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HomeMy WebLinkAboutPermit D16-0064 - KENT RESIDENCE - NEW SINGLE FAMILY RESIDENCEPATRICK KENT RESIDENCE 14481 57 AVE S D16-0064 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 3365900507 14479 57TH AVE S Project Name: PATRICK KENT RESIDENCE COMBOSFR PERMIT Permit Number: D16-0064 Issue Date: 7/14/2016 Permit Expires On: 1/10/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: KENT PATRICK T & LYDIA D 14481 57TH AVENUE S , TUKWILA, WA, 98168 PATRICK KENT 4811 S 150TH ST, TUKWILA, WA, 98188 Phone: (206) 890-7579 HI -LINE HOMES Phone: (253) 840-1849 11306 62ND AVE E , PUYALLUP, WA, 98373 License No: HILINH*983BD Lender: Name: EVERYGREEN HOME LOANS Address: 15405 SE 37TH ST, STE 200 , BELLEVUE, WA, 98006 Expiration Date: 11/8/2017 DESCRIPTION OF WORK: NEW SFR 2326 LIVING SPACE, 440 ATTACHED GARAGE, 44 COVERED DECK - *UPDATED* - ADDRESS ADJUSTED TO 14479 57TH AVE S ON 08/16/16 TO BE REPOSTED ON SITE Project Valuation: $314,187.76 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $17,341.12 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: ''" ' 1 l" L T Date: I hearby certify that I have read and examined this permit and know he same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: 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. 11: 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. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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. 15: 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. 16: ***MECHANICAL PERMIT CONDITIONS*** 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: 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. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: 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. 21: 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. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: 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. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: 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 36: ***PUBLIC WORKS PERMIT CONDITIONS*** 37: 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. 38: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 39: 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. 40: 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. 41: 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. 42: 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. 43: Any material spilled onto any street shall be cleaned up immediately. 44: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 45: 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. 46: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 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. 47: 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. 48: 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. 49: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 50: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 51: 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. 52: 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. 53: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 54: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based on calculation by Senior Transportation Engineer). 55: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 56: Prior to issuance of this Owner shall sign w/Notary a Conveyance of Public Improvements for Water Service Line within City right-of-way. Document will be recorded at King County and recording cost in the amount of $76.00 to be paid by the Owner/Applicant as part of this permit. 57: Any sidewalk that is broken / removed as a result of work under this permit, shall be replaced with new sidewalk per City of Tukwila standards. Coordinate with Public Works Inspector. 58: Any pavement removed within 57th Ave. South as a result of work under this permit, shall be replaced with new pavement per City of Tukwila standards. Coordinate with Public Works Inspector. 59: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 60: 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). 62: 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) 63: 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) 64: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 61: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 65: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 66: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 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 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 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 3365900505 Permit Number: 14481 57TH AVE S Issue Date: Permit Expires On: Project Name: PATRICK KENT RESIDENCE D16-0064 7/14/2016 1/10/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: KENT PATRICK T+LYDIA D 14481 57TH AVE S , TUKWILA, WA, 98168 PATRICK KENT 4811 S 150TH ST, TUKWILA, WA, 98188 HI -LINE HOMES 11306 62ND AVE E , PUYALLUP, WA, 98373 HILINH*983BD EVERYGREEN HOME LOANS 15405 SE 37TH ST, STE 200 , BELLEVUE, WA, 98006 Phone: (206) 890-7579 Phone: (253) 840-1849 Expiration Date: 11/8/2017 DESCRIPTION OF WORK: NEW SFR 2326 LIVING SPACE, 440 ATTACHED GARAGE, 44 COVERED DECK Project Valuation: $314,187.76 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $17,341.12 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 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: 10 Fill: 10 Number: 0 1 Yes Permit Center Authorized Signature: Date: -7`' (i -Hi 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. Signature: Print Name: 40111 Date: �' l This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: 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. 11: 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. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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. 15: 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. 16: ***MECHANICAL PERMIT CONDITIONS*** 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: 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. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: 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. 21: 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. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: 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. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: 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 36: ***PUBLIC WORKS PERMIT CONDITIONS*** 37: 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. 38: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 39: 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. 40: 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. 41: 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. 42: 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. 43: Any material spilled onto any street shall be cleaned up immediately. 44: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 45: 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. 46: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 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. 47: 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. 48: 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. 49: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 50: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 51: 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. 52: 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. 53: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 54: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based on calculation by Senior Transportation Engineer). 55: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 56: Prior to issuance of this Owner shall sign w/Notary a Conveyance of Public Improvements for Water Service Line within City right-of-way. Document will be recorded at King County and recording cost in the amount of $76.00 to be paid by the Owner/Applicant as part of this permit. 57: Any sidewalk that is broken / removed as a result of work under this permit, shall be replaced with new sidewalk per City of Tukwila standards. Coordinate with Public Works Inspector. 58: Any pavement removed within 57th Ave. South as a result of work under this permit, shall be replaced with new pavement per City of Tukwila standards. Coordinate with Public Works Inspector. 59: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 60: 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). 62: 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) 63: 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) 64: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 61: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 65: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 66: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 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 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. N- cuo- Project No. Date Application Accepted: Date Application Expires: 110 lip 10 iy (For office use only) CONSTRUCTION PERMIT APPLICATION 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: (448' 7thAve South Tenant Name: PatrickKent King Co Assessor's Tax No.: Suite Number: New Tenant: PROPERTY OWNER Name: PatrickKent Name: PatrickKent S l 0 7- s r Address: 1448157th Ave South 1 -Zip: g0226. City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: PatrickKent Address: Li g 11 S l 0 7- s r City: TakAri(a State: ALA. 1 -Zip: g0226. Phone: 2068907579 Fax: If 181 Email: patrickkent31@gmail.com Zip: 98373 GENERAL CONTRACTOR INFORMATION Company Name: Hiline Homes Address: 11210WoodlandAve E City: Puyallup State: WA Zip: 98373 Phone: 2538401722 Fax: Contr Reg No.: HILINH*983BD Exp Date: 11/17 Tukwila Business License No.: BUS -0995485 H:\Applications\Forms-Applications On Line\201 I ApplicationsWermit Application Revised - 8-9-1 I .docx Revised: August 2011 bh Floor: ❑ Yes „No ARCHITECT ARCHITECT OF RECORD Name: Eve icirets„ it-- we Loc,H-S Company Name: Hiline Homes City: <3.77„:4441c State: »4 Zip: 7.00 6 Architect Name: WahabAbrous Address: 1130662ndAve E City: Puyallup State: WA Zip: 98373 Phone: 2537702244 Fax: Email: ENGINEER OF RECORD Name: Eve icirets„ it-- we Loc,H-S Company Name: Hiline Homes City: <3.77„:4441c State: »4 Zip: 7.00 6 Engineer Name: WahabAbrous Address: 1130662ndAve E City: Puyallup State: WA Zip: 98373 Phone: 2537702244 Fax: Email: wabrous@hilinehomes.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Eve icirets„ it-- we Loc,H-S Address: (S-74 O5 g 3—l" St Ste(4t-ZO 0 City: <3.77„:4441c State: »4 Zip: 7.00 6 (6e ((.el) L' & •b Page I of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 171,222 Describe the scope of work (please provide detailed information): N e. f?A-kiA (17 Will there be new rack storage? ❑ Yes Ov Q Existing Building Valuation: $ Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: _ *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes IZ No If 'yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:4WpplicationsWorms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1 (.docs Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Is' Floor 981 2nd Floor 1345 3rd Floor Floors thru Basement Accessory Structure* Attached Garage 440 Detached Garage Attached Carport Detached Carport Covered Deck 44 Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: _ *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes IZ No If 'yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:4WpplicationsWorms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1 (.docs Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District VI ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District m ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑...Sewer Availability Provided El .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements 0 ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ❑ ...Water Main Extension Public ❑ ❑• ❑• ❑. ❑• ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line WO # WO # WO # Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION 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: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I I.does Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 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. BUILDIN 0 Signature: ZED AGENT: Print Name: (Pp (L Mailing Address: q(' ( c. Date: g I 4Co Day Telephone: f0(0 1u <<a bei- gvg-s H:\Applications\Forms-Applications On Line \20I I Applications\Permit Application Revised - 8-9-11 .docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME -Pa -AY -1(k V-A} e c -S2 - (Q 14`+8 I 5-1 /\jL 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. PERMIT # D ( - C o(2 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 'oto -$94)9-- /0 0 $ /b o 0.00 (4) 5. Enter total excavation volume -/Co cubic yards cubic yards CORREC ION LTR#- - Enter total fill volume Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001 —10,000 $49.25 10,001 —100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof 200,001 or more $402.25 for lsr 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3.5-0The 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 01/01/14 p 1(0- CO(oH RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER 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) $ /0 0 —0,90—(6) 7. Pavement Mitigation Fee �C-V7t) $ The pavement mitigation fee compensates the City for theireducezllife span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ Z3 50 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology 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 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 I. Other Fees $ I291L_ C•otcAt,6. ALLIA466 Total A through I % $ �� sem' (l i) j\ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 554 X9-86 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01..2914=12.31.2015 Total Fee 0.75 $625 $6005 $6630 •/ 1 \/' ($1125Th $1-5;0i- 5"0 $16,137.50 1.5 $1425' $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 6)1=1791 DESCRIPTIONS ACCOUNT QUANTITY : PermitTRAK PAID $15,192.80 D16-0064 Address: 14481 57TH AVE S Apn: 3365900505 $15,192.80 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,309.60 PERMIT FEE R000.322.100.00.00 0.00 $3,305.10 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 R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,770.72 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.2.2 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 TECHNOLOGY FEE $193.48 TECHNOLOGY FEE R000.322.900.04.00 0.00 $193.48 TOTAL FEES PAID BY RECEIPT: R8970 Date Paid: Thursday, July 14, 2016 Paid By: BECU Pay Method: CHECK 43515176 Printed: Thursday, July 14, 2016 2:59 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY PAID PermitTRAK $2,148.32 D16-0064 Address: 14481 57TH AVE S Apn: 3365900505 $2,148.32 DEVELOPMENT $2,148.32 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R7880 R000.345.830.00.00 0.00 $2,148.32 $2,148.32 Date Paid: Thursday, March 10, 2016 Paid By: KENT PATRICK T+LYDIA D Pay Method: CHECK 304 Printed: Thursday, March 10, 2016 11:24 AM 1 of 1 criwSYSTEMS INSPECTION RECORD Retain a copy with permit MO/INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: PATO )04 trliY Type of Inspection: M I- 43uoiN6- Addr s ) 474q 5-77g rita— Date Called: Special Instructions: Date Wanted:�,.,) ��gg� a.m. /C,� p.m. Requester: Phone No: -2 — O- 157? "pproved per applicable codes. Corrections required prior to approval. COMMENTS: �/<_ Ve>—CoNG-- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Pile -c0(,1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: P1 -T t►cK K. er— Type of Inspection: BOc.IJ;74C�-.. ANit-L. % TA.,D 0,543./..6. /5 . Address: 1/47(4. 