage of pipes, such openings shall be closed and protected by the Installation of approved metal collars securely fastened to the adjoining structure. 312.123: Tub Waste Openings. Tub waste openings in framed construction to crawl spaces at or below the first floor shall be protected by the Installation of approved metal collars or metal screen securely fastened to the adjoining structure with no opening greater than 1/2 of an Inch In the least dimension. • 2015 Uniform Plumbing Code with Washington State Amendments (UPC) 4X4 DF '2 POST AT 8FT O.C. ATTACHED TO 2X12 JOISTS W/ (2))4' DIA. x 6' LONG THR) BOLTS W/ NO AND WASHERS en r 10d C01MGtl NAILS BOTH SIDES STAGGERED AT 6' 0 2X6 16' OC. STUD HALF -WALL IhFILL W/ CONTINUOUS 2X6 CAP PLATE. -'NE OF STRUCTURE BEYOND TOP OF RIDGE TYPICAL ROOF CONSTRUCTION ARCH. LAM. COMP. ROOFING OVER 15s ROOFING FELT OVER1/2' GDX OR 1/16' OSB SHT'G (CCX PLYWD AT EXPOSED EAVES) MFG. ROOF TRUSSES a 24' O.G. PL. a MAIN FLOOR GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED LOAD OF 200 Ibe. APPLIED AT AN' r PO1NT-ALONG-T+IE RAIL IN ANY DIRECTION. PER TABLE R3015 -MAIN FLOOR PL. a LOWER FLOOR 2x6 STUDS 16' O.C. W/ R-2I INSULATION TYP. FINISH PER ELEVATION OVER 1' CDX OR OSS. OVER 151b FELT OVER m Kl CN AVERAGE GRADE e 2242' LOWER —FLOOR 0 6) FOOTINGS PER ENGINEER S-SHEETS 12 TRUSSES PER MANUFACTURER PARLOR RM. 16'-6' 12 234' 232' — 230' 228' - 226' 224' - 222' - 220' BATH DEN/BDRM. 5 • 9'-0' CEILING PLATE • 11'-0' CEILING PLATE 18'-6' 10d COMMON NAILS STAGGERED AT 6' O.C. CONTINUOUS 2XI2 RIM JOIST SIMPSON A34 POST TO TOP PLATE SIMPSON A34 POST TO TOP PLATE 2XI2 FLR JSTS a 16' O.G. SECTION - HALF WALL FRAMING BATT INSULATION - PER PLAN CEILING JOISTS - PER PLAN Ji111111111RUNipIila►>\�Obs t 35'-0' �RI�SS D i AGRAM ' Ei' ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER 4 SHEATHING PER PLAN IROOF FRAMING [MEMBERS PER PLAN INSULATION BAFFLE TO EXTEND 12' ABOvE INSULATION WITH 11/2' CLEAR AIRSPACE HVENTED 2X BLOCKING W/ (3) 2' DIA HOLES PER 24' O.C. (BLOCK[ s \\ TO TOUCH TOP PLATE FASCIA BOA PER PLAN 435F a 24' O.G. (BIRD BLOCKING TO TOP PLATE) (3) Sd NAILS e EACH TRUSS 30' OR GREATER OVERHANGS USE SIMPSON H-I SEISMIC TIE e 48' O.G. (TRUSS TO TOP PLATE) 2 X STUDS PER PLAN 1 Wol BATT INSULATION PER PLAN 5" CONTINUOUS METAL GUTTER -8d NAILS ® /I 6' O.G. (SHTG L� TO BIRDBLOCKING) OVERHANG PER PLAN HFINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN �— FLAT CEILING 4 EAVE SCALE : I' _ 1'-0' EXPI DEC 3.0 2011 i 30 RECEIVED CITY OF TUKWILA APR 20 2011 caPERMIT CENTER NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. W U a) n y1 co 0) W iN \� o CO ,crt r co J fle co < -j�U ab. de yl r VI k- �W 0cc co re III co V r O 0 N Qe < 111 (1)� a. N 0W 11 a- Project # 171 13 Sheet A6 PLOT DATE: 04-19-2011 O W 2 2 E (HANDRAIL GRIP SIZE PER IRC R3115.6.3.) 1 1/4' DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR 4/ t r NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL MEMBERS TO BE SUCH THAT A SPHERE OF 4' DIA. SHALL NOT PASS THROUGH ANY OPENING NOTE: GREATEST AND LEAST TREAD 4 RISER SHALL NOT VARY MORE THAN 3/8' (PER IRC R311,53.1 4 R3II.5.32) HANDRAILS PER IRC R3115.6 BALUSTERS TO CONFORM TO IRC R3122 36' MIN. STAIRWAY WIDTH PER IRC R311.5.I 10' 11N. TREAD [In P.T. 2X4 THRUST BLOCK/ GALV. 16d CONC. NAILS e 6' O.C. ► 11� SIMCPSOOR LOPED EQUAL BELOW STAIR INSTALL I/2' GUAM 44 CEILING 4 WALLS BEAM PER PLAN (3) P.T. 2XI2 STRINGERS NOTE: DELETE P.T. WHERE OK'D BY BUILDING INSPECTOR USE NERVASTOHL MOISTURE BARRIER BAN. STRINGER 4 SLAB FIRE BLOCKING o MID -SPAN CONC.5LAB'.< NOT TO SCALE CONT. DBL. TOP PLATE R 10 RIGID INSULATION e EXTERIOR SIDE OF WALL (SHADED AREA) KING STUD EXTERIOR PLYWOOD TRIMMER NOT TO SCALE INTERIOR STAIR W/ SLAS HEADER/INSULATION DETAIL 2 HANDRAIL I' PART TION RAILING WANDGRIP SECTION BTU.N I'iz' 4 2' l ri L - Ike' PART. BD. BULLNOSE HANDRAIL TREADS GLUED 4 SCREWED (INSTALL AFTER ROOF ON) BALLUSTER OR PARTITION (VERIFYFr STYLE) 'SIMPSON' LS50 EA. SIDE h' PLYWOOD RISERS (3) 2 X 12 STRINGERS %' TYPE 'X' TYP. UNDER STAIR MAX,. 10 `` (MIN. 0' SHOE RAIL FOR BALLUSTERS NOSING OF TREAD ire 2 X 12 STRINGER 2 X BLOCKING `r�xx �^ Q PROVIDE MN. 36' CLEAR WIDTH AT STAIRWAYS SCALE 3/4' w I'-0' STAIR 4 RAILING DETAIL INSULATION PER PLAN -------- 2X STUD WALL PER PLAN 1/2' COX PLYWOOD SHEATHING 2 LAYERS GRADE D BLDG. PAPER WEATHER RESISTANT BARRIER CORROSION RESISTANT (GALV.) METAL LATH ADHERED STONE VENEE TYPE 'N" MORTAR JOINT TYPE 'N" MORTAR SEATING BED 26 GA GALV. CORROSION RESISTANT WEEP SC SCREED -OVERLAP BLDG. z PAPER -LATH TO COVER 4 E TERMINATE ON FLANGE FOUNDATION WALL 4' MIN. (SCREED TO GRADE) 2' MIN. (SCREED TO PAVEMENT) 4 4 0 4 4 4, 4 4' MIN. ABOVE THE EARTH, 2' MIN. ABOVE PAVED AREAS, AND ? MINIMUM ABOVE EXTERIOR WALKING SURFACES, PER IRC R103.12.1. K3) ADHERED VENEER 0/ SHEATHING VENTILATION SCHEDULE 2015 WASHINGTON STATE ENERGY CODE I M1507.3.3(1) &(2) SYMBOL LOCATION MINIMUM FAN REQUIREMENTS A Bath, Powder, Laundry Min. 50 cfrn @ 0.25" WG 4 B Kitchen Min. 100 cfm @ 0.25" WG (Range hood or down draft exhaust fan rated at min.100 cfrn at 0.10" WG may be used for exhaust fan requirement.) 4 C Whole House Fan MIN. CFM = 75 MAX CFM = NO MP M1507.3.3(1) (based on 2,862 s.f. floor area & 5 bedrooms) 'flow rating @ 0.25" WG *whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured @ 0.1" WG, per IRC M1507.3.4 INTERMITTENT WHOLE -HOUSE MECAHNICAL VENTILATION PER M1507.3.3(2) 75 CFM X 1.5 (66%) = 112.5 CFM INTERMITTENT WHOLE - HOUSE FAN AT 66% (1.5 FACTOR) RUNTIME PERCENTAGE IN EACH 4-HOUR SEGMENT PER M1507.3.3(2) "AII fans to 'ent to outside "All other requirements of 2015 IRC • CONTINUOUS FAN OPTION PER TABLE IRC MI501330) 1015 WHOLE HOUSE VENTILATION OPTION 1 - INTERMITTER WHOLE HOUSE VENTILATION USING EXHAUST FANS A. • 15 CFM XHAUST FAN FLOW RATING PER TABLE M15082 • •f` erev ROLS: 24 HOUR CLOCK TIMER WITH CAPACITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL 4 ACCESSIBLE. • WHOLE HOUSE FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL NAVE A SONE RATING OF 1.0 OR LESS AT 0.1 INCHES W.G. • OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. WHERE OUTDOOR AIR SUPPLIES ARE SEPARATED FROM EXHAUST POINTS BY DOORS, PROVISIONS SHALL BE MADE TO ENSURE AIR FLOW BY INSTALLING OF DISTRIBUTION DUCTS, UNDERCUTTING DOORS, GRILLES, TRANSOMES, OR SIMILAR MEANS. DOORS SHALL BE UNDERCUT A MINIMUM OF 1/2' ABOVE FLOOR COVERING B. 15 CFM X 1.5 (66%) = FACTOR) RUNTIME PE MI50133(2). INTERMITTEN WHOLE -HOUSE FAN a 66% (15 E IN EACH 4-HOUR SEGMENT PER IRC • INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE PER TABLE IRC M150133(2) NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. Per WSEC R402.4, The building thermal Envelope shall be constructed to Ilmlt air leairage. The results of the test shall be signed by the party conducting the test and provided to the code official (R402.4.12). Per WSEC R403.1.1, at least one thermostat per dwelling unit shall be capable of controlling the heating and cooling system on a daily schedule. Per U.JSEC R40322, Ducts, air handlers, and filter boxes shall be sealed. Per LUSEC R404.1, A minimum of 15 percent of the lamps In Installed lighting fixtures be high lamps. permanently shall -efficacy DUCTS (503.10.1) • INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOOR OR CEILING CANNOT DISPLACE REQUIRED INSULATION. • BUILDING CAVITIES CANNOT BE USED A5 DUCTS DUCT TESTING (503.102) • DUCTS LOCATED OUTSIDE THE CONDITIONED SPACE MUST BE TESTED. GLAZING SCHEDULE TUKWILA EDGE HOMES ROOM # OF WNDS. NM/D. W. WND. H. MANUF. FRAME TYPE WDW. TYPE MODEL NO. AIR GAP GAS LO-E U-VAL. (1) AREA UA LOWER FLOOR REC.RM. 1 5.