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HomeMy WebLinkAboutPermit D16-0024 - SNYDER RESIDENCE - NEW SINGLE FAMILY RESIDENCESNYDER RESIDENCE 15848 47TH AVE S FINALED 10/14/2021 D16-0024 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 Web site: http://www.TukwilaWA.gov 2223049063 15848 47TH AVE S Project Name: SNYDER RESIDENCE COMBOSFR PERMIT Permit Number: D16-0024 Issue Date: 6/9/2016 Permit Expires On: 12/2/2021 Owner: SNYDER EDWARD+PATRICIA E 17407 7TH PL SW , NORMANDY PARK, WA, 98166 Contact Person: Name: DEAN RIDINGS Address: PO BOX 1393 , MERCER ISLAND, WA, 98040 Contractor: Name: AFFIDAVIT - EDWARD SNYDER Name: ED SNYDER Address: 17407 7TH PL SW NORMANDY PARK WA 98166 DESCRIPTION OF WORK: CONSTRUCT NEW 2674 SQ FT SINGLE FAMILY RESIDENCE WITH 420 SQ FT ATTACHED GARAGE Project Valuation: $356,484.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Tukwila Fees Collected: $10,545.85 Occupancy per IBC: R-3 Water District: Highline Sewer District: None Current Codes adopted by the City of Tukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2018 2018 2018 2018 2018 2018 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2020 2020 2020 2018 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: 20 Fill: 20 Number: 0 1 No 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. 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: ***BUILDINGS 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: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 13: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ***MECHANICAL PERMIT CONDITIONS*** 20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: 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. 22: Manufacturers installation instructions shall be available on the job site at the time of inspection. 23: 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. 24: 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. 25: ***PLUMBING GAS PIPING PERMIT CONDITIONS*** 26: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 27: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 28: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 29: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: 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. 36: 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. 37: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 38: 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 39: ***PUBLIC WORKS PERMIT CONDITIONS*** 40: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 41: 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. 42: 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. 43: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 44: 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. 45: 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. 46: 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. 47: Any material spilled onto any street shall be cleaned up immediately. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49: 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. 50: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 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. 51: 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. 52: 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. 53: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 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. 56: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 57: 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. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 60: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 61: 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'. 62: Land altering, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Associated Earth Sciences, Inc., dated October 21, 2015; and subsequent geotechnical evaluations. 63: Applicant shall obtain water meter from Highline Water District (206-824-0375). Since Highline Water District doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 64: Applicant shall obtain sanitary side sewer permit from Valley View Sewer District (206-242-3236). 65: 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. Reference 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. 66: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. Owner/Applicant shall pay entire cost of recording documents at King County Recorder's Office. 67: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 68: 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). 70: 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) 71: 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) 72: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 69: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 73: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 74: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 75: Construct infiltration trenches per the 2009 King County Surface Water Design Manual. Coordinate with the Public Works Inspector. 76: Foundation drain(s) shall not be connected to the downspout drain(s). Per Geotechnical recommendation - "Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tight -line drain". Coordinate with the Public Works Inspector. 77: ***PLANNING PERMIT CONDITIONS*** 78: Prior to removal of any vegetation, contact a planner in the Department of Community Development (206- 431-3670) as vegetation removal may require approval via a permit and replacement. PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 51.80 BACKFLOW - FIRE 51.80 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB ACCESS SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5200 EROSION MEASURES 5200 EROSION MEASURES 5210 EROSION MEASURES FNL FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH_GYPSUM BOARD 0502 LATH_GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE_DUCT INSULATION 1900 PLUMBING FINAL PRE -CONSTRUCTION 0101 PRE -CONSTRUCTION BLDG 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0401 ROOF SHEATHING 0603 ROOF_CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 8005 ROUGH -IN PLUMBING 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB_FLOOR INSUL SPRINKLER COVER SPRINKLERS SPRINKLERS 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0412 UNDERFLOOR FRAMING UNDERGROUND 0601 WALL INSULATION 0601 WALL INSULATION 0413 WALL SHEATHING_SHEAR 0413 WALL SHEATHING_SHEAR 0413 WALL SHEATHING_SHEAR 0413 WALL SHEATHING_SHEAR Parcel No: Address: 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 2223049063 Permit Number: D16-0024 15848 47TH AVE S Project Name: SNYDER RESIDENCE Issue Date: 6/9/2016 Permit Expires On: 4/18/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: SNYDER EDWARD+PATRICIA E 17407 7TH PL SW , NORMANDY PARK, WA, 98166 DEAN RIDINGS PO BOX 1393 , MERCER ISLAND, WA, 98040 AFFIDAVIT - EDWARD SNYDER Lender: Name: ED SNYDER Address: 17407 7TH PL SW , NORMANDY PARK, WA, 98166 Phone: Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCT NEW 2674 SQ FT SINGLE FAMILY RESIDENCE WITH 420 SQ FT ATTACHED GARAGE Project Valuation: $356,484.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: TUKWILA Fees Collected: $10,545.85 Occupancy per IBC: R-3 Water District: HIGHLINE Sewer District: NONE 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: Volumes: Cut: 20 Fill: 20 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No 1 Permit Center Authorized Signature: Date: 1)-1' 0 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 a ree to the conditions attached to this permit. Signature: Print Name: S•MU c. Suit 2 Date: /a •%� 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: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 13: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ***MECHANICAL PERMIT CONDITIONS*** 20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: All permits, inspection reccrd 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. 22: Manufacturers installation instructions shall be available on the job site at the time of inspection. 23: 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. 24: 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. 25: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 26: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 27: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 28: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 29: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: 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. 36: 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. 37: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 38: 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 39: ***PUBLIC WORKS PERMIT CONDITIONS*** 40: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 41: 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. 42: 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. 43: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 44: 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. 45: 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. 46: 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. 47: Any material spilled onto any street shall be cleaned up immediately. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49: 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. 50: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 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. 51: 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. 52: 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. 53: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 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. 56: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 57: 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. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 60: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 61: 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'. 62: Land altering, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Associated Earth Sciences, Inc., dated October 21, 2015; and subsequent geotechnical evaluations. 63: Applicant shall obtain water meter from Highline Water District (206-824-0375). Since Highline Water District doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 64: Applicant shall obtain sanitary side sewer permit from Valley View Sewer District (206-242-3236). 65: 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. Reference 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. 66: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. Owner/Applicant shall pay entire cost of recording documents at King County Recorder's Office. 67: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 68: 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). 70: 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) 71: 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) 72: Maximum gracle for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 69: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 73: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 74: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 75: Construct infiltration trenches per the 2009 King County Surface Water Design Manual. Coordinate with the Public Works Inspector. 76: Foundation drain(s) shall not be connected to the downspout drain(s). Per Geotechnical recommendation - "Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tight -line drain". Coordinate with the Public Works Inspector. 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 521.0 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0409 FRAMING 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcerter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Kov 2223049063 15848 47TH AVE S Project Name: SNYDER RESIDENCE COMBOSFR PERMIT Permit Number: D16-0024 Issue Date: 6/9/2016 Permit Expires On: 12/6/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SNYDER EDWARD+PATRICIA E 17407 7TH PL SW , NORMANDY PARK, WA, 98166 JOHN HAWKINS 3701 SE 5TH PL , RENTON, WA, 98058 AFFIDAVIT - EDWARD SNYDER ED SNYDER 17407 7TH PL SW , NORMANDY PARK, WA, 98166 Phone: (206) 898-9989 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCT NEW 2674 SQ FT SINGLE FAMILY RESIDENCE WITH 420 SQ FT ATTACHED GARAGE Project Valuation: $356,484.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: TUKWILA Fees Collected: $10,545.85 Occupancy per IBC: R-3 Water District: HIGHLINE Sewer District: NONE 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: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 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: Water Main Extension: Water Meter: Volumes: Cut: 20 Fill: 20 Number: 0 1 1 Permit Center Authorized Signature: Date: (Q 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 to the conditions attached to this permit. SignatureiG oLyluzaj Date:�Q/ii Print Name: 4-1)1 L cr471,67 "Ai%1)4,3,1 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: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for spec -al inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 13: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ***MECHANICAL PERMIT CONDITIONS*** 20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: All permits, inspection reccrd 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. 22: Manufacturers installation instructions shall be available on the job site at the time of inspection. 23: 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. 24: 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. 25: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 26: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 27: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 28: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 29: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: 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. 36: 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. 37: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 38: 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 39: ***PUBLIC WORKS PERMIT CONDITIONS*** 40: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 41: 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. 42: 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. 43: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 44: 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. 45: 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. 46: 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. 47: Any material spilled onto any street shall be cleaned up immediately. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49: 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. 50: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 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. 51: 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. 52: 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. 53: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 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. 56: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 57: 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. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 60: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 61: 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'. 62: Land altering, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Associated Earth Sciences, Inc., dated October 21, 2015; and subsequent geotechnical evaluations. 63: Applicant shall obtain water meter from Highline Water District (206-824-0375). Since Highline Water District doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 64: Applicant shall obtain sanitary side sewer permit from Valley View Sewer District (206-242-3236). 65: 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. Reference 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. 66: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. Owner/Applicant shall pay entire cost of recording documents at King County Recorder's Office. 67: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 68: 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). 70: 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) 71: 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) 72: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 69: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 73: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 74: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 75: Construct infiltration trenches per the 2009 King County Surface Water Design Manual. Coordinate with the Public Works Inspector. 76: Foundation drain(s) shall not be connected to the downspout drain(s). Per Geotechnical recommendation - "Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tight -line drain". Coordinate with the Public Works Inspector. 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 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKI A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: //www. TukwilaW A. tgov Date Application Accepted: Date Application Expires: (For Combination rermit No. -D1 k OO)- V Project No.: O1/2-c // S° Ice use onl 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: ic043 4 PROPERTY OWNER Name: i-ii-m Address: i Lk 1:::),A 'S' cL, - City: "� rrri - _ State: lit Zip: `1q- Vote, CONTACT PERSON - person receiving all project communication Name: t. � 5 Address: City: a bira State:Zip :1 i3 Phone;, tales, et elFax: Ernail: GENERAL CONTRACTOR INFORMATION Company Name: iliva-Ne-iLs-S 12Px�= 5 caezvid" ‘ Address: "1-7'Cl 4� 4Lo City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: / Tukwila Business License No.: 'Sri ei King Co Assessor's Tax No.: '2Z24 e'(UCP ARCHITECT OF RECORD Company Name: Architect Name: `ice LL)kt C7-T Address: kec,G® '4-2'4- Noe , ems, City: vcT State: Li• Zip � _ 32_ Phone: , 56,ri 1.„,,ct Fax: Email: _ ENGINEER OF RECORD Company Name: „1-.:S' �,4.1.6.1Cnkettps1.1t,, Engineer Name: _ n r� i —bk l ,- .i ,V k; , Address: 12S it) IS .. k ' es-t. City: l�cx.i : ciA State: k Zipeler .2_ Phone: Fax: Wit; '`-4rd.1•tc40i Email: i e.t-ra -re....? r -?t c e mil. LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Z) C*L-ir. Address: 4v4- - Qt... S ,Lt..; . City: e• 3% iLel State: Z:ip: dtw HAApplications On Line\2011 Applications\ Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ '�(v`11- d k ' , 6714 Scope of work (please provide detailed information): Pi .) C_.7 c �GL, (1» 7'Q.. i j .0 DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1st 1 floor (Ze) 1 12_C> ( Sck . 2"a floor 114-- Garage Er carport ■ 14=91-- <c.f. ereo'r Deck — covered ❑ uncovered ❑iiii_G> Total square footage 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 $ SoC v� furnace <100k btu ✓ thermostat emergency generator ✓ appliance vent V wood/gas stove fuel type: E<lectric [] gas ✓ ventilation fan connected to single duct ✓ water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ k'U c2ocD bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain v sink lawn sprinkler system ✓ clothes washer ✓ shower ./ water closet ✓ gas piping outlets H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PROJECT INFORMATION — L Valuation of project (contractor's bid price): $ 2(;a . a\`!, (e4 Scope of work (please provide detailed information): i uo L C, , Des DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lst floor 2nd floor I ��� .9z. � t . Garage carport ❑ • Deck — covered • uncovered ■ Total square footage ,, ff (91`t , .fir, 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 $ furnace <100k btu ( thermostat emergency generator fuel type: f4 electric gas appliance vent 'mil ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ IC CDO© bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) I sink i�i%Ce►k. water heater (gas) lawn sprinkler system clothes washer shower water closet Jr gas piing 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 INFORM. _ION — Scope of work (please provide detailed information): Ca11 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 ❑ ... alley View ❑... Renton etter of sewer availability provided ❑ .. Renton El 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. SUBj'IITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Q". Civil Plans (Maximum Paper Size — 22" X 34") ,�,/ ❑ .. Technical Information Report (Storm Drainage) 1✓ ... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... 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 ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑... Work In Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑...Curb Cut ❑... Pavement Cut ❑... Looped Fire Line Permanent Water Meter Size k ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size WO # WO # ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑ ..Trench Excavation ❑ ..Utility Undergrounding ❑ ..Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. 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 ❑ .. water ❑ .. sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) ❑ .. sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H'.\Applications\Forms-Applications On Line\20I 1 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — PLICABLE TO ALL PERMITS IN THIS .. AILICATION — 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. PROPERT OWNER OR AUTHORIZED A T: Signature )a4* d.I L'— Date: / 2.00 Print Name: 47W/4 /ZQ iy-AfilesSnI v pt - Day Telephone: iCk-- ' -2 L44 ' 7, Mailing Address: 1. -1-E d =i- 4-RtZ u_Ak City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 i.docx Revised: August 2011 bh 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 -SN' 3) g (5K) PERMIT # lh 16` - ooZ1- (0 15134-8 4-4'/ (1\6•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 category: Mobilization Erosion prevention s®o Water/Sewer/Surface Water _''ne`/Gto. o/ /o c' o Road/Parking/Access i Sb o A. Total Improvements 4 So o 3. Calculate improvement -based fees: .5) B. 2.5% of first $100,000 of A. j (2_ -: C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Zo cubic yards Enter total fill volume Z o cubic yards $ I — 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 lsr 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 sfl (1+4+5) $ 32 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 12/17/14 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 0 $ (12 — (6) �`T'�• $ —' (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 2 3 5-- (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 lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 12/17/14 2 (9) 114. 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 Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ % o 13 6 I. Other Fees $ Total A through I $ i 0 l 3 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 156. 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 Allianc RCFC 01.01.2015 -1 .2015 Total Fee 0.75 $625 $ 05 $6630 1 $1125 5,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 ' ,040 $50,865 3 $4425 $96, $100,505 4 $7825 $150,125 $157,950 6 $125 $300,250 $312,775 \ Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila • DESCRIPTIONS ACCOUNT 1 QUANTITY I PAID PermitTRAK $8,171.01 D16-0024 Address: 15848 47TH AVE S Apn: 2223049063 58,171 01 DEVELOPMENT $3,658.10 PERMIT FEE R000.322.100.00.00 0.00 $3,653.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0,00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR n R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,512.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $112.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $112.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $211.53 TECHNOLOGY FEE R000.322.900.04.00 0.00 $211.53 TOTAL FEES PAID BY RECEIPT:1R8542 $81,171.01 Date Paid: Monday, May 23, 2016 Paid By: ED SNYDER Pay Method: CHECK 247 Printed: Monday, May 23, 2016 12:21 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK D16-0024 Address: 15848 47TH AVE S Apn: 2223049063 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R7490 R000.345.830.00.00 QUANTITY 0.00 (PAID $ ,,374.84 Date Paid: Tuesday, January 26, 2016 Paid By: EDWARD J SNYDER Pay Method: CHECK 132 Printed: Tuesday, January 26, 2016 12:43 PM 1 of 1 SYSTEMS CONSTRUCTION DIVISION Licensed General Contractor - Since 1985 Home Repairs • Maintenance • Improvements Quality... Since 1985 C/O City of Tukwila Attn: Bill Rambo Permit Technician RE: Permit No. D16-0024 SNYDER RESIDENCE / SOLOMON HOLDING LLC 15848 57th Ave S. Dear Bill, [and team] We are writing to request for a permit extension. Please extend our permit another 180 days. 5-26-21 RECEIVED CITY OF TUKWILA JUN G 1 PERMIT G.,,r.i The reason for extension is due to the following items still needed to be installed; Waiting for approval with the public works department to move the rainwater drainage from the up -hill side into a down -hill engineered disbursement field. Waiting for Sub Plot Division Approval Please advise if our permit extension will be granted. Please call with any questions. Thank you. Sincerely, Dean Riding Ridings Custom Painting and Construction Services 206-200-2555 PO BOX 1393, Mercer Island WA 98040 [LIC #: RIDINCP034C7] P.O. Box 1393 Mercer Island WA 98040 • 425-455-4446 • 206-232-6633 ridingscustompainting.com Joanna Spencer From: Costa Philippides, PE <CostaP@encompasses.net> Sent: Wednesday, June 16, 2021 12:34 PM To: Joanna Spencer Subject: Solomon Holding Infiltration Letter Attachments: 21514 Drainage Analysis-2021-06-16.pdf Joanna, I have revised the letter to reference the 2016 King County Stormwater Manual. Please note that when the original project was approved I believe that it was reviewed under the 2009 Manual and that was why the original letter referenced the old manual. Nevertheless the infiltration Section in the manual has not changed and the information contained in the letter remains valid so I have just updated the reference to the current manual and resigned and stamped the letter as Ed is no longer an employee of Encompass. Please let me know if you have any questions or need anything else. Costa Philippides, PE Senior Engineer D: (425) 961-2164 CostaP@encompasses.net www.EncompassES.net Eastern Washington: 407 Swiftwater Blvd., Cle Elum, WA 98922 I P: (509) 674-7433 Western Washington: 165 NE Juniper St., Suite 201, Issaquah, WA 98027 I P: (425) 392-0250 A message regarding COVID-19: We are excited to re -open our offices to the public. Visitors and employees in our office are required to wear a mask unless proof of full vaccination is provided. Encompass Engineering & Surveying accepts no liability for the content of this email, or for the consequences of any actions taken on the basis of the information provided, unless that information is subsequently confirmed in writing. Any views or opinions presented in this email are solely tnose of the author and do not necessarily represent those of Encompass Engineering & Surveying. WARNING: Computer viruses can be transmitted via email. The recipient should check this email and any attachments for the presence of viruses. Encompass Engineering & Surveying accepts no liability for any damage caused by any virus transmitted by this email. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. BFiLE COPY 1 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 13, 2019 Dean Ridings Ridings Custom Painting PO Box 1393 Mercer Island, WA 98040 RE: Request for Extension #5 Permit Number D16-0024 Dear Mr. Ridings, This letter is in response to your written request for an extension to Permit D16-0024. 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 June 2, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D16-0024 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov RI DI NGS CONSTRUCTION D! SION Licensed General Contractor - Since 1985 PAINTIN Quality... Since 1985 C/O City of Tukwila Attn: Bill Rambo Permit Technician Home Repairs • Maintenance • Improvements RECEIVED NOV 18 2019 Community Development RE: Permit No. D16-0024 SNYDER RESIDENCE / SOLOMON HOLDING LLC 15848 57th Ave S. 11/15/19 Dear Bill, We are writing to request for a permit extension. Please extend our permit another 180 days. The reason for extension is due to the following items still needed to be installed; - Fire Sprinkler Installation - Electrical Fixture Installation - Plumbing Fixture Installation - Waiting for Sub Plot Division Approval Please advise if our permit extension will be grante . Please call with any questions. Thank you. Sincerely, Dean Ridings, President Ridings Custom Painting and Construction 206-200-2555 PO BOX 1393, Mercer Island WA 98040 [LIC #: RIDINCP034C7] Request for Extension # 5 Current Expiration Date: Extension Request: F' Approved for ) 6 days —I Den ied (provide explanation) Signature/Initials �1 P.O. Box 1393 Mercer Island WA 98040 • 425-455-4446 • 206-232-6633 ridingscustompainting.com City of Tukwila Department of Community Development 11/1/2019 DEAN RIDINGS PO BOX 1393 MERCER ISLAND, WA 98040 RE: Permit No. D 16-0024 SNYDER RESIDENCE 1584847AVE S 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 12/2/2019. 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 12/2/2019, 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, C r-( Bill Rambo Permit Technician File No: D16-0024 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3'665 Bill Rambo From: Sent: To: Cc: Subject: Regarding: D16-0024 15848 - 47th Ave. S Seattle WA Bill, Rachelle and Shana - Dean Ridings <deanridings@gmail.com> Thursday, October 25, 2018 11:58 AM Bill Rambo; Rachelle Ripley Shana Markstrom; Richard Brooks; Dean Ridings Fwd. ESCROW CLOSING TODAY: Snyder to Solomon Holdings LLC, 15848 47th Avenue S, Tukwila WA #40219646 Bill, a word of thanks for your time last Friday with the questions I had for you regarding the property we purchased from my cousin Ed Snyder. We appreciate your departments help and assistance, all of you Rachelle, Shana and others have been very helpful - you have a great team! Thank you! This letter is to officially change the "Contact Person" on the project, to myself Dean Ridings 15848 - 47th Ave. S Seattle WA Permit: D16-0024 Dean Ridings - Partner/Principle 206-200-2555 deanridings@ gmail.com Solomon Holdings LLC PO Box 1393 Mercer Island WA 98040 In Case of Emergency - back up Contact: Richard Brooks - principle/partner Solomon Holdings LLC. 425-894-3614 General Contractor: Ridings Inc. - RCS Inc. Lic. #RIDINCP034C7 PO Box 1393 Mercer Island WA 98040 RECEIVED CITY OF TUKWILA OCT 25 2018 PERMIT CENTER i Dean Ridings - President 206-200-2555 Deanridings©agmail.com Please confirm that you have received this and have changed the "contact person". John Hawkins will NO longer be the contact person or speaking on behalf of the property, etc. without my specific permission or request. Thank you! Many thanks for all your help - we appreciate your help! Dean Ridings 206-200-2555 Ridings Inc. Solomon Holdings LLC RECEIVED CITY OF TUKWI'1. OCT 2 5 2013 PERMIT CENTER Forwarded message From: <cwescrowkimsteward@cwtitle.net> Date: Tue, Oct 23, 2018 at 1:48 PM Subject: ESCROW CLOSING TODAY: Snyder to Solomon Holdings LLC, 15848 47th Avenue S, #40219646 To: <rabbibrooks15@Rmail.com>, <deanridings@gmail.com> IT'S CLOSING DAY: 15848 47th Avenue 5, #40219646 CW TITLE WILL NO LONGER CALL, EMAIL OR TEXT BUYER/SELLER WIRE INSTRUCTIONS. We will only provide them in -person to clients who must wire. DO NOT WIRE FUNDS if you receive a CALL, EMAIL or TEXT regarding wiring funds to CW Title & Escrow, regardless of who the call, email or text is from. Call CW Title & Escrow immediately at a known, verified number. Online banking/wire fraud is an epidemic in real estate transactions. Your transaction is scheduled to close today. We will update you as soon as we receive recording numbers from the county and the transaction is officially closed. Thank you for entrusting CW Title and Escrow with your home purchase. Thank you, Kim and team Kim Steward, Tiffany Bigger, Maritza Deloera, Mario Pacheco 425-896-3808 phone 425-777-4461 fax cwescrowkimsteward@cwtitle.net 11201 SE 8th St Suite 200 Bellevue, WA 98004 2 Unsubscribe Dean Ridings Ridings Custom Painting Inc. Fine homes since 1985 Ridings Inc. - Consulting Ridings Construction Services - dba General Contractor - Home repairs & improvements Masterpiece OR of Bellevue - ciba Handmade Custom Quality Cabinets - Made in Seattle for Less Solomon Holdings LLC Investment Properties & Property Management C: 206-200-2555 W: 425-455-4446 - 206-232-6633 PO Box 1393 Mercer Island, WA 98040 deanridings@gmail.com www.ridinqscustompaintinq.com The right color changes everything... Discover your color today! Love your color! See what a difference painting can make! CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 'RECEIVED CITY OF TUKWILA 0CT 2 5 2016 PERMIT CENTER 3 City of Tukwila Department of Community Development - Jack Pace, Director October 24, 2018 Richard Brooks PO Box 1393 Mercer Island, WA 98040 RE: Request for Extension #2 Permit Number D16-0024 Dear Mr. Brooks, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Permit D16-0024. 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 18, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Rachelle Ripley Permit Technician File: Permit No. D16-0024 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rf -est for Extensior # Current Expiration Date: 1: /e-e6 c-14 A21,47 A/ 44, /ec_Arof-crei i/Ve tte k/1 4'27 e Ca a IA/ a.._6 red ol(y RECEIVED CITY OF TUKWILA OCT 1 1 2018 PERMIT CENTER idire,..5 5 /WA fre- Extension Request: L Approved for days Li Denied (provide explanation) ; Signature, initials /24ec-r7t e (741,2Jr/A-s ___1)0-7 /4/ 1746- PIY- .36 (0- V5< 33 z71)A -2.922 2 sYs- City of Tukwila Department of Community Development 9/5/2018 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Permit No. D16-0024 SNYDER RESIDENCE 15848 47 AVE S 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 10/18/2018. 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 10/18/2018, 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: D16-0024 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 April 12, 2018 John Hawkins Hawkins Productions 3701 SE 5th P1 Renton, WA 98058 RE: Request for Extension #1 Permit Number D16-0024 Dear Mr. Hawkins, This letter is in response to your written request for an extension to Permit D16-0024. 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 18, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 11/i-d1/1/9 Rachelle Ripley Permit Technician File: Permit No. D16-0024 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rachelle Ri le From: John Hawkins <hawkinsproductions@comcast.net> Sent: Tuesday, April 10, 2018 11:02 AM To: Rachelle Ripley Subject: Ed Snyder Project Good morning Rachelle, This is the coorespondence you advised regarding the Ed Snyder project located at 15848 47th Ave S. We are requesting an extension for any permits connected to this project as the project fell into financial difficulty and had to be put on hold for a period of time whilst pursuing more funding. Funding has been acquired and we are prepared to get the project moving again. The permits I'm aware of are: Electrical EL17-0297 SFR construction D16-0024 Could you also look to see the status on a mechanical permit connected to the same project. Thank you... Please mail the hard copy to; Hawkins Productions 3701 SE 5th Place Renton WA 98058 i Request for Extension # 1 Current Expiration Date: Extension Request: Approved for / days 7 Denied (provide explanation) Signature/Initials r/ 1 Thank you, John Hawkins Hawkins Productions CONFIDENTIALITY NOTICE - PRIVILEGED AND CONFIDENTIAL This communication and any accompanying documents are confidential and privileged. They are intended for the sole use of the addressee. If you receive this transmission in error, you are advised that any disclosure, copying, distribution, or the taking of any action in reliance upon this communication us strictly prohibited. If you have received this communication in error, please contact me at the above internet e-mail address. Thank you. 2 City of Tukwila Department of Community Development 3/1/2018 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Permit No. D16-0024 SNYDER RESIDENCE 15848 47 AVE S 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 4/18/2018. 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 notrfied by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/18/2018, 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: D16-0024 RJ, 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 8/31/2017 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Permit No. D16-0024 SNYDER RESIDENCE 1584847AVE S 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 10/21/2017. 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 10/21/2017, 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: D16-0024 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-.3665 City of Tukwila Department of Community Development 4/3/2017 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Permit No. D16-0024 SNYDER RESIDENCE 15848 47 AVE S 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 5/13/2017. 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 5/13/2017, 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, Rachelle lfipleyP-1149 Permit Technician File No: D16-0024 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 6/ 1 /2016 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Permit Application No. D16-0024 SNYDER RESIDENCE 15848 47 AVE S Dear JOHN HAWKINS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 1/26/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code ancl/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 UNDER REVIEW and is due to expire on 7/26/2016. 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, tft4 Rachelle R ply Permit Technician File No: DI6-0024 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development May 16, 2016 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Correction Letter # 3 COMBOSFR Permit Application Number D16-0024 SNYDER RESIDENCE - 1.5848 47 AVE S Dear JOHN HAWKINS, 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433•.7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations). to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. The house plan have been changed or altered. Please provide the engineers revised sheets 2, 3 & 6 with the engineer's stamp and signature to be consistent with the remaining plan set. Also if this changes the engineers calculations, provide the revised stamped and signed engineer's calculations. 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. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0024 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development April 22, 2016 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Correction Letter # 2 COMBOSFR Permit Application Number D16-0024 SNYDER RESIDENCE - 15848 47 AVE S Dear JOHN HAWKINS, 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: COLIN POFF at 206-431-3678 if you have questions regarding these comments. • Per TMC 18.50.050 the front door shall face the front yard. In this case, the northern portion of the lot is considered the front yard because it abuts 47th Ave. S. The plans were revised to show a small awning. However the plans do not show it as a porch. It appears there are stairs but no landing is shown on the elevations. Awning above front door on north side of home must include support beams and porch area if it is to be considered as a front door entrance. • Elevation drawings need to be labeled as North, South, East and West. 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. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0024 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-366.5 City of Tukwila Department of Community Development February 18, 2016 JOHN HAWKINS 3701 SE 5TH PL RENTON, WA 98058 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0024 SNYDER RESIDENCE - 15848 47 AVE S Dear JOHN HAWKINS, 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: VALERIE LONNEMAN at (206)433-7140 if you have questions regarding these comments. • Per TMC 18.50.050 the front door shall face the front yard. In this case, the northern portion of the lot is considered the front yard because it abuts 47th Ave. S. Please revise the plans either by rotating the orientation of the house so that the garage/entry faces north, or add a porch and front entry onto the northern side of the house as proposed. 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. Revise Civil site plan to include (1) existing water main located West of your parcel (2) new 1" water meter with 1" water service line showing connection to existing water main (3) show and label any pavement cuts and new pavement with 47th Ave. South (4) undergrounding of power from existing power pole across street to house (5) on -site drainage infiltration trench for roof drains and driveway (6) any proposed catch basins on site (7) drainage flow arrows and downspout connection(s) to infiltration trench (8) F.F. elevations and spot elevations (9) show & label proposed driveway (10) show & label on plan sheet any proposed water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable (see enclosed 2008 Civil site plan for this site). 2. Consider installing water, sanitary sewer, storm drainage, and other utility lines to serve Lot 2 of future Short Plat. 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. D16-0024 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ....... V- ......... SEPARATE PERMIT REQUIRED FOR: CD/ Mechanical ID/ Electrical "lumbing Gas -Piping i 'Y i 211.00, _....„0:._ 2 - . ..... .. ...... .. ....... ........ ___........_ fi j 1 1 I 390' 388' .... ... /4.50- I EXISTING '•••••• BLOCK 11 W.Ali. • .7 11 11 w ee.scr pR,-,3Pcsa) '0"' 386' Rtsidence Main Floor 76.23 PROPOSP0 • • 20, c..10' -4 I 8,S. 13, i.. ho••:. Cti City -of -Tukwila - BUILDING DIVISION 1 t 3% 1378' 376' ? 74' 372' 370' ,,..„... . I \ . \ i i 1 1 I \ \ .., lq- 0 E iSksE may,r ; 1 7i1l1 _I1 ik_i\1_- .. 'Fq11V4.JRESS 4E fSSLTILITIE...-..5i \0'1 ' L. i ,„_4..1 L. : Ihif 7i1i..., \ `\\,-I 1.11\\•:\ \ \5 1. \,. \ \ \ \ \ \ \ \ \w::.„:, ... :—,•i1I \ 70R' .1.0S. R00. t .4 1 1012 .2,V'\\ \ I1 4 \ \ • 1 ! 1 ; \ N N\ ‘.. • i Garooe i I I g, Ti: . . \ ',Ir l I \\, \ \ i , `,...„, •ti, N.. S 8.9= 3'..4' 59" E ,......, ,.. . :4 I 64.7300' 'e.• ,,i ?..•.: - '' 4%. • Z.••• 334' ' 382' -:-: \ '. 1 Driillnaii` 1 \ 1 1 \ 1 1 1 ..... , 6 \ ..,. 1 ...,-. Lot 1 (11•Pt „....., In n i \ 1 n 1 '..., ,,,, ),., ,-.1 •':k 19: ••,,, ‘,. I 1' il Iil 0:1 • 1 \ 11"8: 1 \ Iii 1„ _.....".7.7-1,111:T , . ::,-:: —it,' N: rif i u (...7..FAN — — . _ __.. _ ...... • 'si- ''' CUT -11111 . [11;77',:". JL 390' !.., • ••,',...•,. ....... •••. 1 1 00 1 3" 388 N S 39, 50" ut k 86 384' 9g, 50' PORCIPSEP . ...... ........ ..... ......... . ..... SF.TRACKS TO YARDS, MINIMUM 5RONT 10 FEET DECKS. PORCHES I 5 5LEI SECOND FRONT 10 FEET SIDES 5 FEET REAR 10 FEET I ISICEIT. MAXIMUM 30 FEET orr-sTREEr PARKING: RES1DENT/AL ACCESSORY LAStilING uNn c.:ahcg USES SEE T A4C. CHAPTER I e.Sti. Off 558881' PING 8 LOCATION REGULATIONS "1 i'mC "c"°N15.50.215 SEE !MC CHAPTER 18.56. OPE S'IREET PAR/M:3E 10t:ATION RECLA.4.TiO5S )004' i.. \ , \ \ 1 I 1 \ . \ \ \ Si I" 4,' \ —.... — ..... i: ‘.. \ k \ , I ‘ • 1, ... e • )• .... 1 . . • - ' 373' 'tri 76...13' PRA-n.)5E0 1 \ 2:10.0:P 1.0R BASIC DFVF.I.OPMENT STANDARDS 1 for AREA. MINIMUM ,3503 SO FT I AVERAGE LOT MO EI-4111IN 20 5 r. PREET I TRONTAGE worp) MINIMUM 50 FEET I DEVELOPMENT AREA. MAXIMUM (ONLY I FOR SINGLE FAMILY DEVELOPMENT) I. . ___ I i 751G0N Lori LESS THAN i 1.000 SO Fr LIP TO A MAW:1M OF 5,650 SO FT ------------------------ 1S55 ON LOTS GREA1ER THAN OR EQUAL TO /J.000 SO FT : EXISTING BLOCK WALL C.l 374' PROPER./ Y INE08MAT505'5 PARCEL NUMBER: 222304..9063 SITE ADDRESS 15846 4 T11.1 AVE S ZONING CODE: LOR LEGAL:EC:TB OF TLIKM4LA C4-5I:04019 I1EC442.00EC4 f /00 I:2E SD BLS LOCArEo 048 I/2OFW 1/2 OF V:, i."2 Or S 112 OF S 1,2 OF SE 1/4 OF SE 1/4 LES5 164.7: Fr AS MEAS ALG E • LA: QUARTER. SECTE:N.TOWNSERP.RANGE: iF.22.23,1 LAND iSiFORMATION 'LAND IN SO FL /5144.3651 LAND IN ACREAGE 0.35 LOT St4i,5376 LOT 7003.8475 RECEIVED MAY 2 0 2021 TUKWILA PUBLIC WORKS .......... ........................ REv17, No, • g14,)14.4.1.- rouivet 15545 47i11.444: 5 Tufazilv. WA 3818$ • DepOrinre.W. Cilq nilm,,,7:r • Cot5, 2015 neeigrow71,ent.-41 Awake, .2015 Cheat: • 18;8 anign Aplemikv 5, .4012 1*.f SevilmOne 5, 2019 Smociutal Rdeute • Iso.d .............. ......... Nwr:111, 4 1 2 1 8 Nai11::dt. (2.• 1.0.1 i4-17.)2ti FILE -COPY ft Porn* No. • e. L.)/ 67"-CO T Plan review approval *subject to errors ana omissions. Approval of Wan. Chan documents does not authorize the voiation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acsnowiedge0: By. (10)1D—I Date: 0(u 1300 I City of Tukwila BUILDING DIVISION 1sSic,cnanges shall be made to bal MIN al *Mt without prior approval d tee Tukwila Budding Division. %DIE: Revisions soils request a now Op ubroinst and may include addidonel OM MOM SEM 1 (1.) LID 5-8 C.) V', 5-8 03 50 LP. 0 0 1-1 "CI C71 00 4-8 17) 551 00 • ....I 4-8 5-4 71) 03 03 50 0 (a. C..› 4-8 &-4 87) ar' 87) V) VD 0 03 cts 4-, 0. 551 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2021 City of Tukwila BUILDING DIVISION FILE APPROVED JUN 16 2021 K, City of Tukwala PUBLIC Works RECEIVED MAY 2 0 2021 TUKWILA PUBLIC WORKS REVIEWED FOR CODE COMPLIANCE APPROVED JUN212021 City of Tukwila BUILDING DIVISION REVISION NO. DIG-00,Rci FILE APPROVED JUN 16 2021 If City of Tukwwl� PUBLIC Work ij CC LILA 8 VIEWED rOR CODE COMPLIANCE APPROVED JUN 21 2021 City of Tukwila BUILDING DIVISION F L E Encompass f\ ENGINEERING & SURVEYING a June 16, 2021 Request for Infiltration Trench Adjustment Site Address: 15848 47th Ave S, Tukwila, WA 98188 KC Tax Parcel No.: 222304-9063 Permit #: D16-0024 Encompass Job #: 21514 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2021 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 6 2021 PERMIT CENTER Project Overview Building permit #D16-0024 was issued by the City of Tukwila for the construction of a single-family residence. The project is located in the City of Tukwila and is partially complete. Unfortunately, during construction of the residence, the original civil engineer who completed the site and storm drainage design, James J. Jaeger, passed away. The site plan approved on June 3, 2016 shows a 60-foot infiltration trench located on the west side of the house. It was realized in the field that the location of this stormwater infiltration trench was in an undesirable location as the finished grade slopes towards the new residence. After review of available options, the home builder, Solomon Holdings LLC, is requesting a design adjustment to the location and configuration of the stormwater infiltration trench. The City of Tukwila requires this be prepared by a professional civil engineer. However, since the design engineer has passed away, it was agreed upon that a letter of review and approval by a licensed civil engineer will suffice. This letter is intended to provide the needed analfysis and conclusions,. Encompass Engineering & Surveying has been retained to review the proposed modification to the stormwater design and ensure the design is equivalent to the initial design. We have gathered all available engineering documents produced by Mr. Jaeger, as well as architectural and permitting documents from the home builder, Solomon Holdings LLC. Stormwater recommendations by Encompass are based on the above -mentioned documents including information found in the Geotechnical Engineering Report by Associated Earth Sciences Incorporated, dated October 21, 2015, The Architectural Civil Site Plan by Creative Comfort, Dated September 5, 2019, the Site Plan by Edward Snyder approved June 3, 2016, as well as the storm drainage requirements detailed in the 2016 King County Surface Water Design Manual (KCSWDM). S(.t PEA' SEEDS _rove . '01 /tenc4 194/1-€56A) LE? 1 e M7O F6 4 202/ (1 (1 1/4 Western Washington Division 165 NE Juniper St., Ste 201, Issaquah, WA 98027 Phone: (425) 392-0250 Fax: (425) 391-3055 Eastern Washington Division 407 Swiftwater Blvd, Cle Elum, WA 98922 Phone: (509) 674-7433 Fax: (509) 674-7419 www.EncompassES.net REVISION NO,A_ D 16 - DO24 City of Tukwila D16-0024 6/16/2021 Page 12 Analysis: As detailed in the Geotechnical Engineering Report, three test pits were completed in various locations on -site. Soils consist of "stratified medium dense, medium sand with gravel and silt contents underlying fill and topsoil, interpreted to be Vashon recessional outwash." In addition, grain -size analyses of outwash deposits found in test pits E-1 & E-2 were completed, indicating the targeted soils for infiltration consist primarily of medium sands. Due to these findings, the geotechnical engineer stated full infiltration per section C.2.2.2 of the 2016 KCSWDM could be utilized. EP-3 is located near the original location of the infiltration trench and EP-2 is near the proposed trench location. The soils in both these test pits are considered equivalent for infiltration, as long as an infiltration facility is located below topsoil/fill soils and within outwash soils. Outwash soils are located under 4 feet of fill in EP-2, whereas in EP-3 they are under 6 inches of topsoil. Figure 1: On -site soil test pit locations The original design location of the 60-foot infiltration trench was to the west of the proposed residence in the approved site plan (Figure 2). In the most recent site plans (Figure 3), the location of the residence has shifted slightly to the west, with the location of the infiltration trench moving. to the southeast side of the residence. Slopes are slightly gentler in this location, and infiltrated stormwater would be downhill and lower than the structure. Assuming the dimensions shown in Figure 3 are the most updated and accurate, there is sufficient space for three, 20-foot infiltration trenches, with the equivalent infiltration capacity of the original 60-foot trench. 2-/ 1, • City of Tukwila D16-0024 6/16/2021 Page I 3 frl )•1! 17,1 7., 17- sr; • 'c'1 cr, 1 io • • , 1,1 , fl Figure 2: Approved Site Plan dated June 3, 2016 N 5 39 591 * . FP't• A:5 .1Sf. it4 ''' I VP . 37, • , 17., , , '. ; I ; 4- • .., 5 '. 2i; YARMf NI ...v...' rcie INGRT5S. 1 ' I ' ET:55.5110E1M9 , i \ •\ .1 ‘L....._ ' .= L. • i , ',.. .. .' '1. !; ,„! , .. ‘..i. \ , , . , . , ‘, ,,,, • 1) 2 -.,.:%. z- - ------ - '''' ,.- - ',.. PropoSed 7_ ,,,, 4 ,. .00 , , • -- 6.".•,, [' . ? .-'. . . ... t.. '' Pr...., .., .,: , .. ;-.' &r. '•• 1 -...; • 'mow . , Lot 1 . 1•1011 • to , /..15tAt 0 .; I • 4 !I: ,I• , •,'I ',- .• ! I . . 0 I -- - ?,-,../4 • III !! 'I- s . k! S.0 ,,. ::.• ' .4. i•. .. ., , \''' , .;,,- 7t6, , . ,,. 1 ixtsrm. :9. 39. W' ,.., 1 MI0. WALE . ,,,, ;..;,, „":. , ..„: „ S., 5,., i,/,',.`”..,f.i, _ I '''' .:;., '•:: ',.„ 515' - ' - - ..,- ..' , ..'23 !.'. ' .... 1:01 Figure 3: Most recent Architectural/Civil Plans dated September 5, 2019 A minimum 5-foot setback must be maintained between the infiltration trench and any structure or property line per Section C.2.2.2 of the 2016 KCSWDM. In addition, a minimum 10- foot setback must be maintained from sanitary sewer facilities. It is our recommendation that individual trenches be spaced 2 feet apart as well to maintain proper infiltration characteristics. 3/1/ City of Tukwila D16-0024 6/16/2021 Page 14 Conclusion: It is in the opinion of Encompass Engineering and Surveying that the infiltration capacity of three 20-foot long, 2-foot wide infiltration trenches located to the east of the residence is equivalent to a single 60-foot trench, provided these trenches are installed in outwash soils below overlying fill and topsoil, as recommended in the geotechnical analysis. According to test pit findings, fill may be up to 4 feet deep in this location. As proposed, the modified design will provide an equivalent amount of infiltration as the original design. Please let me know if you have any questions regarding my analysis of this infiltration system or the recommendations contained herein. Sincerely, f/+ Costa Philippides, PE Senior Engineer Encompass Engineering and Surveying. 