57 z, ,s,, Date Called: f c 114 .57 .FJ' i Special Instructions: ADDRRss Pes ° fi}L — po,, rcec. Date Wanted: 2.--'212-0 a.in„,1 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: % TA.,D 0,543./..6. /5 . ADW 4W S mus --E--- /S , 'M R 7/ f c 114 .57 .FJ' i Vgt4 t e_t_r3, Inspector: Date:es REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1b/( CO(p L/ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: �/ r 1Z(5, Type of Inspection:jf� ,r/ L - 3/112 D/MCS- ./1/4L- ` %� 7�o Address: Address: /5//N 5 Av", Date Called: Special Instructions: Date Wanted: ' if a.m. 4)0 7— /9- Requester: ,a E sem cf 7o,1s Phone No:n / 1 DApproved per applicable codes. Corrections required prior to approval. COMMENTS: ®At) f dcI 'mi r Ci4RO CR 1'1,44'.x' c) $77 A 41S,s5 ./W r, s Th: -D /snwv c L c)A 0.57,$L ' r---R®Vi4 RJ) ' if Ls 4)0 7— /9- crevi4PL47w /%/ 7o,1s Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 tveo-coceV Pro'ect: /itq',eg/<f r R.€5". Type of Inspection: ,e0v/VG 79406- Address: //%79 _s --Thy /4✓t & Date Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: aK— Mi'c.j )C13 -L fi rift (_ at-<— PLI.)vABIING f1f4fL. 0 ADDXis5 rtAU s, D P05 A D 0 AIeEL — PUBLIC LJO/f'<S FiT 'L A-Pf't V 4-i ' e pt C t -L n 70-1__ 'eyePf."i-L .D.cA1_ Rol c,o I NG ff1 1-L, a 4-10P uJ: Inspector: 'ZS Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit _blip -oote PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: rnL77,CK herzivT REsi�. t Type of In ection: M ?Y/Yf's'ft1 50490 Address: / 997f 5-7 14✓6 S, Date Called: Special Instructions: Date Wanted: a.mi /0/9-7 A.': Requester: 52orr Phone No: 2...5-3 —i/o> — 3:92-0 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: c5 K a- /1.7 v)(/€A-.- Inspector: S-4" Date:/e) 7,/,7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pryoj t: i —r ci< kc'r Typ of Inspe 1� I v ion: vgt/VAT7cJ Address: X4'479 S 7 S Date Called: Special Instructions: Date Wanted: a. • Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /o`/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projepj V Q'iCK k zr Tyvi of Ins ection: '�� bur ,,us ric,i Add3riess: 57Date Cal ed: Special Instructions: Date Wante ` a. . Request Phone No. 206- WI &21z Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date://0///7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN - TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1)1(-- CVVo21 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 \ioN (206) 431-3670 Pr ct: �� IgArill� eIe. gar" WType of Inspection: lAZIAfd- Address: Date Called: Special Instructions: Date Wanted:! /c/ /7 4:1 a p Requester: Phone No: /l Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector:4 Date: /2j /- 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Ne. Project: Type of Inspection: Address: 1igI7q -7 S Date Called: Special Instructions: Date Wanted: 1e./�1 a. p Requester: ,/-tiy Phone No: I la Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /e/9/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b16-0664-1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: H 4-rrz e 14 -Air -S Type of pection: MAJC- Address:Date 14i4% 79 S7�1 Called: Instructions: • kms/ air 6/Cc o7cM? Date Wante : 9 Zb/7 AA).Special a. m. Requeste Phone No: 6,.qq lQ973 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /. Date: C 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Py� ect: 1477.1 1 keit as Te of Inspectign: 644 - /Ai fl I4rn)Z4L ddress:. j Address:-1-74 Date Called: Special Instructions: • �� i&V is CAJ eat n Date Wan 2 7 / 7 ,A.iy i a . m. Requester �/�7� i VA �hZ Z1 Phone No: 2 .. iqq -627 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: b41.4+. Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS`ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: 172.iCK 1Z6Air Type of pection: Zfi i a e Address: /4'77 6-7 4 A -L' Date Called: l 'E > r' l vi/c.l da:ei e awe AI'"►�l'av L Special Instructions: Date Wanted: yCEP T /1 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: i11,144,9641—. adm- >Adi APpayaL I2 w & l 'E > r' l vi/c.l da:ei e awe AI'"►�l'av L Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1)162 - 0060 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'ct: Mlr� k6ir ea�-�1/fi Type o Inspection: t //1/4r6'FLdress: iii479 x7714 Ave S Date Called: Special Instructions: Date Want d: 4 // /'7 ANY rm. Request r: Ali Phone No: 2r -y z/qq `! 273 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1 rAme,44 ld/1pm1-44L 2 Ni i e e SPetAnztee ezi'ibsie e Inspector: Date:4 A7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pi Co- 604,4 Project: Ai,Cw -12 P4-Tn/GK l<<it/r Re's, Type of Inspection: A/-G4s "0/N6-- Address: /yy79 5- 771,t ,4V,s Date Called: Special Instructions: Date Wanted: -2--/7 a.m. p.m. Requester: Phone No: 1164 zo4,—x}99—(z73 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 5 Date: —2-7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: PffrR, cK /< N7 RCS' Type of Inspection: -/4/ ��c� �, c �J Address: /S` '79 .57 .44 s; Date Called: .3) pmti i Da X/" -i).S'% mit/.S' w/ i»c % i z,< Special Instructions: 7) /0/qav Dig ,D z> , rn''"r Date Wanted: a ...7.2_, 7 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: i) PRev>D, GsA. Ak,AI&- /b44 -77 2A)44 in/ ®n1 'f' moi/ / ( rc/ ✓ /I. r t 4 -LK b,./9 -Y C'c..55, 51 2 PerAJems. f c J: rx -us; Di .3) pmti i Da X/" -i).S'% mit/.S' w/ i»c % i z,< x'.46 134-rr is coM $ f 0T 4, 2 ,erx)1/14 7) /0/qav Dig ,D z> , rn''"r Inspector: Date: _Z /7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: / q-rrneK k NT- RBS/Daicx Type of Inspection: Ad06,4-/N Pt Ud4')!M Cr Address: /Jilin47l S Date Called: Specia Instructions: Date Wanted: I -2 4, --I 7 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next insbection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P ect: 'r121cb � r �S Ty p� of Inspection: I.d. ALL- Ci -lo l i Are --4/444a Address:��7 714Date l`lL q 5- ® dTVY Called: Special Instructions: Date Wante %7/7 Requeste : P one No. S3-72—QUO1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Datei , 7/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 biee -646/4 P ect: rkTISIde ke; �r r cVccir Ty of Inspe ion: S,iZ-./474/NJts- Address: /44 74 g7 '74 S Date Called: Special Instructions: Date Want i : /1 !7 Request : Phone No: Approved per applicable codes. ElCorrectionsrequired prior to approval. COMMENTS: inspector:y. A' ".„ Date:,)f 7ee 1 REINSPECTION FEE REQUIRED. Prior to next inspection. must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b)6-0 P ect: 41 4 ' 1Q6S Type of Inspection: tiotWritehe pviiiiiilos Address: ,gg7q C7 s bate Called: Special Instructions: Date Want d: �/ 3 a.i p.m. Request r: Phone No: EllApproved per applicable codes. Lii=4J Corrections required prior to approval. COMMENTS: Peavtir ()Ai d1 Z sTA ,-ys Inspector: Date: i 23PC REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjeptyTy�f Inspection: _ ` 4 ,q 7' D to Called: Special Instructions: Date Wantel: / Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: 4)4).,, Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �Ca - oz,/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr 'ect: P4Tr2 1 C lea -05, Type of.N�spection: i-0170-4}6- Address: 1414/79 s' -7T'/ =S Date Called: Instructions: Date Wanted ity/p.mSpecial - Requester Phone No: ZS—"" 3T)— Otis3 (►J Approved per applicable codes. u Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. z INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 13k3,_ ()CP (-f /7-S_ £yy' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:A c lC SC Fire Alarm: Type of Inspection: Address:Contact Suite #: /1/1(% 6-7 Aye Person: Special Instructions: Phone No.: Approved per applicable codes. / Corrections required prior to approval. COMMENTS: f — � ,,e/ ac 1-4--/a6/ c7V2 Sl e al—ch Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: -; *//4",3 Date: ow y/ / d Hrs.: / O I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit / —5— PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: -PA-7 t k r (-1-4-rP 6 c Type of Inspection: Ce I/m Fire Alarm: //`�ve—ic-c Address:r, Suite #: / 44-i , 79-4-1- /yE S Contact Person: / Special Instructions: i - Phone No.: 0 �,- C E Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: -2/2:9Lj — A3-.--;14-5,--,„ T.-----;-----4-.&±:(2:-_-.. .,-,-----77?- , i - i - 0 �,- C E ) v qi00,0 Pi9-SS OW- i 7T /) 'm Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: _ Occupancy Type: • Inspector: 7---pfri c Date: / /1 Hrs.: t• $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 lc NT \\ W CE M 0- ek %?e 0.1 - VI CSse"so►t stet r56� S1' CO rIAMA15A cal S b(r•� czlr CO•O,a.. ?D. \"" 0+1,$‘ "•r Or. p�. t'.4 J SP • sog' These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: Co 1 S� LI yeSS /E res , 6 ci /1:7 41' ST RECEIVED JUN 15 2016 TUKWILA PUBLIC WORKS — 5 rv"‘P,-0 > s —CC— Gr-.�yrv� <..Ae✓ ?„.‘„ ( 1 7S OOW'\ Sr`) • �� • foul ••n-.) PC0.1M (Sze_ sLcef-�OrG'e5t� 2ecitrw 'i 3 Aro-.m C6Vi '� c6„-„-0..„ Com- so 1t. sL r des,r %/ ANA clk- /i3ex, S,� CORRECTION RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER buoo6q SECTION C.2 FLOW CONTROL BMPs FIGURE C.2.2.B ALTERNATIVE TRENCH INFILTRATION SYSTEM overflow 11/2" - 3/4" washed rock L2' min .. 15' min X -SECTION NTS c. RECEIVED JUN 15 2016 TUKWILA PUBLIC WORKS NOTE: Same length dimensions and site limitations as typical system p itDwOO( CORRECTION LTR#_.�_• RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER • f sit,___.,_� O'ittr0Y°12 PERFORATED TIGHUNE CONNECTION DETAILs..E: Katt. . f Fs= 1100 1-1181-321-7773 DERV 1-100-32I-355/ 1.4368-771-= PUGET RECEIVED JUN 15 2016 TUKWILA PUBLIC WORKS CORRECTION LTR# RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER bUrO�o't • 8-24258 -COUPLING MEULLER 110 X ANGLE STOP -BALL FINISHED GROUND LINE METER INSTALLED BY CITY TAILPIECE WITH FEMALE IRON PIPE THREADS FOR DOMESTIC AND FIRE SERVICE \-- VLE C (OP110N L1 TYPE K COPPER - TYPE K COPPER PIPE • PVC - POLY ETHYLENE 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2, USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4. REFER TO CHAPTER 7 OF THE STANDARDS. NOT TO SCALE • City of Tukwila FLOW-THROUGH SYSTEM 1" FIRE / DOMESTIC FIRE SERVICE SHEET: XX -XX REVISION#1: 07.10 LAST REVISION: APPROVAL: I �f PLAN VIEW (DCVA) DOUBLE CHECK VALVE - TYPEK COPPER PIPE -PVC - - OLY ETHYLENE FIRE TO SERVICE THE WATER METER IS INSTALLED BY MY STAFF 1' COUPLING MUELLER 110 K ANGLE STOP BALL VALVE 10111 B-24258 /4 1' MUELLER 300 BALL CURB VALVE FULL PORT f t 5.20285 TO MAIN THIS VALVE IS O TOBEE TO D IN A CN POSITION THIS VALVE IS TOA SEALED IN A OPEN POSITION =,■�II IB 1' MUELLER RESIO, FIRE SERVICE CONNECTION - WITH F.LP. CONNECTIONS B LOCKABLE ANGLE BALL VALVE TYPE K COPPER THIS VALVE IS IN A HORIZONTAL POSTION DOMESTIC TO SERVICE - TYPE K COPPER PIPE -PVC - POLY ETHYLENE FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. METER INSTALLED BY CITY FINISHED GROUND LINE SECTION MUELLER RES FIRE SERVICE CONNECTION \\/\/, / 8 f \ \\\,\\\ TO MAIN GRAVEL SERVICE TO TYPE K COPPER - TYPE K COPPER PIPE - PVC -POLYETHYLENE 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 518" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4.THE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 5' OF THE WATER METER. 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. NOT TO SCALE gat v.0 O 'Pe e: City of Tukwila 1" FIRE I DOMESTIC SERVICE XX -XX REVISION #1: 1-11-2012 ( LAST REVISION: APPROVAL• I Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Kent , Patrick TBD 57th Ave South Tukwila 98168 King County Parcel #3365900507 HiLine Homes 253-840=1849 Pre-Construction@HiLineHomes.com This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceiling 49i 0.026 Wood Frame Wall9'" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall` k 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. roiw RENEWED FOTO owe COMP SCE 1`o 116 Tuttol▪ le G DIVISION R -IVSD CITY OF TUKWILA t4AR 1 0 2016 PERMIT CENTER Each dwelling unit in one and two-familv dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: O 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. O 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. O 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope lb 1.0 1c Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/Table 406 2 Energy *1200 kwh io-oRoq. Credits 2012 WSEC.pdf 1.0 0.5 0.0 1.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. ` "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R -value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R -value applies when more than half the insulation is on the interior of the mass wall. ' For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that 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 at (360) 956-2042 for assistance. Project Information Kent, Patrick TBD 57th Ave South Tukwila 98168 King County Parcel #3365900507 Contact Information Hiline Homes 253-840-1849 Pre-Construction@HiLineHomes.com Heating System Type: oAll Other Systems ®Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature instructions Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions Select R Value Above Grade Walls (see Figure 1) Instructions R-21 Intermediate Floors Instructions R-30 Below Grade Walls (see Figure 1) Instructions Select R -value V Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Select R -Value Unconditioned Space Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,326 8.0 Conditioned Volume 18,608 U -Factor X Area = 0.30 U -Factor 0.50 331 X Area U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.029 U -Factor X No selection Area 1,345 Area Area 2,117 Area 1,345 Area F -Factor X Length No selection F -Factor X Length No selection Sum of UA 46 UA 99.30 UA UA 34.97 UA UA 118.55 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum ofUAXAT Air Leakage Heat Load VolumeX 0.6 X AT X. 018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump UA 39.01 UA UA UA 291.83 13,424 Btu / Hour 9,244 Btu / Hour 22,668 Btu / Hour 24,935 Btu / Hour 1.10 31,169 Btu / Hour (07/01/13) Window, Skylight and Door Schedule Project Information Kent , Patrick TBD 57th Ave South Tukwila 98168 King County Parcel #3365900507 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information HiLine Homes 253-840-1849 Pre-Construction@HiLineHomes.com 0.20 .30 Ref. U -factor BMC WEST MAN DR MFR 0.20 MILGARD SGD MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 MILGARD WDW MFR 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Width Height Qt. Feet Inch Feet inch 1 3 14.0 6 8 1 4 8.10 3 6 Width Height Qt. Feet inch Feet Inch 1 2 8 6 8 1 6 6 10 2 6 5 1 6 4 6 2 5 5 4 4 4 1 3 3 1 2 6 4 1 2 3 3 2 2 Area UA 20.0 4.00 14.0 4.20 Area UA 17.8 3.56 41.0 12.30 60.0 18.00 27.0 8.10 50.0 15.00 64.0 19.20 9.0 2.70 10.0 3.00 6.0 1.80 12.0 3.60 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 296.8 87.26 Area 0.29 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 330.8 95.46 Ib1 King County Department ofmp a Sd, 2016 Environmental vie 1 35030 SE Douglas Snoqualmie, WA 9 R / EVIEWED FOR 2012 !CODE, COMPLIANCE rAPPROVED itti 206-296-6600 TTY Relay: 711 TUk it rnat BUILDING DIVISION Applicant's name N O N F La4i Washington State Energy Code / IECC Unincorporated King County RESIDENTIAL CONSTRUCTION ENERGY COMPLIANCE FORM form available at www.kingcounty.gov/property/permits/publications.aspx K.C. tracking no. select applicable item from options given or fill in blank NEW Conditioned sq. ft.