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 30.00 7.20 REC.RM. 1 8.00 8.00 MILGARD VINYL S.G.D. 5621 1/2" AIR YES 0.24 64.00 15.36 BEDRM. 2 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 30.00 7.20 BEDRM. 3 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 30.00 7.20 BEDRM. 4 1 5.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 25.00 6.00 BEDRM. 4 1 5.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 10.00 2.40 STAIRCASE 2 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 8.00 1.92 MAIN FLOOR FOYER 3 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 12.00 2.88 PARLOR 1 6.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 36.00 8.64 PARLOR 1 6.00 1.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 9.00 2.16 PARLOR 1 8.D0 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 48.00 11.52 PARLOR 1 8.00 1.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 12.00 2.88 KITCHEN 1 6.00 4.50 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 27.00 6.48 KITCHEN 1 6.00 1.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 9.00 2.16 DINING 2 6.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 72.00 17.28 DINING 2 6.00 1.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 18.00 4.32 M.BATH 1 5.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 25.00 6.00 M.SUITE 2 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 8.00 1.92 M.SUITE 1 8.00 8.00 MILGARD VINYL S.G.O. 5621 1/2" AIR YES 0.24 64.00 15.36 BATH. 2 1 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 4.00 0.96 STAIRCASE 1 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.24 4.00 0.96 BEDRM. 5 1 6.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.24 36.00 8.64 W N D. TOTAL: DOORS WITH MORE THAN 50% GLASS 881.00 139.44 SKYLIGHTS AND SKYWALLS I DOORS WITH MORE THAN 50°/ GLASS -TOTAL: AVG. U-VALUE (VERTICAL GLASS): GLAZING % = AVG. U-VALUE = (1) U-VALUES ARE NFRC CERTIFIED TOTAL 1 AVG. = = TABLE 10-6A, SKYLIGHT U-VALUE (OVERHEAD 561.00 S.F. TOTAL: GLASS): = = AREA UA 581.001 139.44 TOTAL 1 TOTAL 2 20.30% HEATED AREA UA TOTAL (TOT. 2) 2862.00 S.F. 139.44 UA 0.24 U-VALUE AREA TOTAL (TOT. 1) OR OBTAINED FROM WSEC 581.00 A B, C. D OR E FOUNDATION VENTILATION Crawlspace Area: 338 s.f. Ventilation Required: 338 s.f. / 150 = 162.24 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1/4"mesh = 73.5 s.i. Vents Required = 162.24 s.i. / Vent Area = 2.21 s.i. Provide : 3 14" x 7" Vents, Area = 220.5 s.i. Ventilation Provided = 220.50 s.i. is Greater than 162.24 s.i. Req'd Use: 3 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 VENTS SO AS TO PROVIDE CROSS -VENTILATION OF CRAWL SPACE LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING NO OPERABLE LOUVERS AT VENTS Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for slxlne cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated Insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your protect. As you make selections in the drop -deems for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956.2042 for assistance. Project Information tuRwila6dee.ltomes Heatina System Type: © All Other System Contact Information O Heft nmp To see detailed instructions for each section, place your cursor on the nerd "Instructions'. Deslan Temperature InMrucaons Area of Building Conditioned Floor Area insuucaona Conditioned Floor Area (sq ft) Average Ceiling Height instructions Average Ceiling Height (ft) Glazlna and Doors wouctions Skvllahts Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings instructions NO vaulted Ceilings in off MUM - Above Grade Walls (... Fear. r) Instructions Floors !nab actions R.21 Intermediate R-70 Below Grade Walls (se Figure 1) instructions ••.... _.. ' R.21 Interior Slab Below Grade (a.. Naar 1/ ingnuttlon:i __... ._-.. .• He Slab Below Grade ,n this project. Slab on Grade Ave Fyne t) instructions -.:«- IIIR•ta Reinter Location of Ducts n a:Uction-`' esosneaonre Specs Figure 1. Design Temperature Difference (AT) 46 Ar s Indoor (70 deems) - OuaporDesgn Iona 2,662 9.0 Conditioned Volume 25.758 U-Factor X Area = UA 0.30 U-Factor 0.50 174.30 X Area = UA U-Factor X Area = UA 0.026 U-Factor X 1.651 Area 42.93 UA U-Factef X Area UA 0.056 U-Factor 0.029 1,299 72.74 X Area UA 338 9.80 U-Factor X Area UA 0.042 F-Factor 1,261 52.96 X Le th UA F-Factor X Len'th UA 0.540 162 Duct Leakage Coefficient 410 87.70 Sum of UA 440.43 Envelope Heat Load 20,260 Btu I Hour Sum oWUAxar Air Leakage Heat Load 12,797 Btu / Hour Volume X 0.6 XAT X.0r8 Building Design Heat Load 33,056 Btu / Hour At LaMapa • Envelope HOW Low Building and Duct Heat Load 36,362 Btu I How Duda in on vnStned span: Sum orauibog Neel LOUX 1.10 Ducts on mndto ed spent Sum or& em Hem Lou X 1 Maximum Heat Equipment Output 50,907 Btu / Hour Buildup and Our Hem Loss X 140 for Forced Furnace Sabena and OW Heat Law X 1.25 for Feat Pump ROOF VENTILATION MAIN ROOF Standard Truss / Scissor Truss Roof Framing Assembly: Roof Area : 2243 s.f. Ventilation Required: 2243 s.f. x 144 s.i. / s.f. / 300 = 1076.6 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave rents Eave Ventilation: Birdblocking = 4.71 s.i. / I.f. -25% reduction = 3.53 s.i. / I.f. Eave Ventilation Req'd = 1076.64 s.i. / 2 / s.i. per U. = 152.39 I.f. Provide : 153 11.. birdblocking. Ventilation = 540.47 s.i. Min. Ventilation Provided = 540.4725 s.i. is greater than 538.32 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation Req'd = 1076.64 s.i. / 2 1 s.i. of each vent = 14.65 vents Provide: 15 -7"x7" roof jacks. Ventilation = 551.25 s.i. Ventilation Provided = 551.25 s.i. is greater than 538.32 s.i. Req'd Use : (minimum) 153 I.f. birdblocking. Ventilation = 540.47 s.i. Use : (minimum) 15 -7"x7" roof jacks. Ventilation = 551.25 s.i. Total Min. Ventilation Provided = 1091.72 s.i. IS GREATER THAN : 1076.6 s.i. Req'd DEC3.