4/1 associated earth sciences incorporated Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report SNYDER RESIDENCE Tukwila, Washington Prepared For: HAWKINS PRODUCTIONS Project No. KE150508A October 21, 2015 FIL E RECEIVED CITY OF TUKWILA JAN 26 2016 PERMIT CENTER REVIEWED FOR .ODE.DOMPt.IANCE APPIf OVER JUN032016 City of Tukwila BUDA OM bi oozy ��2 associated earth sciences October 21, 2015. Project No. KEE150508A Hawkins Productions 3701 SE 5th" Place Renton, Washington 98058 Attention: Mr. John Hawkins Subject Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Snyder Residence 15848 4 Avenue South Tukwila, Washington Dear Mr. Hawkins: We are pleased to present this report for the referenced project This report summarizes the results of our subsurface exploration, geologic hazards assessment, and geotectinic:al engineering studies, and offers preliminary recommendations for the design and development of the proposed project Our report is based on the information presented by you. At the time this report was prepared, a conceptual plan for development had been developed but not finalized. We recommend that we be allowed to review this report and update it as needed when project plans have been finalized. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project ti you should have any questions regarding this report, or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCOENV S, INC'. Kirkland, Washington Rio II Lirarliikadt,wA 981133 1 k 47.5.827.77191 Ell 42 5424 Emma Office II Hewitt Avenue, Sate 2 ! Everett. CAC 98201 P II 475. .0522 IF 25 7. 14_ . Tanta Offrt.eI1552 Commerce Street. Rite 137 II T ma WA 02 I 0 2517222952 HI 393 SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS ASSESSMENT, AND GEOTECHNICAL ENGINEERING REPORT SNYDER RESIDENCE Tukwila, Washington Prepared for: Hawkins Productions 3701 SE 5t.h Place Renton, Washington 98058 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 October 21, 2015 Project No. KE150508A Subsurface Exploration, Geologic Hazards Assessment, Snyder Residence and Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards assessment, and preliminary geotechnical engineering studies for the proposed Snyder Residence. The site location is shown on the "Vicinity Map," Figure 1, and the approximate locations of subsurface explorations completed for this study are shown on the "Site and Exploration Plan," Figure 2. Logs of the subsurface explorations and laboratory analyses completed for this study are included in the Appendix. 1.1 Purpose and Scope The purpose of this study was to provide preliminary geotechnical engineering recommendations to be utilized in the design of the project. This study included a review of selected available geologic literature, excavation of three exploration pits, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and depth of shallow ground water. Geotechnical engineering studies were completed to establish recommendations for the type of suitable foundations and floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, and drainage considerations. Subsurface data was also used to formulate our conclusions regarding the feasibility of infiltrating storm water generated on -site. This report summarizes our fieldwork, and offers preliminary recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report, and revise them, if needed, when project plans have been developed. 1.2 Authorization Authorization to proceed with this study was granted by Mr. Edward Snyder on September 4, 2015. Our work was completed in general accordance with our scope of work, and cost proposal, dated August 28, 2015. This report has been prepared for the exclusive use of Hawkins Productions, and its agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made, 2.0 PROJECT AND SITE DESCRIPTION The project site consists of the parcel (King County No. 2223049063) located at 15848 47th Avenue South, with an approximate total area of approximately 0.35 acres in Tukwila, October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects1201505081KEIWP Page 1 ,Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Project and Site Conditions Washington. We understand that the proposed project will include construction of a new residential structure at the subject property. At the time this report was written, detailed plans of the new building, grading plans, and drainage plans had not been prepared. Conceptual project plans call for construction of a new residential structure with attached three -car garage. For the purpose of preparing this report, we have assumed that the new structure will be constructed close to existing grades without the need for deep earthwork cuts or thick structural fills. We have assumed that light to moderate foundation loads typical of small wood -framed, residential construction will be required. Infiltration of storm water in on -site dry wells is being considered. Should actual project design differ significantly from our assumptions, Associated Earth Sciences, Inc. (AESI) should be allowed to review the report, and revise the recommendations, as appropriate. The site is bounded by existing single-family residential development on all sides. Site access is via 47th Avenue South at the northwest corner of the property. The site is currently undeveloped, although a small shed is present in the northeast corner of the property, and what appears to be a remnant driveway/parking pad is present along the west property line. The property is vegetated with low grass, with sparse, mature trees, and occasional blackberry vines. Site topography is gently sloping towards the east, with overall vertical relief of about 20 feet based on our review of King County iMap elevation contours'. A topographic survey of the site was not available at the time our subsurface exploration program was completed. 3.0 SUBSURFACE EXPLORATION Our subsurface exploration completed for this project included excavation of three exploration pits using an excavator subcontracted through AESI on September 28, 2015. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The locations and depths of the explorations were completed within site and budget constraints. The exploration pits permitted direct visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geotechnical engineer from our firm. Selected samples were then transported to our laboratory for further visual classification, and testing, as necessary. ' http://www.kingcounty.gov/operaations/GIS/Maps/iMAP.aspx, October 9, 2015. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC'. DMG/!d-KE150508A2-Projectsl20150508\KEIWP Page 2 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Project and Site Conditions 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction begins. 4.1 Stratieraphv Surficial Topsoil Our exploration pit EP-3 encountered approximately 6 inches of topsoil and grass covering the site. Topsoil is not suitable for structural support, and should be stripped from structural areas. Excavated topsoil may be suitable for reuse in landscape areas. Fill Existing fill was encountered in exploration pits EP-1 and EP-2 to depths of about 5 and 4 feet below ground surface (bgs), respectively. The observed depths of existing fill are documented on subsurface exploration logs included in the Appendix. The existing fill was observed to be loose, slightly moist, silty sand with trace gravel and a high organic content of rootlets and charcoal fragments. Existing fill is not suitable for foundation support and should be removed from areas planned for support of structural loads. Excavated existing fill material is suitable for reuse in structural fill applications if it is at a moisture content that allows compaction to the specified level for the intended use, and if significant organic materials and any other deleterious materials are removed prior to use in structural fill applications. At the time of exploration, we estimate that most of the existing fill that we observed was below optimum moisture content for compaction purposes, and may require wetting prior to use as structural fill on -site. Fill is not a suitable receptor soil for infiltration of on -site storm water. Vashon Recessional Outwash Below the fill soils in pits EP-1 and EP-2 and below the topsoil in pit EP-3,. stratified medium dense, medium sand with gravel and silt contents ranging from trace to some was encountered, which we interpreted to be Vashon recessional outwash. The deposit extended beyond the maximum depths of our explorations of 8 to 9 feet. The recessional outwash was deposited by meltwater streams that emanated from the retreating glacial ice during the latter portion of the Vashon Stade of the Fraser Glaciation approximately 13,000 years ago. The upper portion of October 21, 2015 OMG/!d - KE150508A2 - Projects1201505081KElWP ASSOCIATED EARTH SCIENCES, INC. Page 3 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Project and Site Conditions the recessional outwash sediments encountered during our exploration typically contained more silt due to weathering. The weathered recessional outwash horizon was typically 4 to 6 feet below ground surface. Below the weathered zone, the outwash generally contained trace silt. The recessional outwash soils are typically suitable for light foundation, floor, and pavement loads after stripping and recompaction. The unweathered recessional outwash sands and gravels can be reused as structural fill in moderately wet conditions when the fines content is less than 5 percent. The cleaner recessional outwash below depths of about 4 to 6 feet is generally a suitable ;receptor soil for infiltration of storm water generated on -site. Published Geologic Map Our interpretations of subsurface conditions on -site are generally consistent with a published geologic map of the area, as represented by the Geologic Map of the Des Moines Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron (2004). The referenced map indicates that the project area is expected to be underlain at shallow depth by recessional outwash. Our interpretation of recessional outwash at the project site is in general agreement with the published geologic mapping of the site and vicinity. 4.2 Hydrology Ground water seepage was not encountered in our exploration pits to the total depth explored of 9 feet at the time of our site investigation on September 28, 2015. Our explorations were conducted after an extended period of warm and dry weather. It should be noted that the occurrence, duration, quantity, and level of ground water seepage may vary iin response to such factors as changes in season, precipitation, and site use. 4.3 Infiltration Feasibility Potential infiltration receptor sediments encountered during our subsurface exploration include recessional outwash. Grain -size analyses of two samples of the recessional outwash deposits (EP-1 at 5.5 feet bgs, and EP-2 at 5 feet bgs) were completed in our laboratory and the results are attached to this report in the Appendix. The recessional outwash sieve data indicates that the material consists primarily of a medium -grained sand with fine-grained material (passing the No. 200 sieve) between about 7.5 to 1.1 percent. From our review of conceptual site plans provided to us by Hawkins Productions (attached), the proposed development will result in 2,000 square feet or Tess of new impervious area, and will therefore need to meet the requirements set forth in the 2009 King County Surface Water Design Manual (2009 KCSWDM), Appendix C, "Small Projects Drainage Requirements." Per Section C.2.2.2 full infiltration may be utilized for the site since the targeted infiltration receptor soils, the Vashon recessional outwash, generally consists of medium sands. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects1201505081KE\WP Page 4 ,Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Project and Site Conditions The City of Tukwila has published a map (attached, September 23, 2003) of locations where infiltration is not allowed, typically due to proximity to steep slopes or landslide/erosion hazard areas. The subject site is located near the boundary of one of these polygon areas, though the scale of the City map limits our ability to determine whether the subject site is located in the polygon. However, the subject site is more than 500 feet away from the mapped steep slope northeast of the site. It is our opinion that due to the low volume of water infiltrated into the soil as a result of site development and the distance of the proposed dry wells from the top of the slope, the global stability of the off -site slope should not be affected. Based on the observed subsurface conditions and laboratory sieve data, the recessional outwash appears to be a suitable receptor soil for infiltration of storm water runoff, provided our recommendations and the requirements set forth in the 2009 KCSWDM, Appendix C, are implemented. October 21, 2015 DMG/fd - KE150508A2 - ProJeds1201505081KEI WP ASSOCIATED EARTH SCIENCES, INC. Page 5 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on review of the City of Tukwila Municipal Code (TMC) and the geologic, slope, and ground and surface water conditions, as observed and discussed herein. The discussion will be limited to slope stability, seismic, and erosion issues. 5.0 SLOPE HAZARDS AND MITIGATIONS The site is characterized by gently sloping topography underlain by a combination of loose fill, and medium dense native soils. The existing on -site slopes were not observed to exhibit visual indications of slope instability or erosion. None of the existing slopes on or near the site appear to meet applicable criteria for treatment as geologic hazards in accordance with the TMC. There is a steep slope/landslide hazard area mapped several hundred feet northeast of the subject site, but proposed development should not affect the global stability of the slope. No detailed slope stability analysis was completed for this study, and none is warranted to support the current site development concept, in our opinion. 6.0 SEISMIC HAZARDS AND MITIGATIONS Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely every 20 to 40 years in the Puget Sound area. According to the TMC, the site is not classified as a seismic hazard area. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. Current research indicates that surficial ground rupture is possible in areas close to the Seattle Fault October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects120150508jKEOP Page 6 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Geologic Hazards and Mitigations Zone. Although our current understanding of this fault zone is limited and active research is ongoing, the site lies south of the currently recognized limits of the Seattle Fault Zone. Therefore, based on current information, the risk of damage to planned improvements as a result of surface rupture due to faulting is low, in our opinion. 6.2 Seismically Induced Landslides It is our opinion that the potential risk of damage to the proposed development by seismically induced slope failures is low due to the slope across the site being very gentle. We interpret the slope adjacent to the flat driveway to be man-made, and not considered at high risk of slope failure due to the relatively low height and gentle inclinations of the slope. We did not complete a quantitative slope stability analysis as part of this study, and none is warranted at this time, in our opinion. 6.3 Liquefaction Liquefaction is a process through which unconsolidated soil loses strength as a result of vibrations, such as those which occur during a seismic event. During normal conditions, the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is supported by pore pressure alone. Liquefaction can result in deformation of the sediment and settlement of overlying structures. Areas most susceptible to liquefaction include those areas underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow water table. Ground water seepage was not encountered in any of our explorations completed for this study. No detailed liquefaction analysis was completed as part of this study, and none is warranted, in our opinion. 6.4 Ground Motion It is our opinion that earthquake damage to the proposed structure, when founded on suitable bearing strata in accordance with the recommendations contained herein, will likely be caused by the intensity and acceleration associated with the event. Structural design of the building should follow 2012 international Building Code (IBC) standards using Site Class "D" as defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7 — Minimum Design Loads for Buildings and Other Structures. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects120150508\KEOP Page 7 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Geologic Hazards and Mitigations 7.0 EROSION HAZARDS AND MITIGATIONS The subject site is not situated in an area mapped as an Erosion Hazard Area according to the City of Tukwila. However, the surrounding area should be protected from the effects of construction traffic and prevent the off -site transport of sediment -laden water. To mitigate the erosion hazards and potential for off -site sediment transport, we recommend the following: 1. Construction activity should be scheduled or phased as much as possible to reduce the amount of earthwork activity that is performed during the winter months. 2. The winter performance of a site is dependent on a well -conceived plan for control of site erosion and storm water runoff. The project temporary erosion and sediment control (TESC) plan should include ground -cover measures, access roads, and staging areas. The contractor must implement and maintain the required measures. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Washington State Department of Ecology (Ecology) standards. 3. TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing. The recommended sequence of construction within a given area after clearing would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting grading. 4. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned -up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal -rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 5. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projec s1201505081 KE\W Page 8 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Geologic Hazards and Mitigations 6. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. 7. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (best management practices [BMPs]) throughout construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects120150508kKElWP Page 9 , Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Preliminary Design Recommendations 1I1. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION The site is suitable to support the proposed development, provided the recommendations presented in this report are properly implemented. Some portions of the site are underlain by a layer of surficial existing fill that is loose and variable. Existing fill is not suitable for support of new foundations and should be removed where it occurs below areas planned for structural Toads. Native sediments, or new structural fill placed above these native sediments, are suitable for support of lightly loaded shallow foundations with proper preparation according to the recommendations presented in this report. Infiltration of on -site storm water into proposed dry wells or an infiltration trench appears feasible, provided the recommendations presented in this report and the specifications from the 2009 KCSWDM are properly implemented. 9.0 SITE PREPARATION Site preparation of planned structural fill and building areas should include removal of all trees, brush, debris, and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots should be grubbed. Existing fill should be removed where it occurs below areas planned for structural loads. Areas where loose surficial soils exist due to grubbing operations should be recompacted in place, or if this is not feasible due to either soil composition or moisture content, the loose soils should be removed and replaced as subsequently recommended for structural fill placement. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the recessional outwash may be made at a maximum slope of 1.5H:1V (I.Horizontal:Vertical). As is typical with earthwork operations, some sloughing and raveling may occur, especially if ground water seepage is present in the excavation cuts, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut slopes in native sediments or structural fill must not exceed a 2H:1V inclination. The silt content of the on -site fill soils and some of the weathered recessional outwash makes them moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). October 21, 2015 DMG//d - KE150508A2 - Projects120150508\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 1.0 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Preliminary Design Recommendations 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. Topsoil and any loose, existing sediments should be stripped from all areas to receive structural fill. The existing grade should then be compacted to a firm and non -yielding condition. If a firm subgrade cannot be obtained, the yielding soil should either be removed and/or an engineering stabilization fabric placed over the area prior to filling. All applications of stabilization fabric should be placed in accordance with the manufacturer's specifications. It may also be possible to utilize a layer of oversize rock to provide a firm base for structural fills depending on the field conditions and planned use of the area to be filled. The use of stabilization fabric and rock should be evaluated by AESI's field engineer on a case -by -case basis. After recompaction or remediation of the exposed ground is approved, structural fill may be placed as required to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 10-inch loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor maximum density using American Society for Testing and Materials (ASTM):D 1557 as the standard. Maximum particle size for structural fill should typically be kept less than the lift thickness. However, occasional larger rocks may be placed provided that they are isolated in occurrence and do not create voids in the fill. Rocks larger than 12 inches in diameter should be kept out of the upper 4 feet of all structural fills. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills will, on a practicable basis, be limited to favorable dry weather conditions. The on -site topsoil and recessional outwash sediments generally contain significant amounts of silt and are considered moisture -sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If structural fill is to be placed during wet weather or if proper compaction cannot be obtained, a select material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. 10.1 Utility Trench Backfill Utility trench backfill should be placed and compacted as per the recommendations contained in this section of the report. All utility lines should be constructed on a layer of bedding, as October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects1201505081KEIWP Page 11 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Preliminary Design Recommendations recommended by the civil engineer. In order to avoid distorting or cracking the utility pipes, the initial lift of fill may be increased in thickness to 30 inches. Lift thickness may also be increased to 18 inches within a confined trench provided that the density testing consistently indicates that the required compaction is being achieved. We recommend that all utility trench fills within 3 feet of the pavement subgrade be compacted to a minimum of 95 percent of ASTM:D 1557 in structural fill areas and to a minimum of 92 percent below 3 feet in landscape fill areas. 10.2 Monitoring A representative from AESI should observe the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and problem areas may be corrected at that time. Our field technicians and engineer are available to aid the owner in developing a suitable monitoring and testing program, such that quality control is adequately provided. 11.0 FOUNDATIONS Spread footings may be used for building support when founded on native soils, properly prepared recessional outwash, or approved structural fill placed as previously discussed. We recommend that an allowable bearing pressure of 2,000 psf be utilized for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing strata, and no footing should be founded in or above loose, organic, or non-structural fill soils. It should be noted that the area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edges of steps or cuts in the bearing soils. Anticipated settlement of footings founded on native soils, or structural fill should be less than 1 inch. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be observed by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Perimeter footing drains should be provided, as discussed under the "Drainage Considerations" section of this report. October 21, 2015 DMG/Id - KE150508A2 - Projects120150508\KEIWP ASSOCIATED EARTH SCIENCES, INC Page 12 Subsurface Exploration, Geologic Hazards Assessment, Snyder Residence and Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations As previously stated, exploration pits EP-1 and EP-2 encountered several feet of existing fill soils not suitable for foundation support. The foundation bearing sediments, consisting of medium dense recessional outwash sand, were encountered at depths between approximately 4 and 5 feet. Because of the depth to the bearing stratum across the site, it may be more economical to utilize a deep foundation system consisting of rock trenches rather than a conventional spread footing foundation, as described below. 