= Job type: New Building Occupancy: Single Family Heating fuel: Electric Location of Heating Equipment Total number of bedrooms in Select compliance option 2326 Garage dwelling I 4 Heating system: Heat Pump Max. Heat Output: 10 KW Total square footage of conditioned area: Based on Energy Credit Option: EF=0.93 for Electric water heater 2326 yes Prescriptive compliance: Zone 4 Marine (wood -framed building) R402.1.1 no U -Factor or Total UA Equivalent compliance R402.1.3 / R402.1.4 Opening area of floorVertical area Glazing and Door U -Factor Ceiling InsulationBelow footnote j Above Grade Wall Grade Wall footnoteFloors c) (over unheated area> Slab on Grade R21 Overhead attic vaulted interior exterior Unlmtd 0.30 0.50 R-49 or R-38 Adv R-38 R-21 Int. R-21' w/ TB R-10 R-30 R-10 footnote c ---R-21 equivalent may be R-15 interior rigid continuous insulation (ci), OR R-13 batt interior with R-5 continuous insulation (ci). footnote j ---Vaulted ceiling requirement applicable to single joist or rafter ceiling cavity, not scissor trusses. Proposed component values enter values as applicable: Attic vaulted Walls Below Grade Walls Floors Slab R-49 or R-38 Adv R-38 R21 R21 R-10 R-30 R10 0.300 0.500 0.026 0.026 0.056 0.042 0.064 0.029 0.54 WHOLE HOUSE VENTILATION SYSTEMS whole house ventilation using exhaust fans and fresh air inlets (FORM # VIAQ 2): IMC Section 403.8.6 yes NOTE: In addition to the required "whole house ventilation system," "local exhaust ventilation" is required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, spa, and other rooms where excess water vapor or cooking odors may be present. LOCATION OF WHOLE HOUSE FAN (Bathrooms, Util Maximum sone rating of 1.0 or locate in-line 4 feet from inlet. 'ENERGY CREDIT OPTION: High Efficiency HVAC Equipment 3b (1.0 pt) Efficient Water Heating 5a (0.5 pt) Select "energy credit option" to be used AIR LEAKAGE SIZE: 75 REet%t1TMOUSLY OPERATING CITY tlFc f110f rAquired (descriptions on pg.5) cfm MAR1 OB on Energy Credit Option: EF=0.93 for Electric water heater PERMIT CENTER Components of the building thermal envelope as listed in TABLE R402.4.1.1 (pg. 6) shall be installed per manufacturer's specifications to limit air leakage rate to not exceed 5 air changes per hour (ACH) AIR LEAKAGE CALCULATION (maximum blower test CFM) CIM50-calc maximum 5 ACH I CFMSo-talc = BLDG VOL (ft) X ACH / 60 min = 1551 Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE cfm ACTUAL Blower test result cfm DI(tOo* PAGE 1 Residential Construction Energy Compliance: King County OPENINGS: Door and Glazing Summary Entry door other doors other doors other doors size (WxH) Area (sq.ft.) U -Value UA -value 20 18 0.30 0.28 0.30 0.30 6.00 5.04 0.00 0.00 Basement windows 1st floor windows 2nd floor windows 3rd floor windows Quantity Area (sq.ft.) U -Value UA -value 0.29 0.00 171.00 0.29 49.53 122.00 0.29 35.34 0.29 0.00 TOTALS: Skylights 38 0.29 11.04 TOTALS: I 328.651 14.1% 1 95.20 0.50 0.00 % all openings 15.8% Complete Opening Schedule if using weighted average U -value for openings Or Total UA Equivalent Door and Glazing ODenina Schedule Location or Type of opening Opening size Indio Area (sq.ft.) U -Value Qty. Combined Area UA value width height ENTRY DOOR 3 6.8 20.4 0.2 1 20.40 4.08 ENTRY SH 2 3 6 0.3 1 6.00 1.80 LIVING RM SIDE HS 5 5 25 0.3 2 50.00 15.00 LIVING RM BACK SGC 6 6.875 41.25 0.3 1 41.25 12.38 DINING RM HS 6 5 30 0.3 2 60.00 18.00 KIT HS 4 3.6 14.4 0.3 1 14.40 4.32 GARAGE MAN DR 2 6.8 13.6 0.2 1 13.60 2.72 STAIRS 2 2 4 0.3 2 8.00 2.40 TOP STAIRS 2.6 4 10.4 0.3 1 10.40 3.12 UTIL HS 3 3 9 0.3 1 9.00 2.70 BR # 2, 3 AND 4 4 4 16 0.3 3 48.00 14.40 MBR SIDE 4 4 16 0.3 1 16.00 4.80 MBR FRONT 6 4.6 27.6 0.3 1 27.60 8.28 MBATH 2 2 4 0.3 1 4.00 1.20 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 Provide additional sheet(s) if necessary and enter subtotal(s) on line below total quantity, area, and UA values from additional sheets = TOTALS % listed openings 14.1% 0 0.00 0.00 19 328.65 95.20 U -Value = 0.290 Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 2 Residential Construction Energy Compliance: King County Building heat loss calculations / Total UA Equivalent compliance Use common U -values from Appendix A WAC chapter 51-11 C or ASHRAE Handbook of Fundamentals OR enter assembly U value Framing type? Std / Int / Adv Insulation value average U -Value Area Attic Area Vaulted Ceiling Glazing Area Skylights Door Area Above Grade Walls Floor Area Slab on -Grade (length) Below Grade Walls (0-2 ft) Slab 2-3.5 ft length Below Grade Walls (2-3.5 ft) Slab 3.5-7 ft length Below Grade Walls (3.5-7 ft) Slab >7 ft length Below Grade Walls (>7 ft) Mulltiple slab / below grade walls Based on Energy Credit Option 0% Standard R-49 Advanced 0.027 1345.00 R-38 0.027 0.300 328.65 0.500 0.00 0.300 38.00 R-21 0.056 2117.00 R-30 0.029 1345.00 R-10 0.540 ft. = R-21 interil 0.042 f value= 0.590 ft. = R-21 interi 0.041 f value= 0.640 R-21 interi 0.037 f value= 0.570 ft. = ft. = R-10 exter 0.056 reduction Proposed Total = Code Allowable UA Total = UA 36.32 0.00 98.60 0.00 11.40 118.55 39.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 303.87 COMPLIES Simple Heating System Sizing Estimation Indoor Design Temperature Outdoor Design Temp Township and ( T/R Rance Design Temperature Difference = average height of walls = 70 24 46 8 City: Tukwila Conditioned Floor Area = Conditioned Volume (CV)= Sum of UA = Minimum Heating Equipment Output 303.87 2326.00 18,608.00 other fuels electric Specify location of ducts: ducts located in unconditioned space MaximumHeating Equipment Output 26,706 7.82 33,382 Btu/H KW ea inq quipmen other fuels Btu/H electric KW Actual heat sizing calculation to be supplied by mechanical contractor at time of equipment installation. 10 DUCT TESTING AND AIR LEAKAGE CALCULATOR Test Method and Standard Calculated Target CFM25 At Rough -In Post Construction Air Handler Present 0.04 x CFA = CFM25 93 0.04 x CFA = CFM25 93 Air Handler NOT Present 0.03 x CFA = CFM25 70 0.04 x CFA = CFM25 93 ucts shall be leak tested in accordance with WSU RS -33, using the maximum duct leakage rates specified in WSEC R403.2.2. All ducts, air handlers, filter boxes, and building cavities used as ducts shall be sealed. Joints and seams shall comply with IRC Section M1601.4 or IMC Section 603.9. Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent. Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 3 Residential Construction Energy Compliance: King County Suggested Outdoor Design Temperatures I N 12111111111111 10 10 III& N 20 20 5 ? 24 12171111111E111 10 I rs. N Loi WiLIMIIIII i 2S( 11111111111111111 ''4 ,ThaNcoRpoRATEmigmmusiKING COUNTY 0 SUGGESTED OUTDOOR DESIGN TEMPERATURES 111111r VENTILATION AND INDOOR AIR QUALITY REQUIREMENTS Whole House Ventilation fan(s) shall be sized according to International Residential Code section M1507.3.3. * Continuously operating exhuast ventilation systems shall provide minimum flows per Table M1507.3.3(1). * Intermittently operating ventilation systems shall have the minimum flows from Table M1507.3.3(1) adjusted by the ventilation rate multiplier value in Table M1507.3.3(2) according to the formula Qf = Q, x Ef 2012 International Residential Code Table M1507.3.3(1) (continuously operating systems) MINIMUM VENTILATION RATES FOR DWELLINGS FOUR STORIES OR LESS, Qr INTERMITTENT WHOLE -HOUSE VENTILATION RATE FACTORS (Ef) Number of Bedrooms Floor Area (sq.ft.) 0 1 2 3 4 5 6 7 >7 0 1500 1501 to 3000 3001 to 4500 4501 to 6000 6001 to 7500 > 7501 30 30 45 45 60 60 75 75 90 45 45 60 60 75 75 90 90 105 60 60 75 75 90 90 105 105 120 75 75 90 90 105 105 120 120 135 90 90 105 105 120 120 135 135 150 105 105 120 120 135 135 150 150 165 2012 International Residential Code Table M1507.3.3(2) Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 4 INTERMITTENT WHOLE -HOUSE VENTILATION RATE FACTORS (Ef) Fan Specified 75 cfm Run-time % in each 4 -hour segment Rate Multiplier Factor Min. Size 25% ( 1 hr every 4 hrs; 6 hrs / day) 4 300 33% (1 hr 20 min every 4 hrs; 8 hrs / day) 3 225 50% (2 hr every 4 hrs; 12 hrs / day) 2 150 66% (2 hr 40 min every 4 hrs; 16 hrs / day) 1.5 113 75% (3 hr every 4 hrs, 18 hrs / day) 1.3 100 X 100% ( continuously operating) 1.0 75 75 Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 4 Residential Construction Energy Compliance: King County ENERGY CREDIT OPTION DESCRIPTIONS 1a (0.5 pt) Efficient Building Envelope 1a: Table R402.1.1 Prescriptive compliance with openings U = 0.28, floor R-38, slabs R- 10 perimeter and entire slab, OR Total UA Equivalent compliance Target UA reduced by 5%.(0.5 pt) 1b (1.0 pt) Efficient Building Envelope 1b: Table R402.1.1 Prescriptive compliance with openings U = 0.25, wall R-21 plus R- 4, floor R-38, slabs R-10 perimeter and under entire slab with below grade walls R-21 plus R-5 c.i., OR Total UA Equivalent compliance with Target UA reduced by 15%. (1.0 pt) 1c (2.0 pts) Efficient Building Envelope 1c: Table R402.1.1 Prescriptive compliance with openings U = 0.22, walls R-21 plus R- 12 c.i., floor R-38, slabs R-10 perimeter and under entire slab, and R-49 advanced frame ceilings and vaulted areas, OR Total UA Equivalent compliance with Target UA reduced by 30%. (2.0 pts) 2a (0.5 pt) Air Leakage Control and Efficient Ventilation 2a: Compliance per R402.4.1.2: Envelope leakage reduced to maximum 4.0 ACH. Whole house ventilation requirements met by heat recovery system per M1507.3 with high efficiency fan not interlocked with furnace ventilation system. (0.5 pt) 2b (1.0 pt) Air Leakage Control and Efficient Ventilation 2b: Compliance per R402.4.1.2: Envelope leakage reduced to maximum 2.0 ACH. Whole house ventilation requirements met by heat recovery system per M1507.3 with minimum sensible heat recovery efficiency of 0.70. (1.0 pt) 2c (1.5 pts) Air Leakage Control and Efficient Ventilation2c: Compliance per R402.4.1.2: Envelope leakage reduced to maximum 1.5 ACH. Whole house ventilation requirements met by heat recovery system per M1507.3 with minimum sensible heat recovery efficiency of 0.85. (1.5 pts) 3a (0.5 pt) High Efficiency HVAC Equipment 3a: gas, propane, or oil -fired furnace or boiler with minimum AFUE of 95% Plans shall specify heating equipment type, size, and minimum efficiency. (0.5 pt) 3b (1.0 pt) High Efficiency HVAC Equipment 3b: Air -source heat pump with minimum HSPF of 8.5. Plans shall specify heating equipment type, size, and minimum efficiency. (1.0 pt) 3c (2.0 pts) High Efficiency HVAC Equipment 3c: Closed-loop ground source heat pump with minimum COP of 3.3 OR open - loop water source heat pump with COP of 3.6. Plans shall specify heating equipment type, size, and minimum efficiency. (2.0 pts) 3d (1.0 pt) High Efficiency HVAC Equipment 3d: where primary space heating system is zonal electric heating, a ductless heat pump system shall be installed to provide heating to at least one zone. (1.0 pt) 4 (1.0 pt) High Efficiency HVAC Distribution: All heating and cooling components installed inside conditioned space. All combustion equipment shall be direct vent or sealed combustion. No system components installed in crawlspace. No electric resistance heat permitted. Direct combustion heating equipment with AFUE >80%. Plans shall show equipment type and location of all equipment and ductwork. (1.0 pt) 5a (0.5 pt) Efficient Water Heating 5a: Water heating system shall include one of the following: gas, propane or oil water heater with minimum EF of 0.62 or electric water heater with minimum EF of 0.93 AND for both cases all showerheads and kitchen sink faucets shall be rated at 1.75 gpm or less, all others at 1.0 gpm or less when tested in accordance with ASME A112.18.1/CSA B125.1. (0.5 pt) 5b (1.5 pts) Efficient Water Heating 5b: Water heating system shall include one of the following: gas, propane or oil water heater with minimum EF of 0.82; OR solar water heating supplementing minimum standard water heater. Solar water heating will provide rated minimum savings of 85 therms or 2000 kWh bsed on Solar rating and Certification Corp (SRCC) Annual Performance of OG -300 Sertified Solar Water Heating Systems; OR Electric heat pump water heater with EF > 2.0. OR Water heated by ground source heat pump with COP > 3.3. (1.5 pts) 6 (0.5 - 3 pts) Renewable Electric Energy: for each 1200 kWh of electrical generation provided annually by on-site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: = Solar electric systems: design shall be demonstrated to meet requirement using the National Renewable Energy laboratory calculator PVWATTs. Solar access documentation to be included. = Wind generation projects: design shall document annual power generation based on the following factors: wind turbine power curve, average annual wind speed at the site, frequency distribution of the wind speed at the site and the height of the tower. Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 5 Residential Construction Energy Compliance: King County AIR BARRIER AND INSULATION INSTALLATION TABLE R402.4.1.1 COMPONENT CRITERIAa Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous air barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Class I or II vapor retarders are required on the interior side of framed cavities. Cavity insulation installation All cavities in the thermal envelope shall be filled with insulation. The density of the insulation shall be at the manufacturers' product recommendation and said density shall be maintained for all volume of each cavity. Batt type insulation will show no voids or gaps and maintain an even density for the entire cavity. Batt insulation shall be installed in the recommended cavity depth. Where an obstruction in the cavity due to services, blocking, bracing or other obstruction exists, the batt product will be cut to fit the remaining depth of the cavity. Where the batt is cut around obstructions, loose fill insulation shall be placed to fill any surface or concealed voids, and at the manufacturers' specified density. Where faced batt is used, the installation tabs must be stapled to the face of the stud. There shall be no compression to the batt at the edges of the cavity due to inset stapling installation tabs. Insulation that upon installation readily conforms to available space shall be installed filling the entire cavity and within the manufacturers' density recommendation. Ceiling/attic Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier sealed. Access openings, drop down stair or knee wall doors to unconditioned attic spaces shall be sealed. Batt insulation installed in attic roof assemblies may be compressed at exterior wall lines to allow for required attic ventilation. Walls, Windows, skylights and doors Corners and headers shall be insulated and the junction of the foundation and sill plate shall be sealed. The junction of the top plate and top of exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists shall be insulated and include the air barrier. Floors (including above- garage and cantilevered) Insulation shall be installed to maintain permanent contact with underside of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Narrow Cavities Batts in narrow cavities shall be cut to fit and installed to the correct density without any voids or gaps or compression. Narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity space. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls. There shall be no voids or gaps or compression where cut to fit. Insulation that readily conforms to available space shall extend behind piping and wiring. Shower and/or tub Exterior walls adjacent to showers or tubs shall be insulated and air barrier installed separating showers and tubs from wall. Electrical/phone box Air barrier shall be installed behind electrical or communication boxes on exterior wall or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the subfloor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors. footnote a In addition, inspection of log walls shall be in accordance with the provisions of ICC -400. Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 6 Residential Construction Energy Compliance: King County Common U -Values for various framed elements CEILINGS FRAMING TYPE Flat Insulation R-19 R-30 R-38 R-49 R-60 Scissor truss 4:12 pitch 4:12 pitch 4:12 pitch 5:12 pitch 5:12 pitch 5:12 pitch Vaulted vented 2x10 vented 2x12 vented 2x14 unvented 2x10 unvented 2x12 R-30 R-38 R-49 R-30 R-38 R-49 Standard 0.049 0.036 0.031 0.027 0.025 R-19 R-30 R-38 R-30 R-38 WALLS I Insulation Lapped Wood Siding 2 x 4 WOOD R-11 R-13 R-15 2 x 6 WOOD R-19 R-21 R-22 (2) R-11 2 x 8 WOOD R-25 T1-11 Siding 2 x 4 WOOD R-11 R-13 R-15 2 x 6 WOOD R-19 R-21 R-22 (2) R-11 2 x 8 WOOD R-25 0.043 0.040 0.030 0.039 0.035 0.032 16" OC 0.049 0.034 0.027 0.034 0.029 Intermed. 24" OC 0.048 0.033 0.027 0.033 0.027 FRAMING Advanced 0.047 0.032 0.026 0.020 0.017 0.031 0.025 0.020 0.032 0.026 0.020 FLOORS Insulation Post & Beam Joists R-0 0.112 0.134 R-11 0.052 0.056 R-19 0.038 0.041 R-22 0.034 0.037 R-25 0.032 0.034 R-30 0.028 0.029 R-38 0.024 0.025 SLAB on GRADE UNHEATED SLAB uninsulated all 2 ft horiz w/o tb* R-5 2 -ft vert/horiz R-10 2 -ft vert/horiz R-15 2 -ft vert/horiz R-5 4 -ft vert/horiz R-10 4 -ft vert/horiz R-15 4 -ft vert/horiz 0.73 0.70 0.58 0.54 0.52 0.54 0.48 0.45 UNHEATED SLAB R-10 fully insulated R-15 fully insulated R-20 fully insulated HEATED SLAB RO uninsulated R5 fully insulated R10 fully insulated R15 fully insulated R20 fully insulated R30 fully insulated BELOW GRADE WALLS Standard Intermed. Advanced depth Slab U -value F -factor 0.088 0.082 0.076 0.062 0.057 0.059 0.060 0.051 0.058 0.054 0.055 0.057 0.047 FRAMING 0.084 0.078 0.071 0.055 0.051 0.052 0.054 0.045 2 ft below grade uninsulated R-11 interior R-11 interior w/tb* R-19 interior R-19 interior w/tb* R-10 exterior R-12 exterior 0.350 0.59 0.066 0.68 0.070 0.60 0.043 0.69 0.045 0.61 0.070 0.60 0.061 0.60 Standard I Intermed. Advanced 0.094 0.088 0.081 0.065 0.06 0.062 0.063 0.053 0.061 0.056 0.058 0.059 0.049 0.09 0.083 0.075 0.058 0.053 0.054 0.056 0.046 3.5 ft below grad uninsulated R-11 interior R-11 interior w/tb* R-19 interior R-19 interior w/tb* R-10 exterior R-12 exterior 0.278 0.062 0.064 0.041 0.042 0.064 0.057 0.53 0.63 0.57 0.64 0.57 0.57 0.57 7 ft below grade uninsulated R-11 interior R-11 interior w/tb* R-19 interior R-19 interior w/tb* R-10 exterior R-12 exterior 0.193 0.054 0.056 0.037 0.038 0.056 0.050 0.46 0.56 0.42 0.57 0.43 0.42 0.42 0.36 0.31 0.26 0.84 0.74 0.55 0.44 0.39 0.32 METAL STUDS I 16" OC 24" OC 4 -inch 4 -inch 4 -inch 6 -inch 6 -inch 8 -inch R-11 R-13 R-15 R-19 R-21 R-25 0.132 0.124 0.118 0.109 0.106 0.08 0.116 0.108 0.102 0.094 0.090 0.091 Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE LOG WALLS (average log diameter) R-1.25/ inch 6" 0.148 8" 0.111 10" 0.089 12" 0.074 14" 0.063 16" 0.056 * w/tb = with thermal break PAGE 7 WHOLE HOUSE FAN SPOT YENTILATION FAN AT KITCHEN WHOLE HOUSE FAN CONTROL SPOT : VENTILATION FAN AT OATH AND LAUNDRY W/ CONTROLS -SPOT VENT =AN CONTROLS, MIN 1 PER FAN UNDERCUT DOORS TO FERMIT AIR FLON V AU *2 VtN 1 ILAI LUN JYJ I tM USING EXHAUST FAN(S) Supply Duct In-line Supply Fan Fresh Air Duct (MTsutaton required Ir indoors) 24 hour timer (operates the dupply fan ally) Forced Air Furnace VIAQ #4 VENTILATION SYSTEM USING SUPPLY FAN Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE MESH E MESH Ale WAKE GRILLE WSUTATEo Quer rAKEOfF COLLAK GAMPER•• 24 HR1UR TIMER fIM OWOFF SI an+MEO 'MAUL To FURNACE c4N ••MANUAL ONAPER rrauitTD. UOfoTpcO DAMPS RECCuMENDEE N SOME LOCAL *15. VIAQ #3 VENTILATION SYSTEM USING INTEGRATED SYSTEM HE T•SICHANG CORE CONTROL MAWR FRESH COOL OUTDOOR NR DAMPER STALE DO{AUST AIR STALE WARM MED IfDOORNR FRESH AIR TO HOUSE POWER CORD VIAQ #5 VENTILATION SYSTEM USING HEAT RECOVERY SYSTEM PAGE 8 Energy Code 5 u p p () t" £ W. s1I1NGTON STATE UNIVERSITY t.>: -i' II":N :VCnGv Mr7,4,1.Ak.1 • Permit Duct Leakage Affidavit (New Construction) House address or lot number. City: Cond. Floor Area (ft'): Source (circle one): Plans Estimated Measured 0 Duct tightness testing is not required. The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. Zip: Air Handler in conditioned space? 0 yes 0 no Air Handler present during test? 0 yes 0 no Circle Test Method: Leakage to Outside Total Leakage Maximum duct leakage: Post Construction, total duct leakage: (floor area x .04) = CFMC)25 Pa Post Construction, leakage to outdoors: (floor area x .041= CFM(@+25 Pa Rough -In, total duct leakage with air handler installed: (floor area x .04) = CFMM25 Pa Rough -in, total duct leakage with air handler not installed: (floor area x .031= CFMI3'25 Pa Test Result: CFM@255Pa Ring (circle one if applicable): Duct Tester Location: Open 2 3 Pressure Tap Location: I certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: Technician: Technician Signature: Date: Phone Number: Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 9 Energy Code support \'\ sl IINcill)R SIATL.UNIVI:Jt_srry CtTEt1SC td EN_ 1f.ir f1,171C.14.41,1 Duct Leakage Test Results (Existing Construction) Permit #: House address or lot number: City: Cond. Floor Area (ft`): ❑ Duct tightness testing is not required for this residence per exceptions listed at the end of this document Zip: Test Result: CFhh@2SPa Ring (circle one): Duct Tester Location: Pressure Tap Location: I certify that these duct leakage rates are accurate and determined using standard duct testing protocol Company Name: Duct Testing Technician: Technician Signature: Date: Phone Number. Open 1 2 3 Waenington State Energy Code Reference: RSOi.43.1 Mechanical Systems: When a space -:cry ior.r f,:ysteT 's a teres by the in:te'aeon cr rehlecemer: er e -c rc62ni1E equipment Crime rg -ep ace'nent o'. Cne e r handler, Outlet' coniens rf ur t of a sprit system air corcit ober or neat ps.rc, word or neatr¢ coi w the f.rract nett erxnenEert, the Ctct system that is connecteC to tnt new c- teph:erre-it :peCe-ConditOnin; equipment shelf be testes as:pec'e7 =5-33. Tre test rtsttt: shat 9e 3rovidec tc the Suillina offC e! anc the home3Wne* tadepbon:: i '*J :t : f:terr: that are CQC.Jmertec t3 neve teen coevi3u:y se feel as eon' r,red th-cu'gh f.e c yer''i:at'on enb yi5 n3st c testing 'n actorchn'-e w?h oro:edu-e:in RS -33. with lew tier 40 linear'eet run:crdticred :Date:. Exist rE C4ct system: constr.i:tec. instated or see ec with e:asta:. 4 ACCJtions of les :tar .710shut re fee:. Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 10 • Supplemental Door and Glazing Oaening Schedule Location or Type of opening Opening size Indiv Area (sq.ft.) U -Value Qty. Combined Area UA value width height o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 o 0.00 0.00 SUB -TOTAL 0 0.00 0.00 Kent 1001-0856 2326 KING CO ERSF2012_INTERACTIVE PAGE 11 A. Abrous, Ph.D., P.E. HiLine Homes Page 1 of 23 • PLAN 2326-15 [pg = 30 psf, VULT = 140 mph, Exp. C, SDC D2] .,,PROJECT INFORMATION AND CRITERIA FILLI 1. PROJECT INFORMATION REVIEWED FOR CE OWNER/ADDRESS PATRICK KENT �++✓ir�.. vVfV1t"LU�� APPROVED SITE ADDRESS: TBD 57TH AVE S. TUKWILA, WA 98168 JUL 01 7016 JOB NUMBER: 1001-0856 1 • A9v a 2. STRUCTURAL DESIGNER INFORMATIO C[tf of Tukwila PUILDINC DIVISION ABDELOUAHAB (Wahab) ABROUS, Ph.D., P.E. HiLine Homes Design & Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: WabrousHiLinehomes.com Washington License No: 36110 Oregon License No: 81419PE Idaho License No: P-14132 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES EXTENT OF DESIGN RECEIVED DECEIVED Structural specifications CITY OF APR 01 2016 MAR TUKWILA PERMIT PUBLIC WORKS REFERENCE CODES AND STANDARDS / " 1)16 00(040 TUKWILA 10 2016 CENTER 2012 International Building Code (IBC) for Washington & 2014 Oregon Structural Specialy Code (OSSC) for Oregon 2012 International Residential Code (IRC) for Washington & 2014 Oregon Residential Specialy Code (ORSC) for Oregon 2005 National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2008 Edition) Revised 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT PROJECT INFORMATION AND DESIGN CRITERIA Printed 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes 4. DESIGN CRITERIA Page 2 of 23 GROUND SNOW LOAD: p9 = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10 (LIVE LOAD): pf = 25-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dwaii = 15-psf INTERIOR WALL DEAD LOAD: Dwall = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 110 -mph ASCE 7-10 ULTIMATE DESIGN WIND SPEED: 140 -mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500-psf MATERIAL SPECIFICATIONS: Framing Material: No. 2 Hem -Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148 -in 8d Nails Diameter: 0.131 -in Concrete Strength @ 28 -days: 3,000 -psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 11 Table C. Wind Design Criteria Page 12 Table D. Seismic Design Criteria Page 13 Table E. Wind Loads Page 14 Table F. Minimum Wind Loads Page 16 Table G. Seismic Loads Page 18 Table H. Controlling Shear Loads Page 20 Table I. Wind Shear Wall Loads Page 21 Table J. Seismic Shear Wall Loads Page 22 Table K. Roof Diaphragm Load Calculations Page 23 Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 3 of 23 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 2326. This two-story house is 2326-sf in area plus a two -car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low -Rise Building" method is used for determining wind loads. Wind design criteria are based on a 110 -mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads vvina ioaas ana overturning moments are caicuiatea in i aoie t for two ortnogonai directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring !nark Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 4 of 23 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7-10, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 5 of 23 ' TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS FOUNDATION ANCHORING SPECIFICATIONS (Wall Line C) Maximum Applied Shear per Tables I or J (Ib) 8,539 Wall length under maximum applied shear per Tables I or J (ft) 21 Minimum number of anchor bolts when installed at 24 -in o.c. minimum 2 anchors/mudsill 12 Maximum anchor bolt Load @ 72 -in o.c. minimum 2 anchors per mudsill (lb) 743 Basic allowable single shear for fastening 1.5 -in Hem -Fir framing to concrete with 1/2 -in dia. ASTM A307 bolts with minimum 6 -in embedment = 590 -lb per 2005 NDS Table 11E. Adjustment for 10 -minute wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944 -lb. 944 On wall line C, install 1/2 -in dia. ASTM A307 anchor bolts @ 48 -in o.c., minimum 7 -in embedment in concrete and maximum 12 -in from end of mudsills with minimum 2 anchors per mudsill. For all other areas, install 1/2 -in dia. ASTM A307 anchor bolts @ 72 -in o.c., minimum 7 -in embedment in concrete and maximum 12 -in from end of mudsills with minimum 2 anchors per mudsill. SHEAR WALL HOLD-DOWN SPECIFICATIONS UPPER LEVEL - HOUSE Wall Line B (Force Transfer Around Opening) Maximum overturning tension due to wind load per Table I (Ib) 515 Maximum overturning tension due to seismic load per Table J (Ib) 0 Maximum wind shear (V) per Table I or J (Ib) 1,870 Maximum seismic shear (V) per Table I or J (Ib) 1,236 Shear Wall Clear Height (ft) 8.0 Maximum Opening Height (ft) 2.0 Maximum Opening Width (ft) 4.5 Overall Wall Length (ft) 9.0 Width of each wall pier for a centered opening (ft) 2.25 Height of lower coupling beam between vertical end walls (ft) 5.00 Aspect ratio of wall (h/w) (OK per IBC if < 2) 0.88889 Aspect ratio of each wall pier (h/w) (OK per IBC if < 2) 0.88889 Unit wind shear on the vertical panels (lb/ft) 416 Unit seismic shear on the vertical panels (lb/ft) 275 Wind tension load for strap linking coupling beam to vertical wall (Ib) 1,264 Seismic tension load for strap linking coupling beam to vertical wall (lb) 989 Allowable tension load for Simpson CS14 Coiled Strap Tie when fastened with a total of (16) 10d nails (min 12 -in end length) is 1,245 -lb 2,490 NO HOLDOWNS needed at ends of wall. On each side of the panel, provide a Simpson CS14 Strap Tie using a minimum of 8-10d nails each side. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 6 of 23 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS LOWER LEVEL - HOUSE Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (Ib) 4,821 Maximum overturning tension due to seismic load per Table J (Ib) 2,602 Allowable Wind Tension Load for Simpson STHD14 Strap Ties at endwall location in 8 -in stem wall is 4,165 -lb 4,165 PVIVVVCIUIC JGI01111L. 1 GI ISIVI I LVCIU WI JIIIIilSVII J 1 I I✓ I•t .)LIdF! 1 IGS CIL CI IUVVCIII IVL.CILIUI 1 III 0-111 0LG111 VVQII W ...Willi - IM 3,500 Use standard garage portal detail by extending garage header across entire with of garage, per detail 2 on S5. Wall Line C Maximum overturning tension due to wind load per Table I (Ib) 3,822 Maximum overturning tension due to seismic load per Table J (Ib) 2,353 Allowable Wind Tension Load for Simpson STHD14 Strap Ties at corner location in 6 -in stem wall is 5,150 -lb 5,150 rkIIUVVQJL. UIG GISIIIIICIISIVII LVCIU WIJ�)1111LJII J ✓K JIG 1 11IN. I J CIL LAM 11C1 IV0M111L.CILIVII III V -I11 S111 WCIII IS J,VGJ- 3,695 Where shown on the plans, install Simpson STHD14 Strap Tie Holdowns in 2,500 -psi concrete and 6 -in minimum stem wall. Fasten STHD14s to 3 -in framing members with 30-16d sinkers. (total of 6 STHD14s) Wall Line 2 (Segmented Shear Wall Analysis - 8 -ft segment) Maximum overturning tension due to wind load per Table I (Ib) 1,184 Maximum overturning tension due to seismic load per Table J (Ib) 808 Allowable Wind Tension Load for Simpson STHD10 Strap Ties at corner location in 6 -in stem wall is 3,140 -lb 3,140 /%IIUWCIUIG JCI01111il I GI ISIVII LVCIU 1V1 ..)111 11.70011 J I I I✓ Ili JLI Op I ICJ CIL L.UII IGI IVI.:LIVI I III U-111 SLCIII VVQII IJ G,VPFV- IL-. 