(0 RECEIVED CITY OF TUKWILA APR ? n -M17 PERMIT CENTER t1fl4103 U 0 a a 0 t7 Z lY C Project ft: - 17113 Sheet A7 I 1/ PLOT DATE 04-19-2011 GENERAL NOTES THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE PRESCRIBED VERTICAL ANp LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTUIE IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOBSITE SAFETY: ERECTION MEANS, AND SEQUENCES: TEMPORARY SHORING, FORMWORK, AND BRACING: USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS, AND WORKMANSHIP SHALL CONFOR1 TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) AND 9EI/ASCE 1-10 "Imm M DESIGN LOADS FOR BUILDING AND OTHER STRICTURES AS AMENDED BY LOCAL JURISDICTION PROJECT LOCATION: GPS LOCATION: 41.106640 LAT.,-122301503 LONGIT. SITE ADDRESS: PARCEL 334840.0949, TUKWILA, WA 98118 STRUCTURAL DESIGN CRITERIA (C4.16) LATERAL FORCES: 1. WIND l IBC 1609 4 ASCE 60 1 IL SEISMIC ( IBC 1613 4 ASCE 110-130 1, 110 MPH WND SPEED (ult) 85 MPH WIND SPEED (ad) EXPOSURE - 8 IMPORTANCE FACTOR Iw • 10 WIND SPEED UP: KzT•100 SEISMIC DESIGN CATEGORY - D2 OCCUPANCY RISK - II 2% PE IN 50 YR (2006 LAT-LON ) USGS-CD: 02 SEC. (Se) 1292g 10 SEC. (51) 0.491g VERTICAL FORCES - GRAVITY ( IBC 1601 4 TABLE 16011 ) VERTICAL LOADS: DEAD LOAD LIVE LOAD ROOF ACTUAL 25 P5F 5N0W (OR PER LOCAL JURISDICTION) FLOOR ACTUAL 40 PSF GARAGE ACTUAL 50 PSF (or 3000* WHEEL LOAD) DECK ACTUAL 40 PSF SOILS AND FOUNDATION DESIGN CRITERIA (113C CH. 18): SUBSURFACE INVESTIGATION SHALL BE REQUIRED PER 18032: FOUNDATICN DESIGN SHALL BE BASED IN THE ABSENCE OF A 501L5 REPORT, THE PRESUMPTIVE LOAD BEARING VALUES DETERMINED BY LOCAL JURISDICTION OR PER IBC TABLE 18062 SHALL BE USED: I. SOIL BEARING PRESSURE 2. ACTIVE PRESSURE - RESTRAINED 3. ACTIVE PRESSURE - UNRESTRAINED 4. PASSIVE RESISTANCE 5. COEFFICIENT OF FRICTION 6. LOCAL FROST DEPTH 1500 P5F 45 PCP 35 PCP 250 FCF 035 12 !NOW ALL FOOTINGS SHALL BEAR CN PIR1 UNDISTURBED EARTH OR COMPACTED 'STRUCTURAL BACIffILL'. AREAS OVER EXCAVATED SHALL BE BACKFILLED WTH LEAN CONCRETE (F'c • 2000 P51) OR STRUCTURAL BACK FILL. CONCRETE (115C 04.15 4 ACI 318-11) CONCIFETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY -MIXED PER ASTM C-94, MAXIMUM SLUMP 5'. MINIMUM CEMENT CONTENT 5''4 SACKS PER YARD PROVIDE 5%-1% AIR -ENTRAINED CONCRETE FOR CONCRETE (F'c • 3000 P51) EXPOSED TO WEATHER MINIMLRN SPECIFIED COMPRESSIVE STRENGTH (Pc AT 28 DAYS) IBC TABLE 19042 USE OR LOCATION OF CONCRETE CONSTRUCTION: PC (P51) SPECIAL INSPECTION 4 TESTING REQUIRED FOOTING PADS 4 FOUNDATIONS NOT EXPOSED TO WEATHER 2500 NOT REQUIRED PORCHES, PATIOS, DRIVEWAYS, AND GARAGE SLAB 3,000 NOT REQUIRED FOUNDATION STEM WALLS AND INTERIOR SLABS ON GRADE 2500 NOT REQUIRED CONTRACTOR SHALL HAVE AVAILABLE AN SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 3000 P51 OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. REINFORCING STEEL: REINFORCEMENT SHALL CONFORM TO ASTM A-615, 'DEFORMED AND PLAN BILLET STEEL BARS FOR REINFORCING STEEL'. BARS SHALL BE GRADE 60 EXCEPT THAT NO. 3 AND 4 MAY BE GRADE 40. BARS SHALL BE DEFORMED. SPLICE SHALL BE 24 BAR DIAMETERS OR 18' MINIMJ9. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS N WALLS AND FOOTINGS AT INTERSECTIONS. MILL TICKET FOR REINFORCING BARS SHALL BE MADE AVAILABLE TO THE BUILDING INSPECTOR AND ENGINEER CF RECORD FOR VERIFICATION IF REQUESTED. WIRE FABRIC SHALL CONFORM TO AN51/ASTM A-185, STEEL IUELDED WIRE FABRIC PLAIN FOR CONCRETE PLACEMENT CONCRETE ACCESSORIES: ANCHOR BOLTS, BARS AND RODS SHALL CONFORM TO AVM A-301' 'LOW CARBON STEEL EXTERNALLY AND INTERNALLY THREADED FASTENERS'. CAST -IN -PLACE COLD -FORM STEEL CONNECTORS IN CONCRETE FOR LGHT FRAME CONSTRICTION SHALL SE MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED N THE CURRENT SIMPSON STRONG -TIE ICC ES OR IAFMO ES REPORT. ALTERNATE PRODUCTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. REQUEST FOR SUBSTITUTION WILL ONLY BE APPROVED WITH CURRENT ICC ES OR IAPMO ES REPORT AND A LIST STATING THE PROPOSED ITEM SUBSTITUTION WITH EQUIVALENT OR GREATER LOAD CAPACITY. N ADDITION, ,SUBSTITUTIONS WILL BE REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC398 (CAST N PLACE COLD -FORMED STEEL CONNECTORS N CONCRETE FOR LIGHT FRAME CONSTRUCTION) PROPRIETARY CAST -IN -PLACE ANCHOR BOLTS SHALL BE 'Se' AND 'S5T8' ANCHOR BOLTS MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED ON THEIR LATEST CATALOG AND ICC ESR-2611. SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. N ADDITION SUBSTITUTIONS WILL BE REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC399 (CAST -IN -PLACE PROPRIETARY BOLTS N CONCRETE) EXPANSION ANCHORS (UEDGE ANCHORS) SHALL BE AS NOTED ON PLANS. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. WHEN NOTED ON CONSTRUCTION DOCUMENTS, INSTALLATION SHALL BE SPECIAL INSPECTED. NON -SHRINK GROUT: MASTER BUILDERS MASTER=LCW 928 OR PRE -APPROVED EQUAL GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKNG CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. NO GROUTING SHALL BE DONE BELOW 40 DEGREES F. EPDXY GROUT: SIMPSON STRONG -TIE 'SET', COVERT OPERATIONS 'CIA' GEL, OR PRE -APPROVED EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT, WHICH SHALL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLES SHALL BE DRILLED AT THE DIAMETER AS SPECIFIED BY THE MANUFACTURER BASED CN THE DCUEL BAR OR THREADED ROD DIAMETER HOLES SHALL BE DRY 4WD CLEANED WITH PRESSURIZED AIR JUST PRIOR TO INSTALLED GROUT. THE REBAR DOUEL OR THREADED ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT IS PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA EMBED (9) DIAMETERS MINIMUM UNLESS NOTED OTHERWISE N PLANS AND DETAILS. GROUTING OPERATION SHALL BE INSPECTED BY AN AGENT A5 RECOMMENDED BY THE OMNER WOOD CONSTRUCTION (IBC CH. 23 4 NOS) GENERAL REQUIREMENTS: PROVIDE MNIMUM NAILING PER 2015 IBC TABLE 2304.9.1 OR MORE, A5 OTHERUISE SHOWN. PRESSURE TREAT ALL WOOD N CONTACT WITH CONCRETE OR MASONRY. PROVIDE CUT WASHERS WHERE BOLT MEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY 15C SECTIONS 2308.10.42 . OR AS APPROVED PRIOR TO INSTALLATION WOOD SHEATHING : 514ALL BE STRUCTURAL 9 PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD SHALL BE GROUP I OR GROUP 2 SPECIES, C-D GRADE EXPOSURE 1 CONFORMING TO PS 1-83. EACH PANEL SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. ORIENTED STRAND BOARD (058) SHALL BE APA RATED STRUCT: I FOR ROCF AND WALLS AND APA RATED STUDY -I -FLOOR FOR FLOORS. EACH PANEL SHALL BE CI LMIFIED A5 EXPOSURE 1 AND SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION (APA). FRAMING LUMBER STANDARDS: CONFORM TO U.EST COAST LUMBER INSPECTION BUREAU (WCLIB), OR WESTERN UI000 PRODUCTS ASSOCIATION (UAUPAL EACH PIECE SHALL BEAR THE SCLIB OR UAUPA GRADE TRADE- MARC SPECIES AND GRADE - BASE DESIGN VALUES ( PSI) per MS STRUCTURAL ELEMENT SPECIES/GRADE Fbx Fvx it, re Ft E 1. 