11.1 Rock Trenches Because the fill may be considered too deep to economically extend the footings down to suitable bearing, rock trenches extended down to the medium dense native soils are an alternative for foundation support. The trenches should have a minimum width of 4 feet (or as designated by the field engineer/engineering geologist) and be excavated down to the medium dense natural soils. Because of the potential for caving, the actual trench width may be greater than specified. It would be appropriate to backfill the trenches as the excavation proceeds to reduce caving. The use of a larger, track -mounted backhoe will greatly speed trench excavation over the use of a conventional, rubber -tired backhoe. In order to reduce disturbance of the bearing soils exposed in the trench, it is strongly recommended that the teeth of the backhoe bucket be covered with a digging plate.. To determine when suitable bearing has been achieved and to verify proper rock placement, the geotechnical engineer/engineering geologist must be present on a fuill-time basis during footing trench excavation and backfill. Any potential seepage entering the excavation on an overnight basis must be removed prior to commencing trench excavation the following day. After the bearing stratum has been reached, the trench should be immediately backfilled. We recommend the use of "railroad ballast" or 2- to 4-inch-size crushed rock for backfill. The crushed rock must be tamped into place to achieve a tightly -packed mass; this may be done with either a "Hoepac"-type compactor mounted on the backhoe or more typically, with the bucket of the backhoe itself. Staging areas should be maintained so that the rock is not contaminated by mud prior to placement in the trench. Equipment access to trench locations should also be maintained. Spread footings may then be used for building support when placed over properly constructed rock trenches. Footings which bear on approved rock trenches may be designed for an allowable bearing pressure of 2,000 psf including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. However, all rock trenches must penetrate to the prescribed bearing stratum and no trenches should be founded in or above loose, organic, or existing fill soils. In addition, all footings must be centered over the trenches October 21, 2015 DMG/Id - KE150508A2 - Projects1201505081KE\WP ASSOCIATED EARTH SCIENCES, INC. Page 1.3 Subsurface Exploration, Geologic Hazards Assessment, Snyder Residence and Geotechnical Engineering Report Tukwila, Washington Preliminary Design Recommendations and have a minimum width of 14 inches for one-story structures, 16 inches for two-story structures, and 18 inches for three-story structures. All footing areas should be inspected by AESI prior to placing concrete, to verify that the rock trenches are undisturbed and construction conforms with the recommendations contained in this report. Such inspections may be required by the governing municipality. 11.2 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated pipe surrounded by washed pea gravel. The drains should be constructed wiith sufficient gradient to allow gravity discharge away from the proposed new residence. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structure to achieve surface drainage. 12.0 FLOOR SUPPORT For those areas where conventional spread footings or rock trenches will be utilized for foundation support, slab -on -grade floors may be constructed either directly on the medium dense natural outwash sands, or on structural fill placed over these. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10-mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist active lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 55 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 65 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects120150508\KEIWP Page 14 Snyder Residence Tukwila, Washington Subsurface Exploration, Geologic Hazards Assessment, and Geotechnical Engineering Report Preliminary Design Recommendations As required by the 2012 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide curtain drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. 13.1 Passive Resistance and Friction Factors Lateral Toads can be resisted by friction between the foundation and the native or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 200 pcf • Coefficient of friction = 0.30 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is based on a general project concept that was provided to us. We recommend that AESI be allowed to review this report and update it as needed when a more detailed project plan has been developed. In this way, we can confirm that our earthwork and foundation recommendations have been properly interpreted and implemented in the design. October 21, 2015 ASSOCIATED EARTH SCIENCES, INC. DMG/Id - KE150508A2 - Projects1201505081KE1WP Page 1.5 .aIY(bsanitre EvirtibratPitm, Geoltgle !Nomads Vrvider Residence and Gentechniroil Engineering Report MoakWashington ti af}v Recommendations We are also available to provide geotedrnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further a�tance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH Ste, INC Kiridand, Washington tro Danika M. Globokar, E.I.T., G.I.T. Bruce L. Blyton, P.E. Senior Staff Engineer Senior Principal Engineer Attact risen : Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Conceptual Site Plans City of Tukwila Infiltration Map, September 23, 2003 Appendix: Exploration Logs Sieve Analyses 21, 25 AS59(7,1471E9 MICH SigThrlai,t v9C ME&- - RtliNcrstaMESERMW Page 16 28 2 0_ u_ co 0 LT, cc cr) -o co 5 I 1 ;, 1 ----1, • > III S 160th St I —1 REFERENCE: USGS, KING CO Is I 34 NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION. 1000 2000 FEET associated earth sc ences incorporated VICINITY MAP SNYDER RESIDENCE SEATTLE, WASHINGTON FIGURE 1 DATE 10/15 PROJ. NO. KE150508A 1-1:1G I S_Projecffi\aYea r2O 15\t 50 Document Pa ❑ EXPLORATION PIT REFERENCE: BING 2013 NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION. �N\ 25 50 FEET associated eaath sciences i n c o r p o r a e d SITE AND EXPLORATION MAP SNYDER RESIDENCE TUKWILA, WASHINGTON FIGURE 1 DATE 10/15 PROJ. NO. KE150508A 0 fl 11 4 1640 i , C p� Qcolip c�s-gta 0 --Ygernrs:MV 00100 coo 1 � CZk s Nat to Scale APPENDIX 0 3 O Coarse -Grained Soils - More than 50%(1)Retained on No. 200 Sieve Gravels - More than 50% ofFri Retained on No. 4 Sieve s ii.Poorly-graded mu 0 0 ; o 8.8. , • o GM WeII-graded gravel and gravel with sand, little to no fines Terms Describing Relative Density and Consistency Density SPTMblows/foot Coarse- Very Loose 0 to 4 Grained Soils Loose 4 to 10Medium Dense 10 to 30 Dense 30 to 50 Test Symbols Very Dense >50 G = Grain Size M = Moisture Content Consistency SPT(2)blows/foot A = Atterberg Limits 0000000 00000000 0000000 00000000 0000000 GP gravel and gravel with sand, little to no fines .n ri)b u. N 7E0 Or o� ..... • ° ; °` Ub 1l, GM Silty gravel and silty gravel with sand Very Soft 0 to 2 C = Chemical Fine- Soft 2 to 4 DD = Dry Density Grained Soils Medium Stiff 4 to 8 K = Permeability Stiff 8 to 15 Very Stiff 15 to 30 Hard >30 i'A . ... :�'�� GC Clayey gravel and clayey gravel with sand Component Definitions Descriptive Term Size Range and Sieve Number Sands - 50%(lior More of Coarse Fraction Passes No. 4 Sieve i$ "''''' e � mi : sw WeII-graded sand and sand with gravel, little to no fines Boulders Larger than 12" Cobbles 3" to 12° Gravel 3" to No. 4 (4.75 mm) Coarse Gravel 3° to 3/4° Fine Gravel 3/4" to No. 4 (4.75 mm) Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Medium Sand No. 10 (2.00 mm) to No 40 (0.425 mm) Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay Smaller than No. 200 (0,075 mm) -- : --_ = =- - : SP Poorly -graded sand and sand with gravel, little to no fines LL ze "'r ::- `- SM Silty sand and silty sand with gravel sc Clayey sand and clayey sand with gravel (s) Estimated Percentage Component Percentage by Weight Moisture Content DryAbsence of moisture, Trace <5 Some 5 to <12 Modifier 12 to <30 (silty, sandy, gravely) Very modifier 30 to <50 (silty, sandy, gravelly) dusty, dry to the touch Slightly Moist - Perceptible moisture Moist - Damp but no visible water Very Moist - Water visible but not free draining Wet - Visible free water, usually from below water table Fine -Grained Soils - 50%t1ior More Passes No. 200 Sieve Silts and Clays Liquid Limit Less than 50 ML Silt, sandy silt, gravelly silt, silt with sand or gravel j CL Clay of low to medium plasticity; silty, sandy, or gravelly clay, lean clay _=_— _= OL Organic clay or silt of low plasticity Symbols Blows/6" or Sampler portion of 6" Type / 2 0" OD „ Sampler Type > Cement grout surface seal Silts and Clays Liquid Limit 50 or More MH Elastic silt, clayey silt, silt with micaceous or diatomaceous fine sand or silt Split -Spoon % u Description (4) /A Bentonite Sampler (SPT) Bulk sample Grab Sample a 3.0" OD Split -Spoon �� Sampler 3.25° OD Split -Spoon Ring Sampler (4) OD Thin -Wall Tube Sampler „� (including Shelby tube) yl- - - . - -? — .- D-. seal : % Fitter pack with ::: blank casing ion =• Screened casing : or Hydrotip with filter pack End CH Clay of high plasticity, sandyor gravelly day,fat3.0° claywith sand orgravel /cap 0/, ,���,�;/ �r� ; /vw OH Organic clay or silt of medium to high plasticity 0 Portion not recovered (1) Percentage bydryweight (z) g g (4) Depth of ground water (SPT) Standard Penetration Test Y ATD = At time of drilling (ASTM D-1586) g Static water level date: t3) In Genera► Accordance with (date) Standard Practice for Description (5) Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 12% >, c d, w '6o = O PT Peat, muck and other highly organic soils Classifications of soils in this report are based on visual field and/or aboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. Y -„associatedd earth sciences EXPLORATION LOG KEY 8 �,y�' i n c o r p o r a t e d FIGURE Al LOG OF EXPLORATION PIT NO. EP-1 • PP3 150508.GPJ October 19, 2015 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named proms and should be read together wall that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplficatiion of actual conditions encountered. DESCRIPTION 1 — 2 — 3 4 5 — 6 — 7 — 8 Fill Loose, slightly moist, brown, silty SAND, trace gravel; abundant rootlets; unsorted (SM). Contact dips east across pit bottom from 3 to 5.5 feet Loose to medium dense, slightly moist, dark brown, silty SAND, trace gravel; occasional rootlets; occasional charcoal fragments; faintly stratified (SM). Vashon Recessional Outwash Medium dense, slightly moist, brown, gravelly, fine to medium, SAND, some silt, trace to some fine gravel; stratified (SW-SM). Medium dense, moist, reddish brown, fine to medium SAND, some silt, some fine gravel; stratified (SM-SP). 9 10 — 11 — 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — Bottom of exploration pit at depth 9 feet No seepage. No caving, Logged by: DMG Approved by: CJK Snyder Residence Tukwila, WA a s s o c i a t e d earth sciences incorporated Project No. KE:150508A 9/28115 LOG OF EXPLORATION PIT NO. EP-2 a A rP3 150508.GPJ October 19, 2015 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summa dies only to them location of ths trench at the time of excavation. Subsurface conditions may change at this location with the passage of tie. The data presented area simplfication of actual conditions encountered. DESCRIPTION 1 — 2 — 3 — 4 Fill Loose, slightly moist, brown, silty SAND, trace gravel; abundant rootlets; unsorted (SM). 5 — 6 — 7 — 8 Vashon Recessional Outwash Medium dense, moist, brown, medium SAND, trace silt, trace gravel; bedded (SP). Medium dense, moist, brown, medium SAND, some gravel, trace silt; bedded (SP). 9 10 — 11 — 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — Bottom of exploration pit at depth 9 feet No seepage. Very minor caving from 0 to 6 feet. Logged by DMG Approved by: CJK Snyder Residence Tukwila, WA associated) earth sciences incorporated Project No. KE160608A 9128/16 LOG OF EXPLORATION PIT NO. EP-3 4 • Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named proleect and should be read together wlth that report for complete interpretation. This summary applies only to the location of tins trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfiicafion of actual conditions encountered. DESCRIPTION 1 2 — 3 — 4 — 5 — 6 — 7 —r Topsoil \Loose, slightly moist, brown, silty SAND, trace gravel; abundant rootlets; unsorted (SM). Vashon Recessional Outwash Medium dense, moist, brown, medium SAND, some gravel, trace silt; bedded (SP). Medium dense, moist, brown, medium SAND, some to trace fine gravel, trace silt; bedded (SP). As above, thin bed (1/4 inch thick) of silty sand 8 9 — 10 — 11 — 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — Bottom of exploration pit at depth 8 feet No seepage. No caving. [P3 150508.GPJ October 19, 2015 Logged by: DMG Approved by CJK Snyder Residence Tukwila, WA associated earth sciences i n corpora t e d Project No. KE160608A 9/28/16 4 ti earth sciences i n c o r p o r a t e d GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422 Project Name Snyder property Project Number KE150508A Date Sampled 9/28/2015 Date Tested 10/14/2015 Tested By MS Sample Source Onsite Sample No. EP-1 Depth (ft) 5.5 Soil Description gravelly SAND, some silt (SW-SM) Total Sample Dry Wt. (g) 920.5 Moisture Content (%) 9 Dta (mm) 0.116 Reference Specification 4 100 90 80 70 ea 51 60 eo 50 o . c 40 61 41 a. 30 20 10 0 U.S. Sieve Opening in Inches U.S. Sieve Numbers 3 2 1.5 1 314 12 315 3.5 4 6 8 10 14 16 20 30 40 50 60 Hydrometer 100 140 200 270 400 500 635 100 10 Cobb. Gravel Coarse Fine 1 Diameter (mm) 0 1 0.01 Ref. Spec. Sand Coarse Medium Fine Silt or Clay Sieve No. Dam. (mm) Cum. Wt. Ret. (g) % Ret. by Wt. % Passing by Wt. % Specs. Pass. by Wt. Min Max 3 76.1 0.0 100.0 2.5 64 0.0 100.0 2 50.8 0.0 100.0 1.5 38.1 0.0 100.0 1 25.4 0.0 100.0 3/4 19 86.1 9.3 90.7 3/8 9.51 161.4 17.5 82.5 #4 4.76 203.5 22.1 77.9 #8 2.38 242.1 26.3 73.7 #10 2 251.8 27.4 72.6 #20 0.85 311.7 33.9 66.1 #40 0.42 535.3 58.2 41.8 #60 0.25 740.4 80.4 19.6 #100 0.149 816.3 88.7 11.3 #200 0.074 851.1 92.5 7.5 #270 0.053 861.4 93.6 6.4 Kirkland Office: 1911 Fifth Avenue 1 Kirkland, WA 98033 P 1425.827.7701 F 1 425.827.5424 Everett Office 1 2911 l4 Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1 425.259.0522 F 1425.252.3408 Tacoma Office 1 1552 Commerce Street, Suite 102 I Tacoma, WA 98402 P I 253.722.2992 F 1 253.722.2993 www.aesgeo.com Jr s2 s 5 EY t: la! If 6I earth sciences incorporated GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422 Project Name Snyder property Project Number KE150508A Date Sampled 9/28/2015 Date Tested 10/14/2015 Tested By MS Sample Source Onsite Sample No. EP-2 Depth (ft) 5 Soil Description SAND, trace silt, trace gravel (SP) Total Sample Dry Wt. (g) 971.0 Moisture Content (%) 3 Dlo (mm) 0.292 Reference Specification 100 90 80 70 2 m w 60 c 50 0. C 61 61 d 30 20 10 0 U.S. Sieve Opening in Inches 4 3 2 1.5 1 3/4 12 3/8 100 10 U.S. Sieve Numbers 3.5 4 6 8 10 14 16 20 30 40 50 60 1 Diameter (mm) 100 Hydrometer 140 200 270 400 500 635 01 00• EP-2. 0.01 ---Ref.Spec. Cobb. Coarse Gravel Fine Coarse Sand Medium Fine slit or clay Sieve No. Diam. (mm) Cum. Wt. Ret. (g) % Ret. by Wt. % Passing by Wt. % Specs. Pass. by Wt. Min Max 3 76.1 0.0 100.0 2.5 64 0.0 100.0 2 50.8 0.0 100.0 1.5 38.1 0.0 100.0 1 25.4 0.0 100.0 3/4 19 0.0 100.0 3/8 9.51 0.0 100.0 #4 4.76 0.4 0.0 100.0 #8 2.38 0.8 0.1 99.9 #10 2 0.9 0.1 99.9 #20 0.85 1.5 0.2 99.8 #40 0.42 758.7 78.1 21.9 #60 0.25 923.4 95.1 4.9 #100 0.149 956.5 98.5 1.5 #200 0.074 960.7 98.9 1.1 #270 0.053 961.3 99.0 1.0 Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 1291114 Hewitt Avenue, Suite 2 I Everett, WA 98201 P 1425.259.0522 F 1425.252.3408 Tacoma Office 11552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1 253.722.2992 F 1 253.722.2993 www.aesgeo.com TSE ♦ Engineering ♦ 12810 NE 178TH ST STE 218 WOODINVILLE, WA 98072 ♦ (425) 481-6601 PROJECT: JOB#: '67Z BY:ElIi(R DATE: J2 /2SJ/. g REVIEWED FOR CODE COMPLIANCE. APPROVED JUN03.2016 City of Tukwila B9JI6DIN ltih9tAl Job Name: Private Residence Site Address: 15848 47th Ave South Tukwila, Washington 98188 Jurisdiction: City of Tukwila Plans By: Crane Design,Inc Plan Number/Job ID: 4662 Design Specifications: 2012 IBC Building Type: Low -Rise, Simple Diaphragm Importance Factor: Basic Wind Velocity: Wind Exposure: Roof Snow Load: Risk Category: R: % of Snow Incl. w/ Seismic: Soil Site Class: Allowable Soil Bearing: Analysis Procedure: Spectral Response Accelerations, Ss: Load Combinations: Building Design Parameters: RECEIVED Roof DL: CITY OF TUiKWILA Floor DL: Wall DL: Levels: Floor Level Names: JAN262016 PERMIT CENTER v 8.31.07 a STRUCTURAL ENGINEERING REQUIREMENTS OR CHANGES TO PLANS ARE AS SHOWN ON SHEETS 57 THROUGH 630F THESE CALCULATIONS WITH NOTES, SCHEDULES & DETAILS PER DRAWING '(THROUGH �=S' st s3 FILM 1.00 110 mph (ASCE 7-10 Fig 26-1A ) B (Strength Design Value) 25 psf I I 6.5 0 D 1500 psf Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 Equiv.Lateral Force Procedu 147 % g Si 55 ASD Basic 15 10 10 2 upper main psf psf psf %g ENGINEERS SEAL IS FOR LATERAL LOAD DESIGN DUE TO SEISMIC AND WIND FORCES AND FOR GRAVITY LOAD DESIGN OF ALL BEAMS, COLUMNS, AND FOOTINGS. Deb oa2�+ TSE Engineering 12810 NE 178TH ST STE 218 WOODINVILLE, WA98072 A (425) 481-660" PROJECT: LATERAL AM At ys'ls JOB#: 466.e 8 BY: E! DATE: WI N b Ag / E!f':.E VA-noNS - 55-4711- TSE A Engineering 12810 NE 178TH ST STE 218 WOODINVILLE, WA 98072 A (425) 481-6601 PROJECT: /ATER /-L, A-11/-L'S'S JOB#: #-(6e -$ BY: t( 111.12 DATE: TSE Engineering, Job#: 4-' By: r ( Page: it Wind Pressures (Wind per ASCE 7-10 Method 2) Plan Number/Job ID Velocity pressure 4662 qh = 0.00256 Kh Kzt Kd V2 = 18.43 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.7CI Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 21.4D ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 Roof Rise 5 to 12 Note: pressures shown 0 23 degrees are Strength Design and later adjusted for ASD TRANSVERSE DESIGN WIND PRESSURES Roof Type 1 Sloped Pressure Combos 1+4 Net Design Net Roof Pressure, psf Components Surface +Gcpi -Gcpi Horiz. Vert. 1 6.58 13.21 2 -12.23 -5.60 -4.70 -11.29 3 -11.95 -5.32 4.60 -11.03 4 -10.99 -4.35 1E 10.96 17.60 2E -17.37 -10.74 -6.68 -16.04 3E -15.36 -8.72 5.91 -14.18 4E -14.44 -7.80 5 4.05 10.69 6 -8.66 -2.03 5E 7.93 14.56 6E -11.24 -4.61 LONGITUDINAL DESIGN WIND PRESSURES Roof Type 2 Gable end Net Design Net Roof Pressure Pressure, psf Components Surface +Gcpi -Gcpi Horiz. Vert. 1 -11.61 -4.98 2 -16.03 -9.40 -6.17 -14.80 3 -10.14 -3.50 3.90 -9.36 4 -11.61 -4.98 1E -12.16 -5.53 2E -23.04 -16.40 -8.86 -21.27 3E -13.09 -6.45 5.03 -12.08 4E -12.16 -5.53 5 4.05 10.69 6 -8.66 -2.03 5E 7.93 14.56 6E -11.24 -4.61 1E+4E 2+3 2E+3E 5+6 5E+6E notes: -negative values considered as 0 - when roof type is Gable end, use'1+4' and '1 E+4E' for'2+3' and '2E+3E', respectively Results (Horiz Comp) 17.57 25.40 -0.11 -0.78 12.72 19.17 Design ASD Design Pressures Pressures 17.57 10.54 25.40 15.24 -0.11 1.59 -0.78 2.83 12.72 7.63 10.17 11.50 2t: 4 4E # g wI i REFERENCE CORNER- r"e� W ND DI{ Ec tol'i TSE Engineering Job#: (c6 L By: E ( (g. Page: TRANSVERSE WIND FORCES Plan Nurnber/Job ID 4662 Grid:1 2 3 4 5 6 7 8 Wind Pressures per: ASCE 7-10 Interior Zone; Horiz.Wind Roof= 1.59 1.59 psf Horiz.Wind Wall = 10.54 10.54 psf End Zone; Horiz.Wind Roof = 2.83 2.83 psf Horiz.Wind Wall = 15..24 15.24 psf 2a = 8.0 ft. Sum of Transverse Wind Shears: A) ASCE 7-10 Wind Pressure on Projected Area of Building; upper 2769 Ibs. main 4496 lbs. Total 7265 Ibs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; upper 3405 Ibs. main 3620 lbs. Total 7025 lbs. LONGITUDINAL WIND FORCES Grid: A B C D E F Wind Pressures per: ASCE 7-10 Interior Zone; Horiz.Wind Roof = 7.63 7.63 psf Horiz.Wind Wall = 7.33 7.63 psf End Zone; Horiz.Wind Roof= 11.50 11.50 psf Horiz.Wind Wall = 11.50 11.50 psf 2a = 8.0 ft. Sum of Longitudinal Wind Shears: A) ASCE 7-10 Wind Pressure on Projected Area of Building; upper 4157 Ibs. main 3659 lbs. Total 7816 Ibs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; upper 2981 lbs. main 4061 lbs. Total 7041 lbs. TSE Engineering Job#: ta' By: E(I Page: C TRANSVERSE WIND FORCE, DISTRIBUTION Plan Number/Job ID FRONT ELEVATION 4662 Grid: Roof End Zone Wall Ht. Wall End Zone / No SW Wall Ht. Wall End Zone / No SW Width X 1 E 2 3 E 4 5 6 8.1 E 8.1 E 8 ft. 10 E 10 E ft. 41 20 44 20 LEVEL: upper Roof Type: 1 Ridge/Gable Ht 8.5 OH left 1 OH right Area left Area right V left V right 1385 0 0 1 8.5 1 1385 0 0 0 0 0 0 ft. ft. ft. ft. ft. ft. sq.ft. sq.ft. 0 lbs. 0 lbs. LEVEL: Roof Type Ridge/Gable Ht OH left OH right Area left Area right V left V right main 2679 954 954 2679 0 0 0 0 0 0 0 0 ft. ft. ft. sq.ft. sq.ft. 0 lbs. 0 lbs. LEVEL: Roof Type Ridge/Gable Ht OH left OH right Area left Area right V left V right 0 0 0 0 0 0 0 0 0 0 0 0 ft. ft. ft. sq.ft. sq.ft. 0 lbs. 0 lbs. TSE Engineering Job#: tG6 By: E'(tQ Page: 7-- LONGITUDINAL WIND FORCE DISTRIBUTION Plan Number/Job ID RIGHT ELEVATION 4662 Grid: Roof End Zone Wall Ht. Wall End Zone / No SW Wall Ht. Wall End Zone / No SW Length Y A E E 8.1 E 8.1 E 10 E 10 E 40 18 40 23 LEVEL: Roof Type Ridge/Gable Ht OH front OH back Area front Area back V front V back upper 2 8.5 1.5 -15 2213 -10 0 -30 0 2 8.5 1.5 -55 1945 0 0 0 0 0 0 LEVEL: Roof Type Ridge/Gable Ht OH front OH back Area front Area back V front V back main 35 3381 621 794 3019 0 0 0 0 0 0 LEVEL: Roof Type Ridge/Gable Ht OH front OH back Area front Area back V front V back 0 0 0 0 0 0 0 0 0 0 ft. ft. ft. ft. ft. ft. ft. ft. sq.ft. sq.ft. lbs. lbs. ft. ft. ft. sq.ft. sq.ft. lbs. lbs. ft. ft. ft. sq.ft. sq.ft. lbs. lbs. .- TSE Engineering SEISMIC ANALYSIS - SEISMIC WEIGHTS Plan Number/Job \D 4662 E D TRANSVERSE Total per Level: 34200|bs. 30880 |bs. 0 � at Roof at upper ' c 'R 9338 R 9338 B ` R 7703 R 7783 F 7220 F 7220 F E D C B A Grid: ^ - . �3 Total per Level: ^ ` ' 4 5 LONGITUDINAL 34302|bo. at Roof 31242 |bo. at upper , ` ` `|bo. |bs. 8 |ba. |bm. :7 8 2 2 7001 6858 2 2 2 7001` 2 2 3 4 5 6 |bs. |bs. |bs. |bs. 7 8 Long Walls TSE Engineering Job#: ((JCL By: e (1 F� Page: SEISMIC ANALYSIS - VERTICAL DISTRIBUTION OF FORCES Plan Nurnber/Job ID ASCE 7-10 4662 Seismic Factor, IE = 1.00 Soil Site Class = D Coefficient, Ct = 0.02 0 Coefficient, x = 0.75 '10 Coefficient, R = 6.5 hn = 18.1 ft. Ss = 1.47 g Si = 0.55 g Ta = 0.18 secs. Fa = 1.00 Fv = 1.Ei0 k = 1 SMs = 1.47 SM1 = 0.83 SDS = 0.980 g Sol = 0.55 g Cs = 0.1508 TRANSVERSE DIAPHRAGM FORCES Base Shear = 9812 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx wxhxK Cvx Fx Vx EFi EWi Fpx (ft.) (ft.) (Ibs.) (ft.-Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) Roof 18 34200 619020 0.667 6546 6546 34200 6703 8.1 6546 upper 10 30880 308800 0.333 3266 9812 65080 6052 10 9812 main 0 0 0 0.000 0 0 0 0 0 0 E = 65080 927820 LONGITUDINAL DIAPHRAGM FORCES Base Shear = 9891 Ibs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx wxhxK Cvx Fx Vx EFi EWi Fpx (ft.) (ft.) (Ibs.) (ft.-Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) Roof 18 34362 621952 0.666 6584 8.1 6584 upper 10 31242 312420 0.334 3307 10 9891 main 0 0 0 0.000 0 0 0 E = 65604 934372 6584 34362 6735 9891 65604 6123 0 0 0 Note: Base shear values and all seismic forces calculated this page are at ultimate level with no adjustments TSE Engineering SEISMIC ANALYSIS -DISTRIBUTION OFDIAPHRAGM FORCES Plan Number/Job |D 4662 E O B , TRANSVERSE Total Force per Level: ` R 1r.°,xrR 1�7 A Grid: 1 F E D B A Grid: , at Roof at upper R 1486 |bu. |bo. |bn. \bo. �2 �3 |4 �5 �8 �7 8 . . . . . . | Base shear values are summed per block grids LONGITUDINAL Total Force per Level: at Roof at upper 2 18362 1830 2700 2766 2 2 ` 2 14502 1466 2180 2180 3 2 ' 1 2 3 4 5 8 |bn. |ba. |ba. |bo. 7 8 TSE Engineering Job#: By:Ef y it (� Page: SEISMIC DESIGN FORCES AT SHEARWALLS Plan Number/Job ID 4662 P= TRANSVERSE 1.0 GRID LEVEL Lsw QE p QE E 0.7E (ft.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) 1 upper 36 3273 3273 3273 2291 main 29 4090 4090 4090 2863 upper 0 main 15 1633 1633 1633 '1143 3 upper 38 3273 3273 3273 2291 main 34.5 4090 4090 4090 2863 TSE Engineering Job#: K6E- By: E( Page: SEISMIC DESIGN FORCES Plan Number/Job ID 4662 p = 1.3 LONGITUDINAL GRID LEVEL Lsw QE p QE E 0.7E (ft.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) A upper 31.65 3303 4294 4294 3006 main 18.75 4027 5235 5235 3664 B upper 0 main 14 1654 2150 2150 1505 C upper 27 3281 4265 4265 2986 main 15 4211 5474 5474 3832 TRANSVERSE SHEARWALLS Grid 1 Grid: Level: upper Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: main Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Anchor Bolts: A B TSE Engineering 18 18 38 38 64 64 SW1 SW1 312 312 516 516 2 2 540 540 1458 1458 0 0 0 0 16.5 92 99 SW1 1310 1627 0 1650 1 165 fo 167 12.5 92 99 SW1 1310 1627 0 1250 1 125 299 109 LSTD8RJ t �� C74/ j ec $7Quc7iggl ScffOuc& Job#: 1.6 C2-- By: el ofz, Page: 13 Plan Number/ TRANSVERSE SHEARWALLS Grid 2 Grid: Level: upper Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: main Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Anchor Bolts: A 15 127 76 SW2 1272 762 0 1500 1 150 777 19 STHD10 TSE Engineering (H2 %474r 32'o.c IKEat(.4) Job#: '16,2 By: Ella Page: iLt Plan Number/Job ID 4662 F G H ft. plf plf Ibs Ibs ft. Ibs Ibs Ibs Ibs ft. pif pif Ibs Ibs ft. Ibs Ibs ft. Ibs Ibs Ibs TRANSVERSE SHEARWALLS Grid 3 Grid: Level: upper Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: main Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Anchor Bolts: A 21 78 83 SW1 776 830 38 36 60 SW1 295 488 2 1140 3078 0 0 13.5 78 83 SW1 1102 1368 TSE Engineering 0 0 2100 1350 1 1 210 135 0 0 0 0 Piz D,JScpfeott STHD10 54 AT l "o. c Job#: 4(66 Z By: El �Yl Page: / 5 Plan Number/Job ID 4662 F G H ft. plf plf Ibs Ibs ft. Ibs Ibs Ibs Ibs ft. plf plf Ibs Ibs ft. Ibs Ibs ft. Ibs Ibs Ibs LONGITUDINAL SHEARWALLS Grid A Grid: Level: upper Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: main Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Anchor Bolts: 1 TSE Engineering OPENING REINF. - SEE SHT. 16A 3 4 5 8 9 11.9 14.5 70 70 95 95 SW3 SW2 566 566 769 769 2 2 357 435 964 1175 1 �) SCh Pa CC 175 170 83 45 eStelit CS16x40 OPENING REINF. - SEE SHT. 10 '�- 15 1.875 180 180 195 195 SW6 P.F 2756 2759 3253 3253 0 0 1500 188 6.5 3 975 56 1617. 