2,640 Where shown on the plans, install Simpson STHD10 Strap Tie Holdowns in 2,500 -psi concrete and 6 -in minimum stem wall. Fasten STHD1Os to 3 -in framing members with 30-16d sinkers. (total of 2 STHD10s) Wall Line 1 (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (Ib) 950 Maximum overturning tension due to seismic load per Table J (Ib) 655 Maximum wind shear (V) per Table I or J (Ib) 3,541 Maximum seismic shear (V) per Table I or J (Ib) 2,816 Shear Wall Clear Height (ft) 8.0 Maximum Opening Height (ft) 5.0 Percentage of Full -Height sheathing (%) 54.0 Ratio of Maximum Opening Height to Wall Clear Height 0.63 Shear Resistance Adjustment Factor (C0) per 2005 NDS Table 4.3.3.4 0.69 Sum of Perforated Shear Wall Segment Lengths (ft) 14 Design Wind Shear Capacity of Wall (Ib) - 4 -in o.c. 5,410 Design Seismic Shear Capacity of Wall (Ib) - 4 -in o.c. 3,864 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COZLi (Ib) 2,933 Anchorage Force for Wind Shear, v = V/COILi (Ib/ft) 367 Hold -Down Seismic Tension Load, T = Vh/COZLi (Ib) 2,332 Anchorage Force for Seismic Shear, v = V/COni (lb/ft) 291 Allowable Wind Tension Load for Simpson STHD10 Strap Ties at corner location in 6 -in stem wall is 3,140 -lb 3,140 'IIVVVGIG J UGISIIIII... 1 CI ISIUI I LUCIU IUJ I IIII�.JSV11 J 1 1 1✓ Ili JLICIp I IGJ CIL L.V1I IGI IVL.CILIVI 1111 V-111 SLGII I VVQ`+ II 1S G,VV- 2,640 Where shown on the plans, install Simpson STHD10 Strap Tie Holdowns in 2,500 -psi concrete and 6 -in minimum stem wall. Fasten STHD1Os to 3 -in framing members with 24-16d sinkers. (total of 2 STHD10s) Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 7 of 23 ' TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Wall Line E (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (Ib) 1,492 Maximum overturning tension due to seismic load per Table J (Ib) 688 Maximum wind shear (V) per Table I or J (Ib) 4,953 Maximum seismic shear (V) per Table I or J (Ib) 3,096 Shear Wall Clear Height (ft) 8.0 Maximum Opening Height (ft) 6.8 Percentage of Full -Height sheathing (%) 60.0 Ratio of Maximum Opening Height to Wall Clear Height 0.85 Shear Resistance Adjustment Factor (Co) per 2005 NDS Table 4.3.3.4 0.67 Sum of Perforated Shear Wall Segment Lengths (ft) 18 Design Wind Shear Capacity of Wall (Ib) - 4 -in o.c. 6,754 Design Seismic Shear Capacity of Wall (Ib) - 4 -in o.c. 4,824 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COFLi (Ib) 3,286 Anchorage Force for Wind Shear, v = V/COZLi (lb/ft) 411 Hold -Down Seismic Tension Load, T = Vh/COZLi (Ib) 2,054 Anchorage Force for Seismic Shear, v = V/COni (Ib/ft) 257 Allowable wind Tension Load for Simpson STHD10 Strap Ties at corner location is 3,140 -lb 3,140 Allowable seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640 -lb 2,640 Where shown on the plans, install Simpson STHD10 Strap Tie Holdowns in 2,500 -psi concrete and 6 -in minimum stem wall. Fasten STHD1Os to 3 -in framing members with 24-16d sinkers. (total of 2 STHD10s) SHEAR WALL SHEATHING SPECIFICATIONS All Wall Lines (Except Wall Lines A, C, E on main floor and B Upper Floor) Maximum resistive unit wind shear load per Table I (lb/ft) 235 Maximum resistive unit seismic shear load per Table J (lb/ft) 187 Basic allowable shear for wind loads = 785-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6 -in o.c. on edges., 12 -in o.c. in the field, & framing @ 16 -in o.c. per note 2. Adjustments 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-lb/ft. 365 Basic allowable shear for seismic loads = 560-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6 -in o.c. on edges, 12 -in o.c. in the field & framing @ 16 -in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(560) = 260-lb/ft. 260 Apply 7/16 -in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6 -in o.c. per standard specification. Wall Line B - Upper Floor & C, E Main Floor Maximum resistive unit wind shear load per Table I (lb/ft) 416 Maximum resistive unit seismic shear load per Table J (Ib/ft) 275 Basic allowable shear for wind loads = 1,205-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 4 -in o.c. on edges, 12 -in o.c. in the field, & framing @ 16 -in o.c. per Note 2. Framing on panel edges is 3 -in nominal. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(1,205) = 560-lb/ft. 560 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 23 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Basic allowable shear for seismic loads = 860-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 4 -in o.c. on edges, 12 -in o.c. in the field & framing @ 16 -in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(860) = 400-lb/ft. 400 Apply 7/16 -in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 4 -in o.c. per standard specification. Wall Line A - Garage Portals Maximum resistive unit wind shear load per Table I (lb/ft) 763 Maximum resistive unit seismic shear load per Table J (Ib/ft) 479 Basic allowable shear for wind loads = 1,540-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 3 -in o.c. on edges, 12 -in o.c. in the field, & framing @ 16 -in o.c. per Note 2. Framing on panel edges is 3 -in nominal. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(1,540) = 716-lb/ft. 716 Basic allowable shear for seismic loads = 1,100-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 3 -in o.c. on edges, 12 -in o.c. in the field & framing @ 16- in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(1,100) = 512-lb/ft. 512 Apply 7/16 -in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 3 -in o.c. per standard specification. SHEAR TRANSFER SPECIFICATIONS UPPER LEVEL - HOUSE All Wall Lines Fasten double top plates together with 10d nails @ 12 -in o.c. and 6 -in o.c. at splices. Overlap splices 4 -ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6 -in o.c. Lap bottom of Upper Level OSB panels 3/4 -in. onto Main Level wall top plates and fasten with 8d nails @ 6 -in o.c. per Floor -to -Floor Connection detail. Wall Lines A, 1 & 2 (Gables) Maximum applied unit wind shear per Table I (lb/ft) 107 Maximum applied unit seismic shear per Table J (Ib/ft) 89 Basic allowable load for 10d common nails fastened with 1.5 -in side members = 102 -lb per NDS Table 11N. Adjustment for 10 -minute wind/seismic loads = 1.6. Allowable load = (1.6)(102) = 163 -lb. 163 Allowable load for 10d common toenails @ 12 -in o.c. = (0.83)(1.6)(102) = 135-lb/ft. 135 Allowable load for 2-10d common toenails @ 16 -in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203-lb/ft. 203 Allowable load for seismic loads = 150-lb/ft per NDS Section 4.1.7 150 Fasten gable -end trusses to double top plates with 2-10d toenails @ 16 -in o.c. or 1-10d nail @ 8 -in o.c. Wall Lines B & E (Eaves) Maximum applied unit wind shear per Table I (Ib) 62 Maximum applied unit seismic shear per Table J (Ib/ft) 41 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 LOWER LEVEL - HOUSE and GARAGE Revised 1/15/2016 STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 9 of 23 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Fasten double top plates together with 10d nails @ 12 -in o.c. and 6 -in o.c. at splices. Overlap splices 4 -ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6 -in o.c. Lap bottom of Upper Level OSB panels 3/4 -in. onto Main Level wall top plates and fasten with 8d nails @ 6 -in o.c. per Floor -to -Floor Connection detail. Wall Lines C & D (Interior Shear Walls) Maximum applied unit wind shear per Table I (lb/ft) 285 Maximum applied unit seismic shear per Table J (lb/ft) 178 Allowable load for (2) 10d common toenails @ 12 -in o.c. = (2) (0.83)(12/12)(1.6)(102) = 270-lb/ft. 270 Joists must line up directly above wall to provide shear transfer. Fasten joists to top plate with (2) 10d nails at 12 -on o.c. ROOF DIAPHRAGM FRAMING SPECIFICATIONS Roof Sheathing Maximum applied unit wind shear per Table I (Ib/ft) 107 Maximum applied unit seismic shear per Table J (lb/ft) 89 Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per NDS Table 4.2B for 7/16 -in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = (0.50)(645/460) = 323230-lb/ft. 323/230 Allowable snow (live) load for 7/16 -in APA Span Rated 32/16 with supports @ 24 -in o.c. per APA Table 25 =, 40-psf 40 Allowable snow (live) load for 15/32 -in APA Span Rated 24/16 with supports @ 24 -in o.c. per APA Table 25 = 70-psf 70 Up to 40 psf ground snow load, install 7/16 -in unblocked APA Span Rated 24/16 (32/16) panels to engineered trusses @ 24 -in o.c. per IBC Case 1. Fasten with 8-d nails @ 6 -in o.c. on supported edges and 12 -in o.c. in the field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf ground snow load, use 15/32 -in panels instead. Beyond 70 psf ground snow load, use 19132 -in sheathing. Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6 -in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Table H (lb/ft) 272 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (lb/ft) 72 Basic allowable single shear for 10d common toenails with 1.5 -in thickness Hem -Fir side members = 135 Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) = 271-lb/ft. 271 Simpson H2.5A/H1 Seismic & Hurricane Tie lateral load resistance F2 = 110/140 -lb 110/140 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance F1 = 110/415 -lb 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271 -lb per truss end. Allowable load for 381 Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24 -in o.c. = (12/24)'`(380) = 190-lb/ft. 190 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 10 of 23 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Nail roof sheathing to blocking with 8d nails @ 6 -in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24 -in o.c. - fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (Ib). -196 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (Ib). -300 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (Ib). -532 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400 -lb for Hem -Fir framing. 520/400 Allowable uplift for H10 Seismic & Hurricane Ties = 850 -lb for Hem -Fir framing. 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85 -mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C = T = M/b = vrL2/b8 (Ib). 1,344 Allowable chord splice tension load for 10d nails @ 6 -in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6 -in o.c. Minimum splice length = 48 -in. on the main floor and @ 6 -in o.c. on the upper floor. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 23 TABLE B. BUILDING DATA Description Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) - 1st Fl. 50.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) - 1st Fl. 30.0 Exterior Walls Dead Load (psf) 15 Transverse Width of Building (ft) - 2"d Fl. 52.0 Partition Walls Dead Load (psf) 10 Longitudinal Length of Building (ft) - 2nd Fl. 30.0 Roof Slope (7/12) 0.58 Length of Gable -End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1.3 Roof Height (ft) 16.6 Maximum Truss Span (ft) 38.0 Mean Height (ft) 22.1 Maximum Height (ft) 27.7 MAIN FLOOR DIMENSIONS Wall Height (ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 100.0 Least horizontal Building Dimension, b (ft) 30.0 Longitudinal Exterior Walls Length (ft) 60.0 0.4 * Mean Building Height (ft) 8.8567 Total Exterior Walls Length (ft) 160.0 0.1 *b (ft) 3 Total Partitions Weight (Ib) - ASCE 7-10 12.7.2 9,810 End Zone Dimension, a (ft) 3.0 Adjusted End Zone Dimension, a (ft) 3.0 UPPER FLOOR DIMENSIONS Length of End Zone, 2a (ft) 6.0 Wall Height (ft) 8.8 Transverse Exterior Walls Length (ft) 104.0 BUILDING ENCLOSED AREA Longitudinal Exterior Walls Length (ft) 60.0 Building Enclosed Area (sf) - 1st Floor 981.0 Total Exterior Walls Length (ft) 164.0 Building Enclosed Area (sf) - 2nd Floor 1,345.0 Total Partitions Weight (Ib) - ASCE 7-10 12.7.2 13,450 Garage Enclosed Area (sf) 440.0 Total Main Floor Area (sf) 1,421.0 SNOW DATA Maximum Ground Snow Load, p9 (psf) Assumed 30.0 Exposure Factor, Ce ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal Factor, Ct ASCE 7-10 Table 7-3, for Residences 1.2 Snow Importance Factor, IS ASCE 7-10 Table 1.5-2, for Category II 1.0 Slope Factor, CS ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf (psf) ASCE 7-10 Equation 7.3-1, pf = 0.7 Ce Ct IS pg 25.2 Note: to the ridge line and longitudinal length parallel to the ridge line. Transverse Width is measured perpendicular Revised BUILDING DATA Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 23 TABLE C. WIND DESIGN CRITERIA Description Value WIND DESIGN CRITERIA Basic Wind Speed Vas (mph) 110 ASCE 7-10 Design Wind Speed (mph) 140 Wind Exposure Category C Simplified Procedure per ASCE 7-10 28.5 Yes Exposure & Height Factor, A (1st Floor) 1.21 Exposure & Height Factor, A (2nd Floor) 1.29 Topographical Factor, K:t 1.00 DESIGN WIND PRESSURES (psf) TRANSVERSE DIRECTION (CASE A) A - End Zone of Wall B - End Zone of Roof C - Interior Zone of Wall Description MAIN FLOOR TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Transverse Zones A & B Width (ft) Transverse Zones C & D Width (ft) Transverse Zones A & C Height (ft) Transverse Zones B & D Height (ft) Value 6.0 24.0 7.8 0.0 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 35.0 Longitudinal Zone C Width (ft) 23.9 Longitudinal Zone A Height (ft) 27.8 Longitudinal Zone C Height (ft) D - Interior Zone of Roof 19.1 E - End Zone of Windward Roof F - End Zone of Leeward Roof G - Interior Zone of Windward Roof H - Interior Zone of Leeward Roof Eo - End Zone of Windward OVHG Roof Go - Interior Zone of Windward OVGH Roof LONGITUDINAL DIRECTION (CASE B) A - End Zone of Wall B - End Zone of Roof C - Interior Zone of Wall D - Interior Zone of Roof E - End Zone of Windward Roof 6.0 44.0 7.8 7.8 2.7 UPPER FLOOR -21.2 TRANSVERSE BUILDING ZONE DATA 0.9 Horizontal Wind Force Loading -18.2 Transverse Zones A & B Width (ft) -12.3 Transverse Zones C & D Width (ft) -14.0 Transverse Zones A & C Height (ft) Transverse Zones B & D Height (ft) 31.1 Vertical Wind Force Loading -16.1 Transverse Roof Zones E & F Width (ft) 20.6 Transverse Roof Zones G & H Width (ft) -9.6 Transverse Roof Zones E & F Length (ft) -37.3 Transverse Roof Zones G & H Length (ft) F - End Zone of Leeward Roof -21.2 G - Interior Zone of Windward Roof 6.0 24.0 8.8 11.1 6.0 24.0 26.0 26.0 -26.0 LONGITUDINAL BUILDING ZONE DATA H - Interior Zone of Leeward Roof Eo - End Zone of Windward OVHG Roof Go - Interior Zone of Windward OVGH Roof -16.4 Horizontal Wind Force Loading -52.3 Longitudinal Zone A Width (ft) -40.9 Longitudinal Zone C Width (ft) Longitudinal Zone A Height (ft) Longitudinal Zone C Height (ft) Vertical Windforce Loading Longitudinal Roof Zones E & F Width (ft) Longitudinal Roof Zones G & H Width (ft) Longitudinal Roof Zones E & G Length (ft) Longitudinal Roof Zones F & H Length (ft) 6.0 46.0 10.6 17.1 6.0 46.0 15.0 15.