6x BEAMS AND HEADERS DF NO.2 815 110 625 600 425 1300000 2. 4x BEAMS AND HEADERS OF NO.2 900 180 625 1350 525 1600000 3. 2x JOIST HF N0.2 850 150 405 1300 525 1300000 4. 6x POST OF NO. I 110 625 1000 825 1600000 1200 5. 4X P051 DF NO. 2 850 180 625 1400 500 1600000 6. 543x6 au -LAN POST 24F-v4, 24F-vs 2400 265 650 1650 1100 1100000 1. GLU-L411 BEAM 24F-v4, 24F-118 2400 265 650 1650 1100 1800000 8. 31/2x OR 51/4x PSL BEAM PARALLAM P5L 2900 290 150 2900 - 2000000 9. 31/2x OR 5''4x LVL BEAM MICRO -LAM LVL 2600 285 150 2510 - N300000 10. 31/2x OR 51/4x LSL BEAM TIMBERSTRAND LSL 1100 400 680 1400 - 1300000 II. 2x WALL FRAMING HP NO. 2 850 150 405 1300 525 1300000 12. 2x WALL FRAMING > I5FT DF NO. 1 1000 160 625 500 615 1100000 GLUE -LAMINATED MEMBERS: CONFORM TO ANSI/AUTO 4190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS, UP -VS DOUGLAS FIR FOR CANTILEVERED SPANS WITH EXTERIOR GLUE. I -JOISTS: SHALL BE TRUS JOIST MACMILLAN, OR APPROVED EQUAL, AS INDICATED ON THE STRUCTURAL DRAWINGS. I -JOISTS SHALL BE MANUFACTURED IN ACCORDANCE WITH A CURRENT 1080 REPORT AND APPROVED SHOP AND NSTALLATION DRAWINGS. WOOD CONSTRUCTION CONNECTORS: SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED N THEIR LATEST CATALOG. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS, SOLIS, OR SCREWS SPECIFIED ON CONNECTOR HARDWARE. CONTRACTOR'S PROPOSED SUBSTITUTION OF OTHER MANUFACTURE'S CONNECTORS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL PRIOR TO ORDERING REQUESTS FOR SUBSTITUTION SHALL INCLUDE CURRENT ICC AND/OR IAPMO ES REPORTS AND A LIST STATING THE PROPOSED ITEM -FOR -ITEM SUBSTITUTION 144,9 AN EQUIVALENT OR GREATER LOAD CAPACITY. N ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA AC13 AND/OR IAPMO EVALUATION CRITERIA 002-2001 FOR JOIST HANGERS AND SIMILAR DEVICES AND ICC AC 55 FOR HOLDOUNS AND TENSION TIES. BOLTS N WOOD CONNECTORS SHALL CONFORM TO 45111 A-301, GRADE A. STRUCTURAL WOOD SCREWS: UANERE SPECIFIED OR REQUIRED BY SPECFIC HARDWARE, SCREWS SHALL BE 'SOS' STRONG -DRIVE SCREWS MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED IN THEIR LATEST CATALOG AND ICC E5R-2236. SUBSTITUTION PROPOSED 8Y THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. N ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA AC233 (ALTERNATE DOUEL TYPE THREADED FASTENERS) REQUIREMENTS FOR FASTENERS N TREATED MATERIAL: ALL HARDWARE AND FASTENERS IN PRESSURE TREATED MATERIAL SHALL BE SIMPSON GI85 HDG (HOT DIPPED GALVANIZED) OR 55T300 STAINLESS STEEL CONNECTORS OR EQUIVALENT. HOT DIPPED GALVANIZED FASTENERS SHALL BE USED WITH GI85 Z-MAX AND HDG CONNECTORS AND STAINLESS STEEL FASTENERS SHALL BE USED WITH 551300 CONNECTORS. p0 NOT USE STANLESS STEEL FASTENERS WITH 6185 Z-MAX OR HOG CONNECTORS. ALL ANCHOR BOLTS, WASHERS, AND NUTS 514ALL BE HOT DIPPED GALVANIZED. HOT DIPPED OR STAINLESS STEEL NAILS MUST BE USED WHEN FASTENING SHEATHING, STUDS, AND JOIST INTO TREATED MUDSILL. HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTERES SHALL BE USED WHEN FASTENING DECKING TO TREATED MEMBERS. INSPECTION: NEC CH. I SECT. 110 ) CONSTRUCTION SHALL BE SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL AND SUCH CONSTRUCTION OR UK)RIC SHALL REMAIN ACCESSIBLE AND EXPOSED FOR CONTNUING IN5PEGTICN UNTIL APPROVED. THE OU.NER OR CONTRACTOR SHALL NOTIFY THE BUILDING OFFICIAL TO MAKE THE INSPECTIONS SET FORTH IN SECTIONS 1103.1 THROUGH 1103J0. NSFECTION REQUESTS SHALL BE THE RESPONSIBILITY OF THE BUILDING PERMIT HOLDER WOW SHALL NOT PROCEED BEYOND THE PONT INDICATED IN EACH SUCCESSIVE INSPECTION WITHOUT OBTAINING THE APPROVAL CF THE BUILDING OFFICIAL. THE BUILDING OFFICIAL SHALL INDICATE ANY OF CONSTRUCTION THAT 15 SATISFACTORY AS COMPLETED, OR NOTIFY 11-E CONTRACTOR ANY PORTIONS THAT ARE NOT IN COMPLIANCE TO THIS CODE. ANY PORTIONS THAT DO NOT COMPLY SHALL SE CORRECTED BY THE CONTRACTOR AND SUCH PORTION(5) SHALL NOT BE COVERED OR CONCEALED UNTIL AUTHORIZED OR SIGNED OFF BY THE BUILDING OFFICIAL. ABBREYIATIONS.STRUCTURAL DRAWINGS) (THIS LIST APPLIES ONLY TO STRUCTURAL 41 AT EL ELEVATION MAX MAXIMUM • DIAMETER EN EDGE NAILING MN MINIMUM • POUNOMUA-IBER EQ EQUAL NTS NOT TO SCALE ! PLUS OR MINUS ES EACH SIDE OC ON CENTER / PER EW EACH WAY 058 ORIENTED STRAND BOARD • SQUARE FT FOOT OR FEET PL PROPERTY LINE AB ANCHOR BOLT HA FOUNDATION PSF POUND FER SQUARE FOOT ALT. ALTERNATE FL FLUSH PSI POUND PER SQUARE INCH BLDG. BUILDING F.J. FLOOR JOIST PIU PLYWOOD B-KG BLOCKING FOC FACE OF CONCRETE S-ITG SHEATHING BM BEAM FOM FACE OF MASONRY STRJCT STRUCTURAL EN BOUNDARY NAILING F05 FACE OF STUD SIM. SIMILAR BOF BOTTOM OFFOOTNG FOW FACE OF WALL SA SQUARE BOT BOTTOM FTG FOOTING STD STANDARD BRIG BEARING GA GAUGE SW SHEAR WALL G CHANNEL GALV GALVANIZED S.V. SCREEN VENT CBR GANSER GL GLU-LAM (BEAM) TIG TONGUE AND GROOVE CANT CANTILEVER GT GIRDER TRUSS TOC TOP CF CONCRETE CJ CEILING JOIST HF HEM -FIR TOF TOP OF FOOTING C.J. CONSTRUCTION JOINT WAR HANGER T08 TOP CF STEEL CI-. CENTERLINE NPR HEADER TPL TRIPLE CENT CONTINUOUS HT HEIGHT TYP. TYPICAL Da DOUBLE NOR HORIZONTAL UNO UNLESS NOTED OTI-ERUISE DET DETAIL N. INCH VERT VERTICAL DIA. DIAMETER J5T. JOIST W WIDE FLANGE STEEL BEAM Of DOUGLAS FIR L ANGLE W/ WITH DO Ditto, THE SAME LVL LAMINATED VENEER W/O WITHOUT EA EACH LUMBER EF EACH FACE 2x BLOCKING (TYP) ROOF 51416. TRUSSES OR RAFTE PL ELEV. PW SHEATHING -SEE SCHEDULE FOR NAILING BOINDARI' EDGE FRAMING PER SCHEDULE BLOCKING REQUIRED AT ALL HORIZONTAL UNSUPPORTED PW EDGES - SIZE PER SCHEDULE HD BOLTED HOLDOUN PER PLAN FIN. FLR SIMPSON SSTS ANCHOR BOLT- B.O. PW MAIN FLOOR JOISTS PER PLAN - NOT REQD. AT SLAB ON GRADE CONDITION) DOUBLE TOP PLATE - MIN. LAP SPLICE SHALL BE 1'-0' - NAIL W/ 10d a 4' O.G. HEADER PER PLAN 0 . 4 I 4 • ��.