2203 1545 2419 STHD10 54o !Zo_c W /3X Sac PLAATG Job#: 40'1 By: if Page: ( Plan Number/Job ID 4662 6 7 8 5.25 1.875 ft. pif pif Ibs Ibs ft. Ibs Ibs Ibs Ibs ft. pif pif Ibs Ibs ft. Ibs Ibs ft. Ibs Ibs Ibs TSE Engineering Job#: 4L662 By: E Page: l6 A REINFORCEMENT AT OPENINGS IN LONGITUDINAL SHEARWALLS Plan Number/Job ID 4662 Grid A v [B] [C] [D] [A] 1 2 3 4 [E] [B] [C] [D] X1 OL X2 Lsw Level upper upper main Grid 1-2 2-3 1-2 Lsw 11.9 14.5 15 OL 8 9 10 X1 2 2.75 2.5 X2 '1.9 2.75 2.5 Hsw 8 8 9 OH 4 4 6 Y1 3 1 1.5 Y2 1 3 Panel Shears v (max.wind/seismic) 95 ,7 95 195 v[A] 285 158 586 v[B] 295 .9 586 v[C] 290 250 586 v[D] 290 250 586 v[E] 95 95 195 main 4-r 19,0 ("St StAC i4r Maximum Horizontal Tensions and Design of Reinforcement at Openings 1 1169 712 2931 USE: CS16 CS16 (2) CS16 2 1110 712 2931 USE: CS16 CS16 (2) CS16 / / Y2 OH Hsw Y1 ft. ft. ft. ft. ft. ft. ft. ft. plf plf pif pif pif plf lbs. lbs. 3 649 1282 2931 lbs. USE: CS16 CS16 (2) CS16 4 617 1282 2931 lbs. USE: CS16 0S16 (2) CS16 LONGITUDINAL SHEARWALLS Grid B Grid: Level: upper Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: main Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Anchor Bolts: 1 2 14 101 107 SW2 1011 1075 0 1400 11 1540 129 0 TSE Engineering 3 4 5 Job#: 9662 By:CI Page: 14 Plan Number/Job ID 4662 6 7 8 ft. plf plf Ibs Ibs ft. Ibs Ibs Ibs Ibs ft. plf plf Ibs Ibs ft. Ibs Ibs ft. Ibs Ibs Ibs TSE Engineering Job#: 4(662 By: 1 Page: ? LONGITUDINAL SHEARWALLS Plan Number/Job ID OPENING REINF. - SEE SHT. 18 A 4662 Grid C Grid: 1 t/ 2 3 4 5 6 7 8 Level: upper 5 Lsw 13 4.25 9.75 ft. v wind 72 72 72 plf v seismic 111 111 111 plf USE: SW2 SW1 SW1 R wind 583 583 0 Ibs R seismic 896 896 0 Ibs Roof Trib. 20.5 20.5 ft. Roof DL 3998 1307 0 Ibs Wall DL 1053 344 0 Ibs Uplift wind 0 88 0 Ibs Uplift seismic 0 153 11 pp) SCj04446 0 Ibs USE: CS16x40: Level: main Lsw v wind v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Anchor Bolts: 8.1 6.9 201 201 255 255 SW2 SW2 3063 3063 4167 4167 0 0 810 690 8.5 8.5 689 587 1098 2184 1220 2849 STND1GP STHDIORJ 5/0 Ai 3Z26•c ft. plf plf Ibs Ibs ft. Ibs Ibs ft. Ibs Ibs Ibs TSE Engineering Job#: Y6.62 By: tl Page: !M REINFORCEMENT AT OPENINGS IN LONGITUDINAL SHEARWALLS Plan Number/Job ID 4662 [B] [C] [D] [A] 1 2 3 4 [E] [B] [C] [D] X1 OL Lsw X2 Grid C Y2 OH Hsw Y1 Level upper upper main main Grid 1-2 Lsw 13 ft. OL 5 ft. X1 4 ft. X2 4 ft. Hsw 8 ft. OH 4 ft. Y1 3 ft. Y2 1 ft. Panel Shears v (max.wind/seismic) 11105e 502 plf v[A] 332 plf v[B] 28 plf v[C] 180 plf v[D] 180 plf v[E] 111 plf Maximum Tensions and Design of Reinforcement at Openings 1 829 USE: CS16 2 829 USE: CS16 3 461 USE: CS16 4 461 USE: CS16 lbs. Ibs. Ibs. Ibs. I lma ,aiiiwItem_ ISE zleeng PROJECT: ENGINEERING kjiV lfl' 1 0 fi 12810 N.E. 178th Street Suite 218 Woodinville, WA 98072 (425) 481-6601 0eA fon- nr.R11, OX PAGE NUMBER OBEAM OR COLUMN CALCULATION P '. t .)'.--;.. . .'•4: . ... -) ' ' ./ - .-11-----wer.'',`,,L.L: l'-• ' --f--e ' 4! ::.T.;7::7,14,-. ® 1)111.1..w. 4' • a t -'=" ' - . • r 2.: .1721.QA -=. _ w...,.... _ . _.._ _ ,sx , , . V , . li rill ..i,. • : 1 .-4F .t..._ • •tk _.. ,•"' „... :•:, .. _ ...,.ct:. , .. 1 t1r _ ,D ,-3I, , ,ga ‹ p OE .A%,• t.% "- .., --:—z,4 ' _---itif 121 —... —- 1:1- 2 112 '/ '' i..-1 •.-- tz, alistiaiiii• Imiir .-- -- . • .1/72‘< ROOF FRAMING PLAN TSE Engineering rafter INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 6 Tributary (ft) 2 2 ft Wall (psf) 10 0 Tributary (ft) • 0 0 Floor (psf) 10 40 Tributary (ft) 0 0 Other (plf) 0 0 w (TL) 30 50 80 plf plf plf Job #: 4/Ca— By: I �. Page: `.1 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 90 90 150 150 240 240 135 225 360 Ibs. lbs. lbs. Ibs. lbs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 850 150 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 11.25 16.88 31.6 178 in. in. in ^2 in.^3 in.^4 fv = 15 psi Brg.Lgth.= 0.033 ft. CL = 1.000 fb = 140 psi GL Cv = N/A R = N/A A (DL) = 0.00 in. A (LL) = 0.01 in. A (TL) = 0.01 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.09 fb/Fb'= 0.12 USE 2x12 HF#2@24"o.c. v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 11426 for LL L / 7141 for TL TSE Engineering header/master bed. INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 8 Tributary (ft) 16.5 16.5 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 0 0 Other (plf) 10 0 w (TL) 257.5 412.5 670 plf plf plf Job #:4 C&r2— By: �(2 Page: 24, 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 1030 1030 1650 1650 2680 2680 2060 3300 5360 Ibs. Ibs. Ibs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. Co 1.15 Timber DFL#2 875 170 625 1.3 CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 5.5 9.5 52.25 82.7 393 in. in. in.^2 in ^3 in.^4 fv = 62 psi Brg.Lgth.= 0.065 ft. CL = 1.000 fb = 780 psi GL Cv = N/A R = N/A A (DL) = 0.05 in. A (LL)= 0.07 in. A (TL) = 0.12 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.32 fb / Fb' = 0.78 USE 6x10 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 1290 for LL L / 794 for TL TSE Engineering header/bed 2 INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof (psf) 15 25 5 Tributary (ft) 22 22 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 0 0 Other (pif) 10 0 w (TL) 340 550 890 pif pif pif Job #:`E6eQ-E By: t, Page 23 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 850 850 1375 1375 2225 2225 1063 1719 2'781 Ibs. Ibs. lbs. Ibs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 1 0^6 Manuf.Lbr. CD 1.15 Timber DFL#2 700 170 625 1.3 CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 5.5 7.5 41.25 51.6 193 in. in. in.^2 in ^3 in.^4 fv = 61 psi Brg.Lgth.= 0.054 ft. CL = 1.000 fb = 650 psi GL Cv = N/A R = N/A A (DL) = 0.02 in. A (LL) = 0.03 in. A (TL) = 0.05 in. v 3.3.03 RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.31 fb/Fb'= 0.81 USE 6x8 DFL#2 RATIOS OF SPAN TO DEFLECTION L / 1950 for LL L / 1205 for TL porch beam INPUT: w (DL) plf w (LL) plf w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) _ A (TL) = RA TSE Engineering ZL�Roof goof w 5 L 5 I 5 RB 2 L 2 I. 1 LA-B 15 ft. LB-C = 5 ' ft. Rc 1 50 65 115 0 692 Ibs. 692 I;bs.(max.) 0 ft.lbs. A(DL)= A (LL) = A (TL) = 50 65 115 0 RB (TL) = VB (TL) = MB (TL) = 0.069 in. 0.089 in. 0.158 in. 50 65 115 70 100 170 0 1970 Ibs. -1033 Ibs.(max.) -2559 ft.lbs. (DL) = A (LL) = A (TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10A6 Manuf.Lbr. Timber HF#2 675 140 405 1.1 Dimen. Lbr. psi psi psi psi 70 100 170 0 Rc (TL) = VC (TL). = Mc (TL) = -0.002 -0.003 -0.005 70 100 170 Job: a`B By: Page: 1'/ 0 -87 lbs. 0 Ibs.(max.) 0 ft.lbs. A (DL) = A (LL) = A (TL) = b d A S I Bro.Lgth. CD 1.15 5.5 9.5 52.25 82.7 393.0 0.01 CH 1 in. in. in ^2 in.A3 in.^4 ft. Cr 1 CI yes STRESSES: fv = 17 psi fv = 27 fv = 6 psi fb = -371 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv'= 0.11 fv/Fv'= 0.17 fb/Fb'= 0.56 RATIOS OF SPAN TO DEFLECTION: L / 2024 for LL L/ 1142 for TL fv / Fv' = 0.04 0 USE 6x10 HF#2 v 3.3.03 Pressure -Treated TSE Engineering COLUMN Job# By: Page: 2.5 Overall End Conditions Intermediate Supports Loading Length Kexx Kew xx axis yy axis P axial w xx w yy 9 1 1 0 0 0 0 0 ft. lbs. plf pif Column Size Duration Incising Plate Properties b d CD Ci Specie Fc(perp) Cb ? Cb 5.5 5.5 1.15 yes HF 405 YES 1.068 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc Exx (10)^6 Eyy (10)^6 Manuf.Lbr. Timber HF #2 525 525 375 1.1 1.1 Dimen.Lbr fc 0 psi SRxx (Ie/d) 19.64 SRyy (Ie/b) 19.64 Fc* 367 psi KcE 0.3 FcE 813 psi c 0.8 ki 2.010755 k2 2.771511 Cp 0.883091 Fc' 324 psi Mxx 0 ft.Ibs Sxx 27.73 in^3 fbxx 0 psi FcE xx 813 psi Fbxx' 513 psi k3 0 Myy 0 ft.lbs Syy 27.73 i n^3 fbyy 0 psi FcE yy 813 psi KbE 0.438 RB 4.431 FbE 23309 psi ka 0 psi psi psi psi psi RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 0.748 <1 o.k. ALLOWABLE AXIAL LOAD = 9792 lbs. f--- peke4, ie n /970 as p q 79 i6 oa P axial v 3.3.03 USE: 6x6 HF#2 Pressure -Treated TSE Engineering garage header INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 16.25 Tributary (ft) 2.5 2.5 ft Wall (psf) 10 0 Tributary (ft) 8 8 Floor (psf) 10 40 Tributary (ft) 3 3 Other (plf) 10 0 Job #: 4g'ret-. By: 4(ited Page: 2,4 0 w (TL) 0 157.5 182.5 340 0 pif pif plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 1280 1280 1483 1483 2763 2763 5199 6024 11223 Ibs. Ib. Ibs. lbs. Ibs. lbs. ft.lbs.. ft.Ibs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101\6 Manuf.Lbr. GL 2400 265 650 1.8 Co 1.15 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 3.125 12 37.50 75.0 450 in. in. in.^2 in.^3 in.^4 fv = 97 psi Brg.Lgth.= 0.113 ft. CL = 1.000 fb = 1800 psi GL Cv = 1 R = 866 ft. A (DL) = 0.31 in. A (LL) = 0.35 in. A (TL) = 0.66 in. v 3.3.03 RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.32 fb/Fb' = 0.65 RATIOS OF SPAN TO DEFLECTION L / 552 for LL L / 296 for TL USE GLULAM 3-1/8x12" 24F-V4 TSE Engineering entry header INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 5 Tributary (ft) 21 21 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 0 0 Other (plf) 10 0 w (TL) 325 525 850 plf plf plf Job #: 4f'C62-F By: 61 Page: 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 813 813 1313 1313 2125 2125 1016 1641 2656 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101\6 Manuf.Lbr. CD 1.15 Timber DFL#2 700 170 625 1.3 CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 5.5 7.5 41.25 51.6 193 in. in. in ^2 in.^3 in.^4 fv = fb = A (DL) = v 3.3.03 58 psi Brg.Lgth.= 0.052 ft. CL = 1.000 620 psi GL Cv = N/A R = N/A 0.02 in. A (LL) = 0.03 in. A (TL) = 0.05 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.30 fb/Fb'= 0.77 USE 6x8 DFL#2 RATIOS OF SPAN TO DEFLECTION L / 2043 for LL L / 1262 for TL TSE Engineering COLUMN Job# 66*"$ By: CC (ire, Page: 2' Overall End Conditions Intermediate Supports Loading Length Kexx Kew xx axis yy axis P axial w xx w yy 8 1 1 0 0 0 0 0 ft. lbs. plf plf Column Size Duration Plate Properties b d CD Specie Fc(perp) Cb ? Cb 4.5 5.5 1.15 HF 405 YES 1.083 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc Exx (10)^6 Eyy (10)^6 Manuf.Lbr. Timber Dimen.Lbr HF Stud 776 776 800 1.2 1.2 psi psi psi psi psi fc 0 psi SRxx (le/d) 17.45 SRyy (Ie/b) 21.33 Fc* 920 psi KcE 0.3 FcE 791 psi c 0.8 ki 1.162543 k2 1.075085 Cp 0.636786 Fc' 586 psi Mxx 0 ft.lbs Sxx 22.69 in^3 fbxx 0 psi FcE xx 1182 psi Fbxx 893 psi k3 0 Myy 0 ft.lbs Syy 18.56 in^3 fbyy 0 psi FcE yy 791 psi KbE 0.438 RB 5.106 FbE 20158 psi Ica 0 RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 1.336 33.6 % Overstress ALLOWABLE AXIAL LOAD = 14500 lbs. And For Fc(perp)' Controlling = 10853 lbs. P axial P.; G f rZI2c - r S 6 ? 6 « joys 5o l� W Yy v 3.3.03 USE: (3) 2x6 HF Studs T PROJECT: :101/11M _ r• ENGINEERING 4lekvi 17 1649 BY:, 12810 N.E. 178`h Street Suite 213 p� Woodinville, WA 98072 (425) 481-6601 -�/��r'i DATE: E Z JOB 4: -.664 - fS -f� l�`S "jx pyl. e� l.TQY- .) iitj !!!!i { 6�<53 L 1J j7) 66 UPPER FLOOR FRAM 6 FORTE' MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" TJI® 110 @ 16" OC 0 Overall Length: 15' PASSED 03° --- /'. 3/fLoo p 15' a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location :: Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 493 @ 2 1/2" 1041 (2.25") Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 481 @ 3 1/2" 1560 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1772 @ 7' 6" 3160 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.187 @ 7' 6" 0.365 Passed (L/935) -- 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.234 @ 7' 6" 0.729 Passed (1./748) -- 1.0 D + 1.0 L (All Spans) TJ-Pro'n" Rating 48 40 Passed -- -- • Deflection criteria: LL (L/480) and TL (L/240). • Bracing (Lu): AII compression edges (top and bottom) must be braced at 3' 8 3/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro"Rating include: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead door ve Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 100 400 500 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 100 400 500 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 15' 16" 10.0 40.0 Residential - Uving Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Joist Building Use : Residential Building Code ::(BC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes I eliser ilunga TSE i425 481-6601 (ech2(iatse-aep.com 12/23/2015 4:47:03 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 TSE Engineering floor beam INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 7.5 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 10 10 Other (plf) 10 0 w (TL) 110 400 510 plf plf plf Job #: [f-CCo_ By: Page: ,3r 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 413 413 1500 1500 1913 1913 773 2813 3586 lbs. Ibs. Ibs. Ibs. lbs. Ibs. ft.lbs. ft.lbs. ft.Ibs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 9.25 32.38 49.9 231 in. in. in ^2 in ^3 in.^4 fv = 70 psi Brg.Lgth.= 0.073 ft. CL = 1.000 fb = 860 psi GL Cv = N/A R = N/A A (DL) = 0.02 in. A (LL) = 0.08 in. A (TL) = 0.10 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.39 fb / Fb' = 0.80 USE 4x10 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 1167 for LL L/ 916 for TL FLOOR BEAM INPUT: w (DL) plf w (LL) plf w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) _ ', r 1.33-1,00R w .�. ., DEX WA-Lt-- rd. 3.e. P RA 2l 13 ft. RB 15 55 70 20 Ibs. 20 Ibs.(max.) 0 ft.Ibs. 0 15 55 70 0 15 55 70 0 15 55 70 0 15 55 70 0 RB (TL) = VB (TL) = MA-B (TL) = -256 ft.Ibs.(max.) MB (TL) = A (DL) = -0.038 in. A (DL) = A (LL) = -0.027 in. A (LL) _ A (TL) = -0.065 in. A (TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10"6 Manuf.Lbr. ML 2604 285 750 1.9 Timber Dimen. Lbr. psi psi psi psi 15 55 70 15 55 70 '1110 ',1650 2760 3790 Ibs. 2900 Ibs.(max.) -5660 ft.lbs. 0.074 in. 0.089 in. 0.163 in. b d A S I Brq.Lgth. CD 1.15 1.75 11.875 20.78 41.1 244.2 0.12 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 0 psi fv = 204 psi fb = -75 psi fb = -1651 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.00 fv/Fv' = fb/Fb'= 0.02 fb/Fb'= RATIOS OF SPAN TO DEFLECTION: 0.62 0.55 L / 5735 for LL L / 269 for LL L / 2405 for TL L / 147 for TL USE MICROLLAM LVL 1-3/4x11-7/8" 1.9E TSE Engineering Job# `h'6 8 By: 4. 49 Page: . Y? COLUMN Overall End Conditions Intermediate Supports Loading Length Kexx Keyy xx axis yy axis P axial w xx W yy 9 1 1 0 0 0 0 0 ft. lbs. pif plf Column Size Duration _ Plate Properties b d Co Specie Fc(perp) Cb ? Cb 4.5 3.5 1 HF 405 YES 1.083 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc Exx (10)^6 Eyy (10)^6 Manuf.Lbr. Timber Dimen.Lbr HF Stud 854 854 840 1.2 1.2 psi psi psi psi psi fc 0 psi SRxx (le/d) 30.86 SRyy (Ie/b) 24 Fc* 840 psi KcE 0.3 FcE 378 psi c 0.8 ki 0.906262 k2 0.562524 Cp 0.397551 Fc' 334 psi Mxx 0 ft.lbs Sxx 9.19 in^3 fbxx 0 psi FcE xx 378 psi Fbxx' 854 psi k3 0 Myy 0 ft.lbs Syy 11.81 in^3 fbyy 0 psi FcE yy 625 psi KbE 0.438 RB 4.320 FbE 28157 psi Ica 0 RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 0.761 <1 o.k. ALLOWABLE AXIAL LOAD = 5260 lbs. ,jlf9Sgyp.c2 Lk P axial WYy v 3.3.03 USE: (3) 2x4 HF Studs header/family room INPUT: w (DL) pif W (LL) pif w (TL) pif0 P (DL) Ibs P (LL) Ibs P (TL) ibs 0 RESULTS: RA (TL) = VA (TL) _ MA (TL) = A (DL) = A (LL) = A (TL) = 565 780 1345 6411 Ibs. 6411 lbs.(max.) 0 ft.lbs. 0 TSE Engineering 565 780 1345 735 2965 3700 MA-B (TL) = A (DL) = A (LL) = A (TL) = roo& 6/1, fl 12, 175 340 515 0 gli,f roo e t( 175 340 515 0 14200 ft.lbs.(max.) 0.049 in. 0.113 in. 0.161 in. 175 340 515 0 RB (TL) = VB (TL) = MB (TL) = A (DL) = A (LL) = A (TL) = 175 340 515 0 Job#: 4i61—k By: it Page: 54 4314 Ibs. 4314 Ibs.(max.) 0 ft.lbs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(berp) E x 10A6 GL Cv = R = Manuf.Lbr. GL 2400 265 650 1.8 1 1309 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brg.Lgth. Co 1.15 5.125 10.5 53.81 94.2 494.4 0.13 CH 1 in. in. in.A2 in.A3 in.A4 ft. Cr 1 Ci 1 STRESSES: fv = 146 psi fv = 108 psi fb = 1809 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.48 fb/Fb'= 0.66 RATIOS OF SPAN TO DEFLECTION: L / 853 for LL L / 595 for TL fv / Fv' = 0.35 0 USE GLULAM 5-1/8x10-1/2" 24F-V4 v 3.3.03 L4VC4e; o7 e F1 eget Ne01, 4- ‘11406e sifetior Floor Beam +/o1Pee4A INPUT: w (DL) plf w (LL) plf w (TL) plf P (DL) Ibs P (LL) Ibs P (TL) Ibs RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = w ppx- tgltuF 1-to' 2.8 3.6 3.6 3.6 1 3.6 L = 20 ft. Re 2.8 530 715 1245 2905 3195 6100 14590 Ibs. 14590 Ibs.(max.) 0 ft.Ibs. 245 450 695 0 245 245 450 450 695 695 0 245 450 695 2905 3195 6100 RB (TL) _ VB (TL) = MA-B (TL) = 53986 ft.lbs.(max.) MB (TL) = A (DL) = 0.221 in. A (DL) _ A (LL) = 0.328 in. A (LL) _ A (TL) = 0.549 in. A (TL) _ 530 715 1245 14590 Ibs. 14590 Ibs.(max.) 0 ft.lbs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10A6 GL Cv = R = Manuf.Lbr. GL 2400 165 650 1.8 0.931264 1807 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I 6.75 19.5 131.63 427.8 4170.9 in. in. in.A2 in.A3 in.A4 STRESSES: fv = 143 psi fb = 1514 psi Brg.Lgth. CD 1.15 0.28 CH 1 ft. Cr 1 Ci 1 fv = 143 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.75 fv/Fv' = 0.75 fb / Fb' = 0.59 RATIOS OF SPAN TO DEFLECTION: L / 732 for LL L / 437 for TL USE GLULAM 6-3/4"x19-1/2" 24F-V4 v 3.3.03 r.s4 8t )M Pp3CA, Lo oisc q (B 646. Siz) 0 + AS zg." 1147,5 '.6 1 is k &fee as 5Pst 1,061 ,J2 Qe r -6 7' ' 4 ae essre ZiA9 60e Wig Lt. Floor Beam INPUT: W (DL) plf W (LL) plf W (TL) plf P (DL) Ibs P (LL) Ibs P (TL) lbs RESULTS: RA (TL) _ VA (TL) = MA (TL) _ A (DL) = A (LL) = A (TL) = ', w to 'note 2.8 3.6 3.6 3.6 L = 20 3.6 2.8 T RB 590 715 1305 3225 3570 6795 15581 Ibs. 15581 Ibs.(max.) 0 ft.lbs. 270 450 720 0 MA-B (TL) = A (DL) = A (LL) = A (TL) = 270 450 720 0 270 450 720 0 56794 ft.lbs.(max.) 0.245 in. 0.334 in. 0.579 in. 270 450 720 3225 3195 6420 RB (TL) _ VB (TL) = MB (TL) = A(DL)= A (LL) = A (TL) = 590 715 1305 15311 Ibs. 15311 Ibs.(max.) 0 ft.lbs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 101'6 GL Cv = R = Manuf.Lbr. GL 2400 165 650 1.8 0.931264 1633 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brq.Lgth. CD 1.6 6.75 19.5 131.63 427.8 4170.9 0.29 CH 1 in. in. in.A2 in.A3 in."4 ft. Cr 1 Ci 1 STRESSES: fv = 153 psi fv = 150 psi fb = 1593 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.58 fb / Fb' = 0.45 RATIOS OF SPAN TO DEFLECTION: L / 719 for LL L / 415 for TL USE GLULAM 6-3/4"x19-1/2" 24F-V4 fv/Fv'= 0.57 v 3.3.03 COLUMN Overall Length 9 ft. TSE Engineering Job#1t By: ;2. I 5 5 8 ) Page: 36 L0/412 citse oe (l+Us-sPsp 4 .5Z5. ' Cti 11,0a15 (PL+sL End Conditions Intermediate Supports Loading Kexx Kew xx axis yy axis P axial w xx w yy 1 1 0 0 0 0 0 lbs. plf pif Column Size Duration _ Plate Properties b d CD cCOM.0 Specie Fc(perp) Cb ? Cb 3.5 11.25 1.1541 13 f 6 HF 405 YES 1.107 in. in. IV{ `ift5 �� ptv psi if MATERIAL Type/Specie Grade Fbxx Fby' Fc Exx (10)1\6 Eyy (10)^6 Manuf.Lbr. Timber Dimen.Lbr , DFL #2 990 990 1350 1.6 1.6 psi psi psi psi psi fc 0 psi SRxx (le/d) 9.6 SRyy (Ie/b) 30.86 Fc* 1553 psi KcE 0.3 FcE 504 psi c 0.8 ki 0.827907 k2 0.405815 Cp 0.29912 Fc' 464 psi Mxx 0 ft.lbs Sxx 73.83 inA3 fbxx 0 psi FcE xx 5208 psi Fbxx' 1139 psi k3 0 Myy 0 ft.lbs Syy 22.97 in^3 fbyy 0 psi FcE yy 504 psi KbE 0.438 RB 9.959 FbE 7066 psi k4 0 RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 1.036 3.6 % Overstress ALLOWABLE AXIAL LOAD = 18285 lbs. And For Fc(perp)' Controlling = 17650 lbs. P axial (e vi $1 35 ritoiar WYy v 3.3.03 USE: 4x12 DFL#2 TSE Engineering COLUMN in. in. Io 6 K'J -MU /640 psi Comte MATERIAL Type/Specie Grade Fb Fbyy Fc Exx (10)^6 Eyy (10)1'6 Manuf.Lbr. Timber DFL #2 700 700 475 1.3 1.3 Dimen. Lbr Job#1146- By.�. Page:. 37 Overall End Conditions Intermediate Supports Loading Length Ke, Kew xx axis yy axis P axial w;a w yy 9 1 1 0 0 0 0 0 ft. lbs. plf pif Column Size Duration Plate Properties b d CD g, IS U 5p. Specie Fc(perp) Cb ? Cb 5.5 7.5 1.15oftD HF 405 YES 1.068 fc 0 psi SRxx (le/d) 14.4 SRyy (Ie/b) 19.64 Fc* 546 psi KcE 0.3 FcE 1011 psi c 0.8 ki 1.781832 k2 2.313664 Cp 0.85379 Fc' 466 psi M 0 ft.lbs Sxc 51.56 in^3 fbxx 0 psi FcE 1881 psi Fb>a 805 psi k3 0 Myy 0 ft.lbs Syy 37.81 in"3 fbyy 0 psi FcEyy 1011 psi KbE 0.438 Re 5.175 FbE 21265 psi Ica 0 v 3.3.03 psi psi psi psi psi RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 1.078 7.8 % Overstress ALLOWABLE AXIAL LOAD = 19238 lbs. And For Fc(perp)' Controlling = 17846 lbs. p, 15586 II< /7if gts g, a61( P axial WYy USE: tfoXff 6: 6 1:g z FLOOR BEAM INPUT: w (DL) plf W (LL) plf w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = Loa?z— $EAM TRuss is 33 . t.Aa.R 38 w RA 2 1 3.5 I 3.5 2 1 L = 13 ft. 25 55 80 2820 Ibs. 2820 Ibs.(max.) 0 ft.lbs. 0 25 55 80 275 1095 1370 25 25 225 55 55 255 80 80 480 1800 3000 0 4800 0 RB (TL) = VB (TL) _ MA-B (TL) = 14610 ft.lbs.(max.) MB (TL) A (DL) = 0.094 in. A (DL) A (LL) = 0.177 in. A (LL) _ A (TL) = 0.271 in. A (TL) _ 225 255 480 5590 Ibs. 5590 Ibs.(max.) 0 ft.lbs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10"6 _ R = Manuf.Lbr. PL 2903 290 650 2 1801 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brq.Lgth. CD 1.15 5.25 11.875 62.34 123.4 732.6 0.1 CH 1 in. in. in."2 in.^3 in."4 ff. Cr 1 Ci 1 STRESSES: fv = 66 psi fv = 123 psi fb = 1421 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.20 fb / Fb' = 0.43 RATIOS OF SPAN TO DEFLECTION: L / 881 for LL L / 576 for TL USE PARALLAM PSL 5-1/4x11-7/8" 2.0E fv / Fv' = 0.37 0 1T flag TSE Engineering interior header INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 6 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 13.5 13.5 Other (plf) 10 0 Job #:I6K6Z-0 By:�. Page 4 0 w (TL) 0 145 540 685 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 435 435 1620 1620 2055 2055 653 2430 3083 Ibs. lbs. Ibs. Ibs. lbs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10A6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 9.25 32.38 49.9 231 in. in. in.A2 in A3 in.^4 fv = 71 psi Brg.Lgth.= 0.078 ft. CL = 1.000 fb = 740 psi GL Cv = N/A R = N/A A (DL) = 0.01 in. A (LL) = 0.04 in. d (TL) = 0.05 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.39 fb / Fb' = 0.69 USE 4x10 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 1689 for LL L / 1331 for TL FLOOR BEAM INPUT: w (DL) plf w (LL) plf w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = pEf-7 K7t.P3 /. 33 FLooR P" 15 55 70 90 Ibs. 90 Ibs.(max.) 0 ft.lbs. 0 15 55 70 15 55 70 0 t Re 2 2 2 2 13 ft. 15 55 70 0 15 55 70 0 RB (TL) = VB (TL) = MA-B (TL) = -46 ft.lbs.(max.) MB (TL) = A (DL) = -0.029 in. A (DL) = A (LL) = -0.015 in. A (LL) = A (TL) = -0.044 in. A (TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. ML 2604 285 750 1.9 Timber Dimen. Lbr. psi psi psi psi 15 55 70 i 15 55 70 930 '1375 2305 3265 Ibs. 2445 Ibs.(max.) -4750 ft.lbs. 0.060 in. 0.069 in. 0.129 in. b d A S I Brq.Lgth. CD 1.15 1.75 11.875 20.78 41.1 244.2 0.11 CH 1 in. in. in."2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 1 psi fv =• 171 psi fb = -13 psi fb = -1386 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.00 fv / Fv' = fb/Fb'= 0.00 fb/Fb'= RATIOS OF SPAN TO DEFLECTION: 0.52 0.46 L / 10689 for LL L / 348 for LL L / 3544 for TL L / 186 for TL USE MICROLLAM LVL 1-3/4x11-7/8" 1.9E FORTE' MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" TM® 110 @ 16" OC Overall Length: 14' 0 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1744 @ 11' 10 1/4" 2225 (3.50") Passed (78%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1305 @ 12' 1794 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) -2643 @ 11' 10 1/4" 3634 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.102 @ 14' 0.200 Passed (2L/504) -- 1.0 D + 1.0 S (All Spans) Total Load Dell. (in) 0.170 @ 14' 0.215 Passed (21/302) -- 1,0 D + 1.0 S (AII Spans) TJ-Prop" Rating 58 40 Passed -- -- • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (0.2") and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and naitd down. • Additional considerations for the TJ-Pro" Rating include: None Supports Bearing Length Loads to Supports (lbs)}' Accessories Total Available Required Dead too Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" -8 332/-5 -128 332/-141 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 763 449 858 2070 Blocking • Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Loads Location Spacing Dead (0.90) Floor Live (1.00) Snow _ (1.15) Comments 1 - Uniform (PLF) 0 to 14' N/A 15.0 55.0 - Residential - Living Areas 2 - Point (lb) 13' 10 13/16" N/A 545 - 730 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/23/2015 3:33:58 PM Forte v5.0, Design Engine: V6,4,0.40 Forte Software Operator Job Notes elisee. ilunga TSE (425) 481 ;601 lech2@tse-aep.corn Page 1 of 1 kitchen header INPUT: w (DL) plf w (LL) plf w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = RA TSE Engineering A 2P d as ' p14 /( 7' 04' fiedet4P 9v®82 P J, W 0.5 0.5 0.5 L= 0.5 4 ft. 1 Re 1 495 875 1370 3428 Ibs. 3428 Ibs.(max.) 0 ft.lbs. 0 495 875 1370 0 MA-B (TL) = A (DL) = A (LL) = A (TL) = 495 875 1370 0 495 875 1370 0 4118 ft.Ibs.(max.) 0.009 in. 0.015 in. 0.024 in. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10A6 Manuf.Lbr. Timber DFL#2 875 170 625 1.3 Dimen. Lbr. psi psi psi psi 495 875 1370 1190 1980 3170 RB (TL) _ VB (TL) = MB (TL) = A (DL) = A (LL) = A (TL) = 180 350 530 0 Job#: By: Page: it 4383 Ibs. 4383 Ibs.(max.) 0 ft.Ibs. b d A S I Brg.Lgth. Co 1.15 5.5 9.5 52.25 82.7 393.0 0.09 CH 1 in. in. in.A2 in A3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 67 psi fv = 114 psi fb = 597 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.34 fb / Fb' = 0.59 RATIOS OF SPAN TO DEFLECTION: L / 3167 for LL L / 2007 for TL fv / Fv' = 0.58 0 USE 6x10 DFL#2 v 3.3.03 TSE Engineering FLOOR BEAM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 10.5 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 8 8 Other (plf) 10 0 w (TL) 90 320 410 plf plf plf By: 6 Page: 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 473 473 1680 1680 2153 2153 1240 4410 5650 lbs. Ibs. Ibs. lbs. lbs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 1 0A6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1.15 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 v 3.3.03 b d A S I 5.125 10.5 53.81 94.2 494 in. in. in A2 in.A3 in.^4 fv = 50 psi Brg.Lgth.= 0.054 ft. CL = 1.000 fb = 720 psi GL Cv = 1 R = 3986 ft. (DL) = 0.03 in. (LL) = 0.10 in. A (TL) = 0.13 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.16 fb/Fb' = 0.26 RATIOS OF SPAN TO DEFLECTION L / 1281 for LL L/ 1000 for TL USE GLULAM 5-1/8"x10-1/2" 24F-V4 nook header INPUT: w (DL) plf w (LL) plf W (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = TSE Engineering !, f f robt 2-11 , ROOF 'WO w RA L = 6 ft. 100 40 140 2959 Ibs. 2959 Ibs.