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised 1/15/2016 WIND DESIGN CRITERIA Printed Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 23 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 II Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2009 IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, SOS (g) 2009 IRC Table R301.2.2.1.1, for SDC D2 1.170 Mapped MCE Long Period Acceleration, SM, (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.2 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 22.1 Building Period, Ta = CM3/4 (sec) ASCE Standard 7-10, Section 12.8.2.1 0.204 Site Long Design Period Acceleration, SO, (g) ASCE Standard 7-10, 11.4.4, SO, = 2/3SM, 0.400 To = 0.2*SD,/SDS (sec) ASCE Standard 7-10, Section 11.4.5 0.068 Ts = SD,/SDS (sec) ASCE Standard 7-10, Section 11.4.5 0.342 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: CS = SDS*le/R ASCE Standard 7-10, Section 12.8.1.1 0.180 Revised SEISMIC DESIGN CRITERIA Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 . A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 23 TABLE E. WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (Ib) Moment Arm (ft) Moment (ft -Ib) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 35.0 6.0 8.8 52.8 2,384 12.2 29,084 Transverse Roof Zone B 23.9 6.0 11.1 66.5 2,050 16.6 34,034 Transverse Wall Zone C 27.8 24.0 8.8 211.2 7,574 12.2 92,403 Transverse Roof Zone D 19.1 24.0 11.1 266.0 6,554 16.6 108,796 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 13,583 264,318 CONVERT TO ALLOWABLE STRESS DESIGN 8,150 158,591 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 35.0 6.0 7.8 46.8 1,982 3.9 7,730 Transverse Roof Zone B 23.9 6.0 0.0 0.0 0 7.8 0 Transverse Wall Zone C 27.8 24.0 7.8 187.2 6,297 3.9 24,558 Transverse Roof Zone D 19.1 24.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 9,118 32,288 CONVERT TO ALLOWABLE STRESS DESIGN 5,471 19,373 TOTAL STRENGTH LEVEL TRANSVERSE LATERAL FORCE/MOMENT 22,702 296,606 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 13,621 177,963 ROOF Vertical Wind Loads Transverse Roof Zone E 2.7 6.0 26.0 156.0 510 39.0 -19,876 Transverse Roof Zone F -21.2 6.0 26.0 156.0 -4,002 13.0 52,022 Transverse Roof Zone G 0.9 24.0 26.0 624.0 680 39.0 -26,502 Transverse Roof Zone H -18.2 24.0 26.0 624.0 -13,742 13.0 178,642 Roof Overhang Zone E -12.3 6.0 1.3 8.0 -119 52.7 6,255 Roof Overhang Zone F -21.2 6.0 1.3 8.0 -205 -0.7 -136 Roof Overhang Zone G -14.0 24.0 1.3 31.9 -541 52.7 28,477 Roof Overhang Zone H -18.2 24.0 1.3 31.9 -703 -0.7 -467 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -18,121 218,415 CONVERT TO ALLOWABLE STRESS DESIGN -10,873 131,049 Total Overturning Moment Due to Transverse Wind Loading (ASD) 150,422 Unit Uplift on Building (psf) -11.1 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.0 10.6 63.3 2,540 13.1 33,204 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 16.6 0 Longitudinal Wall Zone C 20.6 46.0 17.1 788.6 20,957 16.4 343,112 Longitudinal Wall Zone D 0.0 46.0 0.0 0.0 0 16.6 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 17,059 376,317 CONVERT TO ALLOWABLE STRESS DESIGN 10,235 225,790 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.0 7.8 46.8 1,761 3.9 6,868 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.6 46.0 7.8 358.8 8,943 3.9 34,879 Longitudinal Wall Zone D 0.0 46.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 11,790 41,748 CONVERT TO ALLOWABLE STRESS DESIGN 7,074 25,049 Revised 1/15/2016 WIND LOADS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 . A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 23 TOTAL STRENGTH LEVEL LONGITUDINAL LATERAL FORCE/MOMENT 28,849 418,065 TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 17,309 250,839 ROOF Vertical Wind Loads Longitudinal Roof Zone E -37.3 6.0 15.0 90.0 -4,062 22.5 91,394 Longitudinal Roof Zone F -21.2 6.0 15.0 90.0 -2,309 7.5 17,315 Longitudinal Roof Zone G -26.0 46.0 15.0 690.0 -21,707 22.5 488,417 Longitudinal Roof Zone H -16.4 46.0 15.0 690.0 -13,692 7.5 102,693 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 30.5 11,581 Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77 Roof Overhang Zone G -40.9 46.0 1.0 46.0 -2,276 30.5 69,433 Roof Overhang Zone H -16.4 46.0 1.0 46.0 -913 -0.5 -456 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -45,493 780,453 CONVERT TO ALLOWABLE STRESS DESIGN -27,296 468,272 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 493,321 Unit Uplift on Building (psf) -27.8 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 . A. Abrous, Ph.D., P.E. HiLine Homes Page 16 of 23 TABLE F. MINIMUM WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft -Ib) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 8.8 52.8 845 12.2 10,307 Transverse Roof Zone B 8.0 6.0 11.1 66.5 532 16.6 8,831 Transverse Wall Zone C 16.0 24.0 8.8 211.2 3,379 12.2 41,226 Transverse Roof Zone D 8.0 24.0 11.1 266.0 2,128 16.6 35,325 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 4,772 95,689 CONVERT TO ALLOWABLE STRESS DESIGN 2,863 57,413 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Transverse Wall Zone C 16.0 24.0 7.8 187.2 2,995 3.9 11,681 Transverse Roof Zone D 8.0 24.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 3,984 14,602 CONVERT TO ALLOWABLE STRESS DESIGN 2,390 8,761 TOTAL STRENGTH LEVEL TRANSVERSE LATERAL FORCE/MOMENT 8,756 110,290 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 5,254 66,174 ROOF Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 26.0 156.0 0 39.0 0 Transverse Roof Zone F 0.0 6.0 26.0 156.0 0 13.0 0 Transverse Roof Zone G 0.0 24.0 26.0 624.0 0 39.0 0 Transverse Roof Zone H 0.0 24.0 26.0 624.0 0 13.0 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 52.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 24.0 1.3 31.9 0 52.7 0 Roof Overhang Zone H 0.0 24.0 1.3 31.9 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 8,761 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 10.6 63.3 1,013 13.1 13,242 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 16.6 0 Longitudinal Wall Zone C 16.0 46.0 17.1 788.6 12,618 16.4 206,585 Longitudinal Wall Zone D 8.0 46.0 0.0 0.0 0 16.6 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 9,970 219,828 CONVERT TO ALLOWABLE STRESS DESIGN 5,982 131,897 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 46.0 7.8 358.8 5,741 3.9 22,389 Longitudinal Wall Zone D 8.0 46.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 6,906 25,309 CONVERT TO ALLOWABLE STRESS DESIGN 4,143 15,186 Revised 1/15/2016 MINIMUM WIND LOADS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 23 TOTAL STRENGTH LEVEL LONGITUDINAL LATERAL FORCE/MOMENT 16,876 245,137 TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 10,125 147,082 ROOF Vertical Wind Loads Longitudinal Roof Zone E -37.3 6.0 15.0 90.0 -4,062 22.5 91,394 Longitudinal Roof Zone F -21.2 6.0 15.0 90.0 -2,309 7.5 17,315 Longitudinal Roof Zone G -26.0 46.0 15.0 690.0 -21,707 22.5 488,417 Longitudinal Roof Zone H -16.4 46.0 15.0 690.0 -13,692 7.5 102,693 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 30.5 11,581 Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77 Roof Overhang Zone G -40.9 46.0 1.0 46.0 -2,276 30.5 69,433 Roof Overhang Zone H -16.4 46.0 1.0 46.0 -913 -0.5 -456 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -45,493 780,453 CONVERT TO ALLOWABLE STRESS DESIGN -27,296 468,272 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 483,457 Unit Uplift on Building (psf) -27.8 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 . A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 23 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS Building Component Load (psf) Height/ Width (ft) Length (ft) Area (sf) Seismic Weight (Ib) UPPER LEVEL SEISMIC LOADS Roof Diaphragm & Ceiling 15.0 1,345 20,175 20% of Flat Roof Snow Load > 30-psf 0.0 1,345 0 One -Half Exterior Walls 15.0 164.0 8.8 1,443 10,824 One -Half Partitions 10.0 1,345 6,725 Upper Level Dead Load for Restoring Moment (lb -ft) 55,273 Roof Diaphragm Tributary Dead Load (Ib) 37,724 MAIN LEVEL SEISMIC LOADS Upper Level Floor Diaphragm 10.0 1,421 14,210 One -Half Exterior Walls 15.0 160.0 7.8 1,248 9,360 One -Half Partitions 10.0 1,421 7,105 Main Level Dead Load for Restoring Moment (lb -ft) 47,140 Main Floor Diaphragm Tributary Dead Load (Ib) 48,224 TOTAL DEAD LOAD FOR ENTIRE BUILDING (Ib) TOTAL TRIBUTARY SEISMIC LOAD FOR ENTIRE BUILDING (Ib) TOTAL BASE SHEAR FOR BUILDING (Ib) 102,413 85,948 15,471 VERTICAL DISTRIBUTION OF SEISMIC FORCES Story wX hX wXhX wXhX/iwxhx FX (SL) F,, (ASD) Roof - R 37,724 16.6 626,218 0.62 9,665 6,766 2nd Floor 48,224 7.8 376,147 0.38 5,806 4,064 1st Floor 0 Total Dead Load (both floors) SUM 85,948 1,002,366 1.00 15,471 10,829 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force (Ib) Dist. (ft) Moment (ft-lb) Roof Diaphragm & Ceiling 4,588 16.6 76,161 Upper Level Floor Diaphragm 10,829 7.8 84,470 Total Dead Load (both floors) 102,413 26.0 2,662,738 Total Moment Due to Transverse Seismic Forces 160,630 Total Moment Due to Transverse Wind Forces 150,422 Total Overturning Moment in Transverse Loading 160,630 Total Restoring Moment in Transverse Loading 2,662,738 6/10 of Total Restoring Moment in Transverse Loading 1,597,643 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Revised 1/15/2016 SEISMIC LOADS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 19 of 23 Building Component Force (Ib) Dist. (ft) Moment (ft -Ib) Roof Diaphragm & Ceiling 4,588 16.6 76,161 Upper Level Floor Diaphragm 10,829 7.8 84,470 Total Dead Load (both floors) 102,413 15.0 1,536,195 Total Moment Due to Longitudinal Seismic Forces 160,630 Total Moment Due to Longitudinal Wind Forces 493,321 Total Restoring Moment in Longitudinal Loading 493,321 Total Restoring Moment in Longitudinal Loading 1,536,195 6/10 of Total Restoring Moment in Longitudinal Loading 921,717 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 20 of 23 TABLE H. CONTROLLING SHEAR LOADS Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 13,621 17,309 8,150 10,235 ASD Minimum Wind Load (Ib) 5,254 10,125 2,863 5,982 ASD Controlling Wind Load (Ib) 13,621 17,309 8,150 10,235 ASD Seismic Diaphragm Load (Ib) 10,829 10,829 6,766 6,766 Nature of Controlling Load WIND WIND WIND WIND ASD Maximum wind/seismic load (Ib) 13,621 17,309 8,150 10,235 NOTE: ASD = ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 1/15/2016 Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT 3/30/2016 . A. Abrous, Ph.D., P.E. HiLine Homes Page 21 of 23 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Upper Floor Wall Identification 1 2 Check 1 2 Check Wall Type OSB OSB Total OSB OSB Total Tributary Load Distance (ft) 15.00 15.00 30.00 15.00 15.00 30.00 Tributary Load Fraction 0.500 0.500 1.000 0.500 0.500 1.0 Applied Shear (lb) 6,811 6,811 13,621 4,075 4,075 8,150 Wall Length (ft) 50.0 41.0 50.0 38.0 Applied Unit Shear (lb/ft) 136 166 81 107 Shear Wall Length (ft) 37.0 29.0 41.5 31.0 Resistive Unit Shear (lb/ft) 184 235 98 131 Shear Wall Height (ft) 7.8 7.8 8.0 8.0 Unit DL on Wall (lb/ft) 270 270 150 150 0.60*[Unit DL on Wall] (lb/ft) 162 162 90 90 Max. Hold -Down 6.0 -ft SW (lb) 950 Max. Hold -Down 8.0 -ft SW (Ib) 788 1,184 426 Max. Hold -Down 12.5 -ft SW (Ib) 489 Max. Hold -Down 14.0 -ft SW (Ib) 156 Max. Hold -Down 18.5 -ft SW (Ib) 219 Max. Hold -Down 19.5 -ft SW (Ib) -92 Max. Hold -Down 21.0 -ft SW (Ib) 131 Max. Hold -Down 23.0 -ft SW (Ib) -427 LONGITUDINAL LOADS Floor Level Main Floor Level Upper Floor Wall Identification A C E Check A' B(#) C D E Check Wall Type OSB OSB OSB Total OSB OSB OSB OSB OSB Total Tributary Load Distance (ft) 10.5 25.0 14.5 50.0 8.0 9.5 8.0 15.5 11.0 52.0 Tributary Load Fraction 0.210 0.500 0.290 1.000 0.154 0.183 0.154 0.298 0.212 1.0 Applied Shear (Ib) 3,817 8,539 4,953 17,309 1,575 1,870 1,575 3,051 2,165 10,235 Wall Length (ft) 21.0 30.0 30.0 21.0 30.0 30.0 30.0 30.0 Applied Unit Shear (Ib/ft) 182 285 165 75 62 52 102 72 Shear Wall Length (ft) 5.0 17.0 18.0 13.0 4.5 18.0 28.0 21.0 Resistive Unit Shear (Ib/ft) 763 502 275 121 416 87 109 103 Shear Wall Height (ft) 7.8 7.8 7.8 8.0 8.0 8.0 8.0 8.0 Unit Wall DL (Ib/ft) 1512 80 545 210 425 80 80 425 0.6*[Unit DL on Wall] (lb/ft) 907 48 327 126 255 48 48 255 Max. Hold -Down 2.5 -ft SW (Ib) 4,821 Max. Hold -Down 4.0 -ft SW (Ib) 3,822 1,492 Max. Hold -Down 5.0 -ft SW (Ib) 1,329 187 Max. Hold -Down 6.0 -ft SW (Ib) 3,774 556 728 Max. Hold -Down 6.5 -ft SW (Ib) 560 Max. Hold -Down 7.0 -ft SW (Ib) 3,750 Max. Hold -Down 9.0 -ft SW (Ib) 1,002 515 656 Max. Hold -Down 11.0 -ft SW (lb) -578 Max. Hold -Down 12.0 -ft SW (Ib) 412 Max. Hold -Down 13.0 -ft SW (Ib) 560 B(#) Force transfer around opening method Revised 1/15/2016 WIND SHEAR LOADS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 22 of 23 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Upper Floor Wall Identification 1 2 Check 1 2 Check Wall Type OSB OSB Total OSB OSB Total Tributary Load Distance (ft) 15.00 15.00 30.00 15.00 15.00 30.00 Tributary Load Fraction 0.500 0.500 1.000 0.500 0.500 1.0 Applied Shear (Ib) 5,415 5,415 10,829 3,383 3,383 6,766 Wall Length (ft) 50.0 41.0 50.0 38.0 Applied Unit Shear (lb/ft) 108 132 68 89 Shear Wall Length (ft) 37.0 29.0 41.5 31.0 Resistive Unit Shear (lb/ft) 146 187 82 109 Shear Wall Height (ft) 7.8 7.8 8.0 8.0 Unit DL on Wall (Ib/ft) 270 270 150 150 0.60*[Unit DL on Wall] (lb/ft) 162 162 90 90 Max. Hold -Down 6.0 -ft SW (Ib) 655 Max. Hold -Down 8.0 -ft SW (lb) 493 808 292 Max. Hold -Down 12.5 -ft SW (Ib) 310 Max. Hold -Down 14.0 -ft SW (Ib) 22 Max. Hold -Down 18.5 -ft SW (Ib) 40 Max. Hold -Down 19.5 -ft SW (Ib) -225 Max. Hold -Down 21.0 -ft SW (Ib) -245 Max. Hold -Down 23.0 -ft SW (Ib) -722 LONGITUDINAL LOADS Floor Level Main Floor Level Upper Floor Wall Identification A C E Check A' B(#) C D E Check Wall Type OSB OSB OSB Total OSB OSB OSB OSB OSB Total Tributary Load Distance (ft) 10.5 25.0 14.5 50.0 8.0 9.5 8.0 15.5 11.0 52.0 Tributary Load Fraction 0.210 0.500 0.290 1.000 0.154 0.183 0.154 0.298 0.212 1.0 Applied Shear (Ib) 2,395 5,338 3,096 10,829 1,041 1,236 1,041 2,017 1,431 6,766 Wall Length (ft) 21.0 30.0 30.0 21.0 30.0 30.0 30.0 30.0 Applied Unit Shear (lb/ft) 114 178 103 50 41 35 67 48 Shear Wall Length (ft) 5.0 17.0 18.0 13.0 4.5 18.0 28.0 21.0 Resistive Unit Shear (lb/ft) 479 314 172 80 275 58 72 68 Shear Wall Height (ft) 7.8 7.8 7.8 8.0 8.0 8.0 8.0 8.0 Unit Wall DL (lb/ft) 1512 80 545 210 425 80 80 425 0.6*[Unit DL on Wall] (lb/ft) 907 48 327 126 255 48 48 255 Max. Hold -Down 2.5 -ft SW (Ib) 2,602 Max. Hold -Down 4.0 -ft SW (lb) 2,353 688 Max. Hold -Down 5.0 -ft SW (Ib) 524 -92 Max. Hold -Down 6.0 -ft SW (Ib) 2,305 319 432 Max. Hold -Down 6.5 -ft SW (Ib) 231 Max. Hold -Down 7.0 -ft SW (lb) 2,281 Max. Hold -Down 9.0 -ft SW (Ib) 197 -49 360 Max. Hold -Down 11.0 -ft SW (Ib) -857 Max. Hold -Down 12.0 -ft SW (Ib) 175 Max. Hold -Down 13.0 -ft SW (Ib) 264 B(#) Force transfer around opening method Revised 1/15/2016 SEISMIC SHEAR LOADS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 A. Abrous, Ph.D., P.E. HiLine Homes Page 23 of 23 ' TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (Ib) Calculation V = 13,621 Diaphragm Span (ft) Design Drawings b = 38 Diaphragm Length (ft) Design Drawings L = 30.0 Diaphragm Unit Shear (lb/ft) Calculation w = V/Length = 454 Diaphragm Maximum Moment (ft -lb) Calculation M = wL2/8 = 51,079 Diaphragm Chord Force (Ib) Calculation C = T = M/b = 1,344 Allowable Nail Load (Ib) NDS Table 11N H -F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10 -minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F = 1.6FNa„ 163.2 Minimum Number of Nails Required At Splices Calculation NN -Min = CIFA 8.2 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Lspiice = SNN-Min 43.4 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (Ib) Calculation 10d @ 6 -in o.c. 1,469 Cross Sectional Area of Shear Wall Chords (in2) Design Drawings Achord = 2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fcit = C/A = T/A 81 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem -Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem -Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 38.0 Tributary Area to Truss Connection (sf) Trusses @ 24 -in o.c. A = 2b/2 = b 38.