• r-rrr V/ r,pv ''� I TREATED SILL PL� BLOCKING STRAP HOLDOUN AT FOUNDATION U'e' • AE3.'S - EMBED 1' MN. -SPACE PER SHEAR WALL SCHEDULE NOTE: THIS ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL TYPE OR LOCATION. REFER TO THIS DETAIL FOR VARYING SHEAR WALL CONDITIONS, I.E. SHEAR WALL CONNECTION FROM SECOND FLOOR TO MAN FLOOR. SEE TO SHEAR WALL SCHEDULE FOR SPECFIC NAILING, MCI -POOL TYPES, AND FRAMING SIZES. GIRDER TRUSS FER PLAN SIMPSON HI (TYP) BOUNDARY EDGE FRAMING PER SCHEDULE ADDITIONAL STUDS BELOW GIRDER TRUSS PER PLAN ABUITNG VERTICAL PW EDGE FRAMING - SIZE PER SCHEDULE 'i4' FLOOR SHTG. ELEVATION - ONE STORY FRAMING OR SHEAR WALL (WATCHED) 343._1,-0' FOOTING SCHEDULE (1500 PSF SRG.) r'c = 2500 psi TYPE DIMENSION (INCHES) RENE. ALLOWABLE LOAD (KIPS) 'L' 'W' TI-NC LONGIT. TRANSv. L_ no; 24' 24' 10' (3)'4 (3)'4 55 K r F25I 30' 30' 10' (31'4 (3)'4 85 K I O i R' 24' DNA. 10' (2) •4 (2)'4 43 K r , • F30 36' 36' 10' (3)'4 (3)'4 12.4 K F35 42' 42' 12' (3) "4 (3)'4 165 K ER F40 48' 48' 12' (3) 5 (3) 5 216 K SPREAD FOOTING DETAIL 019 RECEIVED CITY OF TUKWILA t p'; PERMIT CENTER bnoioa co 0 a C 0 0 U cr V/ z 0 0 i z a 0 0 C 9 v a 0- O a 34' TKs PW SHEATNING- 2X JOISTS • 16' O.C. (2) '4 CONT. 4' SLAB ON GRADE SOLE PLATE NAILING PER SHEAR WALL SCHEDULE -EDGE NAILING - SEE GENERAL NOTES SECTION 1' . l'-0' ® SECTION 2x RIM TREATED SILL PLATE W/ 3k' . AB. 4 1/4'x3'x3' GALV. WASHERS. SEE SHEAR WALL SCMFDULE 4' TIGHT LINE 4' FERF. DRAM COVER U' FILTER FABRIC (2) '4 CANT. W/ CORNER BARS PLACE 45 T. BARS (2)'4 40 DIA (20' MN) TYP ALL CORNER BARS. 40 BAR DIA LAP TYP 20' MIN. • 2' MIN 6' MAX \l 10' MD ABOVE. I' CLR TYPICAL REINFORCEMENT Peter/ME WALLS TREATED SILL PLATE W/ 5ie . AB. 4 I/4' x 3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES NOTES: 1. VERT. REI* SWOON IS 5 NDOT IN R LL0CATIOIl. 2. CORNER BARS ARE SAME SIZE AND SPACING AS HORIZ REINF. 3. WALL DETAILS SHOWN. FOOTING DETAILS SIM. 4. WALLS THICKER THAN 8' TO HAVE DOUBLE MAT. OF REINF. 4 8' AND SMALLER USE SINGLE MAT. TOP CF FOOTING FOOTING THICKNESS (2)'4 BENT BARS - LAP W/ NORMAL REINF. TOP OF CONCRETE WALL FN` Olen 0 OF` 4 (MIN) (2) '4 FOOTINGS REINF. 4'-0' 'T' MIN SECTION STEPPED FOOTING I' . I'-0' 34'TAG PW SHEATHING- 2X JOISTS • 16' O.C. BOTTOM OF FOOTING BEYOND. PIPE PARALLEL TO WALL. SECTION 1' 2 1'-0' I'-0' SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILNG - SEE GENERAL NOTES 2X RIM BOARD . AB. 4 I/4'x3'x3' GALV. WASHERS. TREATED SILL PLATE W/ SEE SHEAR WALL SCHEDULE 4' TIGHT LINE 4' FEFF. DRAIN COVER UV FLIER FABRIC (2) '4 CONT. W/ CORNER BARS PIPE SLEEVE NO PIPE THROUGH FOOTING5 PERMITTED 1 1/2 "— 6' CONCRETE ALL 5 DES OF PIPE. NO EXCAVATION PERMITTED BELOW THIS LINE. STEP FOOTING AS REQUIRED. 1. THIS DETAIL SHOWS PERMISSIBLE LOCATION OF PIPES OR EXCAVATION. 2. FOR PIPES GREATER THAN 3'-0' BELOW FOOTING, BACKFILL TRENCH WITH STRUCTURAL BACKFILL. TYPICAL DETAIL OF PIPE AT CONCRETE FOOTINGS 34' TNG FW SHEATHING- NAILW/8de6'O.C.EDGES AND 8d . 10' O.C. FELD 2X JOISTS • 16' O.C. 2'-0' MIN II �•4"teri . \#, # ` 4' PEW. DRAM COVER W/ FILTER FABRIC SOLE PLATE NAILNG PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 2X RIM TREATED SILL PLATE W/ 3ie' . AB. t I/4'x3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE GARAGE SLAB ON GRADE -.Ael' '4 . 12' 0.C. 'T' w' (3) '4 CONT. W/ CORNER SARS 'H' 'W' .B' thICT' Ael' 'M2' 4'-1' TO 6'-1' 3'-9' 12' 10' 8' '4e10' O.G. '4e12' O.C. 3'4 TO 4'-6' 3'-0' 12' 10' 8' '40I2' O.G. '4e16' 0.C. UP TO 3'-1' 2'-8' 12' 10' 8' '4•I6' OL. '4.16' 0L. STEPPED WALL I'-0' SLAB ON GRADE - MINE PER PLAN '4 a 16' O.G. EACH WAY POST PER PLAN 4' SLAB ON GRADE 34' T4G PW SHEATHING - NAIL W/ 8d • 6' O.C. EDGES AND 8d•10'O.C.FIELD JOISTS • 16' OL. 0 TREATED SILL PLATE W/ %g' . A8. 4 I/4'x3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 4' TIGHT LINE 4' F'EIF. DRAIN COVER W/ FLYER FABRIC (2)'4 CONT. W/ CORER BARS FOOTING SECTION 1' . 1'-0' CONTRACTOR NOTE: OPTIONAL CONSTRUCTION: SHORE POST AND BEAM ABOVE. PRIOR TO POURING FOOTING SIMPSON CB5066-505 POST BASE PER PLAN SECTION I' = 1'-0' 2x OR 3x TREATED SILL PLATE W/ %' . AB. 4 1/4' x 3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE 4'SLAB ON GRADE r \ FINISH GRADE SEE FIG, SCHEDULE SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 2X RIM BOARD MATCH SHEAR WALL CONSTRUCTION OF WALL DIRECTLY ABOVE (IE 51-ITG, NAILING) DOUBLE 2X (MN.) BELOW SHEAR WALL EDGES (2) "4 TOP WATERPROOF MEMBRANE '4 • 12' O.G. 711 (3)'4 CONY. W/ CORER BARS 4' PEW. DRAM COVER UV FILTER FABRIC 'H' 'W' 'B' 'Ut 'T' Ael' ,M2' 4'-1' TO 6'-1' 3'-9' 12' 10' 8' '4e10' OL. '4.12' OL. 3'-8 TO 4'-6' 3'-0' 12' 10' 8' '4'12' 0.C. '4016' O.G. UP TO 3'-1' 2'-8' 12' 10' 8' '4•I6' OC. '4016' 0.C. STEPPED BASEMENT WALL = I'-0' 34' TtG PW SHEATHING - NAIL W/ 8d • 6' O.G. EDGES AND 8d • 10' O.G. FIELD JOISTS • 16' O.C. 2X6 VTREATED SILL PLATE W/ ' . A.B. t I/4' x 3'x3' GALV. WASHERS. SPACE a 48' OL. %'b A8.15 • 12' 0.C. EMBED 1' MIN. 4' SLAB ON GRADE rl\ iv SECTION 1'=ILO' 2'-0' 8d•6'OL. 2X OVER WALL 8d • 6' O.C. 2X6 • 16' 0.C. (2)'4 TOP WATERPROOF MEIt1BRANE 'Ael' 'As2' G '4 • 12 4.C..:: (7s010 <3)'4 CONT. W/ CORNER BARS 0FC 3.0 2n1$ 4' POUF. DRAIN COVER UV FLIER FABRIC RECEIVED CITY OF T UKWILA 'H' 'W' 'B' 'thk 'T' '4.1' ,4.2' 4'-1' TO 6'-1' 3'-9' 12' 10' 8' '4.10' 0.C. '4.12' 0L. 3'-8 TO 4'-6' 3'-0' 12' 10' B' '4.12' O.C. '4416' OC. UP TO 3'-1' 2'-8' 12' 10' 8' '4116' 0L. '4e16' 0L. STEPPED BASEMENT WALL I'•ILO' PERMIT CENTER 0 0 cc 0 0 0 cc 0. O 2 Z U1 W 0 J W 0 0 0 1 0 rails W Q 0 z z C 4 PLOT DATE: 04/14/2011 2x6 STUDWALL 34' T4G PW SHEATHNG- TJI JOISTS e 16' OC. 8d (2 /t') BOX ONE EA. SIDE 2x6 STUDWALL RAFTERS OR TRUSS ROOF SWEATING 1 SECTION I'=I'-0' Sde6'0.C. SOLE PLATE NAILING PER SHEAR WALL SCHEDULE END WALL BRACE: P4 XIl14' LVL BLK& a 8'-0' O.C. ( 2 BAYS) NAIL FLOOR SWIG.10 BLKG. W/ 8d • 4' O.C. NOTE: BLOCKING MAY BE ELIMINATED IF PERPENDICULAR WALL OCCURS WHERE IBLOC.KING IS REQUIRED. 34' T4G PW SHEATHING- EDGE NAILING - SEE SHEAR WALL SCHEDULE 04' X RILL DEPTH 4' It RIM CR %KG. GO E)0232II010 HORIZ ABUTTING PANEL JOINT AT CENTER LINE BLOCKING W/ ors' GAP EDGE NAILING AS SPECIFIED PER SHEAR WALL SCHEDULE FADER PER PLAN 54.11G.- SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAILING ROOF SHEATHING 2x SOLID BLOCKING OR RIDGE BEAM AS REQUIRED TYPICAL NIP DETAIL RAFTERS OR TRUSS 2x CONTINUOUS vALLEY DETAIL 6X6 POST ABOVE BEAM PER PLAN 6X6 POST CORNER OR DOOR OR WINDOW PANEL EDGE NAIL SPACING PANE 11 EDGE NAIL ACING SECTION 1' = 1'-0' CORNER POST CONNECTION SECTION 8d a 6' 0.C. ROOF SHEATHINCes EXTEND TO COVER FRAMING BELOW OVERFRAI'tNG. TRUSS CT CONTINUOUS 2X THRU ROOF SHEATHING TO TRUSS/ RAFTER BELOW WITH (2) I6d NAILS MSC166 AT (2) SIDES 34' TAG PW SIMPSON ECCQ66 CONT. DOUBLE STUDS • SHEARWALL EDGES. NAIL STUDS TOGETHER 10d•12'O.C. SHEARWALL SHEATHING CONT. FROM TOP PLATE OF WALL TO SILL PLATE ADO HOLD DON UU SIMPSON PAB1-36 PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME A5 EDGE OF SHEARUALL NAILING 'J' BOLT W/ 4'x 31x3' WASHERS AT EACH A B. (TYP.) +SIMPSON PA131-36 DETAIL - SIMPSON "NDQB" e I'.T-0' A35 (TYP.) PW FILLER 1114' 1JI JOISTS ST6224 4 24' OTC. 2X JOIST PER PLAN 2XI2 BLKG a 24' 0.C. (2) BAYS 2X JOISTS TREATED SILL PLATES SILL PLATE ---�--� 2x6 STUDWALL . SOLE PLATE NAILING PER 5HEAR WALL SCHEDULE —EDGE NAILING - SEE SHEAR WALL SCHEDULE It' X MU DEPTH 4' LK . RIM fN0 EXCEPTIOW HORIZ ABUTTING PANEL JOINT AT CENTER LINE BLOCKING W/ 1s' GAP EDGE NAILING AS SPECIFIED PER SHEAR WALL SCHEDULE HEADER PER PLAN 2x6 STUDIUALL PW - SEE SHEAR WALL SCHEDULE CN PERFENDICULAR WALL SHEET FRAMING PLANS FOR SPECIFIC NAILING SECTION 1' = 1'-0' MFRD.TRJSSES SIT IPtct! CC66 (SIMPSON ECC66 a SIM.) 6 44505X4 SCREWS • 8' O.C. RIM JOIST CORNER OR DOOR OR WINDOW PANEL EDGE NAIL SPACING HOLDOWN REQ'D BOTH EDGES OF SFEARWALL NAILING TO STUDS: USE MAX QUANTITY SPECIFIED PER STRAP a'. 