(max.) 0 ft.lbs. 0 100 40 140 813 1315 2128 415 565 980 0 415 565 980 0 415 565 980 0 RB (TL) = VB (TL) = MA-B (TL) = 5698 ft.lbs.(max.) MB (TL) = A (DL) = 0.030 in. A (DL) = (LL) = 0.042 in. A (LL) = (TL) = 0.072 in. A (TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 101\6 Manuf.Lbr. Timber DFL#2 875 170 625 1.3 Dimen. Lbr. psi psi psi psi 415 565 980 RB i 0 Job#: itCa— By: lit, Page: 3369 Ibs. 3369 lbs.(max.) 0 ft.lbs. b d A S I Brc.Lgth. CD 1.15 5.5 9.5 52.25 82.7 393.0 0.08 CH 1 in. in. in ^2 in ^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 82 psi fv = 74 psi fb = 827 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv'= 0.42 fb / Fb' = 0.82 RATIOS OF SPAN TO DEFLECTION: L/ 1718 for LL L / 1004 for TL fv / Fv' = 0.38 0 USE 6x10 DFL#2 v 3.3.03 TSE Engineering DROPPED BEAM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 4 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 13 13 Other (plf) 10 0 w (TL) 140 520 660 pif pif plf ,Job #: it6C- By: El Page: 4p . 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 280 280 1040 1040 1320 1320 280 1040 1320 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. ft.lbs ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101'6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 9.25 32.38 49.9 231 in. in. in.^2 in.^3 in.^4 fv = 38 psi Brg.Lgth.= 0.050 ft. CL = 1.000 fb = 320 psi GL Cv = N/A R = N/A A (DL) = 0.00 in. A (LL) = 0.01 in. A (TL) = 0.01 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.21 fb/Fb'= 0.30 USE 4x10 DFL#2 RATIOS OF SPAN TO DEFLECTION L / 5919 for LL L / 4663 for TL FLOOR BEAM INPUT: w (DL) plf W (LL) plf w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = RA 1 1 1.5 1 r fLoo R 2 Af RB 1.5 L = 8 ft. 70 240 310 1367 Ibs. 1367 Ibs.(max.) 0 ft.lbs. 0 70 240 310 0 MA-B (TL) = A (DL) = A (LL) = A (TL) = 70 240 310 0 90 320 410 0 2961 ft.lbs.(max.) 0.016 in. 0.056 in. 0.072 in. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. ML 2604 285 750 1.9 Timber Dimen. Lbr. psi psi psi psi 90 320 410 0 RB (TL) = VB (TL) = MB (TL) = A (DL) = A (LL) = A (TL) = 90 320 410 1563 Ibs. 1563 lbs.(max.) 0 ft.lbs. b d A S I Brq.Lgth. CD 1 1.75 11.875 20.78 41.1 244.2 0.09 CI-1 1 in. in. in.^2 in."3 in.^4 ft. Cr 'I Ci 'I STRESSES: fv = 76 psi fv = 84 psi fb = 864 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.27 fb / Fb' = 0.33 RATIOS OF SPAN TO DEFLECTION: L / 1705 for LL L / 1327 for TL USE MICROLLAM LVL 1-3/4x11-7/8" 1.9E fv/Fv' = 0.29 0 COLUMN Overall Length 9 ft. TSE Engineering End Conditions Intermediate Supports Kexx Kew xx axis yy axis 1 1 0 0 Column Size b d 3.5 3.5 in. in. MATERIAL Type/Specie Grade Manuf.Lbr. Timber Dimen.Lbr HF #2 fc SRxx (le/d) SRyy (Ie/b) Fc* KcE FcE c kt k2 Cp Fc' Mxx Sxx fbxx FcE xx Fbxx' k3 Myy Syy fbyy FcE yy KbE RB FbE k4 0 psi 30.86 30.86 1495 psi 0.3 410 psi 0.8 0.796203 0.342406 0.256265 383 psi 0 ft.lbs 7.15 in^3 0 psi 410 psi 1275 psi 0 0 ft.lbs 7.15 in^3 0 psi 410 psi 0.438 5.555 18453 psi 0 Duration CD 1 Loading P axial 0 lbs. Plate Properties Specie HF Fc(perp) 405 psi Page: Wxx Wyy 0 0 plf plf Cb? Cb YES 1.107 Fbxx Fbyy Fc Exx (10)^6 Eyy (10)^6 1275 1275 1495 1.3 1.3 psi psi psi psi psi RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 0.854 <1 o.k. ALLOWABLE AXIAL LOAD = P axial W Yy 4693 lbs. �Ia4 ft, B a /d 9 4 M3as 0 AA D® v 3.3.03 USE: 4x4 HF#2 (At t61-,rit,gpf 9 TSE Engineering living room header INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 5 Tributary (ft) 4 4 ft Wall (psf) 10 0 Tributary (ft) 8 8 Floor (psf) 10 40 Tributary (ft) 6.5 6.5 Other (pif) 10 0 w (TL) 215 360 575 pif pif pif Job #: ttca-13 By: Page:. 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL). Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 538 538 900 900 1438 1438 672 1125 1797 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. Co 1.15 Timber DFL#2 700 170 625 1.3 CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 5.5 7.5 41.25 51.6 193 in. in. in.^2 in.^3 in.^4 fv = 39 psi Brg.Lgth.= 0.035 ft. CL = 1.000 fb = 420 psi GL Cv = N/A R = N/A A (DL) = 0.01 in. A (LL) = 0.02 in. A (TL) = 0.03 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.20 fb/Fb' = 0.52 • USE 6x8 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 2979 for LL L / 1865 for TL TSE Engineering COLUMN Job# t06z-1 By: e Page: 49 Overall End Conditions Intermediate Supports Loading Length Kexx Kew xx axis yy axis P axial w xx w yy 9 1 1 0 0 0 0 0 ft. lbs. pif plf Column Size Duration _ Plate Properties b d CD Specie Fc(perp) Cb ? Cb 3.5 3.5 1 HF 405 YES 1.107 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc Exx (10)1\6 Eyy (10)^6 Manuf.Lbr. Timber Dimen.Lbr HF #2 1275 1275 1495 1.3 1.3 psi psi psi psi psi fc 0 psi SRxx (le/d) 30.86 SRyy (Ie/b) 30.86 Fc* 1495 psi KcE 0.3 FcE 410 psi c 0.8 ki 0.796203 k2 0.342406 Cp 0.256265 Fc' 383 psi Mxx 0 ft.lbs Sxx 7.15 i n^3 fbxx 0 psi FcE xx 410 psi Fbxx' 1275 psi k3 0 Myy 0 ft.lbs Syy 7.15 in^3 fbyy 0 psi FcE yy 410 psi KbE 0.438 RB 5.555 FbE 18453 psi ka 0 RESULTS COLUMN CSI = 1.0 fc(perp) / Fc(perp)' = 0.854 <1 o.k. ALLOWABLE AXIAL LOAD = 4693 lbs. pz,/kmff31—/9/:as P axial Wyy ` + / P m Its 3 '31k .367341613 IL, DA v 3.3.03 USE: 4x4 HF#2 PRiO,1ECT: fEf f69 A. v : 17 (.."l rlr' I '_' •?7 Ef ENGINEERING 12810 N.E. 178`h Street Suite 218 Woodinville, WA 98072 (425) 481-6601 ��. j• r-O Nc',A`'oN fir._ AN oes• !off . :C7rAtIAc `•9.12a. JOB 0: - 466ot BY: o~r DATE: attasi TSE Engineering crawl space beam INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 6.25 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 14.25 14.25 Other (pif) 10 0 w (TL) 152.5 570 722.5 pif pif pif Job #: By: Page: • 5 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 477 477 1781 1781 2258 2258 745 2783 3528 lbs. Ibs. Ibs. Ibs. Ibs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1 Timber DFL#2 875 170 625 1.3 CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 5.5 9.5 52.25 82.7 393 in. in. in.^2 in.^3 in.A4 fv = 48 psi Brg.Lgth.= 0.055 ft. CL = 1.000 fb= 510 psi GLCv= N/A R= N/A A (DL) = 0.01 in. A (LL) = 0.04 in. A (TL) = 0.05 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.28 fb/Fb' = 0.58 USE 6x10 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 1958 for LL L / 1545 for TL TSE Engineering crawl space beam INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 7.5 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 9 9 Floor (psf) 10 40 Tributary (ft) 21 21 Other (plf) 10 0 w (TL) 310 840 1150 plf plf plf Job #: 62.4 1 By: n e,�.- Page: 53 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 1163 1163 3150 3150 4313 4313 2180 5906 8086 Ibs. lbs. Ibs. Ibs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1 Timber DFL#2 875 170 625 1.3 CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 5.5 11.5 63.25 121.2 697 in. in. in.^2 in.^3 in.^4 fv = 76 psi Brg.Lgth.= 0.105 ft. CL = 1.000 fb = 800 psi GL Cv = N/A R = N/A A (DL) = 0.02 in. A (LL) = 0.07 in. A (TL) = 0.09 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.45 fb/Fb'= 0.91 USE 6x12 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 1364 for LL L / 996 for TL TSE Engineering CRAWLSPACE JOIST INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 14 Tributary (ft) 0 0 ft Wall (psf) 10 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 1.33 1.33 Other (plf) 0 0 w (TL). 13.3 53.2 66.5 plf plf plf Job #: 't,6'€ 2- By C (rX(. Page: 9f 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 93 93 372 372 466 466 326 1303 1629 lbs. Ibs. Ibs. Ibs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101'6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. HF#2 935 150 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 9.25 13.88 21.4 99 in. in. in.^2 in.^3 in.^4 fv = 45 psi Brg.Lgth.= 0.064 ft. CL = 1.000 fb = 910 psi GL Cv = N/A R = N/A A (DL) = 0.09 in. A (LL) = 0.36 in. A (TL) = 0.45 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.30 fb / Fb' = 0.85 USE 2x10 HF#2 RATIOS OF SPAN TO DEFLECTION L / 470 for LL L / 376 for TL • DL roof 17 psf LL roof 25 psf FOOTING DL floor 10 psf LL floor DL wall 40 12 psf psf BACK SIDE INTER. FRONT I Footing WALL 111 WALL . WALL WALL Roof tributary L ft. 1. 1 1 B ft. 20.5 3 6 Wall tributary L ft. 1 1 1 1 H ft. 18 18 9 18 Floor tributary L ft. 1 1 B ft. 7 2 Number of floors 2 2 Stem Wall dimensions L in. 12 12 B in. 8 8 H in. 24 24 Footing dimensions L in. B in. H in. DL (roof) lbs. LL (roof) lbs. DL (wall) lbs. DL (floor) lbs. LL (floor) lbs. DL (stem wall) lbs. DL (footing) lbs. P (column) lbs. P (total) lbs. p (soil) psf 1 1 14 7 1 2 12 12 8 8 24 24 12 12 12 18 16 16 8 8 8 is 'Leo, ffo7mic 12 • 16 dam• /b �w 0T retie 8 349 51 0 102 513 75 0 150 216 216 108 216 140 40 140 140 560 160 560 560 200 200 200 200 150 133 133 133 1777 542 808 1168 2127 875 1141 1501 1418 656 856 1126 /5-040sf 0 ,, 0 b k" • t' 07116 4C 47' ‘foo frie44/ TE Engineering PROJECT: CLIENT : JOB NO. : Pad Footing Design Based on ACI INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0=WIND, 1=SEISMIC) WIND AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING c1 c2 b1 b2 fc fy = PDL PLL PLAT 95 Ws Df T Qa B L d g z DATE : 318=i THE PAD DESIGN IS ADEQUATE. 3.5 5.5 3.5 5.5 sei.4,004 in in in in 2.5 ksi 40 ksi 3.3 4.9 0 0 0 0.11 1 10 1.5 2.5 2.5 4 k k Wind,ASD k, ASD ksf kcf ft in ksf ft ft ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 &ACI 318 , . SEC.9.2.1) CASE 1: DL + LL P = 8 kips CASE 2: DL + LL + 1.3 W P = 8 kips CASE 3: DL + LL + 0.65 W P = 8 kips CHECK SOIL BEARING CAPACITY (ACI 318 . SEC.15.2.2) CASE 1 1.35 ksf, q �rax = I3L + 9 s+ (0.15 - ws)T = SIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. B L T 3 3 # lgt1l ps)./9OPi76 !AMR Will !m aak Neil Of. gQ)ao 1.2 DL + 1.6 LL 1.2DL+LL+1.6W 0.9DL+1.6W - CASE 2 1.35 ksf, CASE 3 1.35 ksf q MAX < k Q a , [Satisfactory] where k =1 for gravity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 , SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) P= f Y 0.85f� 1 '1 Mus (I 0.383bd fc Pnur = f y 6u+et 0.85/31 f c su PAGE: DESIGN BY : REVIEW BY : = 2.50 ft = 2.50 ft = 10 in 4 @ 12 in o.c. 4 @ 12 in o.c. a) a Pu = Pu = Pu = PoN = MINI 0.0018 T 4 P c1 LONGITUDINAL TRANSVERSE d 6.75 6.50 b 30 30 q u,max 1.89 1.89 Mu 2.88 2.46 p 0.001 0.001 Pmin 0.001 0.001 As 0.19 0.17 ReqD 1 # 4 1 # 4 Max. Spacing 18 in o.c. 18 in o.c. USE 3 # 4 @ 12 in o.c. 3 # 4 @ 12 in o.c. Pmax 0.019 0.019 Check pprod < Pmax [Satisfactory] [Satisfactory] L 12 kips 9 kips 3 kips Lt. S ` 4i) 4564 CHECK FLEXURE SHEAR (ACI 318• SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) 93V71= 20bd j f c LONGITUDINAL TRANSVERSE V„ ' 2.56 2.26 0.75 0.75 OVn 15.2 14.6 Check Vc < OVn [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318. SEC.15.5.2, 11.12.1.2, 11.12.6, & 13,5.3.2) oV,2=(2+y)o icAp 44.22 kips where = 0.75 (ACI 318. Section 9.3.2.3 ) Rc = ratio of long side to short side of concentrated load bp = c1 + c2 + bi + b2 + 4d = 44.5 in Ap = bp d = 294.8 in2 y = MIN(2, 4/3c, 40d/bp) = 2.0 C _ 1 +ci 1(bz Vu=Pu,max 1 BL 2 +dJl 2+cz +d = 1.57 10.19 kips < ¢ V n [Satisfactory] •ter `� -- _ S PROJECT : Engineering CLIENT : JOB NO.: Pad • Footing DesignBased on ACI 318: 614, INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0=WIND, 1=SEISMIC) SEISMIC AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING cl c2 b1 b2 fa' fy PDL PLL PLAT 9s Ws Df T Qa B L THE PAD DESIGN IS ADEQUATE. 3.5 7.5 3.5 7.5 2.5 40 6.4 7.6 1 2 0 0.11 1 10 1.5 3.5 3.5 4 in in in in ksi ksi k k Seismic,SD k, SD ksf kcf ft in ksf ft ft ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318 ; SEC.9.2.1) CASE 1: DL+ LL P = 14 kips CASE2: DL + LL + E /1.4 P = 15 kips CASE3: 0.9DL+E/1.4 P = 7 kips HECK SOIL BEARING CAPACITY (ACI 318 . SEC.15.2.2) CASE 1 1.18 ksf, +qs+(0.15-ws)T = qMax- BL DATE: DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. 4 TRANSVERSE REINF. 4 P !1St 10)(YZA till (lite/ f.:td %%o l,4 6 °'nI Pw. OK 1.2DL+1.6LL 1.2DL+1.0LL+1.0E 0.9 DL + 1.0 E 600pc CASE 2 1.29 ksf, PAGE : `I DESIGN BY : REVIEW BY : B = 3.50 L = 3.50 T = 10 # 4 @ # 4 @ CASE 3 0.62 ksf q MAX < k Q a , [Satisfactory] where k =1 for gravity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318. ' SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85 1 Mu f� I J 0.383bdzfa P= j y PMAX= .fy Eu+Et 0.85,6, f c Eu .n b ft ft in 12 in o.c. 12 in o.c. P.0 Pu P.0 L = 20 kips 17 kips = 8 kips PMIN_10NI0.0018_ 3pI LONGITUDINAL TRANSVERSE d 6.75 6.50 b 42 42 9 u,max 1.62 1.62 Mu 7.29 5.86 p 0.001 0.001 Pmin 0.002 0.001 As 0.49 0.40 ReqD 3 # - 4 3 # 4 Max. Spacing 18 in o.c. 18 in o.c. USE 4 # 4 @ 12 in o.c. 4 # 4 @ 12iin o.c. Pmax 0.019 0.019 Check pprod < Pmax [Satisfactory] [Satisfactory] 514 (cont'd) CHECK FLEXURE SHEAR (ACI 318.. SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) �V n = 2¢bd f c LONGITUDINAL TRANSVERSE Vu 5.90 5.08 0.75 0.75 yliVn 21.3 20.5 Check V„ < 1Vn [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318. SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) �V2?=(2+Y)q.V./ A = 46.59 kips where = 0.75 (ACI 318 Section 9.3.2.3 ) pc = ratio of long side to short side of concentrated load = 2.14 bo = ci + c2 + bl + by + 4d = 48.5 in Ap = bo d = 321.3 in2 y = MIN(2, 4/pc, 40d/bo) = 1.9 V —p [i_ 1 (b,+ci+dJ(b2+c2 J +d11 _ z�— zt,max BL` 2 Jl 2 l) 18.23 kips < 0 V n [Satisfactory] —• tee- . ,av ��"� _,s.,.._.:_�:� —az.�„- ... _ ..,... .�_.n.,H,w._'.,...,...�. cs OL OUT TO rna` rhl FLOOR SHEATHING (SUB —FLOORING) IS TO BE 5/6" OR 3/4" SPAN RATED 1 6"o.c. T&G DIRECTLY GLUED AND NAILED TO SI'UPPORTING JOISTS OR BEAMS WITH 1 Od COMMON U 6" o.c. AT ALL EDGES AND AND 10d COMMOMMM © 12"o,c. AT ALL INTERMEDIATE SUPPORTS. ALL SHEATHING IS TO BE LAID UP .WITH THE FACE GRAIN PERPENDICULAR TO THE SUPPORTS. tg �d st'e g g `ti'ff lce roar g Ar & cf ocEV,tr/o J (,c'r4r All o �'� i r.7.1.1/.4L) . ,C1'4 VENT • CF4IIWL. -=,C r. .-`:JAG �•N.'��-.rl:.. 300:41.3" aN;'.'z : a^- 14'5 EAq CONC��1w1. FLOOR 3^ .0..1A4 i; 1--)00R cu?a • �":t;��" CON .: rc:: r .:t)t^)`J•Ei EA.W'V >\i/ i'� i• 1 IMO .tip. 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AWN ENGINEEFUNG 12810 N.E. 178th Street Suite 218 - Woodinville, WA 98072 (425) 481-6601 0 0- ; COO ST A? tf W?I pisfJeez Da-alc A /set • CTYP.) sil M (CP 1-AM LYl_ 5'/. xPs ° PA -RA LIAM WND AL /6x12" DF02 111M9=8,Frrdi LW— p1 7C 0LAMS i1 T:11 110 ow I6No. G AMS JOI EDGES • TS UNDER 6x10' DFu'2 12 DF°2 9',"24F COLUMN: 6x8,_' pFL9I OR 4xI2" DF"lli /3/q 1� /'4 CRoLAM LVL FRAMING PLAN 1/ ,OLB J3TS 99 m_ PM( /v1 i6eoz4✓1 LVL- A 1_ 0062. AND S itfook GeE}RI4 Lede4pT1»JCS NOTES: 1. ALL FLO° IIfD S LES.._TJ ;S,,1Q_IST 16" D.C. UNICESS NOTED OTHERWISE 2. CANTILEVER JOISTS TO HAVE 34 "x48" REINFORCEMENT INSTALLED PER JOIST MANUFACTURERS SPECIFICATIONS. 3. SOLID BLOCKING NOT TO EXCEED 10'-0" O.C. 4. ALL BEAMS ABOVE PLATE HAVE MFG. MTL. HANGERS. 01 )ryr ALL `5w57 C EAC.0 5(PC c CM1) USE WALL ARE TSE LEGEND �HOLDOWN PER SCHEDULE SW_ = SHEARWALL PER SCHEDULE AB = ANCHOR EsOLT PER SCHEDULE = STRUCTURAL DETAILS PER TSE SHEET(S) 7 4x12" DFL01 COLUMN 13/qX / .1ICRo LAM LvL 13L6cliEp UNDER WALL PER K/s'.e 111/--jt1to AT lees. 44.A0116 j ENGINE erRINC.4 12810 N.E. 178`h Street 'Suite 218 Woodinville, WA 98072 (425)481-6601 G ,' :_ru i 0° jeed10, ((/bb 16-44 ^(1) J3ft 4116201,4M , 46 e.5 To Be 51,44,54 Vim" (On Egtr4L) -ME)R oLAn1 LYL (Sterfifit;rgelt.s7wokeeto,/fr PTIONS Na DI°T/,A/ 109 FLOOR SHEATHING (SUB —FLOORING) IS TO BE 5/8" OR 3/4" SPAN RATED 16"o.c. TBcG DIRECTLY GLUED AND NAILED TO SUPPORTING JOISTS OR BEAMS WITH 10d COMMON 6" o.c. AT ALL EDGES AND AND 10d COMMOM • 12"o.c. AT ALL INTERMEDIATE SUPPORTS. ALL SHEATHING IS TO BE LAID UP WITH THE FACE GRAIN PERPENDICULAR TO THE SUPPORTS. 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ENGINL-TERiNG 12810 N.E. 178th Street Suite 218 Woodimiille, WA 98072 (425) 481-6601 J01-111.1: 5, 3, 6.4 f SHEET#: 6 se - • , - • - - • _ • j i - -- -,-,1-,,,,,,-_,-...7,:2,==-.:.,.---::;...-'' ..,...:2..2..."1,_-'2=,r..,..,...=,,,•--..21,2-2,,---,-;-,4E.'23.,,z-''.1:1=_7,..........--,....-..,-Ler.r.::::::41.1.',.F.:--r-:.=-VE_V41-'"X=2:-.."--1"."-':,11%-afr=1-2.:,.:-3--,,-"47-';::."-=%•---;',W,=:2--r-::',.--,,-----,,,,=,-.-..2----,,,,---=.= —....:-1-- --''`".'-',-,,-----,, --=',---,---- -.2- ..22,,-- --,----..,,..,:---,-...-----=..- - -...t, f , rt'--• _•--e Ir {I (3)2A, 0-2'II{r�.<� V \P,1'TIi1; a =a If ci p ,2 1 f r •ii Is %L ' Pc6reA ' ' 1:1 I ! )„ r.'. i C 1:JJi r'j,; at t `I i I 1i �� r_ • • 1 fi_ I 1 l� 1R l( it 'll 1 ;,'' 0 €� 'l f = R • :1.• i fit. ''^-, 14 B ER O O P WBONUS ROO PA) (5)249 •‘71415 Aos er7 kQtQ P60, 56416 Lei3t9A Perin, C /5 'kt Fr 'rL,-•j N Ei °'1 G!! s! E E R ?.1 v G 12810 N.E. 178th Street Suite 218 Woodinville, WA 98072 • (425)481-6601 sMCrti7: 6,3 /4./z3/lam TSE • Engineering A Date Sent: 05/18/16 Name: Building official Total pages: 5 From: Keith Ryan, P.E. Subject: Plan Change Project: Crane Design Plan #070301A TSE#4662 COMMENTS I have reviewed the proposed plan (adding a small porch roof on the side of the garage) and find it acceptable from a structural standpoint. See page 2 through 5 for plan changes. OR R€CCTION +_TRH DItt-004 C: +a Y ^'- T' i KW I LA 14AY , 9 2016 CENTER 12810 N.E. 178th Street Suite 218 A Woodinville, WA. 98072-8702 (425) 481-6601 A keith@tse-aep.com PROJECT NAME: _fjn, SITE ADDRESS: I�h �c(f'u t� PERMIT NO: _%I (. -- 00) (/ ORIGINAL ISSUE DATE: C lac l REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 cslao la( k-)w Summary of Revision: n%itlidltA -ire/MA ri(afd (limwiv1'i 0+ Y4.i i‘oni" i et- IxIsr u si. Received by: 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 hv! (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) 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: 17 Ma y o2 U Zl Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # j Revision # 1 after Permit is Issued rx Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 5./1 % d Re5t d e t ' 8(f$ 1/7/ live 5 Tukt/I la, eG/4? /2 I GIi h Phone Number: Summary of Revision: V 19 Pa? ,2717, /7'(-?Li0-4 /r eiricti a de)t' d' Project Address: Contact Person: RECEIVED 2 tJ 2r2-1 TUKWILA PUBLIC WORKS O 6 — 0-d -- SS",� 2i rawinn s 2 y f-er haS!✓l a Nde 2) Revised s / fe � /0 4 Iv / /' p 1/f� Ji fr-e 4e,6 es ,2J fej /-c e 4 5� s ��� 4 it 44" 74 t? efreilii3 rrw e a?, 6IP gajoi . iv i7 e-e, 4 rt-,o rV cf.rl 4)/71-7'ru �/r re ic-I Gt �✓/��r�r�i eke mot` fyekl- PGA1 `l /aitz5%% - e r lc f/`t 1cJi cc/d Sheet Number(s): C / 17 tild -eg.7vv ' /1 C e i fee ri "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Gc.) I] Entered in TRAKiT on 05 0-c ( I JoQ f n c S j� etic- e W:\Permit Center\Templates\FormcRevision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.citukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: N-( 1ct /20169 Plan Check/Permit Number: D 16-0024 ❑ Response to Incomplete Letter # Z Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Snyder Residence Project Address: 15848 47 Ave S RECEIVED CITY OF TUKWILA MAY 19 2016 PERMIT CENTER Contact Person:_ j acty 4..1.E Phone Number: -Zc>'' SrAO ' e'r-rDO`c-t Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of �revvissio Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 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.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: N&( '$(C..e, Plan Check/Permit Number: Ii1Cez. '02 4- El Response to Incomplete Letter # EV-Response to Correction Letter # Z ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: (531-( G4 ' - A z e RECEIVED CITY OF TUCWILA MAY 0 3 2016 PERMIT CENTER Phone Number: ''2042 - cict Summary of Revision: -r. u'� - �S�::Z-� S c—�z �i ►' _ rz�.ti-roc _ c54-4. tOrG 11. p — 2421z— - :l r ea-( I . Sheet Number(s): "Cloud" or highlight all areas of revision including date_o revision Received at the City of Tukwila Permit Center by: C C '� IN — Entered in TRAKiT on —"-S— 1 W:\Permit Center \TemplatesWorms\Revision Submittal Formdoc Revised: August 2015 Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on 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.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: "/11- 1(p Plan Check/Permit Number: t 1Cd - Od ❑ 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: RECEIV.Lis CITY OF TUKWILA MAR 13 2016 PERMIT CENTER Project Address: 1 C- ' 4. Contact Person: ,.scat t.10= • Z W� Phone Number -Zt • 43F1S- Summary of Revision: . ArtaD 1.4szaS;2:-TE- � ?J '1E t Pc..5P_ . 2 vim( Sheet Number(s): t�l�G Qvas..J� � � i cam' ) `mo t •- a- -4 "Cloud" or highlight all areas of revision including date of revision JI2191.1/A1 W.\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0024 PROJECT NAME: Snyder Residence SITE ADDRESS: 1.584847th Ave S Original Plan Submittal Response to Correction Letter # DATE: 05/20/21 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: BLSkwc uilding Division 'rs trL 6I1(41 u lic Works I 1 i, J slid-( Fire Prevention IN Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) REVIEWER'S INITIALS: DATE: 05125/21 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 07/20/21 Fire Fees Apply ri Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0024 PROJECT NAME: SNYDER RESIDENCE SITE ADDRESS: 15848 47TH AVE S Original Plan Submittal DATE: 05/24/16 Revision # before Permit Issued X Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: A5 AU) s - -cp Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/26/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 06/23/16 Approved with Conditions �-- Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: - 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0024 PROJECT NAME: SNYDER RESIDENCE SITE ADDRESS: 15848 47 AVE S Original Plan Submittal X Response to Correction Letter # 2 DATE: 05/03/16 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT Cat's 1— s'�n-tt Building Division MA Public Works Fire Prevention Structural CQ A-? S—(0—(0 Planning Division er Permit Coordinator 110 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 05/05/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/02/16 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 5 —1j / `P ~, Departments issued corrections: B1dgNr Fire ❑ Ping ❑ PW ❑ Staff Initials: G� 12/18/2013 ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0024 PROJECT NAME: ED SNYDER SITE ADDRESS: 15848 47TH AVE S Original Plan Submittal DATE: 03/21/16 Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ublic Works kill 34)-- 0 Fire Prevention Structural El El cp cow - Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/22/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/19/16 n REVIEWER'S INITIALS: DATE: Permit Center Use Only ~ I' �%� CORRECTION LETTER MAILED: '->� "`!� Departments issued corrections: Bldg 0 Fire ❑ PW ❑ Staff Initials: (M/\ 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0024 PROJECT NAME: SNYDER RESIDENCE SITE ADDRESS: 15848 47 AVE S X Original Plan Submittal Response to Correction Letter # DATE: 01/26/16 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: 1-1 Building Division En Fire Prevention 111 VNl Corti 's-1 Public Works Structural n Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 01/28/16 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) 'I\ ea v il-C,S DUE DATE: 02/25/16 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 2 1 TI"—1 Xl Departments issued corrections: Bldg ❑ Fire ❑ Ping PW Staff Initials: 12/18/2013 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D16-0024 Grantor: Edward J. Snyder, an Individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Adjacent to 47th Ave. South and also adjacent to 15848 - 47th Ave. South Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, iits officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only t:o the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of , 2016. i f1cperty Owner ran STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Fe( tat i' Tames S y((err is the person who appeared before me, and said individual acknowledged that he signed this instrument and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in this instrument. Dated Oqocj//4, LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 vc �1 A (tit k-k. Lti,e.--/q otarSPublic in and for the State of Washington <..�.......,...� esiding at My appointment expires tk DATED this 1 V day of LEI' t , 2016 GRANTEE: CITY of TUKWILA By: Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 r1 j Name: NOTARY PUBLIC, in and for the State of Washington, residing at /(it W t k . My commission expires: Xilig CITY OF TUKWILA.. Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Cent 3uilding Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: 1/Part A: To be completed by applicant Site Address: 15848 47th Ave South (attach map and legal description showing hydrant location and size of main):. Owner Information: Agent/Contact Person::: Owner Name: Ed Snyder Agent/Contact: John Hawkins Owner Address: 17407 7th PI SW, Normandy Park, WA 98166 Agent Address: 3701 SE 5TH PL, Renton, WA 98058 Owner Phone: 206-244-2367 Contact Phone: 206-446-0100 This certificate is for the purposes of: SFR ❑d BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): One new water service/meter. Vehicular distance from nearest hydrant to the closest point of structure is 15'+/- to property. See attached map for hydrant location. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature PART B: To Be completed by water utility district RECEIVE® CITY OF TUKWILA Date 1. The proposed project is within TUKWILA /King 2. ▪ No improvements required. 3. (City/County) PERMIT CENTER The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Fire supression system may be required. Customer to submit an approved fixture count form to determine ERU value. Statement of Charges will be prepared when meter size is provided. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 1500 gpm 5. Water Availability: ri Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project I hereby certify that the above information is true an' orrect HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone DI based MAR GINEER n the best available information. S Dat re 39A 0 u) Nt Lo N 0 40A O c0 1 57396172 J/JdOLOJ 15633 57396284 20 ❑ 1 0 1- d 57396083 57744734 V 0 2� 00 (0 0 0) 2 532 co M KC SP 479018 —7908140953 LOT 2 57396160 8 c0 LOT 3 56359440 57 n� n 158153 Q 57396167 "''61714 15825 _1 --I 15835 5 W7396352 158436 W 57396373 03 ❑ 3 30❑ V15 f- 30 57396223 5635 15644 57396098 15( 15646 57396100 1 WD Project, 201`4 15812 1 57396094 15 6 573 6090 15818 5739609 57396092 15834 4 57396091 5 15842 57396089 112 4715 57745068 � n 1 : 100 N in 57396110 LOT 1 00 cn rn e 57396157 c0 0 z 57396112 57396108 15849 57396339 15859 56359456 55404795 O c0 O 0 t0 57396109 c co 0) 15848 RECEOIL CITY OF TOE JAN2 6 2016 0 56357445 RMIT CEr co n N CO rn in 0 LC D TIER LOT B 55803635 TUSP L05-0' 200710049000 c0 c0 57396113 LOT 3OTH ST. -- EL) armT Etrb w '78 72 w I-I')1 70 110:06 V1 38 �V15 V1 54,01-1_441/ 11 J) 8"AC V4892 8 17 9 �i Date: Wednesday, July 29, 2015, Time: 07:25:27, Page 1 0 to O 0 0 0 A m cn a c v °' N.-u m cn cn m N cO W W N 0 O 0 Test Report for 15848 47th Ave. S. @ hydrant #H2123 RECEIVED CITY OF TUKWILA JAN262016 PERMIT CENTER PAID MAR 272015 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 . Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: ❑x Building Permit ❑ Short Division ❑ Preliminary Plat or PUD ❑ Rezone ❑ Other Proposed Use: ❑ Commercial El Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name Lee A. Michaelis, AICP Phone Number 4258301046 Property Address ! 3q .15482 47th Ave S. Tukwila, WA Tax Lot Number Legal Description (Attach Map and legal Description if Necessary ); 2223049063 RECEIVED CITY OF TUKWILA See Attached Map and Legal Description JAN 2 6 2016 Part B: (To be Completed by Sewer Agency ) PERMIT CENTER 1 a. A Sewer Service will be provided by side sewer connection only to an existing I size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or D (2) The construction of a collection system on the site and/or fg (3) Other (describe) I 2" eve 2. Must be completed if 1. b above is checked mot© S. 140 f fop rn n �1✓r �/ / , Q (-5Ta.i I (un° a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C, b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. oR Ci a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ $IIH-i,909 Unit: $ Fee. (Subject to Change on January 1st) 1(62 x 'i2: I'-1>to'-t 1e rnlo, Scry cc. Either Charge maybe due upon connec b. Easements: c. Other Permit $ Total $ I is, ci.ai , ° CGtl'� �i./I/2c)i5 SWSSD or Midway Sewer District Connection ion sewers. ❑ Required Are i;k .r zS El Maybe Required I j ry j c a n+ ) 2 pry °°1`e. l-mpocc\(_Sett) i'U)4IvLi(11rZf1+ rQyul'deU , pt�tMp-�OP�(L /hP.�^�' 2".. I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Date 3-27 Is" ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature 6zi Date General Facility Charge and System Facility Charge to increase in 2015 After 17 years with no change in either the General Facility Charge (GFC) or the System Facility Charge (SFC) Valley View will be increasing both the GFC and SFC in 2015. The GFC which has been set at $850.00 since 1997 will go up to $1427.00. The SFC which has been set at $1900.00 since 1997 will go up to $4000.00. This is intended to give you advance notice of this planned increase in connection charges. Please take this information into consideration when budgeting for future projects which will require connection to sewers. CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanpci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: \ Co' " 00Z4 STATE OF WASHINGTON) ) ss. COUNTY OF KING GU /WJJ M,L 3 5-NNE oez._, states as follows: [please print name] 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/Z,, 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. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Signed and sworn to before me this day of ,2oI . N'OTAtRY PUBLIC in and for the Stale of Washington Residing at 4'� U Name as commissioned: / My commission expires: , County 18.27.ogo 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 46.7o RCW who shall warranty service and repairs under chapter 46.7o 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; io. 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; i6. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. * Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. Gij LA Dva•+.1..Ac-.„ Ou Get -ova � 7 TiZc� . -L CL1 OoC- C.iQaN t na.a^„ i c ts'-0 1• • 4 Co' ht 1 0 1 20' WIDE EASEMENT FOR INGRESS, EGRESS UTIUTES til ei41-o.t • + 12' 441, ---11�..J If>G PAR 4S % p‘Pz, r1 Ll �-- t b P S-1661 p>Y V, c t- Y VI E u) S 6umit- DIEM-, Pis-ss. s �'a. �_.:►��.�. 6s "9- Cz.•' +I0' \TE Likc\( - oaf rtqcrt fir- .I 9z a 4--1,11, e_p_W ,9_ U. I.L �`� � C. 1_ c:: cL1. ' I. ‘.\` \ 1 � \ i� i L1 \ SS + 2 b 43. H :�• .t�i �fF'1`"r i..l'' S "`taoVa' frnm the "•. . at DCr � •�sCi:'�r. �_r :,o•.:cdP : C ? C' REVISIONS No cfi?i.7 r.-',,,7-'!r,., rf--- ., to the. smrtp oft : ,,...� .. - "`rcv^I of -1 E: •:rg I':. z- a :1:7T':=::.. r:ia r: ;,!iro a r,7.7 r': n submittal ::, .,a.�. �: ,. Ie s J PILE COPY P.4r. `°,'?: No. `4'I to +r!1r* fin,.,• tatty' . f '•• BUILDING DIVISION • REVIEWED FOR oDE COMPLIANCE APPROVED JUNO3201� ACityof Tukwila ' Par V44- BU1LOINC ?IVIQ1o►� ids -C 1 tJ • /2//G40411 RECEIVED MAR 2 ? 2016 TUKWILA PUB' IC WORKS 'o PHFCipx tiPY�_ ASSESSOR'S PARCEL NO.: 222304 9063 SITE ADDRESS: 15848 47th AVE. S., TUKWILAI WA. SITE AREA: 15,156 SF = 0.35 ACRES HIGHLINE WATER DISTRICT J1tiVDi1I VAL VUE SEWER DISTRICT .9 E.I?A'E LESir-,N, Jnc. Reserves Al I Lego( Rlghis To Mater jot On This '9 heat — Subject To 6rlmincl Prosecution IT a ass kel L I"x5" R.S. FASCIA "%EVEI_ SIDING Vvr6T LLLVATIO Th LLNATIO 'CONTRACT& N'Ti=: All Pimensions Shell Pe Checked And Verified Prior To Construction. /" I/4 11 x4" R.S. TRIM xIO' R.5. BAND APPROX. SRADE rJ f 40891 To Reorder Plans KE'ot7L�45-5-'.21 �,A11I1111ir1�._ Illsilr� .U�111t111/ an�� f v , 0111511Ma11111C , .r. �r.',:�1v j1111I11 .00111■1111�1111 11111/1�IINI■11111 un ii111'1'll�il�liil lt�•., 01111.11pl1"" 'r...'r':'T�i1111�111r litme rr ,jriiiiii 111111I1 i... _ 111�.11111 j,10 I1IIIl1111 rnr1�I11111P1#1111l!IIIUIIhIIIIHIJr11rlt , �O TI^f I-Lfr\/ATIO\ f1 .dIIllI1 / 1111 J$WilfilIi1I►, .RI/111'1111111N1111A1111110b.. _ ,.11nm1 l 1minl,. 111.1111�t i i i 1�1(>(1 1E` •�i� w s a s` w i+Ifs ir•7r�7r'�ri`rrir� • gam oteff gas tEA6T LLf VAT 1 O 11 u n n 1 h P n a#TE V'EtNI D FOR"` TOPE COMPLIANCE: k JIN 03 21116 If ^ittir t R'{ 'Puma • CIWR>E+ir ® • CRANE DESIGN, Inc: • rinkg. a6474 i •lam el• e (RATE CE5151,1,Inc. Reserves All Legal Rights To Material On This Sheet - Subject To Criminal Prosecution b 24"4 (Id' GONG- PAD W/(2) #4 EA WAY (FYP) W/L41366 ANC410R 12" MIN PELOW &RAPE Y" J (1I fT� ))th I I I't•r:•_ ��. VW �� :}--{ei .�•L �.,.., ., ._r.. `"'�•"'-�- -.i� v�• �i^.'_{:.<; 'Ligli _: f ,Td.: , .,° V'''•' • FGiNPArIaTS CRAWL SPADE I6�' x8 ir ' 1. . , cr 6 MIL. LSLAOS VIGQ11_EN - �� I "` VAPOR BARRIER I$"x24" CRAWL . • 6-0- 6'-d' 6'--d" 6"-d' SAGE AGGE 61_0'• 7 104 GONG f�Ap XS" • J .. I (PIT)`, �' x6" POGT W/ ON 3d'00" GONG. POST PA Pietas _,t r :' a W/ 2 #4'S EA r WAY. 1 _ QFcreF.) reURN ICNO&$DJT : :; ' i o NIT • "' ;( =a 4x6" POST, W/ 05r S�ASE ON 22"0x85� PiYER5 ;> . ; c-1 Q SARASE: -. f +•"�! . -: 'n�y ' 4- GONG. SLAB O/4" COMP. FI SLOPE :' 7. "(2) .. { FLOOR FOR DRAIN 1 • r 42"x42"xld' LONG. F &. j 411�' / (4) H5'S EA. WAY 1 r 1 b • -J 6 E" STEM -- (SIM) --'t — I I .J _ r ♦1 — -' - I t) `' ROCK LEG E KBE ELEV 1 _ Af55 %/ t—' I6'-" Ro.°, 15'-O" F 5 0" 2-d-d. NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feel of '/2" or larger 1 reinforcement bar or Bare 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 the carlh & encased by al least 2" of concrete. (NOTE: 20 fort rehat meat !..) one continuous piece tied alongside any vicinity footing re..�, .,nd shall protrude 8" min. above top of foundation watt Ar location of power panel.) '4GNTRAGTGR NOTE: A(1 Dimensions Shall Oct Checked And Verilled Prior To Construction. F OUNPAT I o PLA 4 11 r IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of huilding setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may he required to verify lot lines. PLEASE: NOTE: Setbacktsl shall be calculated and measured from the buildings finish face or corner of the huilding nearest the property line and not necessarily measured from the exterior foundation. To Reorder Pions I05049a48-5411 (Stet) 8"STEM fItt I I 16' FT& S FOOTING INSPECTION I RF'' Gcrrr4i report prepared for this site.I Over excavation requirin strucnn'at (engineered) fill .hall comply tcith recommendation, as outlined in the geolechnird report. Prior to requesting a fooling inspection, the Geotech engineer of record shall evil\ tie soils condition and provide an ins ection re on prepared and signet by the Geotech engineer. Geotech report shall verify Thai soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the buildine inspector al time of fooling inspcetion ` 24"40X10' GONG. PAP W/(2) #.4 EA. WAY (ryP) W/14P66 ANCHOR. IC MIN BELOW SRAPE 5fisik 1 Ago regal Post CG1GMnlS As FGOikt(oS REVIEWED i.;00E C,�'O,.pM�+.P�LIT4Y1 1u , 11 rMKc/f INI064.1 JIJN 0 3 lei a;ity .>? Tukwila B ELD1NG DIVISION /14 (I)/ -ft 029 LOPYRKA-Ir CI 2004 CRANE DESIGN, Inc. 1 c N DATE; O3/05 DRAWN* 045 CRANE DESIGN, INC. REV.: FOUND. SHEET OF 7 PLAN NUMBER. 070301A /RAW PE5tN,Inc. Reserves All Lego( Rights To Material On This Sheet — Subject To Grlminol Prosecution 4d-d' 2' 10 N.D&. LN. AiSV t c1 1 0 ) • 0 Pr bxe PP05T W/ RIVER raNTRA TOR NOrM: All Dimensions Shell Pe Checked And Verified Prior To Gonstructian. 0 0 PIO WO care 171, 6'-0" ,2=0(' LAWNE DEEP 4341 (1tMP) NOOK 741 4-7L.4 WNW - TRY t B 4° ARCHWAY DINING ROOM -•1 e ARCHWAY LIVING {ZOOM r A8V LN e (51M) liar. it ■ 0 0 11 A-3" I51 may, paial i 6'-2" 17' d' A' M!`CO. SA5 "Par VENT_ " F/P INSTALL PER MAM,F. MCA FAMILY ROOM T-4. H. RAIL 36' 7-9" 2'-7 31'Z„ •, 6' 7' l • 4- _i 2.6 a iN 0 1 Etvros -y IiVTos pRY LAIL u<o� 6 - 013%v -I-3/S" 5G• WP. PR. +I ' AFF LAYER 3/4" PLYWP. rear St, 2. Glaser F�- ALL 1VALL5 & DEAM5 TO HAVE VLA T ri'e'at 1(r e `AND rem FIRM RIVErK I I Ad--0" SARASE: - A" wlwa. i►'-LIJIdP. toRAOR \RRLUNACt MA I \ FLOOD PLAN I /4" (VV/ rIONUS ROOM) To Reorder Plans 0203415-5421 IL -T CHAAJ6E Vil►nlnot,J �G Pao2 sfr7f« b/e R�VI� Q�jv�: COPE MPL ANCE • APPROVED t { .IUN 0 3 2C.A 1. I (Ars, 'oi '..I"Ffi(- �IJiLDING DIVISION fact Revis041 0029 e 2004 CRANE DESIGN, Inc. DATE 03/05 REV.. MAIN FLOOR SHEET OF 7 PUW NUMBER; 070301 A CRANE NESISN, Inc. Reserves Al! Lego! Rights to Material On This Sheet — Subject To Griminol Prosecution M VaAMG CINDER WINDOW EDGES fr 11 L f 1 xl22 0\ 'x O / GANT JOISTS 1-.441 -2 IL/S" :4I rye I 1 1 .. iov -a-. ice.e Air 4r-iirr. r rs" .e 1 *CONTRACTOR NOTE: Ail Dimensions Shci1 f5e Gheckec And Verified Prior to Construction. 6x12" PF#2 W/ NO SPLIT ON WIPE FADE SREATER THAN 12" IfLOO� J 7 Tr\: �x8" PF#2 ffRA i J G0.UMN: 65(8" DFL#1 W/EGGG( POST GAP (PLAGE POST SO INSIDE FAGS LINES UP w/FOLdNDATION WALL) v C� °LA\ I/ To Reorder Pions 1(800)8AE-5421 6L s 1 to rict.ilx. I i te) M i eca ,��L. A.i"f cerPol 1i-1-" Low/7 1427.14 &fhail-ALL M ►G-`tsOL Ivf' �--I h I �1446\a �1-- 75E ter+` "Hill I n 4512" DFL#I W/ EGGG? T9#Ft POST GAP REVIEWED FOR '€W)E COMPLIANCE if:- APPROVED JUN032C15 City of Tukwila I BUILDING DIVISION CITY JAN 2 6 2C16 PERMIT CENTER ENGINEER'S SEAL FOR - STRUCTURAL ONLY /6araaz%I 0 LL h M wtp to 4) au DATE 03/05 DRAWN. w REV.: FLOOR FRAMING SHEET OF 7 PLAN NUMBER cpyrRiegrr © 2004 CRANE DESIGN, Inc. 070301A CRANE 0E516N,Inc_ Reserves All Legal Rights To Material On This Sheet — Subject To Criminal Prosecution Vy 4; 0 C Y 17i � 2 .2 1 �N N SW2 6°61 PASS 6°BI-PASS f5EPROOM 4 6hi SW2 II'-o" SWI LOFT FREE STANPINS LINEN S'-4" t' MASTER F2EPROOM ipIIA/5D 4.. vvrtrT'vro ATf1 t1 &UARPRAIc tT• SW2 • • LN 6 ffLOO PLA (G 5=1700M W /30 ELOW 6W2 1/4" Us) RAM ewros AN I I 7-2 r SW2 (TYP --1N MEGI1 VENT rREVIEVAM FOR CODE COMPLIANCE APPROVED JUN 0 3 261E 3 City otTuf wfta BUILDING D1ViSION CITY his JAN262016 PERMIT CENTER ENGINEER'S SEAL FOR • STRUCTURAL ONLY DATE: REV.: 0,705 DRAWN: 6Jj3 UPPER FLOOR SHEET OF PLAN NUMBER: *CONTRACTOR NOTE: All Dimensions 5ho11 $e Checked And. Verified Prior To Construction. To Reorder Plans I(50O»A5--5A21 c tRierrr e 2004 CRANE DESIGN, Inc. 070301A GRAbE P51@4,Inc. Reserves Alt Lego' Rights To Material On This Sheet — 5ubJecl To Griming' Prosecution &Fa SCISSOR Txo-.,ES .9 2-4" OG. CGMRAGrtR NOTE: All Dimensions Shall tee Checked And Verified Prior ro Construct on t We TRUSSES & 2.4" OG. A. Anizatrt ATTIC GTW TRUSSES @ 2-4" OG. a DRAG TRU55 IV150016 T 2x12" RAFTERS 0 24" O.G. ORIZ LOAD ZOOF FRAMINS PLAN 74" (4 3ED:OOV W/ 30\US ROOM) ro Reorder Pions 100001E-542I Iz" g14 Per AN,0 SEAM true HaN66e ki wRu stig pet 07.4.� tag-9 4717P ccoF Via►+ awe roof for 1N/ Z 4 $F#Z ,Y9FiFkS yV, 2rr6 CElu46 Tarr W Ar Oct( -raFTa. 444 ent944 5/istk REVIEWEO FOR ,Z201 CQMPUANGE t APPACVECi JUN 0 3 2LTh i City of Toco.vila BUILUNG DI\/iS1ON Dic -ao2y coPYRic-ttT c 2004 CRANE DESIGN, Inc. LL DATE 03/05 DRAWN' CRANE DESIGN, INC. REV.: ROOF PLAN SHEET 5 OF 7 PLAN NUMBER: 070301 A GRAM PESISN, Inc. Reserves All Legal Rights To Material On This Sheet — Subject To Griminot Prosecution COMPOSITION ROOFING ON 15# FELT UNDERLAYIv1ENT ON 1/2' CDX SHPATI11NS PEN LIVING ROOM si 3/4" T& 0 PLYWP (SLUE & NAIL) 6&56&S St5ZS? ?S8I5666 -" lix.JO' IIF#2 VIsrs @ 2S 12 MFS. TRUSSES @ 24" 0. G. 5 ••••••••••S•••ICIA wwmwman IMP 3EDROOM 3 DINING ROOM CRAWL SPACE 6_6T-IO %5 INGLLATE PER GORE BEDROOM 2 10 SERtS MIS KITGI-1EN 6" G. ------16ZSB4511Z568 2S?S r, . _. I�v 6 MIL. t'LAGIC VI S rap OF RIDGE 74 2-ND FL. TOP PL. 118" O.N. 2N17 FL. FIN. FL. 1ST FL. TOP P5.. 1/42 8 0- 6 2 X 6" STUPS @ 16" O.C. (MAX. 24" 0.0) 7/16" os13. w/I5# FELT VAPOR BARRIER IST FL. FIN. FL. APPROX. GRADE /G // y{ REEViEWE'rD . OR !'rnOE COMPUANCG APPROVED JtJN 0 3 2i'1 • BUILDING U i5!ON JAi`i 2 6 thin peir. CENTER /ao29 rr u. 41 ;I; co op 4: ik i. ID 3 O z DATE 03/os sol=wm 'J: DRAWN: sJI3 CRANE .DESIGN, INC. REV. SECTIO SHEET 7 *CONTRACTOR NOTE: All Dimensions Shall Pe Checked And Verified Prior To Construction To Reorder Plans I(WO MIP-5421 GGPYRICstiT 0 2004 CRANE DESIGN, Inc. PLAN NUMBER: 070301A CRANE PES16N, Inc. Reserves Al I Legal Rights To Material On This Sheet — Subject To Criminal Prosecution e 4 KICK RATE ROtR JOIST :.I NA► nli_s ?i10U ? NOr PR r; Tit�v k iji" INTO Ti'IE RECCUIREP.4fA1R k WIDTIi::1.01QILD NAVE A::SPACE IJF NOl' LES? THNJ: i. V2, IMiWi EN. TI'1E WML & ^r :Z THE IP; PORTION :Or HAI�IDRAILs SNGU:D Nor re . LEGG TD LAN 1 VA" OR . . tik . t' 14 G S : 11'IGNfiL:•Plt$ION. 3. 11kVRAtS::E iO P 1'jAVE{TNIElt'r`E.t .a faETUzI`IPD.OR et1OLLP. TERMINATE IN NEWS_ PO5T6 a1R SAFETY TERMINALS , •FIRE .ei..06KINS 4TTia WENT•L• ATWW1150 • KiVaoo e ? I • f eR ga riwe ca lsr. .h ***. nin &.B.tvAnoN•1y/ MM. w MA.RAT• STAmT *e LHO.Wk.st,e'.PN8.1ElYTH FLIWET PERP, to:PRE Ti&N .19WIN6 MD .1 iI A41E Pwa '. . .. RLF PAAB4EN6T11'1414tID Sd 8006.•: • : meek'' roc: ® BEEP rinaL 1,440n W/Piit: MELT ,1Lt7+L' - Tl1'o& IN7. ' .. FOM4 AIR,Iytrra r SPACE'TO xmv .; lit TL fl ML R,I`asRIR'1 ', . �'® •w\ . 2x.DIRD d.O(.It4 w/ SRB:N rOE• MAC W/ z. (2 Ttd EA'.Ew ro 1tu s es RN'r@2 . .. .06Nr:.ROW/ OF poor. ElEATTiNi 2x. 601TOM:.€ 2x'RRd?a71§P , COVERAGE LOT FT.== I,9e, SQ. STRUCTURE== I C e • COVERAGE= `I•9 . SQUARE FOOTAGE MAIN = I. I...ET' UPPER = 07-1 T FT 1T 2 TOTAL =., ', crP.1.91- "-'`.2fr GARAGE = . '" .I= T"' ATTIC VENTILATION L-Q kL. ; pg',ri/1T .4-40 -1j.C• h1(1!-L. . FOUNDATION VENTILATION NOTE: [-SEE SHEET A-1 FOR fp REFERENCE OWNER == "r.�.�—NLY2E � CONTACT == .,..101--1+--1 l-• �LKi I 4-7 CONSTRUCTION TYPE == 1 '..F p—i WATER&SEWER== 1-rri.. MUNICIPALITY== ricror1d4. IL ,A,.._ OCCUPANCY== 1•--" .........._.. ADDRESS== l..e7r i''E=, PARCEL== : �z -'Pe LOT== NOTICE: THE DRAWINGS SET FORTH ON THIS SET OF BUILDING PLANS AS INSTRUMENTS CF SERVICE, ARE AND SHALL REMAIN THE PROPERTY OF CRANE DESIGN, INC. THE PLANS ARE COPYRIGHTED MATERIAL AND THEIR USE 15 LIMITED TO THE CONSTRUCTION OF ONE STRUCTURE WITHIN ONE YEAR OP PURCHASE SY THE PURCHASER ONLY FOR A SPECIFIC BUILDING SITE. ANY USE OF REUSE OF SAID BUILDING PLANS 15 STRICLTY PROHIBITED WITHOUT THE WRITTEN PERMISSION OF CRANE DESIGN, INC, VIOLATORS WILL BE VIOLLATO S WILLED IN PAY ALL A� EYt S COPYRIGHT COSTS. WWRRITTEENT HDI DIMENSIONS �'NESEDDRRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL CHECK 4 VERIFY ALL DIMENSIONS AND CONDITIONS PERTAINING TO THE PROJECT PRIOR TO PROCEEDING TO THE CONSTRUCTION PHASE CRANE DESIGN, INC. MUST BE NOTIFIED OF ANY VARIATION FROM THE DIMENSIONS AND/OR CONDITIONS SHOW ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED SY CRANE DESIGN, INC. PRIOR TO PROCEEDING WITH THE WORK OR THE CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. 1N THE EVENT ANY LIABILITY IS IMPOSED ON CRANE DESIGN, INC„ CUR LIABILITY 70 YOU OR ANY THIRD PARTY SHALL NOT EXCEED THE PRICE PAID FOR CRANE DESIGN'S PRODUCT. CJ Property Overview Address: 1584E 471H AVE S, Tukwila 96168 Parcel Number. 2223049063 City: Tukwila Detailed Property Report: More mfp for 2223049063 TSE LEGEND C 4 i-loW * PER SCHEDULE SW_ a SNEARIUALL PER SCHEDULE As_ = ANCHOR BOLT PER SCHEDULE 0-11 = STRUCTURAL DETAILS PER 'S=SHEET(S) SMOKE DETECTOR SMOKE DETECTORS TO SE INSTALLED IN ALL SLEEPING ROOMS 4 AT A POINT CENTRALLY LOCATED IN A HALL OR AREA PROVIDNG ACCESS TO A SLEEPING ROOM ALONG WITH DETECTORS CENTRALLY LOCATED ON ALL FLOORS, 140T WIRED 4 INTERCONNECTED W/ BATTERY SACK -UP TRUSS NOTES SHALL CARRY MNNY. STAMP & DE Ml5TAL1l' & DRAGED TO MAtif. WIS NOT' DE PAD ALTERED YJ(RiCUr PRIG- DIA_OUVO Offer APPROVAL or B'K&INEERIN& GA45. *at_ HAVE DESIGN PETALS & PRAWIN65 ON SITE FOR MP INSPFLTION. ALL & HEADERS TO OE 6xg OR tMER UND. PROMPT` SOREREO K AZIN& OVER S1PPORTS. SHOVED AREAS = PRAM OVER ALL TRUSSES -EMS DE FEED MEASURED PRIOR TO ORD BINS Taxpayer Edward & Patricia E Snyder Neighborhood: McMitken School Dishiel: Tukwila School District GENERALL7NOTES ANCHOR• BE Ss sc.'?j IX -% „EII25 SHALL • ANCHOR BOLTS SHALL EXTEND 3/4' MIN. Aev. DBE. OR SINGLE Mt/DSILLS FOR WASHERS 4 NUTS. • ALL INTERIOR POSTS w CRAWL SPACE SHALL HAVE POSMVE TOP 4 BOTTOM CONNECTION. • ALL FOOTINGS a PERIMETER CF FOUNDATION SHALL SE BACKfILLED. UNA. • CRAWL SPACE TO HAVE I01x24' MIN. CRMIL SPACE ACCESS. • CRAWL SPACE4 CONCRETE SLAB e BASEMENT TO NAVE 6 MIL. BLAOC VISQUEEN VAPOR BARRIER • BUILDER/CONTRACTOR TO VERIFY PURR. 4 DOOR KNOCKOUTS PRIOR TO CONSTRUCTION. • ANY FOUNDATION OPENINGS TO BE MIN. S' AWAY FROM ANY HOLDOLLN. • MIK CLEARANCE FROM SOIL TO JOIST TO BE IS', I2' FOR BEAM. 1 SEV'1r EN COMPLIANI DFORCE :+IN 03 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF 3 KWILA JAN2620116 PERMIT CENTER btfrrQO24l u. 4; DATE DRAWN: REV.: SHEET PLAN NUMBER: OF CONTRACTOR NOr! -AIL Dimensions Shall Pe Ohecked And'Verlfled Prior To Gonstructior. To Reorder Plans - *I(871)64273875. • • c wienir 0 2001 CRANE DESIGN, Ind.' GRAPE PEsieN, Ina. Reserves Ail Legal Rights To Material On Phis Sheet - Subject To drimina9 Prosecution it • TABLER6023(1) FASTENER SCHEDULE FOR STRUCIURALMEM BERg ITEM I DESCRIPTION OF BUDDWG ELEMENTS 2 3 4 Blocking between jokU or niters to top pbte, toe ma Ceding joists b Oak, toe nag Ccd'ogjoists not attacked bpamMn&r, bps over partitions, fax mil Collar tie k rafter, face nag or 11/4" x 20 pee ridge step NUMBER AND TYPE I OF FAsrEtit apt SPACING OF FASTENERS Roof 3.8d (21/2' z 0.1131 3-8d (242 x 0.113") 3.10d 3-10d (3" x 0.128') 5 Rader or roof miss to plate, toe rag 3.16d boxmuB(31/2" 0.135")or3.10d comma rods (3" x 0.148") 2 toe rags onone side and 1 be and on opposite side clench mileror fro& 6 Roof:afers to ridge, valley or tap rates: toe =ghee nag 416d(31/2.x 0.1351 3-16d (3'/2" x 0.1351 wan 7 8 Ball -up studs -Bee and Abutting studs at ktenecSig snag comets, Mc nag. 10d (3" x 0.1281 164 (31f2a z 0.1357 24" cue. 12" o.c. 9 I➢ II Bull -up heads, two pixie 'nth 1/2" spacer CoUbned header, two pieces Continuous hea der to sttd me ma 16d (31/2" x 0.135") I6d (342" x 0.135") 3 4 z -Bd I 0.113" (22 ) tb"cc. eking each edge 16" p..c abogaeb edge 12 r3 14 IS Doable suds, Bee mil Double top plates, face nag Double top plates, rdin m,24iachoffset *fend joints, face mg it Lapped area Sob plate to joist or bbclmg face and 104 (3' x 0.1281 IOd(3'x0.128y 8-16d (31/2" x 0.1351 16d(3'/2"a0.135) 24' me. 24" tic. 16" o.c. 16 Sok plate tojoist or blocking et braced sag panels 3.16d (31/2" x 0.135') 16" cc. 17 Stud to sole plate, toe rag 3-8d (21/2" x 0.1131or 2-16d (31/2" x 0.135") 18 Top or sok plate to and, end mg 2-t4d (31/2" x 0.1351 19 Toppbtes, bps at corners and intersections. ice nag 2-10d (3" x 0.128") 20 1^brace d achsbd and pLan, Ace rod 2-8d (21/2" x 0.1131 2 apples 1 3/4" x 21 1" x 6" sirathiisto each bearing, Bee ml 2-8d (21/2" a 0.113") 2 soaks 131,j 22 1" x 8^sheathing m achbatig Bee mg 2-M(2112" x 01131 3 staples 1 3/4 23 Wirer thus 1" a 8" Acadian to ach bnrisg face and 3-8d (21/2" x 0.113•) 4 staples /3/4" Floor 24 Joutto adlor girder, tea mg 3.8d (21/2" a 0.113") 25 Rim joist to top plate, toe mg (roof app&amns also) ad (21/2' x 0.113") 6" on. 26 Rinjoet or bbeki gto saaplte, toe red Bd (21/2" a 0.1131 6" tic. 27 1" x 6" sub800r or less to each joist, face rsul 2-8d (21/2" a 0.113") 2 mobs I3/4' 28 2" abhor to joist or Bider. brad and Bee 2-16d (31/2" x 0.135") 29 2" plinks (plus, & beam- 9oor& roof) 2.16d (3'h" x s.1351 at each burial 30 31. Berl[ -go enders rod beans, 2-ieb kr her layers Ledger strip ugponiejobh or raters 10d (3" x 0.128") 3-16d (31/2" x 0.135') Nag each layer as fo0ows:32^ o.c. at lop and bottom end staggered. Two nags al ends and at each spice. At each joist or rafter fconreared) TABLE R6023(11"-cowboed FASTENER SOLEDULEFOR STRUCr11RAL MEMBERS MECHANICAL: SOLID FUEL BURNING APPLIANCES' Sind flier'btuiilfip'oppliorices 'In dude airtight stoves, fire places stoves, groom `.. • heaters/iirepIaces,ttoves, iaotory buht.(ireplaces,:and'flreplace Inserts,?:" • :''t.Unlessiothergfse,adop(atyedtp/b�$ gKing County all solid fuel burning appliances ;:xshop . comply with . 4Q!'7G r4" .ti;; ( ;' ri:' 'HEAD- t Each cheeping it::ahaji::lie.pfovlded:Viltheh`eaifngrinci111es capable of • rrlaoltalning{o$ a' di t ant 3.'1.4bovt;";the pooranialkhabitawle%rooms tuel;lsurhtng ayulpment.located wlthin.:the::buapng. enVelope'.(consbucfed under loci SLt,) altoll,abtaln r;ccombustion ott"fromi:outdoors:' N0.1t,'Eltili DING: EN)40fs :.iheelsnieiticy. }f:`a:bliliding'::41ftich.::::; ? enclose reor)dltfon'etl epbcee through whtidi::thermd energy mat:.+ :.:hit'>.transfefred •to;or from 'the, exterior °; * uei::burrifliy equlpment'iocatei dutsddefthe":iiading `;:'i enireiope::eholis(egt':the provletangteotwotfiof : ;, ..i :' c Icctltlon' Enifrtsuurce of:tiifitiyetiiinaair.'refer >Sii111;•worm-pir.Hurdaee sAatlr'rbiIlste'd il'tabef" • ;'' '" k▪ iptalled• to.:psfed'speclRaoftorrs:; ell>by_ an oppr6ved oglsleq !roll ss • Appilances'Mtended for, inetaIatloli i .clossts, ote64es of (1w111ned ••spaaes;'shall.r %..11o.worm-a1r..:, iMore sho)I.:bei stalled In aTom; Used,:of'deslgned to: be. used -,;isos•;agbh:ediaorn:tiathioom;'tloSetr,orin any 'enclosedtentice with:igedii a,;enly • souse; hilcifio omorer m oce;;iiicept;:dkect'Veat tar6oces;::'endoded:turnbces. and i-?1 •' No,.vkirtt4Turnape ahail,be inBtattea lri. a closet''dr'akove Iess.,lh„„Jilt wider than'lheefumobe-br furaacas tiistolled'wah c minimum clear ■orking.apoc& less than- ';citing., ilk's, :silles:: boejc dnd toP: of ihd' fumgce.":. ' Liqud(ied petroleum; gas -Guth ing appllaneej %hest not. be :Installedf M a -( { ? but ement; cur slm(Ior Iocdflon, Vihdre :hecivler-thlm-err gas. might ;collect, F pllrinces;;e i;iue!ed shale not -Cie atietdi(ell in .an: Above-grede,.Ontlet il.Iae•;: t•R,, apace or::bdsergent .unless g'o yh'1 tocot1on' js l3iov1ded .with .on .opprovod h.- means for removal: of unburii'ed=gas..(Approval must• be • grant ed,by' ' - the Building OHlciak• '.' . >.':';i:p's'i •' ' < Ya1:- : .. :... :. r: •'.: ': 'i'.t -elf .' 'J:�y..'.: � .. .nl.- nr• it :.• .:nr- HealMg otiij'dooliog':e4uip'menf.fbcated In°a_gt%toge•and which•gerieratty':a;:': .:;..giow,: spoils. ct flame' copobidfrarigniting:llainimebla vapors shall°b'e ;kistdlad'.:. '•': _'with, the:plottiz'ond bumerti.:0;.14wting elel2 .-ta:and switc ies4at`leost-78'.••atiove „Alas 9oar;teyel :• °�: _, • . '•. Fire': d txn'ers ca P. nd ,• hot:be.:bistgUed'in''oir'duats possiny:.througFi•tbo';ier6p, :floc, d'r'd'elling:ecparating;ai'resldence:,(Group R. .Division 3.occupency): frpm.,6.gorage.- (GFbup`'.U, rDivision' 1:'occup"tincy)provided Ouch :ducts elthin the garage' are con- 1..••atraMedlof:atest:havlag a:thickness-not .les9.than 0.019:.inch No;,;26 Galvanized• ^eheet(y0Uge) and have:.no openings into:; thel:garoge. ,' 'leltio=ofr farobeeskl'stallatlol :sir ottIe ar;c'r"dwl'.Opat b8'. sfl`oif; eomplji:withpird ,Every.:6ppllanoe'(dpydr;':r. r, �o venting r ist.le yy faefocyy;;hi ilt`c l ;; :,holl;;be fnstafed .M„cad ..'YenrearmeeilOrla':BA'hit;beritre fobeJ"alihlii.lhe.>sp�zor''al`ea'in wt•.r..A '" ntr:ppU to. :::ts;!bestedhe clearontin:$ontombu t1W it:ghknney:or orient lei silcli(tr ifionnei -%.to. ., r,k+maintain the aTearonee:io; oo)rttiusilbtesa 4o'tie 'Ysnted': iaf'.liei.rsirdlectsd to N s • 7vt3rt':or'.1yps!BIN:gos ce,idthllie•rt6lyris .1if'-its:llBting;'::iitcrlli'fccturae;lnst"=,: 4::•ti.tArifiutt:systoins tholl-beitit Metal•er.-``fiictory.al ducts-comply)ng' wth:• D1!21j?„,.G'. t:J6fnts,andseamsPiha be.;sf,batantlolly'.dlrtrght,i if. : actor galei'-+jlilatei fiNti pva7,' :and: round: dusts), c :kistb»ot'1onyor duds:.