'J' BOLT _�-_L W/ 14' x 3' x 3' WASHERS AT EACH ANCHOR BOLTS (TYP.) EDGE OF SHEA SEE FLOOR PLANS SIMPSON 41 EACH TRUSS 6X6 SECTION BM. PER PLAN I' = I'-0' 44 FLASHING PER ARCI-I. TREATED LEDGER 34' PW r DECK (2) STUDS a SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d • 12' 0C. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARUALL NAILING SHEAR WALL SHEATHINIG. NAIL TO INTERMEDIATE FRAMING a 12' 0.C. PANEL EDGE N141LNG TO SILL PLATE E E HOLDOUN PANEL EDGE NAIL SPACING ®DET4IL - STRAP NOLDOWN 1.=11-0. 2X TREATED JOISTS LATERAL CONNECTION: SIMPSON DTT2Z SPACE AT END CF DECK AND SPACE BALANCE a 8'-0' O.G. PROVIDE 4=' PIA HDG THREADED ROD WITH NUTS AND WASHERS (SEE PER PLAN) • 51-EAR WALL SHEATHING (2) STUDS SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID BLK BELOW HOLMA N RIM JOIST TREATED SILL PLATE MFRD. TRUSSES SIMPSON HI EACH TRUSS HEADER PER PLAN 242 STUDWALL MFRD. TRUSS SHEATHING PER PLAN- NAIL W/ 8d a 6' OG. EDGES 4 8d a 12' O.C. NTER'E:DIATE FRAMING MEMBERS SIMPSON RBC - SPACED AT 6'-0' O.C. NOTE: DO NOT ATTACH TO BIRDS MOUTH BLOCKING 8d•6'0.C. PROVIDE 2x SOLID BLOCKING AT 'REG' LOCATIONS ONLY. EDGE NAILING - SEE GENERAL NOTES PW - SEE SHEAR WALL SCHEDULE ON SHEET 51 FOR SPECIFIC NAILING ON ADJACENT BM. SIMPSON IHW: W=536', D=II/4' TOP FLANGE HANGER OFFSET RIGHT OR LEFT r BEAM PER PLAN 6X6 POST SECTION I.TRJSS HI BEAM PER PLAN SIMPSON ECCQ66 CORNER POST CONNECTION SECTION I'=1'-0' PANEL EDGE HAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF 514EARWALL NAILING MST STRAP rEr 111 11 111 I'I I 111 SHEAR WALL SHEATHING (2) STUDS SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID BLK BELOW HOLDOUN RIM JOIST (2) STUDS SHEAR WALL DETAIL W/ SIMPSON MST STRAP NOLDOWN (PER FLAN) 4' PEW. DRAIN CO.'ER W/ FILTER FABRIC 2x4 SHEAR KEY DOUBLE STUD e SHEAR WALL EDGES NAIL EDGE L SPACING 115TC66133 REQ'D BOTH EDGES OF SHEARWALL 2x OR 3x TREATED SILL PLATE W/ 54' . AB. 4 1/4' x 3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE GARAGE SLAB GN GRADE 'T' 'Aar "4e12'0.C. 'w 721 (3 "4 CONT. W/ CORNER EARS It 'W' 'B' 'tl*' T' 'Asl' 'A42' 4'-1' TO 6'-l' 3'-S' 12' 10' 8' "4e10' OC. "4e12' O.G. 3'-8 TO 4'-6' 3'-0' 12' 10' 8' 04612' 0.C. 04e16' 0.C. UP TO 3'-1' 2'-8' 12' 10' 8' •4e16' O.G. 04e16' O.G. STEPPED WALL = I'-0' EXPIRED c302P19 EDGE OF SHEARUAALL A SEE PLANS SHEATHING SHEATHING PANEL EDGE NAILING BELOW WALL DETAIL - MSTC AT SEAM RECEIVED CITY OF TUKWILA 4D!: PERMIT CENTER SOLE PLATE NAILING - SEE SCHEDULE FLOOR SWEATING HEADER BELOW WALL L F I v 2 G 2 L 0. a 0 I7 0 J W /0 ft V 0 0 0 w U 4 0 a_ LEGEND V F3.0 NDICATES 6X6, 4X4, OR (X) 2X BD. P05T5 ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. INDICATES SPREAD FOOTING PER PLAN AND REINF. PER SCHDULE. /h / flll�/lll! f �ORICATESFOUND SHEAR WALLS WITH ROLDPLAN. SEE OR FOUNDATION STRAPS PER PLAN. SEE SHEAR WALL SCHEDULE AND ELEVATION. !� INDICATES INTERIOR BEARING WALL FOOTINGS SEE DETAIL 1 v RETAINING WALL r WALL STEP PER PLAN Nat 9'-0' 0'-0' EXTERIOR FACE XX'-0' ELEV. TOP OF STEM WALL (PER PLAN) - 0'-0' ELEV. TOP OF FOOTNG (PER PLAN) WALL STEP PER • CONTRACTOR NOTE: ALL ELEVATIONS ARE BASED OFF ARCHITECTURAL BUILDING SECTIONS OR SITE PLAN. REFERENCE ELEVATION 0'-0' SHALL BEGIN AT TOP OF FOOTING OR BOTTOM OF SLAB AT BASEMENT OR LOWEST LEVEL. CONTRACTOR SHALL NOTIFY THIS OFFICE OF ANY DISCREPANCIES BEFORE CONSTRUCTION BEGINS. SEE RETAINING WALL SCHEDULE FOR FOOTING DIMENSIONS AND REINFORCEMENTS. .n r 42 CE `s�Gi66 1 i i m 36'-6' F35 J 1 Wi////////////1/.4111 52 r 111-0' T T 1'-4' 9'-10' r r R2A 52 R2A S2 1 r 1 I'-4• 13'-0' 1 -1 J r n r L R2A CRAWL SPACE 18' MIN. CLEARANCE SIM. 6 MIL (BLACK) VISA. VAPOR BARRIER W/ MIN. 12' LAP r I (2)SCREEN VENTS 7 CRAWL SPACE 18' MIN. CLEARANCE 6 MIL (BLACK) VISA VAPOR BARRIE12 W/ MN. 12' LAP L J I'-6' PROVIDE MIN. I8' X 24' CRAWL SPACE ACCESS NSULATE AND WEATHER STRIP II'-0' T J r (2) SCREEN VENTS J-1 I J J 5'-0' 19'-0' J J FOUNDATION PLAN DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. i0 n FOUNDATION NOTES: I. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRESSURES. 2. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAvATION SHALL BE FILLED CONCRETE THE SAME STRENGTH AS FOOTINGS. 3. BACKFILL SHALL NOT BE REPLACED AGANST BASEMENT WALLS IJNTIL WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAN FLOOR FRAMNG AND BASEMENT FLOOR SLAB ARE IN PLACE. 4. FNISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAIN OR IRRIGATION WATER 5. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO-TECH. REPORT FOR THE RECOMMENDED SITE PREPARATIONS BEFORE CONSTRUCTOG THE FOUNDATION. 6. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE -TREATED PER AUIPAM4. 1. 0 8. PROVIDE %' DIA GALv. ANCHOR BOLTS EMBED 1' MIN. N CONCRETE. PROVIDE '4'X3'X3' 2 GALVANIZED WASHERS AT EACH ANCHOR BOLT. ALL FASTENERS / HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON 'ZMAX' (GI85 HDG PER ASTM A653). a PROVIDE APPROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLUMBING 4 ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDINATE WITH GENERAL CONTRACTOR 10. FOR TYPICAL PLACEMENT OF HORIZONTAL REIN. IN CONCRETE, SEE 14/52. FOR TYPICAL DETAIL FOR INSTALLATION OF PIPES NEAR FOOTINGS, SEE 8/52. 12. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY OF CONCRETE MIX 3000 P51 OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. SHEAR WALL SCHEDULE NOTES I. SHEAR WALLS NOTED IN SCHEDULE ARE WALLS WITH ADDITIONAL EDGE NAILING, ABUTTING HORIZONTAL AND VERTICAL EDGE FRAMNG, AND ANCHOR BOLT SPACING. FIELD NAIL SIZE SHALL MATCH THE EDGE FRAMNG SPECIFIED AND BE SPACED AT 12' O.C. SHEAR NAILING APPLIES TO ALL VERTICAL AND HORIZONTAL ABUTTING 51-ITG. EWES, DOUBLE TOP PLATES, AND SOLE PLATES. 2. ALL EXTERIOR WALLS NOT SPECIFIED IN SHEAR WALL SCHEDULE, SHALL BE DESIGNATED AS MINIMUM SHEAR PANELS WITH EDGE NAIL SIZE MATCHING SPECIFIED NAILS IN SCHEDULE AND SPACED AT 6' OG. FIELD NAIL SPACNG SHALL BE 12' 0.C. 3. SHEATHING SHALL BE 1/16' 05B UNLESS SPECIFIED 15/32' STTWJCTUR4L 'I N SCHEDULE. 4. EXTERIOR SHEAR WALL FRAMING SHALL BE 2X6 HEM FIR 02 UNLESS NOTED 'DF' (DOUG HR) IN SCHEDULE. FRAMNG SHALL BE SPACED AT 16' O.C. 5. INTERIOR SPEAR WALL FRA NNG SHALL BE 2X4 (OR 2X6 PER SCHEDULE) HEM RR'2 SPACED AT 16' O.C. 6. EDGE FRAING OR END OF SHEAR WALLS SHALL BE FRAMED WITH: (2) MINIMUM 2X6 (2X6 WALLS), (2) 2X4 (2X4 WALLS), OR SOLID SAWN POSTS A5 NOTED IN THE SCHEDULE. iI t DEC .30MI 1. BLOCK ALL UNSUPPORTED HORIZONTAL SHEATHING EDGES WITH 2X6 OR 3X6 A5 NOTED IN SCHEDULE. ALL VERTICAL ABUTTING SHEATHING EDGES SHALL BE 2X6 FOR EXTERIOR WALLS OR 2X4 FOR INTERIOR WALLS OR AS NOTED IN SCHEDULE. 8. SOLE PLATE SHALL BE 2X6 FOR EXTERIOR WALLS . SOLE PLATE SHALL BE 2X4 OR 2X6 FOR INTERIOR WALLS. SOLE PLATE NAILING SHALL BE 16d SPACED 12' 0.0 (MAX OR LESS AS SPECIFIED IN SCHEDULE) 9. MUD SILLS SHALL BE 2X6 HF Q P.T. CONTIIJIiCUS AROUND PERIMETER OF FOUNDATION WALL. 10. FOUNDATION ANCHOR SHALL BE %/o' DIA x 10' A8. FOR 2X6 MUDSILL OR %' DIA X 12' A8. FOR 3X6 I'RJDSILLS. IF NOT SPECIFIED BY THE SHEAR WALL SCHEDULE, ANCHOR BOLTS SHALL BE SPACED NO MORE THAN 48' 0.C. ALL AND -OR BOLTS SHALL 8E EMBEDDED IN CONCRETE 1' MIN. PROVIDE (2) MINIMUM A8.'S FOR EACH MUDSILL SECTION. 11. PROVIDE 3'X3'Xys' GALv. WASHERS FOR EACH ANCHOR BOLT. THE CONTRACTOR MAY USE 3'X3'XY41 GALV. WASHERS WITH .DIAGONAL SLOTTED HOLES IF STANDARD CUT WASHERS ARE USED AND PLACED ABOVE THE SLOTTED PLATE WASHERS. SHEARWALL SCHEDULE (I)(2)(4) WALL TYPE (5) SWIG. (3) EDGE NAILNG LENGTH x GAGE) (6) A8. SPACING ABUTTING VERT. PUl EDGES ABIJITNG HORIZ. PW EDGES (9) `SOLE Pi- MUD 51" pp4$ 1p (ART) HOLDOUN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORCE (1) e V16 OSB 8d•1'OC. (2 ' X 0.131') %' 5 AZ- •° 36' O.C. 3x6 2x6 2x6 3x6 2-2x6 HDO8 150 plf 32 k Wir OF NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2 IN 'SHEAR WALL SCHEDULE NOTES' . t(7Oto3 RECEIVED CITY OF TUKWILA PERMIT CENTER to- z LO z O 0 EProject # : 13017 Sheet S4 PLOT DATE: 04/14/2011 13'-0. FOUNDATION 4 MAIN FLOOR FRAMING NOTES DO NOT SCALE DRAWINGS VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. LEGEND F31) INDICATES SPREAD FOOTING PER PLAN AND REINF. PER SCHDULE. INDICATES 6X6, 4X4, OR (X) 2X B.U. POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. INDICATES SHEAR WALLS WITH HOLDOILNS /1/222.7/2,1/4224„„,___/- OR FOUNDATION STRAPS PER PLAN. SEE © sf SHEAR WALL SCHEDULE AND ELEvATION. 6X10 INDICATES SPECIAL BEAM MARL NUMBER PER PLAN AND STRUCTURAL CALCULATIONS. SEE WALL ELEVATION ON 51 FOR FRAMING REQUIREMENTS. INDICATES WALL BELOW INDICATES ROUND OR SQUARE SPREAD FOOTING PER PLAN AND SCHEDULE. INDICATES %' T4G PLYWOOD - NAIL WITH 8d • 6' O.G. EDGES AND 8d • 10' O.C. AT INTERMEDIATE FRAMING MEMBERS 2'-0' 'N 53 R2A 52 R2A 1 J J 6XI0 - L r 52 0 • C� _J L� +r- 361-6' 2XI2 . 16' QC. Ape tr 6XI0 0 R2A 52 f L =7 M12 y' I M1+tR L I i i I I `Tye 01 J I Q I J I .XD FLOOR BRACE: CM5TI4 X 14 FT STRAP ATTACH TO BEAM, 2X6 FLAT BLOCKING, AND WALL PLATE. PROVIDE 2X6 FLAT BLOCKING BTWN JOISTS :j1 J L r T a II II II II -7L !GA 52 2XI2 • 16' OC. JJ iiij ii/i/ i//i/i/ii//,/i///, 52 1 /�I STEP FOOTING PER 13/52 R2B 52 4TII X12 1 /// 4 CONC. 52 II'-0' 5'-0' L L RSA STEP FOOTING PER 13/52 4' CONC. OVER 6 MIL (BLACK) Y.B. OVER 4' GRANULAR FILL SLOPE 4' TO D.H. DOORS 16 -3' - r- r- 53 / 01 J / FOUNDATION / MAN N FLOOR FRAMING FLAN 52 0 437 I. ALL FLOOR BEAMS SHALL BE 4X10 DF 4 UNLESS NOTED OTHERUISE ON PLAN. NOTE LOCATE BEAMS UNDER BEARING WALL UJ4ERE NOTED CN PLAN. 2. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRESSURES. 3. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE CF LOOSE MATERIAL OR WATER U.1-EN CONCRETE 15 PLACED. OVER EXCAVATION SHALL BE FILLED CONCRETE THE SAME STRENGTH AS FOOTI1445. 4. BACKFILL SHALL NOT BE REPLACED AGAINST STEM WALLS UNTIL SUPPORTING WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH. 5. BACKFILL SHALL NOT BE REPLACED AGAINST BASEMENT WALLS UNTIL WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAIN FLOOR FRAMING AND BASEMENT FLOOR SLAB ARE IN PLACE. 6. FINISH GRADE AROUND THE PERIMETER OF THE STRJCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAIN OR IRRIGATION WATER 1. THE CONTRACTOR SHALL FOLLOUJ THE AVAILABLE GEO-TECH. REPORT FOR THE RECOMMENDED SITE PREPARATIONS BEFORE CONSTRICTING THE FOUNDATION. 8. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS NOTCHES, AND DRILLED DOLES SHALL BE RE -TREATED PER AWPAM4. 9. ALL FASTENERS 4 HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON '1MAX' (GI85 HDG PER ASTM A653). 10. PROVIDE DOUBLE JOISTS OR BEAM (PER PLAN) BELOW SHEAR WALL PARALLEL TO TO JOISTS. NAIL WALL SOLE PLATE TO JOISTS OR BEAM PER 5HEAR WALL SCHEDULE OR NOTE B. OF SHEAR WALL SCHEDULE NOTES. II. PROVIDE %' DIA. GALV. ANCHOR BOLTS EMBED 1' MIN. IN CONCRETE. PROVIDE 14'X3'X3' GALVANIZED WASHERS AT EACH ANCHOR BOLT. 12. PROVIDE APPROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLIAMBING 4 ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDINATE WITH GENERAL CONTRACTOR 13. PROVIDE CRAWL SPACE ACCESS PER IBC AND ARCHITECTURAL PLANS. COORDINATE LOCATION M SITE WITH CONTRACTOR 14. PROVIDE GRAIL SPACE VENTILATION PER IBC AND FOUNDATION PLANS. DO NOT LOCATE VENTS WITHIN 8' OF NOLDOUN STRAPS OR HOLDOUN BOLTS. MAINTAIN 3'-0' CLEAR FROM EACH CORNER 15. FOR TYPICAL PLACEMENT OF HORIZONTAL RERP IN CONCRETE, SEE 14/52. 16. FOR TYPICAL DETAIL FOR INSTALLATION OF PIPES NEAR FOOTINGS, SEE 8/52. IT. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 3000 P51 OR GREATER FOR BUILDING INSPECTOR VERIFICATION. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) 5444LL NOT BE LESS THAN 1 PERCENT PER IRC TABLE 4022. SEE GENERAL NOTES IN SHEET 51 FOR ADDITIONAL REQUIREMENTS. la PROVIDE SQUASH BLOCKING BELOW ALL SOLID SAU.N OR BUILT-UP 2X POSTS ALONG EXTERIOR OR INTERIOR STEM WALLS PER DETAIL 4/51. EXPIRED 1E302019 SHEAR WALL SCHEDULE NOTES (MAIN FLOOR): I. SHEAR WALLS NOTED IN SCHEDULE ARE WALLS WITH ADDITIONAL EDGE NAILING, ABUTTING HORIZONTAL AND VERTICAL EDGE FRAMING, AND ANCHOR BOLT SPACING. FIELD NAIL SIZE 51-1ALL MATCH THE EDGE FRAMING SPECIFIED AND BE SPACED AT 12' O.C. SHEAR NAILING APPLIES TO ALL VERTICAL AND HORIZONTAL ABUTTING 51-ITG. EDGES, DOUBLE TOP PLATES, AND SOLE PLATES. 2. ALL EXTERIOR WALLS NOT SPECIFIED N SHEAR WALL SCHEDULE, SHALL BE DESIGNATED AS MINIMUM SHEAR PANELS WITH EDGE NAIL 512E MATCHING SPECIFIED NAILS IN SCHEDULE AND SPACED AT 6' O.C. FIELD NAIL SPACING SHALL BE 12' O.G. 3. SHEATHING SHALL BE 1)16' 0515 UNLESS SPECIFIED 15/32' STRUCTURAL M IN SCHEDULE. 4. EXTERIOR SHEAR WALL FRAMING SHALL BE 2X6 HEM FIR '2 UNLESS NOTED 'DE' (DOUG FIR) IN SCHEDULE. FRAMING SHALL BE SPACED AT 16' O.C. 5. INTERIOR SHEAR WALL FRAMING SHALL BE 2X4 (OR 2X6 PER SCHEDULE) HEM FIR Q SPACED AT 16' O.C. 6. EDGE FRM1NG OR END CF SHEAR WALLS SHALL BE FRAMED WITH: (2) MINIMUM 2X6 (2X6 WALLS), (2) 2X4 (2X4 WALLS), OR SOLID BAUN POSTS AS NOTED IN THE SCHEDULE. 