` b .,lays!;; enimPly' vita+-!.12_t uist iiiaulii�tou`; efic6 lie>:ktl#lajteet::ln;aeeorddnee'wl ITEM DESCRWTION OF BUDDING MATERIALS DESCRIPTION OFFASTENBR444 SPACING OF FASTENERS __--, c&" '1rewl&., iM. (!scow)' sapptbl•t (Inches) Weedabanral panels, sabnoor roof end bite/fortrall sheathing to haring old particleboard wall sheathing to Trenton 32 1/e,- tie6d canna) (2" x 0.113) rad(subEuor wagli lidrms coon(21/2" x 0.131') nag(mott 6 128 33 19/32"-f" 8d comma mil (2t/2"a0.131') 6 128 34 Ills"- 11/4" 10dcorman(3" a 0.148'Tzed or Sd(2/2"x 0.1311dekatedmg 6 12 rtn0abea 35 Vat/lateral celidask fiberboard shuttli g 11/2'phanized wokemr1 '46 crows or I" crown steak 16 gs, 11/4" long 3 6 36 2 2"crixttadretaiss fiberboard sheathing I3/4"8ahe, rd roofing nag, ''/2(crownor 1" crown staple 16 p., I1/2 long 3 6 37 1/2 DShimsheathvlg:II I'/2"plvensed Booteeoat sups piynked. I'/2" long 11/4 acmes, Type W or S 7 7 38 1/2rgypslmsbe4Qmmd 17/4"Bah'+ahed loafngmg: staple gdvanhad, I1/a"bog I5/e"screws, Type W or 7 7 A 39 3/4"and kss Weed stnntunl Fuels, eemblmdonuddbor wdedayaentle [canals 6ddamned (2"x 0.1207 and or 8d ammo (21/"x 0.131•) and 40 41 7/e"-1" it/4" 8d colsrmn(21/2" x 0.131') pail or 8d dtkmed Q1/2 x 0.1201md 10d tnomrm(3"a 0.148') and or 8d deformed (21/2"x 0.120 )rod 6 6 6 12 12 12 For SI:1 tech "25.4 nat 1 foot- 304.8 non, 1 mile per hour 0.447 rds;1 Ksi =6.895 MPa. a. Alines arc sm,oth corenaq box ordebated shanks except w•herc otherwise stated. Nark used br finning and sheathing cos eotb s shaB hart Mann avasge beodegykU stagtle as stsown 80less for shank diameter of0.192 cch(20d carman nag), 90 ksi for shank diameters larger than 0.142 rich but act beget than 0.177 itch, atd 100 ksi ter shalt dlarmtas of0.I42 iehor Ms. b. Staples are 16 gage woe and bare a Siam 7/igahondiameter aown width. c. Nate sJa6 Ixspaced at net mere Man 6 inches onmeer at ae supports ochre spans are 48 Inches or greater. d. Eongoof by 8-sot or 4-foot by9-footpanels shall be applied veniality. e. Spacing of fasteners rot knotted mods table slap be based on Tabk R602.3(2). f For wgbm Mvig basic wird speed of 111) mph or greater, 8d deformed (21/2" x 0.120) mkt shag be used for ettachbgplywood and wood smxnedpanel roof sheathing to Sang wilt mcimaan48-mch distance from gable end eat Erman mot height is more Mao25 feet, up to 35 Beraaaimon g Forsepioas brag bask wind speed ofl0o mph or kss, role for attaching wood structural meet toofshcathira to gable end wag shallot When basic wind speeds plater than 100 mph nags fnattae' cove spaced 6inchesB- lc istar. 6tmddges, eaves and pbkend wale; and 4 inches on tearer Ionpace!roofsi b strait iotemcdbte supports stall be spaced6mebs on center tertlfamnsn46-fneh distance gable tad wag bake. h Gypsum ehatbbgshall confom to ASTM C 1396 and shag be /caged in accordance with GA253. Fbetboard sheathing stag conform to ASTMC 208. i Spacing offasteews on &or shathiygpanel edges appkes o panel edges seasoned fasteners on roof sheathing by eache ambers and regrind king blocking and r ell rstea perimeters only. es pc pend thhgparciedga appbes b panel stiysponed by fiarnirerlclrbea and required blockip Blocking ofroofor Boorshathkgpeceledga perpendicular to the framing members need no: be provided except as nquied by other provisions adds code. Fluor perncter shagbe supported by bulk or sold blocking j. Wren a rafter is fastened to an adjacanpanBeleedogjoir it accords.= wish this scbeduk, pmvkde two toe nags on on: side of the inter and toe tads from the cefagjoist to top plate , accordance alb the sohedide The toemdonthe opposite side oftbe rafter shag not he -required. TOR N9It All Dimensions Oho ll De Checked And;yerifled •Pr for To Construction. • Location of Ducts InsIra[lio , • • • To Reorder Plans CI) Nil OiN) (2. - Ia cF3c. "j�.• . Io to Ex., I '('",- -. �_ .___^ �00 Xv 4, es, 4°xa. I (-° 4-° F t° i C'-X, I 4224.- }-‹ fr rrz- " "r-. . 620 •l r`: r_z, I� era it F °- T'� I .F'"i-9--- I."-.. -CI' . ew r 17. ,.. 410, 4'1c2- Gn Simple Heating System Size: Washington State This hearing system ssming calculator Is based on the Presaildrve Requirements of the 2012 Washington State enemy Code (WSECI and ACCA h'lanaais J end S. This calculator will calculate heeling loads only. ACCA Procedures for sting caoline systems Should be used to determine cooling loads. The grazing (window) and door portion of Ms calculator assumes the Installed glazing and door products have an area weighted average U4actor of 0.30. The Incorporated Insulation requirements are the minimum prescriptive amounts specified by be 2012 WSEC. Please fill out all of the green drop -downs and boxes Mal are applicable to your project. As you make selections in the drop -downs 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 et (360) 956-2042 for assistance. Projee/nrormatron )(eating System Type: 00 41 cane Sy e'n, Comic! Intormaha, O Ret Pxip To see derailed instructions for each section, place your Cursor on me wonj insvvctions'. Design Temperature hrsVuc lion. Area of Building Condmoned Floor Area °i'r"'cIo,s Conditioned Floor Area (sq n) Avenge Calling Height t"anucuons Average Ceiling Height (ft) Glazing end peels rnsauttons Skylights Instructions Insulation Attic tnstr'uctluns R Vaulted Cuttings Single Rafter Mdoiat VauHM Catiinga- % r lfeaa;treat; Above Grade Wage o.trga. o. a,seuurws R 33lmarrxwtte Floors as buglona R-30 BWow Grads Wells p..r ,t). instructions E:'' Slab Below Grade rtttstart '1. Serf o,etlaog Slob on Grade pat Nva..q... ins n "11""" eartt`maue ( SYaaRYdmt -earn..+!. eann;s.-i:x. 'raztwr-e rt4+/.cr..i` w 1(877)642-,075 7 Design Temperature Diferenco (AT) 46 era Indoor PO Owen), Outdoor Oestm U-Factor x 0.30 u-Factor X 0.50 Conditioned Volume 22,729 Area UA 115.89 Area = UA 12.00 U-Factor X Ana "� UA 0.026 I`':)*-000:-5'+y 41.60 U-Factor X Area UA No selection _.. 1Faetor X 0.056 U-Factor X 0.029 U-Factor x No selection Area I 2.805 I I Area I' 2,674 Area UA 157 08 UA 77.55 UA FFeor X Lgpryr UA - Nesektcti rf al F-Factor X Len th UA No selection Duel Leakage COMlelent 1.10 Sum of UA Envelope Neat load Sum 0' ua x or Alr Leakage Heat Load vowmeX OSXATX.ora Building Design Heat Load aeL,eaage • Swamp Noel ton 404.12 18.589 eu/Hour 11.292 Btu/Hour 29,881 Stu / Hour Building and Duct Heal Load 32,869 Btu / Hour Ducts in um*, &Veered spew San Of BuIldno Heat LOU X1.10 Maximum Heat Equipment Output 413.017 Mu (Hour Balm err r I Due I Nen, Loss X HO Oar Fowl 1 Ak Finn Ittillabg oral Dud SW Loss X I,Z5 I or Host Pam yes Prescriptive compliance: Zone 4 Marine (wood -framed building). R402.1.1 Opening Glazing and Door Ceiling Insulation % of floor area Vertical Overhead attic vaulted Above Grade Wall Below Grade Wall (footnote c) interior exterior Floors unhealed arem Slab on Grade Unlmtd 0.30 0.50 R-21 Int. Thobtole equmgent may be R-15 inferior rind continuous insulation (cr), OR R-12 batt interior with I-1-5 cOnVnuoUs Emulation (cr). footnote j-Vaulted raqueurnentappUcable to single joist o naftercelffng cavity, not scissor trusses. pm enter values as applicable: Mho va Red Walls Below Grade Walls Floors waives component !WHOLE HOUSE VENTILAIION SYSTEMS Select the "whole house ventilation system" Mat willbe used. (graphic representations shown on page 6) NOTE: In addition to the required "whole house ventilation system,"iocat exhaust ventilation" is feqUired in each kitchen, bathroom, water closet, laundry roam, indoor swimming pool, spa, and other rooms where excess water vapor or cooking odors may be present. LOCATION or wins NOUSE FAN 2012 International Residential Code Tabie M1607.3.3(1) (continuously operating systems) . MINIMUM VENTILATION RATES FOR DWELUNGS FOUR STORIES OR LESS, Or Slab 0.54 0 1500 3001 to 4500 30 45 60 75 90 2 3 Number of Bedrooms 30 45 so 75 90 45 60 75 go 105 45 60 75 90 105 4 60 75 90 1(15 120 5 60 75 so 106 ENERGY CHEM' OPTION DESCRIPTIONS 76 90 105 120 75 105 120 >7 90 105 120 135 la Efficient Bulb:Ong ErntelOpe la: Table R4021,1 Prescriptive compliance with openings U r- 0.28, floor R-38, slahs R- nigh Efficiency HVAC Equipment 3a: gas. propane, or oal-firedlumace or boiler with Minimum AFUE of 95% Plans Shall specify heating equipment type size end minimum effibieecy. gt,622._ .. _ . - ig25 PIP.... Efficient Water Heating Sa: Water heating.system shall include one of the following: gas, propane or oil water heater with minimum EF of OM or electric water heater with minimum EF of 0.93 AND for both cases all showerheads and kitchen sink faucets shall be xalud at 1.75 gpm or less, all others at 1.0 gpm or less when tested in accordance with Sa AT AL. CRAWL • Duct leakage test results shall be provided to the building inspector & homeowner prior to an approved final inspection. • A residential energy compliance certificate complying wi sec. 105A is required to be completed by the design professional or builder & permanently posted within 3 feet of the electrical panel prior to final inspection. • Each dwelling unit Is required to be provided @ least one programmable thermostat for the regulation of temperature. • A signed affidavit documenting the duct leakage test results shall be provided to the building inspector prior to an approved final inspection. • Min 75% of all interior luminaires shall be high efficacy luminaires & ail exterior lighting shall be high efficacy luminaires. REVIEWED FOR neDE COMPLIANCE BUILDING DIVISION • RECEIVM CITY OF TUKWILA PERMIT CENTER 14.Estg 0- as PliinAllIfi ITIWIlif 'Ibis th ,rfirti toils Italliggit the PLAN NUMBER STRUCTURAL NOTES GENERAL: ALL METHODS, MATERIALS AND WORKMANSHIP ARE TO CONFORM TO THE INTERNATIONAL BUILDING CODE AND STANDARDS, 2012 EDITION (IBC '12), AS AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION. NE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: a.) PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN INSTALLED AND CONNECTIONS COMPLETED. b.) FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WMTH THE WORK. c.) BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER ANY CONFUCTS IN DIMENSIONS, MATERIALS OR NOTES SHOWN ON THE PLANS. d.) INSTALLATION OF PROPRIETARY PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. MATERIALS, MEMBER SIZES, NOTES, ETC. SHOWN ON THESE STRUCTURAL PLANS ME SPECIFIC FOR THE PROJECT AND TAKE PRECEDENCE OVER ANY CONFUCT WITH THE STRUCTURAL NOTES THAT FOLLOW. DESIGN CRITERIA FLOOR LIVE LOAD ROOF SNOW LOAD WIND: SEISMIC: FOUNDATIONS: 40 psf (with other live loads in accordance with IBC '12, table 1607.1) 25 psf V3s= 85 mph / Exp B SOIL SITE CIA D, Ss=147%g, S1=0.52, R=6.5, SDC=0 FOOTINGS ARE TO BE PLACED ON UNDISTURBED NATIVE SOIL WITH AN ASSUMED DESIGN BEARING CAPACITY OF 1500 psf. EXCAVATIONS ARE TO BE TO NE DEPTHS SHOWN ON THE PLANS AND ARE TO BE FREE OF STANDING WATER. OVER EXCAVATIONS ARE TO BE BACKFILLED WITH LEAN CONCRETE (4=2000 psi) OR COMPACTED FlLL IN ACCORDANCE WRH RECOMMENDATIONS OF A GEOTECHNICAL ENGINEER. STRUCTURAL CONCRETE: ALL CONCRETE IS TO BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH IBC '012, IBC '012 STANDARDS AND ACI-301. MINIMUM 28 DAY COMPRESSIVE STRENGTH IS TO BE 3000 psi FOR WEATHERING. (2500psi USED FOR DESIGN, SPECIAL INSPECTION NOT REQUIRED) WITH AR ENTRAINMENT IN ACCORDANCE WITH SECTION 1904.2.1. REINFORCING STEEL #4 BARS AND 05 BARS TO BE GRADE 60 DEFORMED BARS PER ASi1A A615 WITH DETAIUNG, FABRICATION AND PLACEMENT PER IBC '12 AND ACI-318. INTERSECTING CONCRETE WALLS & FOOTINGS ARE TO HAVE 114 CORNER BARS WITH A MINIMUM OF 18' OF EMBEDMENT AND SPACED THE SAME AS THE HORIZONTAL REINFORCEMENT. PLYWOOD DIAPHRAGMS: ROOF SHEATHING IS TO BE 1/2" SPAN RATED 24/0 MINIMUM DIRECTLY NAILED TO SUPPORTING TRUSSES OR RAFTERS WITH 8d COMMON 0 6"o.c. AT ALL EDGES AND 8d COMMON 0 12' o.c. AT ALL INTERMEDIATE SUPPORTS. FLOOR SHEATHING (SUB -FLOORING) IS TO BE 3/4" T&G SPAN RATED 16' O.C. SHEATHING TO BE DIRECTLY GLUED AND NAILED TO SUPPORTING JOISTS OR BEAMS WITH 10d COMMON 0 6" o.c. AT ALL EDGES AND AND 10d COMMON 0 12o.c. AT AT ALL INTERMEDIATE SUPPORTS. ALL SHEATHING IS TO BE LAD UP WRH THE FACE GRAN PERPENDICULAR TO THE SUPPORTS. METAL CONNECTORS FOR WOOD: THE MODEL NUMBERS OF METAL CONNECTORS WHERE SPECIFIED ON THE PLANS ARE THOSE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. BOLTS ARE TO BE A307 WITH WASHERS AT ALL WOOD SURFACES BENEATH HEAD OR NUT. BOLT HOLES ARE TO BE 1/16" GREATER IN DIAMETER THAN BOLT DIAMETER. NAILS ARE TO BE COMMON WIRE NAILS AND OF QUANTITY, SIZE, LENGTH AND TYPE AS SPECIFIED BY SIMPSON. WOOD ROOF TRUSSES ARE TO BE CONNECTED TO THE PLATE UNE WITH ONE (1) SIMPSON H1 HURRICANE TIE AT EACH TRUSS BEARING. NAILS ARE COMMON WIRE. METAL CONNECTORS IN CONTACT WITH PRESEFNATNE TREATED WOOD ARE TO HAVE A CORROSION PROTECTIVE COATING PER THE RECOMMENDATIONS OF THE PRESERVATIVE TREATED WOOD SUPPLIER AND THE METAL CONNECTOR MANUFACTURER. IF THE NEEDED INFORMATION IS NOT PROVIDED STAINLESS STEEL CONNECTORS ARE RECOMMENDED. FASTENERS INSTALLED IN PERSERVATIVE TREATED WOOD TO BE HOT DIPPED GALVANIZED, OR STAINLESS STEEL PER IBC 2304.9.5 WOOD FRAMING: 2x LUMBER TO BE 2 OR BETTER EXCEPT WALL STUDS MAY BE HF STUD GRADE & SILL PLATES HF/3 HF WHERE NOT SPECIFIED ON THE PLANS: a.) COLUMNS IN WALLS ARE TO BE (2) 2x STUDS OF THE SAME WIDTH AS THE WALL AND SPIKED TOGETHER WITH 10d 0 12' o.c. (UNLESS NOTED OTHERWISE) b.) FLOOR FRAMING PARALLEL TO INTERIOR PARTTRONS IS TO HAVE ONE FLOOR JOIST DIRECTLY BENEATH EACH PARTITION LESS THAN ONE HALF SPAN LENGTH AND TWO JOISTS WHERE PARTITION EXCEEDS ONE HALF THE SPAN LENGTH OF THE JOIST. c.) FLOOR JOISTS ARE TO BE BLOCKED AT ALL BEARINGS. d.) WALL TOP PLATES ARE TO HAVE STAGGERED SPUCES A MINIMUM OF 4'-0• APART AND SPIKED TOGETHER IN THE SPLICED ZONE WITH A MINIMUM OF 8-16d SINKERS. e.) WOOD IN CONTACT WITH THE WEATHER, SOIL CONCRETE OR MASONRY IS TO BE PRESERVATIVE TREATED. f.) ISOLATED COLUMNS ARE TO HAVE 'CC' TYPE COLUMN CAPS. COLUMNS IN WALLS ARE TO HAVE 'AC", 'LPC", OR "PC" TYPE POST CAPS. STRUCTURAL GLUED LAMINATED TIMBER: MANUFACTURED BEAMS ARE TO BE OF DOUGLAS FIR AND STRESS GRADE COMBINATION 24F-V4, BEAM CAMBER WHERE REQUIRED IS SHOWN ON THE PLANS. STRUCTURAL PREFABRICATED WOOD PRODUCTS: WOOD I -BEAMS AND OTHER PREFABRICATED WOOD PRODUCTS SHOWN ON THE PLANS ARE THOSE PRODUCTS AS MANUFACTURED BY TRUSS JOIST MacMILLIAN. SHEARWALL PER PLAN RIM JOIST SHEARWALL EDGE NAILING BOTTOM PLATE WILING SHEARWALL PER SHEARWALL SCHEDULE PER PLAN FLOOR SHEATHING OPTION#1 FRAMING DETAIL -w.-FLOOR JOIST (JOISTS MAY BE PERPENDICULAR TO WALL) 2x6 PT. SILL PLATE w/ ANCHOR BOLT PER PLAN FOUNDATION WALL PER PLAN SHEARWALL EDGE NAILING RIM JOIST PLYWOOD FILLER SHEARWALL EDGE NAILING SHEARWALL/ANCHOR BOLT SCHEDULE 1,2,3,4,6,7,8, MARK SHEATHING SHEATHING EDGE NAILING BOTTOM PLATE NAIUNG REMARKS ALLOWABLE SHEAR SW1 15/32" PLYW'D ONE SIDE 8d 0 6' o.c. 16d 0 8" o.c. 230 plf SW2 15/32" PLYW'D ONE SIDE 8d 0 4" o.c. 16d 0 5kt" o.c. 350 plf SW3 15/32' PLYW'D ONE SIDE 8d O 3" o.c. 16d 0 4" o.c. SEE NOTE 5. 450 plf SW4 PLYW'D ONE SIDE 8d 8d 0 2" o.c. 16d 0 3" o.c. SEE NOTE 5 600 plf SW5 15/32" PLYW'D EACH SIDE 8d 0 4" o.c. 16d 0 5Vt" o.c. 2 ROWS SEE NOTE 5 700 plf SW6 15/32" PLYW'D EACH SIDE 8d O 3" o.c. 16d 0 4" o.c. 2 ROWS SEE NOTE 5. 900 If P SW7 15/32" PLYW'D EACH SIDE 8d 0 2" O.C.16d 0 3" o.c. 2 ROWS SEE NOTE 5. TROD plf NOTES: 1. SCHEDULE IS BASED ON 2012 INTERNATIONAL BUILDING CODE FOR W000 FRAMED WALLS WITH 2x4 (MINIMUM) HEM -FIR STUDS 0 24' o.c.. 2. SHEATHING 15 TO BE SPAN RATED 24/0 MINIMUM AND MAY BE PLYWOOD OR OSB. 3. SHEATHING THICKNESS MAY BE REDUCED TO 3/8" OR 7/16" PROVIDED STUDS ARE O 16" o.c. MAXIMUM. 4. SHEATHING IS TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 5. STUDS ARE TO BE SINGLE 3" NOMINAL OR THICKER AT ADJOINING PANEL EDGES AND SHEATHING NAIUNG STAGGERED FOR SW3, SW4, SW5, SW6, & SW7. 6. ALL NAILS ARE TO BE COMMON WIRE. 7. SHEATHING NAILING AT INTERMEDIATE SUPPORTS IS TO BE 8d 0 12" o.c. 8. SHEATHING NAILS ARE TO BE DRIVEN SO THAT THEIR HEADS ARE FLUSH WITH THE SURFACE OF THE SHEATHING. ANCHOR BOLT SCHEDULE MARK SILL PLATE ANCHOR REMARKS AB 1 5/8" dia. A.B. 0 32' o.c. WITH P.T. 2x SILL PLATE A82 5/8' dia. A.B. 0 16" o,c. WITH P.T. 2x SILL PLATE AB3 5/8" dia. A.B. 0 12" o.c. WITH P.T. 2x SILL PLATE NOT USED A84 5/8" dia. A.B. 0 8' o.c. WITH P.T. 2x SILL PLATE NOT USED A85 5/8" dia. A.B. 0 12" o.c. WITH P.T. 3x SILL PLATE 3x SILL PLATE REQUIRED NOTE. 1. ANCHOR BOLTS ARE 5/8" dia. 0 48" o.c. WITH 7" MIN. EMBEDMENT (U.N.0) 2. WASHERS TO BE 3' x 3" x 0.229" THICK PLATE WASHERS 3. THERE SHALL BE A MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF SILL PLATE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 4' FROM END OF EACH PIECE HOLDOWN SCHEDULE MARK HOLDOWN (SIMPSON) WALL STUD ANCHOR BOLT REMARKS COLUMN NAILS/BOLTS H1 LSDTHDBRJ (2)2x HF STUD 20-16d H2 ST1010 (2)2x HF STUD 28-16d USE STHDRJ AT RIM JOIST JOIST AAPPLICATIONS H3 STHD14 (2)2x HF STUD 30-16d NOT USED H4 HDU4 (2) 2x HF STUD (10) SDS Yi x2.5 SCREWS SSTB16 NOT USED H5 HDU5 (2) 2x HF STUD (14) SDS Y4`S x2.5 SCREW SSTB20 FLOOR TIE SCHEDULE MARK STRAP TIE (SIMPSON) REMARKS WALL STUD NAILS T1 CS16x40" 2x HE STUD 8-10d EACH END T2 MSTC40 (2)2x HF STUD 14-16d SINKER EACH END NOT USED OPTION#2 BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE FLOOR SHEATHING FLOOR JOIST (JOISTS MAY BE PERPENDICULAR TO WALL) 2x6 P.T. SILL PLATE w/ ANCHOR BOLT PER PLAN FOUNDATION WALL PER PLAN RIM JOIST SHEARWALL EDGE NAILING ANCHOR BOLT PER PLAN .. 'v GRADE SHEARWALL PER PLAN BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE SHEARWALL EDGE NAUNG ST OR BLOCK BETWEEN JOIST FLOOR JOIST PERPENDICULAR TO ALL TO BEAR ON MUDSILL w/ SOLID BLOCKING BETWEEN JOIST). ATTACH JOIST OR BLOCK AS INDICATED BELOW 2x10 RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. GRADE `co DRAINAGE PER LOCAL JURISDICTION FRAYING ANCHOR: FOR SW5, USE A35F 0 16• o.c. FOR SW6, USE A35F 0 12' o.c. FOR SW7, USE A35F 0 9" o.c. 3x6 SILL PLATE FOUNDATION r/ RDNF. PER LOCAL JURISDICTION CFRAMING DETAIL FOUNDATION DETAIL WALL PER PLAN 14 0 12" 0.C. HORZ. CONCRETE SLAB f4 0 24" o.c. VERT. / 6' HOOK AT FTG. (2) #4 HORIZ. 4" 1'-4" FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) #4 0 12' 0.C. HORIZ. VAPOR BARRIER PER ARCH. PLAN Pn A.B. PER PLAN SHEARWALL EDGE NAUNG (WHERE SHEARWALLS OCCUR) \"J FOUNDATION DETAIL 1•=1 -0• BLOCK BETWEEN JOIST HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. DRAINAGE PER LOCAL JURISDICTION BEAM PER PLAN POST PER PLAN 2 #4 CONT. VAPOR - BARRIER PER ARC FTG PER PLAN w. 2x4 x 16' GUSSET BOTH SIDES ATTACH TO BEAM AND COLUMN w/ 4-10d NAILS SIMPSON A24, ATTACH WITH 1/2"x4 1/2" WEDGE ANCHOR / PARABOLT TO FTG & 1/2"x3" LAG TO POST io TYP. CRAWLSPACE FRAMING 1"_1'-0' 2x10 RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN CONCRETE SLAB #4 0 24' o.c. VERT. W/ 6' HOOK AT FTG. (2) #4 HORIZ. SHEARWALL EDGE NAILING FOR CONN. OF SHEATHING TO HOLDOWN STUD (TYP.) 2x6 STUD w/ 10d 0 3" o.c. FULL LENGTH (STAGGERED) FLOOR v TOP OF CONC. WALL v TOP OF FOOTING I I I I LL TAcG PLYWOOD SHEATHING GLUED AND NAILED. FLOOR JOIST PER PLAN #4 AT 12' 0.C. HORIZ VAPOR BARRIER PER ARCH. • -J '0 4" 1 8" 4" 1'-4" FOUNDATION DETAIL BUJ HOLDOWN DETAIL SYM. A3'T (2) 2x6 OR 4x6 HOLDOWN STUD STRAP TYPE HOEDOWN PER PLAN AS AN OPTION CONTINUOUS CONCRETE STEM WALL/FOOTING MAY BE USED ACROSS THE GARAGE FRONT IN PLACE OF THE THICKENED SLAB SHOWN CONCRETE SLAB CHD RIM JOIST P.T. SILL PLATE w/ ANCHOR BOLTS PER FOUNDATION PLAN 4 MIN. RONF. PER HOLDOWN MANUFACTURER'S REQUIREMENTS) FOUNDATION WALL #4 BENT AND EMBEDDED IN FOOTING CONCRETE FWIING STEM WALL BEYOND #4 WRTIC&Y HOOK PAR. 48" O.C. TO TIE INTO CONT. LTD. BAR (No wEr sErnNG) 2- #4 LW. FOUNDATION DETAIL 1 •=r-D• 1Y"'TiIT. V:�:-arc. Urc,., FFP � Q COI )E COMPLIANCE it JUN o a 211)6 City of Tukwila BUILDING DIVISION CITY; 1iik.;;r:LA'S JAN262016 PERMIT CENTER ER JY� - CC29 _TSE ENGINEERING 12810 N.E. 17e ST. SUITE 218 Woodinville, WA 98072 (425) 481-6601 cot A. ft � lIC b 0 40a91 s UNAL 6�♦}'V IZ project title: CRANE DESIGN P_AN #070301 TSE #4662 sheet title: STRUCTURAL NOTES AND DETAILS revisions: designer: KR drawn: KR checked: KR date: 12/28/15 scale: AS NOTED file: 4662-1 sheet #: S1 • i7 STIR. ART 22.5" CONTINUOUS HEADER (PER PLAN) Cho DBL STUD (T(P.) (2) 2x BOTTOM PLATES P.T. SILL PLATE Mal /4 HORIZ AT 12 0.0 • • • • • + • • • . . • • • • ''III ill FASTEN SHEATHING TO HEADER WITH 8d COMMON NAILS IN 3' GRID PATTERN AS SHOWN STRAP TIE: SIMPSON ST2215 W/ 20-16d NAILS 7/16' SPAN RATED SHEATHING 24/0 MIN. w/2 ROWS OF 8d 0 3'o.c. AT PANEL EDGES (1 ROW OF NAILS INTO EACH STUD AND SILL PLATE). IF PANEL IS NOT CONTINUOUS, BLOCK PANEL EDGE w/A SINGLE 4x6 AND ATTACH EACH PANEL EDGE TO BLOCK w/2 ROWS OF 8d 0 3"o.c. HOLDOWN PER PLAN 8d03'O.C. 1 ROW INTO EACH PLATE SIMPSON SB 5/8 x 24' HOEDOWN ANCHOR BOLT 5/8' dia. x 12' LONG ANCHOR BOLT WITH 3x3x1/4" THICK PLATE WASHERS CONCRETE FOUNDATION WALL w/ 44 VERTICAL AT EACH END WITH 6' HOOK AT FOOTING PORTAL FRAME PANEL SHEARWALL PER PLAN (SHEATHING NOT SHOWN) TIE STRAP AT HEADER: (2)SIMPSON IOd CS16x24" w/NAILS (TYPICAL) J_ CONTINUOUS HEADER A"... — r:I::;4a N7i1 \ / N Z 772=31— TYPICAL WINDOW OPENING TYPICAL WINDOW OPENING TYPICAL WINDOW OPENING 1. d WALL OPENING REINFORCEMENT AT SHEARWALL UPPER FLOOR SHEARWALL PER PLAN UPPER FL' • SHEARWALL EDGE NAILING MAN FLOOR SHEARWALL EDGE NNUNG MAN FLOOR SHEARWALL PER PUN BOTTOM PLATE NALJNG PER SHEARWALL SCHEDULE RIM JOIST FLOOR SHEATHING FLOOR JOIST (JOIST MAY BE PERPENDICULAR TO EXT. WALL) 2x NAILER ALL TOP PLATES NOTE USE THIS DETAIL WHEN SHEARWALL PANEL EDGES FRAME ONTO COMMON MEMBER BETWEEN UPPER AND AWN FLOORS. OPTION# 1 SHEARWALL DETAIL TIE STRAP AT HEADER: (2)SIMPSON CS16x24" w/ 10d NAILS (TYPICAL) WALL TOP PLATES NAIL SHEATHING TO BLOCKS AS FOR SHEARWALL EDGE NAUNG (TYP.) KING STUDS STRAP TIE: (2)CONTINUOUS CST w/ 14-10d COMMON NAILS AT EACH BLOCK ATTACH STRAP TO FRAMING UNDER WINDOW WITH 10d NAILS AT 4' o.c. 4( K CAL) C NOT It SCALE UPPER FLOOR SHEARWALL PER PLAN UPPER FLOOR SHEARWALL EDGE NAILING LOWER FLOOR SHEARWALL EDGE NAUNG LOWER FLOOR SHEARWALL PER PUN • (ONLY 2 WINDOWS OCCUR AT SIM) SHEARWALL DETAIL 1'=1, 0• 2x LEDGER WITH (2)16d EACH WALL STUD BOTTOM PLATE NAUNG PER SHEARWALL SCHEDULE HANGER PER PLAN. FLOOR BEAN PER PLAN. ►1 ..• I BLOCK BEIREt1 JOISTS WITH 10d AT 6" 0.C. UPPER FLOOR SHEARWALL PER PLAN UPPER FLOOR SHEARWALL ETtE WALING RIM TO TOP PLATE SW1, USE LTP4 0 24" o.c. SW2, USE LTP4 0 16• c.c. SW3, USE LTP4 0 12• o.c. SW4, USE LTP4 0 10' c.c. MAN FLOOR SHEARWALL F1CF NAUNG MAN FLOOR SHEARWALL PER PLAN 10d04'o.c 3/4'x48- LONG PLYWOOD WEB ST1FWR ON ONE SIDE NAILED WITH 8d AT 6. 0.C. AT TOP AND BOTTOM FLANGE FULL DEPTH BLOCK OPTION#2 BOTTOM PLATE NAUNG PER SHEARWALL SCHEDULE SUBFLOOR BOTTOM PLATE NA LING PER SHEARWALL SCHEDULE RIM JOIST FLOOR SHEATHING JOIST (JOIST MAY BE PERPENDICULAR TO LIT. WALL) 2x NAILER WALL TOP PLATES NOTE USE THIS DETAIL WHEN SHEARWALL PANEL EDGES DO NOT FRAME ONTO COMMON MEMBER BETWEEN UPPER AND MAIN FLOOR. r r r 2x6 BLOCK BETWEEN JOISTS. DBL. TOP PLATE BLOCK TO TOP PUTS SW1, USE LTP4 0 24' o.c. SW2, USE LTP4 0 16" o.c. SW3, USE LTP4 0 12" o.c. SW4, USE LTP4 0 10' o.c. MAIN FLOOR SHEARWALL EDGE NAIUNG SHEARWALL PER PLAN PER PLAN CO OFFSET SHEARWALL DETAIL SHEARWALL PER PLAN ROOF SHEATHING EDGE NAILING MONO TRUSS SHEARWALL EDGE NAILING \ a�� � MT 4$I00.CC. PLATE BLOCK BETWEEN JOISTS UNDER WAIL OFFSET SHEARWALL DETAIL RIMJOIST LATERAL RESTRAINT PANEL PER PLAN 1 SHEARWALL PER PLAN UPPER FLOOR SHEARWALL EDGE NAUNG RIM JOIST TJI OR LVL JOIST PER PLAN WHERE TJI OCCURS USE 5/8' PLYWOOD WEB STIFFNER ON EA11-I SIDE OF JOIST ATTACHED WITH (6) 8d NALS THROUGH AND CLINCHED 10d 0 4" o.c. FULL DEPTH BLOCKING FLOOR SHEATHING BLOCK TO TOP PLATE SW1, USE LTP4 0 24' o.c. SW2, USE LTP4 0 16' o.c. WALL TOP PLATES FLOOR JOIST PER PLAN SHEARWALL EllUt NAILING MAIN FLOOR SHEARWALL PER PLAN SHEARWALL DETAIL RIM JOIST SHEARWALL EDGE NAILING MNN FLOOR SHEARWALL PER PLAN 10d 0 4' o.c. FLOOR SHEATHING ANGLE: A23 0 16' D.C. (OR LTP4 AT 16' O.C.) WALL TOP PLATES SHEARWALL DETAIL OFFSET FLOORTIE DETAIL TIE STRAP PER PLAN (WRAP END OF STRAP AROUND END OF BLOCK) ATTACH THIS END OF JOIST TO SUPPORT w/ SIMPSON TS18 (OR EQUAL) DBL. BOCK BETWEEN JOISTS AT SHEARWALL. ATTACH BLOCK TO JOIST w/ LUS210-2 HANGER. BOTTOM PLATE NNUNG PER SHEARWALL SCHEDULE SHEARWALL PER PLAN STRAP PER PLAN SHEARWALL EDGE NAILING -Va WANINFSKSAIIPANEFSa �Ps, I SIMPSON 'TUT- SIMPSON HUT" (OR EQUAL) (OR EQUAL) BEAM PER PLAN SHEARWALL / FLOORTIE DLIA BUJ ,•-,•-0- SHEARWALL PER PUN (SHEATHING NOT SHOWN) HEADER�� WINDOW "OPENING L NAL SHEATHING i TO BLOCKS AS FOR SHEARWALL EDGE NNUNG g. TIE STRAP: SIMPSON CS76x24• wNAILS (TYPICAL) KING STUDS 4x 13LOCK(TYPICAL) ( CAL WALL OPENING REINFORCEMENT AT SHEARWALL WAIL STUD. DBL STUD MAY BE REQ'D. SEE SCHEDULE SHEARWALL (SHTG NOT SHOWN FOR CLARITY) .REVIEWED FOR CODE COMPLIANCE A..PP1 OvED USE SHEARWALL EDGE "' AI NUNG FOR CONNECTION 1 OF SITYG TO EACH STUD II ?'. p City of Tukwila 1BUILDING DIVISION UPPER FLOOR SUB -FLOORING v NOTE • IF HEADER INTERVENES, WRAP AND NAL STRAP TO HEADER AND TIE HEADER AT EACH END I (1N).LTSSTUDS BELOW USE SHEARWALL EDGE NAILING FOR CONNECTION OF SHIM TO EACH STUD TYPICAL FLOOR TIE DETAIL UN 0 3 2016 JAi'i262016 PERMIT C ER TSE ENGINEERING 12810 N.E. 178th ST. SUITE 218 Woodinville, WA 98072 425) 481-6601 project title: CRANE DES GN PJ\N #070301 TSE #4662 sheet title: STRUCTURAL DETAILS revisions: designer: KR drawn: KR checked: KR date: 12/28/1 5 scale: AS NOTED file: 4662-2 sheet #: H2 GABLE END TRUSS ROOF SHEATHING MFG. ROOF TRUSS OR ROOF RAFTER 2x TRIM 3 8d TOEWQS SHEARWALL EDGE NMUNG SHEMWALL PER PLAN SIMPSON H1 AT EVERY TRUSS OR RAFTER (USE SIMPSON tGT' TEDOWNS AT GIRDER AND HIP LOCATIONS) TYPICAL ROOF TO WALL CONNECTION ROOF SHEATHING EDGE NAILING T BLOCK BETWEEN AT.24' o.c. W 11dAT6 o.c. A PMIEL EDGES MIGLE .A23 0 12' o.c. LONG LEG OF ANGLE ON TRUSS i1 DRAG TRUSS TO SHEARWALL CONN. 1.-I.-O. ROOF SHEATHING EDGE NMUNG DRAG TRUSS PER PLAN 8d 0 6' SHE/MALL EDGE NAIUNG TRUEND SS 10d•4'c.c. 10d04'c.c. SHEARWALL EDGE NMUNG ROOF SHEATHING 2x6 GYM BACIGNG DOUBLE TOP PLATES 2x BLOCK AT BRACE LOCATIONS ATTACH SHEATHING TO BLOCK WITH 8d AT 6 O.C. 8d06'o.c. ZHF BRACE 0 72' o.c. 11 A23 MGLE TYPICAL DETAIL AT GABLE END (21 10d NAILS 2ND LAYER OF SHEATHING D IOSCONTROL LEDGER DETAIL 1._1.-0. WALL STUD WALL Sint (SNOT) SHOWN) TO BE CONTINOUS UNDER LEDGER 3-16d 0 EACH STUD ROOF SHTG w/ EDGE NNUNG TO LEDGER 24 (MIN.) LEDGER OR TRUSS TOP CHORD DRAG TRUSS PER PIMI. ATTACH ROOF SHTG TO TRUSS w/BdAT6'O.C. WALL TOP PLATES DRAG TRUSS DETAIL SIMPSON 'act ATTACHED TO WALL TOP PLATES AND TRUSS COLUMN PER PLAN {1, fiEVIk1NEL) FOR "CODE COfPUANCE ' AppRoVED Jt1N U 3 2016 . City of Tukwila BUILDING DIVISION Cif JAN2G221u PERMIT CL.,L;1 b'boozy TSE ENGINEERING 12810 N.E. 178th ST. SUITE 218 Woodinville, WA 98072 425) 481-6601 project title: CRANE DESIGN PLAN #070301 TSE #4662 sheet title: STRUCTURAL DETAILS revisions: designer: KR drawn: KR checked: KR date: 12/28/15 scale: AS NOTED file: 4662-2 sheet #: S3