1. BLOCK ALL UNSUPPORTED HORIZONTAL SHEATHING EDGES WITH 2X6 OR 3X6 A5 NOTED IN SCHEDULE. ALL VERTICAL ABUTTING SHEATHING EDGES SHALL BE 2X6 FOR EXTERIOR WALLS OR 2X4 FOR INTERIOR WALLS OR AS NOTED IN SCHEDULE. 8. SOLE PLATE SHALL BE 2X6 FOR EXTERIOR WALLS . SOLE PLATE SHALL BE 2X4 OR 2X6 FOR INTERIOR WALLS. SOLE PLATE NAILING SHALL BE I6d SPACED 12' 0.0 (MAX OR LE55 AS SPECIFIED IN SCHEDULE) 9. MUD SILLS 544ALL BE 2X6 EF 4 P.T. CONTINUOUS AROUND PERIMETER OF FOUNDATION WALL. 10. FOUNDATION ANCHOR SHALL BE %' DIA. X 10' AB. FOR 2X6 MUDSILL OR %' DIA. X 12' A.B. FOR 3X6 MUDSILLS. IF NOT SPECIFIED BY RCEIVED THE SHEAR WALL SCHEDULE, ANCHOR BOLTS SHALL BE SPACED NO MORE THAN 48' O.C. ALL ANCHOR BOLTS SHALL BE CITY OF TUKWILA EMBEDDED IN CONCRETE T' MIN. PROVIDE (2) MINIMUM AB.'S FOR EACH MUDSILL SECTION. II. PROVIDE 3'X3'3(4' GALV. WASHERS FOR EACH ANCHOR BOLL. THE CONTRACTOR MAY USE 3')(3'X1/4' GALV. WASHERS WITH DIAGONAL ) SLOTTED HOLES IF STANDARD CUT WASHERS ARE USED AND PLACED ABOVE THE SLOTTED PLATE WASHERS. PER M r IT CENTER SHEARIUALL SCHEDULE V I 1` (1 I_0 TYPE (5) SHTG. (3) EDGE NAILING LENGTH x GAGE) (6)A.B. 5PACN G SOLE PLATE NAILING (GA) ABUnING VERT. FLUHORIZ EDGES TIN ABUTTING PW EDGES (9) SOLE SILL FRAMING (VERT) HOLDCUN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORCE (I) e Tom, 058 8d • 4' OG. (249 X 0.1319 ibd • 8' C. (3 i9' X 0135') 2x6 2x6 2x6 2x6 2-2x6 OR MST31n0� MSTC6663 214 plf 2D k � OF ©8) 1/16' OSB 6' O (2,I X0.131') e�'I6d• 12' OG C (3i5'X0.135') 2x6 2x6 2x6 2x6 2.2x6 STHD14R1 146 If p 12 k $3 ©Sd•3'O.G. I/16' 05B (2- , X 0131'I %e'Aa•48'O.C. I6d • 12' O.G. (3 )i' X 0135') 2x6 2x6 2x6 2x6 2-2x6 STHDI4R) 150 plf 12 k 93 en 01 Tn6' 058 8d • 6' OG. (2, X 0.131') ��° 16d 12' • .0 L. (349 X 0135') 2x6 2x6 2x6 2x6 2-2x6 NCNE © 113 plf 0. k NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2. IN 'SHEAR WALL SCHEDULE NOTES' . 4 w r a EProject # : 13017 Sheet S5 PLOT DATE- 04/14/2011 9 COORDWITION OF COPOSTRUCTIOR ItUDNG veRtecomat OF D1'ENSICNIS 4 FIELD CONDIIIONS, 18 TIE 1WfSPCNSOUTY OF NE CONIR.ACTOR MY DISCREPANCES °RAU. ea MOW' TO 11E ATI@RION OF 14E DESIGN TEAM PRIOR TO CaNBIWJCTIOFI 1'-6, O.H.yTYP. 6x8 II FTPL 53 CC X II I1 —1 t 1I 1I 1I --1 4 11 11 1 I 111 I I 111 1 I 4)I I Y 1 4 I I ry+0 I1l — 1 1 6:12 .1 1'-6' 0.H. TYP. 1 1 PROVIDE MIN. 22'X30' ATTIC ACCESS INSULATE AND WEATHER STRIP _ II GIRDER TRUSS yA1L - +— Lr 1 !tic- 7, ILL __ 1 111 I 11 11 I F 11 I I LJ I L__J L_1 6x13 - 1 r-- --4-�- le-6' O,H,. TYP, 6'-0' 1 53 '-0 6'-0' 1'-6' O.H.. TYP. p 6:12 ff L ..l1 J1 II 'CLG. 1 9FTCLG 7/ GIRDER Ij JAS II FT CLG. - � 9 FT CLG. 5 .5FTCLG. 1/43 p 9 FT CI-G. 6xB rL rr— T----r-r-r-rr TT—r Tr 1 TT T Tr — I 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1-1-1 —1--1- -I --I--F- t 1 1 6=1=L11-J.-1-L-Ly J-1 -L A. 1v rl GIRDER TRUSS 1 I r3 E ; H L IIFTCLG.!! 9 1'-6 ROOF FRAMING PLAN 1 II II 11 11 II I I" I, -J too 1 O.H.. TYP. r 0 L J 6:12 Z r r 4 II 11 J 1 1 IT J 1 ,pI OPP. HD. TRUSS MFR NOTE STEP IN BOTTOM CHORD. VERIFY LOCATION WITH 'URBAN DESIGN' PLANS 9FTPL 9 9 Tm 9 V r- J t1 1 tF— O.HJTYP. 0 n 9 ROOF FRAMING NOTES: L ALL EXTERIOR HEADERS SHALL BE 6X8 DP2 UNLESS NOTED OTHERWISE ON PLAN, ALL INTERIOR HEADERS SHALL BE 4X10 DP2 UNLESS NOTED OTHERWISE ON PLAN. 2. SEE GENERAL NOTES AND TRUSS NOTES BELOW FOR TRUSS DESIGN SPECIFICATIONS. 3. ALL SAWN ROOF JOISTS SHALL BE I- 2 OR BETTER AND SPACED AT 24' O.C. UNLESS NOTED OTHERWISE. 4. PRE -NERD. TJI JOISTS SHALL BE OF THE SIZE AND SERIES SPECIFIED ON THE PLAN. VERIFY WRD, PLACEMENT PLAN WITH STRUCTURAL. NOTIFY THIS OFFICE OF ANY CONFLICTS N LAYOUT BEFORE INSTALLATION. 5. PROVIDE ROOF VENTILATION PER CURRENT IRC OR IBC. SEE ARCHITECTURAL. PLANS FOR SPECIFIC REQUIREMENTS. 6. PROVIDE ATTIC ACCESS PANEL PER CURRENT IRC IBC, AND ARCHITECTURAL PLANS FOR SPECIFIC REQUIREMENTS. WOOD TRUSSES (IEJC 2303.4) SHALL BE: 1. DESIGNED PER IBC 2303.4.1.1 TO CARRY LOADS LISTED IN THE DESIGN CRITERION AND ANY ADDITIONAL POINT LOADS, INIFOR1 LOADS, OR DRAG STRUT FORGES NOTED ON FROMM PLANS. 2. NON -ATTIC STORAGE TRUSSES SHALL BE DESIGNED WITH A LIVE LOAD OF 20 PSF LOCATED IN THE PLANE OF THE TRUSS. THE MAXIMUM STORAGE SPACE ABOVE THE BOTTOM CHORD SHALL BE LESS THAN 42' HIGH AMD 24' WIPE. 3. ATTIC TRUSSES SHALL BE DESIGNED FOR FLOOR LOADS LISTED IN THE DESIGN CRITERION AND LOCATED IN AREAS NOTED CN THE FRAMING PLANS. 4. TRUSS DESIGN DRAWINGS AND DOCUMENT SUBMITTAL (2303A.I.1) SHALL INCLUDE STRESS ANALYSIS AND PICTORIAL DEPICTION OF EACH TRUSS TY1E FOR THE PROJECT AND INCLUDING A TRUSS PLACEMENT DIAGRAM (2303.421. TRUSS NSTALLATICN DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A LICENSED ENGNEER IN THE STATE OF WASHINGTON. APPROVED TRUSS DOCUMENTS SHALL REMAIN ON THE JOB SITE FOR INSPECTION. 5. ALTERATIONS (2303.45): TRUSS MEMBERS SHALL NOT BE NOTCHED, DRILLED, SPLICED, OR OTHERWISE ALTERED IN MY WAY WITHOUT WRITTEN APPROVAL OF THE TRUSS DESIGNER ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (EL. HVAC EQUIPMENT, PIPING, ETC) SHALL NOT BE PERMITTED WITHOUT APPROVAL OF TRUSS DESIGNER 6. TPI 1 SPECIFICATIONS: THE DESIGN, MANUFACTURE, FABRICATION, AND QUALITY ASSURANCE OF METAL -PLATE -CONNECTED WOOD TRUSSES SHALL BE IN ACCORDANCE WITH TPI I. 1. TRUSSES SHALL BE BRACED TO MANUFACTURE'S SPECIFICATIONS. S. UNLESS NOTED OTHERWISE ON PLANS, ALL TRUSSES SHALL HAVE SIMPSON H-I CLIPS AT EXTERIOR BEARING WALLS. AT GABLE END TRUSSES, PROVIDE SIMPSON A35 AT 24' O.C. a PROVIDE STC CLIPS AT ALL TRUSSES OVER NCH-BEARNG WALLS. CONTRACTOR NOTE: REFER TO TRUSS MANUFACTURER DWG. FOR TRUSS LAYOUT AND TYPES. USE THIS DRAWING FOR LOCATION OF SPECIAL BEAM SIXES, GIRDER TRUSS AND BUILT-UP POST LOCATIONS. EXPI. DEC 3 0 2019 LEGEND ICATES 6X6, 4X4, OR 00 2X MIL POSTS ORIGINATING AT LOWER LEVEL AND sm. PER PLAN SUPPORTING POINT LOADS FROM THIS LEVEL AND ABOVE. DILATES SPECIAL POSTBEAM CAP PER PLAN OR GENERAL NOTES. 1 INDICATES SPECIAL BEAM MARK NUMBER 6X� PER PLAN AND»TRJCTURAL CALCULATIONS. SEE WALL ELEVATION ON S1 FOR FRAMING' REQUIREMENTS. -I NDICATES WALL BELOW PLUSH 5E41 '11-tINDICATES TOP bF-SEAM AND JOIST FLIUSH. r it it -1r INDICATES MANUFACTURED TRUSSES OR SAWN JOIST SUPPORTED BY FACE MOUNTED SIMPSON HANGER INDICATES J(h' 05B SHEATHING - NAIL WITH 8d e 6' O.C. EDGES AND 8d • 12' 0.C. AT INTERMEDIATE FRAMING MEMBERS (TYP.) RECEIVED CITY OF TUKWILA ?PS 2t' ZG11 PERMIT CENTER DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. a L0 r co 0 0 O CO Q) N r I co O 0 J J 0 m to a a 1/4 a 0 2 m a9 tett 1 z u. 0 0 co 2 N N PS -s- 0 EE r2 w� oZ w r �e Project # : - 13017 Sheet S6