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(0.6*(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6*(27.4+19.1)] x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)] x 1.21 -23.0 Maximum Wind Uplift Load At Connection (Ib) 85 mph, Exp. C Fup = pA -538 Maximum Wind Uplift Load At Connection (Ib) 95 mph, Exp. C Fup = pA -642 Maximum Wind Uplift Load At Connection (Ib) 110 mph, Exp. C Fup = pA -874 Roof Unit Dead Load, wd, (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) FDL =0.6 wdIA 342 Net Load to Truss Connection (Ib) 85 mph, Exp. C FNet = Fup + FDL -196 Net Load to Truss Connection (Ib) 95 mph, Exp. C FNet = Fup + FDL -300 Net Load to Truss Connection (Ib) 110 mph, Exp. C FNet = Fup + FDL -532 Allowable Uplift for Simpson H10 Clip (Ib) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (Ib) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip (Ib) SPF/Hem-Fir with 160% Increase 400 Revised 1/15/2016 ROOF DIAPHRAGM CALCULATIONS Plan 2326-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_KENT Printed 3/30/2016 Project: PI AN 2326 - KENT RESIDENCE Location: 4x8 D.F.#2 Upper Fllor Headers - Typical Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 62.4% Controlling Factor: Moment Location: 3-10x7-1/2" GLB Rear Wall Headers Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 33.7% Controlling Factor: Moment Location: 4x10 D.F.#2 Main Floor Headers - Typical Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 68.6% Controlling Factor: Moment Location: 3-1/2"x12" GLB Garage Header Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.51N x 12.0 IN x 16.0 FT 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 17.5% Controlling Factor: Deflection Location: 5-1/4"x11-7/8" PSL Upper Floor Beam Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5.25 IN x 11.875 IN x 21.0 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 38.3% Controlling Factor: Deflection Location: 3-1/2"x11-7/8" LSL Upper Floor Beam Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 11.875 IN x 9.0 FT 1.5E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 70.5% Controlling Factor: Deflection Location: 3-1/2"x11-7/8" LSL Upper Floor Beam Near Opening Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 INx11.875INx7.0FT 1.5E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 297.2% Controlling Factor: Moment Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373' StruCalc Version 8.0.113.0 1/20/2016 3:21:15 PM Location: 1-3/4"x11-7/8" LSL Upper Floor Beam - Typical Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 1.75 IN x 11.875 IN x 9.0 FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 54.4% Controlling Factor: Moment REV COMP NCE FOR CODE APPROVED JUL 01 2416 Ca BUILD f Tukwila G DIVISION RECEIVED CITY OF TUKWILA MAR 1 0 2016 PERMIT CENTER page of Project: PLAN 2326 - KENT RESIDENCE Location: 4x8 D.F.#2 Upper Fllor Headers - Typical Multi=Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 62.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN L/2430 Dead Load 0.01 in Total Load 0.03 IN L/1610 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1220 lb 1220 lb 621 lb 621 lb 1841 lb 1841 lb 0.84 in 0.84 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. l to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Fv = 180 psi Fv' _ ,180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1841 ft -lb 2.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1841 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 18.88 in3 30.66 in3 Area (Shear): 15.34 in2 25.38 in2 Moment of Inertia (deflection): 16.57 in4 111.15 in4 Moment: 1841 ft -lb 2989 ft -lb Shear: -1841 lb 3045 lb Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page /of LOADING DIAGRAM A 4ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 610 plf 305 plf 6 plf 921 plf NOTES LOADING DIAGRAM w rffit ... % . �y.�'� ^"� s; _` ; &' '-'.LC`-. e�a --,;.. +rv� LtY''�• A Oft-El- B VMD VMD DIAGRAM — 2000 1000 Shear (Ibs) 0 1841 lbs@Oft -1000• -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.03 -0.01 Deflection (in) 0 - -.. -1841lbs @4ft 1841 ft -lbs @ 2 ft 0.01 0.03 003in@2ft A 4 f — Project: PLAN 2326 - KENT RESIDENCE Location: 3-1/2"x7-1/2" GLB Rear Wall Headers Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 33.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.09 IN L/841 Dead Load 0.06 in Total Load 0.14 IN L/501 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1950 lb 1950 lb 1322 lb 1322 lb 3272 lb 3272 lb 1.44 in 1.44 in j3EAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.06 Notch Depth 0.00 Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page 0 LOADING DIAGRAM MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc - = 650 psi Fc - = 650 psi Controlling Moment: 4908 ft -lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3272 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 24.54 in3 32.81 in3 Area (Shear): 18.52 in2 26.25 in2 Moment of Inertia (deflection): 58.89 in4 123.05 in4 Moment: 4908 ft -lb 6563 ft -lb Shear: 3272 lb 4638 lb UNIFORM LOADS Center Uniform Live Load 650 plf Uniform Dead Load 435 plf Beam Self Weight 6 plf Total Uniform Load 1091 plf NOTES GOADING DIAGRAM 6ft B VMD DIAGRAM 4000 2000 — Shear (Ibs) 0 -2000 - -4000 5000 2500 Moment (ft -Ib) 0 -2500 -5000 -0.2 -0.1 — Deflection (in) 0 0.1- 0.2- 3272 lbs @ 0 ft -3272 lbs @ 6 ft 4908 ft -lbs 3 ft 0.144 in@3ft A A 6ft B Project: PLAN 2326 - KENT RESIDENCE Location: 4x10 D.F.#2 Main Floor Headers - Typical Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 68.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2534 Dead Load 0.02 in Total Load 0.05 IN L/1541 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1080 lb 1080 lb 696 lb 696 lb 1776 lb 1776 lb 0.81 in 0.81 in k3EAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc - = 625 psi Fc - -L' = 625 psi Controlling Moment: 2664 ft -lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1776 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 29.6 in3 49.91 in3 Area (Shear): 14.8 int 32.38 in2 Moment of Inertia (deflection): 35.96 in4 230.84 in4 Moment: 2664 ft -lb 4492 ft -lb Shear: -1776 lb 3885 lb Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page of LOADING DIAGRAM Eft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 360 plf 225 plf 7 plf 592 plf NOTES. LOADING DIAGRAM w A 6ft B VMD DIAGRAM 2000 1000 Shear (lbs) 0 1776 lbs @ O ft -1000 -2000 3000 1500 Moment (ft -lb) 0 -1776 lbs @ 6 ft 2664 ft -lbs @ 3 ft -1500 -3000 -0.05 -0.02 — Deflection (in) 0 i 0.02 — 0.05 A 0.047 in@aft A 6ft B Project: PtrAN 2326 - KENT RESIDENCE Location: 3-1/2"x12" GLB Garage Header Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.51N x 12.0 IN x 16.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 17.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.36 IN L/537 Dead Load 0.32 in Total Load 0.68 IN L/282 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1760 lb 1760 lb 1593 lb 1593 lb 3353 lb 3353 lb 1.47 in 1.47 in BEAM DATA Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.32 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.00 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = 1800 Min. Mod. of Elasticity: E_min = 930 Comp. 1 to Grain: Fc - = 650 Adjusted psi Controlled by: psi Fb' = 2400 psi 265 psi Fv' = 265 psi ksi ksi psi E' = 1800 E_min' = 930 Fc -1' = 650 Controlling Moment: 13411 ft -lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3353 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 67.06 in3 84 in3 Area (Shear): 18.98 in2 42 in2 Moment of Inertia (deflection): 429.09 in4 504 in4 Moment: 13411 ft -lb 16800 ft -lb Shear: 3353 lb 7420 lb ksi ksi psi Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page of LOADING DIAGRAM 16ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 220 plf 190 plf 9 plf 419 plf NOTES ;_OADING DIAGRAM A 16 ft B VMD DIAGRAM 4000 2000,— Shear (lbs) 000Shear(Ibs) 0 3353 lbs @ 0 ft -2000 -4000 20000 10000 Moment (ft -Ib) 0 -3353 lbs @ 16 ft 13411 ft -lbs @ 8 ft -10000 -20000 -0.7 -0.35 Deflection (in) 0 0.7 0.681 in@8ft A 16ft 6 Project: PLAN 2326 - KENT RESIDENCE Location: 5-1/4"x11-7/8" PSL Upper Floor Beam Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5.25 IN x 11.875 IN x 21.0 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 38.3% Controlling Factor: Deflection PEFLECTIONS Center Live Load 0.36 IN L/703 Dead Load 0.15 in Total Load 0.51 IN L/498 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A 1260 lb 1260 lb 520 lb 520 lb 1780 lb 1780 lb 0.45 in 0.45 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 21 ft 0 ft 21 ft 1.00 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc - = 750 psi Fc - - -' = 750 psi Controlling Moment: 9343 ft -lb 10.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1780 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 38.61 in3 123.39 in3 Area (Shear): 9.2 in2 62.34 in2 Moment of Inertia (deflection): 529.65 in4 732.62 in4 Moment: 9343 ft -lb 29854 ft -lb Shear: 1780 lb 12053 lb Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page /of LOADING DIAGRAM 21 ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Cen er 120 plf 30 plf 19 plf 169 plf NOTES ,FADING DIAGRAM L• w € ` : .,3M ., .- ,i3"xat' Aid Tt'a-; %'� n r ', r fir£ r�"«:; ' •'' ' 7:=r .' a ^rz£. .apt& x° "s? '- ,r ri 'irF 6 ° 4 n� E� 'I ala 6u'r* .,14y, p _- '.., -A` 21 ft -B VMD I AGRAM 2000 10001 Shear (lbs) 0 1780 lbs @ 0 ft , -1000 -2000....- -1780 lbs @ 21 ft 10000 9343 ft-lbs @ 10 ft '.. 5000...-- Moment (ft-lb) 0 - -5000 -10000 -0.6 -0.3 Deflection (in) 0 0.3 0.6 0.506 in@10.5ft A 21 ft -B Project: PLAN 2326 - KENT RESIDENCE Location: 3-1/2"x11-7/8" LSL Upper Floor Beam Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5lNx 11.875INx9.0 FT 1.5E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 70.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.13 IN L/818 Dead Load 0.04 in Total Load 0.17 IN L/634 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load Dead Load Total Load Bearing Length 2948 lb 2948 lb 859 lb 859 lb 3807 lb 3807 lb 1.45 in 1.45 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 9 ft 0 ft 9 ft 1.00 0.00 MATERIAL PROPERTIES 1.5E Timberstrand LSL - iLevel Trus Joist Base Values Bending Stress: Fb = 2250 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 400 psi Cd=1.00 Modulus of Elasticity: E = 1500 ksi Comp. 1 to Grain: Fc - I = 750 psi Adjusted Fb' = 2252 psi Fv' = 400 psi E' = 1500 ksi Fc -1' = 750 psi Controlling Moment: 8566 ft -lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3807 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 45.64 in3 82.26 in3 Area (Shear): 14.28 in2 41.56 in2 Moment of Inertia (deflection): 286.45 in4 488.41 in4 Moment: 8566 ft -lb 15438 ft -lb Shear: 3807 lb 11083 lb Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page of LOADING DIAGRAM 9ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 655 plf 178 plf 13 plf 846 plf .NOTES LOADING DIAGRAM w ' ar",i"_ n:i ��§w1a urs fr (a r�; x� k!rw1 F ' ,o =r 9 f B VMD DIAGRAM B 4000 — 2000 Shear (lbs) 0- -2000 - -4000— 9000 J 4500. Moment (ft -Ib) 0 3807 lbs @ O ft -3807 lbs @ 9 ft 8566 ft -lbs @ 4 ft - t -4500 -9000 -0.2� -0.1— Deflection (in) 0 0.1— 0.2 0.132 in @ 4.5 ft A 9ft Project: PLAN 2326 - KENT RESIDENCE Location: 3-1/2"x11-7/8" LSL Upper Floor Beam Near Opening Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 INx11.875INx7.0FT 1.5E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 297.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2365 Dead Load 0.01 in Total Load 0.05 IN L/1852 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A j3 Live Load Dead Load Total Load Bearing Length 1605 lb 1605 lb 447 lb 447 lb 2052 lb 2052 lb 0.78 in 0.78 in j3EAM DATA Center Span Length 7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.5E Timberstrand LSL - iLevel Trus Joist Base Values Bending Stress: Fb = 2250 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 400 psi Cd=1.00 Modulus of Elasticity: E = 1500 ksi Comp. to Grain: Fc - L = 750 psi Adjusted Fb' = 2252 psi Fv' = 400 psi E' = 1500 ksi Fc - -L' = 750 psi Controlling Moment: 3887 ft -lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2052 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 20.71 in3 82.26 in3 Area (Shear): 7.69 in2 41.56 in2 Moment of Inertia (deflection): 99.12 in4 488.41 in4 Moment: 3887 ft -lb 15438 ft -lb Shear: 2052 lb 11083 lb Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page of LOADING DIAGRAM 7ft UNIFORM LOADS Center Uniform Live Load 420 plf Uniform Dead Load 105 plf Beam Self Weight 13 plf Total Uniform Load 538 plf POINT LOADS - CENTER SPAN Load Number One Live Load 270 lb Dead Load 68 lb Location 3.5 ft NOTES ,GOADING DIAGRAM 1 A 7ft B VMD DIAGRAM 3000 1500 Shear (lbs) 0 -1500 -3000 4000 2052 lbs @ 0 ft 2000 Moment (ft -lb) . 0 -2000 -4000 -2052lbs @7ft -0.04 -0.02 Deflection (in) 0 0.02 0.04 0.036 in @ 3.5 ft A 7ft B Project: PLAN 2326 - KENT RESIDENCE Location: 1-3/4"x11-7/8" LSL Upper Floor Beam - Typical Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 1.75 IN x 11.875 IN x 9.0 FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 54.4% Controlling Factor: Moment DEFLECTIONS enter Live Load 0.13 IN L/847 Dead Load 0.04 in Total Load 0.16 IN L/655 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 894 lb 1251 lb 271 lb 370 lb 1165 lb 1621 lb 0.83 in 1.16 in J3EAM DATA Center Span Length 9 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Bending Stress: Fb = 2325 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi Comp. 1 to Grain: Fc - = 800 psi Adiusted Fb' = 2327 psi Fv' = 310 psi E' = 1550 ksi Fc -1' = 800 psi Controlling Moment: 5166 ft -lb 5.49 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1621 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 26.64 in3 41.13 in3 Area (Shear): 7.84 in2 20.78 in2 Moment of Inertia (deflection): 138.36 in4 244.21 in4 Moment: 5166 ft -lb 7977 ft -lb Shear: -1621 lb 4295 lb Abdelouahab Abrous, Ph.D., P.E. Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 8.0.113.0 1/20/2016 3:21:16 PM page of LOADING DIAGRAM 9ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Cen er 60 plf 15 plf 6 plf 81 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1605 lb Dead Load 447 lb Location 5.5 ft NOTES LOADING DIAGRAM 1 •_Y 9ft B VMD DIAGRAM 2000 1000 Shear (Ibs) 0- -1000 -2000 6000 3000 Moment (ft -Ib) 0 -3000 -6000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 1165 lbs @ 0 ft -1621 lbs @ 9 ft 5166 ft -lbs @ 5 ft 0.127 in@4.8ft A A 9ft B TECHNICAL SERVIC Geotechnical Report 14481 57th Ave S Tukwila, WA Report Date: 5/26/2016 biOoij RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER Dear Client, As requested, we have conducted a geotechnical soil investigation in regards to the construction of a residence in the vacant parcel west of 14481 57th Ave S, Tukwila. We performed a field investigation of the site as well as a thorough grain size analysis and DCPT testing in order to determine drainage capability and bearing capacity at this location. We have concluded, based on our observations, that soils are silty sand (SM), per the USCS classification system, to a depth of at least 5 feet. Furthermore, we have determined that an allowable bearing pressure of 2000 lbs/ft^2 is justified based upon the available data. We trust the information provided in this report is sufficient for your current needs. If you have any questions, please contact us. Regards, Cash M. Carr PE Geotechnical Engineering Study Regarding: Proposed additional structure Introduction This report presents the results of our grain size analysis and geotechnical report for the proposed structure at 1448157 Ave S, Tukwila. This report is intended to address drainage capability and bearing capacity of the soils located beneath and surrounding the addition. Site Description The site of the additional structure is located in the backyard of the residence and is accessible via driveway. The lot has been cleared of most large shrubs and grasses. Borehole 1 (marked by black circle) is located 15ft north of the southern property line and 20ft west of the eastern property line. The DCPT testing area (marked by black triangle) is located 35ft north of the southern property line and 25ft west of the eastern property line. Site Geology According to the Washington State Department of Natural Resources, the sediment underlying this location is Quaternary Vashon till (Qvt). This unit contains sub -rounded to well- rounded clasts in silt- and sand- rich matrices that are very poorly sorted (very well graded). This glacial till was deposited during the Vashon Stade of the Fraser Glaciation and may include interbedded stratified gravels, sands, and silts. The Department of Natural Resources classifies this location as having "very low" liquefaction susceptibility and a seismic site class C with a seismic design code D2. Risks While every effort has been made to define and quantify geologic risk to this site, unknowns may exist beyond the reasonable scope of investigation. Recommendations Our investigations have classified the underlying soils at this site as silty sand (SM) per the USCS classification system. We have determined though DCPT testing and soil classification that an allowable bearing pressure of 2000 lbs/ft^2 is acceptable. Please note that a Factor of safety of 3 or greater should be used for shallow foundations. Limitations Recommendations included in this report are based on our understanding of the proposed additions/repairs/construction activities as the specified location, our on-site observations, and our test results. Conditions within the site may vary with location and it is possible that conditions may be encountered that may not be reflected in this report due to testing limitations. Should any construction plans or site conditions change after initial exploration, please notify us immediately so we can adjust our findings and/or plan of action accordingly. Recommendations are made with the expectation that compliance with building code and county regulation will be employed during construction activities. Land use and site conditions may change over time and will require further research if additional planning or construction is deemed necessary. We assume no responsibility for misinterpretation or misuse of the recommendations included in this report. This report is intended solely as geotechnical information about subsurface condition on the site and does not include environmental hazard assessment at this time. This report is intended to address drainage requirements and bearing capacity particular to this site based on our observations and test results. Because we have developed recommendations and testing with this in mind, this report is not valid for any further purpose. We recommend that we be consulted if additional scope is needed. Soil Log *No water table encountered during boring BOREHOLE USING POST HOLE DIGGER SOIL DEPTH LAYER TRACES (FT) (USCS) OF: COLOR NOTES: 0.25 Silty Gravel I Reddish Some organics, clasts ranging from 5mm-10cm, 0.5 Sand Tan very little moisture, mud cracks on surface, non - 0.75 (SM) I1 cohesive 1.25 1.5 1.75 Organics no longer present 18-24" 2 2.25 2.5 2.75 3 36" very coarse gravel, cobbles more prevalent 3.25 3.5 3.75 4 4.25 4.5 4.75 5 5' final depth of borehole *No water table encountered during boring Grain Size Analysis Results Table la. Grain size analysis of 0-12" depth Diameter (mm) Weight (g) % Weight % Passing 4.75 100 2.000 160 53.3 46.7 0.841 27 9.0 37.7 0.425 29 9.7 28.0 0.250 25 8.33 19.7 0.180 9 3.00 16.7 0.150. 6 2.00 14.7 0.050 20 6.67 8.0 0.002 15 5.00 3.0 0.001 9 3.00 0.0 Total: 300 Depth 0-12' 1.00 0.10 Grain Size (nun) 0.01 Figure la. Grain size distribution of sample at 0-12" depth. Table 2a. Grain size analysis of 12-24" depth Diameter (mm) Weight (g) % Weight % Passing 4.75 0 0.0 100 2.000 157 73.7 26.3 0.841 9 4.2 22.1 0.425 11 5.2 16.9 0.250 11 5.16 11.74 0.180 5 2.35 9.39 0.150 3 1.41 7.98 0.050 7 3.29 4.69 0.002 7 3.29 1.41 0.001 3 1.41 0.00 Total: 213 Depth 12-2e 1.00 0.10 Grain Size Or xr ) 0.01 aoo Figure 2a. Grain size distribution of sample at 12-24" depth. Table 3a. Grain size analysis of 24-36" depth Diameter (mm) Weight (g) % Weight % Passing 4.75 0 0.0 100.0 2.000 142 63.1 36.9 0.841 22 9.8 27.1 0.425 10 4.4 22.7 0.250 11 4.89 17.78 0.180 8 3.56 14.22 0.150 3 1.33 12.89 0.050 10 4.44 8.44 0.002 14 6.22 2.22 0.001 5 2.22 0.00 Total: 225 Percent Finer By Weight 100.0. 90.0 80.0 7©:0 60.0 50.0 40,0 30.0 20.0 10.0 0.0 Depth 24-36" 1.00 0,10 Grain Size (m i1 001 0.00 Figure 3a. Grain size distribution of sample at 24-36" depth. Table 4a. Grain size analysis of 36-48" depth Diameter (mm) Weight (g) % Weight % Passing 4.75 0 0.0 100.0 2.000 149 56.9 43.1 0.841 31 11.8 31.3 0.425 22 8.4 22.9 0.250 21 8.02 14.89 0.180 12 4.58 10.31 0.150 4 1.53 8.78 0.050 7 2.67 6.11 0.002 11 4.20 1.91 0.001 5 1.91 0.00 Total: 262 100.0 90:0 80.0 • 70.0 60.0 4.1 • 50.0 40.0 Gra 30.0 20,0 10.0 0.0 Depth 36-48" kOF loollmolOmmoosol -ff I Er - `f IMO NMI 3 [ 1 1 k 1 { • � 1 �.n t � t 1a�s=- -::-- = NMI Mal 1111Mille ilieit��r��� � � 11111010 1.00 0.10 0.01 0.00 Grain Size (rr m) Figure 4a. Grain size distribution of sample at 36-48" depth. Table 5a. Grain size analysis of 48-60" depth Diameter (mm) Weight (g) % Weight % Passing 4.75 0 0.0 100.0 2.000 124 56.6 43.4 0.841 17 7.8 35.6 0.425 15 6.8 28.8 0.250 16 7.31 21.46 0.180 9 4.11 17.35 0.150 8 3.65 13.70 0.050 10 4.57 9.13 0.002 9 4.11 5.02 0.001 11 5.02 0.00 Total: 219 100.0 90.0 80.0 70:0 60.0 to 500 40,+0 30.0 20_0 10.0 0.0 Dep t 48-50" 1.00 Grain Size (m1 0.01 0_ Figure 5a. Grain size distribution of sample at 48-60" depth. DCPT Test Results Borehole #1 Start Depth 12" Conversion in mm: Log DPI = -1.05 +2.03 Log SPT Blow # Reading (in) mm/blow DPI mm/blow SPT eq. Blow/mm SPT eq. Blow/ft SPT eq. 0 0.00 10 1.25 3.2 5.81 0.17 52.4 20 3.25 5.1 7.33 0.14 41.6 30 4.75 3.8 6.36 0.16 47.9 Blows per reading 10 Totals 4.02 6.53 0.15 46.7 N VALUE 46.7 OBSERVED FRICTION ANGLE IN DEGREES 43.7 Using Muromachi GranularMethod (for reference) 43.9 Borehole #1 Start Depth 18" Conversion in mm: Log DPI = -1.05 +2.03 Log SPT Blow # Reading (in) mm/blow DPI mm/blow SPT eq. Blow/mm SPT eq. Blow/ft SPT eq. 0 0.00 10 2.25 5.7 7.77 0.13 39.3 20 4.10 4.7 7.05 0.14 43.2 30 5.85 4.4 6.86 0.15 44.4 Blows per reading 10 Totals 4.95 7.24 0.14 42.1 N VALUE 42.1 OBSERVED FRICTION ANGLE IN DEGREES 42.5 Using Muromachi Granular! Method (for reference) 42.7 Borehole #1 Start Depth 24" Conversion in mm: Log DPI = -1.05 +2.03 Log SPT Blow # Reading (in) mm/blow DPI mm/blow SPT eq. Blow/mm SPT eq. Blow/ft SPT eq. 0 0.00 10 1.15 2.9 5.58 0.18 54.6 20 1.75 1.5 4.05 0.25 75.3 30 2.60 2.2 4.81 0.21 63.4 Blows per reading 10 Totals 2.20 4.85 0.21 62.8 64.0 N VALUE 62.8 OBSERVED FRICTION ANGLE IN DEGREES 47.5 Using Muromachi Granular Method (for reference) 47.7 Borehole #1 Start Depth 30" Conversion in mm: Log DPI = -1.05 +2.03 Log SPT Blow # Reading (in) mm/blow DPI mm/blow SPT eq. Blow/mm SPT eq. Blow/ft SPT eq. 0 0.00 10 0.85 2.2 4.81 0.21 63.4 20 1.75 2.3 4.94 0.20 61.6 30 2.50 1.9 4.52 0.22 67.4 Blows per reading 10 Totals 2.12 4.76 0.21 64.0 N VALUE 64.0 OBSERVED FRICTION ANGLE IN DEGREES 47'7 Using Muromachi Granular Method (for reference) 48.0 Borehole #1 Start Depth 36" Conversion in mm: Log DPI = -1.05 +2.03 Log SPT Blow # Reading (in) mm/blow DPI mm/blow SPT eq. Blow/mm SPT eq. Blow/ft SPT eq. 0 0.00 10 0.45 1.1 3.51 0.28 86.7 20 0.75 0.8 2.88 0.35 105.9 30 1.25 1.3 3.70 0.27 82.3 Blows per reading 10 Totals 1.06 3.38 0.30 90.1 N VALUE 90.1 OBSERVED FRICTION ANGLE IN DEGREES 52'9 Using Muromachi Granular Method (for reference) 53.2 NOTES: DPI ='Number of DPI blows to reach 12" or 305mm' SPT =' Number of SPT blows to reach 12" or 305mm' Humbolt Manufacturing H-4202.1 DPI (Dynamic Cone Penetrometer) SPT (Standard Penetration Test) References: ASTM D698, ASTM D1586, User Guide to Dynamic Cone Penetrometer (MN DOT) NOTE: Disregard lines disturbed by excavation (starting) AT .RI CK 'E& ASSOCIATES. RN Engineering & Planning FULC2 14900 Interurban Ave. 5, Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 www.patrickharron.com Patrick Kent Short Plat Stormwater Evaluation Site Location: 14481 57th Avenue South Tukwila, WA 98168 Parcel #: 336590-0505 Prepared for: Patrick Kent 14481 57th Avenue South Tukwila, WA 98168 Brian G. Harron, P.E. PATRICK HARRON & ASSOCIATES, LLC 14900 Interurban Avenue South, Suite 279 Seattle, WA 98168 PHA Project #: 13119 Date: November 24, 2014 P\1013\13119 STthPare Short Plat \Text\Sto m Repatts\Pattkk Kent Short Plat -Storm Evalustion.docx REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 1 2016 CII 1of Tut 'fa BUILDING DIVISION CORRECTION RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER '3/6 00(01- Page 1 of 12 Project Description Please refer to Attachment A to aid in the following description. This stormwater evaluation is provided in support of the permits required for the Patrick Kent Short Plat. The project proposes to subdivide the existing property into two parcels: Parcel "A" which will contain the existing house and access drive fronting 57th Avenue South to the east, and Parcel "B" the undeveloped west portion of the property. Note that the existing drive through Parcel A will be placed within an access and utility easement for Parcel B. For the purpose of this stormwater evaluation, only Parcel B will be considered since Parcel A has an existing storm system in place. The following tabulates the project site data for Parcel B: Site Area: 6,500 sf (0.15 acres) Impervious Area: 2,275 sf @ 35% max. allowed (0.05 acres) Zoning: Low Density Residential (LDR) Soils: Urban Land (See Attachment B) This analysis was completed per 2009 King County Surface Water Design Manual (KCSWDM) in accordance with City of Tukwila standards. \2013\1311957th Ave Short Plat\Text\Storm Reports\ Patrick Kent Short Plat, Storm Enluat'cn.doa Page 2 of 12 Existing Conditions The future Parcel B is the backyard of the existing house. In its existing condition, it is undeveloped (maintained lawn area) with topography generally sloping to the north and east at roughly flat grades of 2%-5%. A single tree approximately 6" in diameter exists within the northern central portion of the future parcel. Proposed Storm System A single storm pipe is proposed to convey drainage from Parcel B east through an easement within Parcel A and connect into the existing storm system within 57th Avenue South. The estimated flow rate from the proposed development of Parcel B is 0.04 cfs for the 100 -year storm event. The capacity estimated for the proposed 6" diameter storm pipe is 2.35 cfs. Therefore, the proposed storm system has plenty of capacity to convey anticipated flows from the development. Please refer to Attachment C — Storm Calculations for details. Per the 2009 KCSWDM, the project is subject to small lot best management practice (BMP) requirements since the proposed impervious areas for the site is less than 5,000 sf On-site infiltration and dispersion BMPs for the site are not feasible since site soils are not infiltrative and available site area is limited. From the remaining menu, a perforated pipe connection is proposed. P_A7n131,t3119S7thAve Short ilatVre4aStormReport:0W *KKent9artlbt-50mni[rakntla tba Page 3 of 12 Attachment A Storm Plan P:\3013 43119 57:h Ave Short Flat\Ter!Storm Reports\P:triti[ Kert Short Pint -Storm tat. usfon.door Page 4 of 12 PATRICK KENT SHORT PLAT NE 1/4 OF NW 114 OF SEC 23, TWP 23 N, ROE 4 E, W.M. 1.43' LiLitaiddit.........1.010 40 HORIZONTAL SCALE EX. CHAIN-LINK x FFENCE K EX GARAGE 1 9' STORM "'MITI' EASEMENT (PRIVATE)- • ••- . . 569'227 2JW \ ='I 10' REM TARO SETBACK `�'27.2JW 1 (�, 7587' ,_L :. TREE- NEW PROPERTY 6' DIA_ BOUNDARY --"-r. LH 1--5' SIDE YARD SETBACK 0 [a PARCEL B 1 6,500 SF P.1 R1 )H 1 5' 510E YARD SETBAIX-{ Ex. WOOD L LFENCE yI _ - - 07'.1.1 7A06'E_I , l _ T57E66'r ` 20' FRONT YARD ETBACXr-.--:-..r.7,--'- N8976b97.6Ji5' 79. ` I LEX GRAVEL DRIVE .,.:. "...1 N N X K W *- A r IX. MOO N8976b9.6.7 '� FENCE 192.6.7. 5.4'* EX ASPHALT DRIVE /-192.56 569751.2J11" - 116.69: EX CATCH r - • O1. CONC. ROVE • 6VS.N HTTP) EX IX. ILWP ' O s PARCEL A 10.055 SF EX. HOUSE LE GARAGE EX RETAINING WALL Raft INGRESS/EGRESS @ UTILITY EASEMENT (PRIVATE) ' SITE PLAN SCALE 1"=20' N00'77'59.99'W' 8598" 62.2'* IX. WATER METER LX. ROCKERY WALL 20' EX. ASPHALT 'DRIVE /,7.1694' EX. UGHT POLE', ENL ASPHALT DANE 57' PROJECT TEAM OWNER (CONTACT): MR. PATRICK KENT 14481 57TH AVE S TUKWILA, WA 98168 PH: 206.890.7579 EMAIL: patiikken131@gma)Lcom CIVIL. ENGINEER: BRIAN G. HARRON, PE PATRICK HARRON & ASSOCIATES, LLC 14900 INTERURBAN AVE S, #279 SEATTLE, WA 98168 PH: 206.674.4659 EMAIL: brlan@patrIckharTon.com SURVEYOR: TERRY FERGUSON, PLS BASELINE ENGINEERING, INC. 1910 64TH AVENUE W TACOMA, WA 98466 PH: 253.565.4491 EMAIL' terryf©baseflnetacoma.com PROJECT INFORMATION DEVELOPMENT DATA: PROJECT NAME PROPERTY AREA ADDRESS PARCEL NUMBER LEGAL DESCRIPTION UTILITIES: SEWER DISTRICT WATER DISTRICT FIRE DISTRICT POWER VERTICAL DATUM: NAVD 88 PATRICK KENT SHORT PLAT 16,555 SF (0.38 ACRES) 14481 57TH AVE S TUKWILA WA, 98168 336590.0505 HILLMANS SEATTLE GARDEN TRS LESS N 17 FT TUKWILA TUKWILA TUKWILA PSE SHORT PLAT DATA PARCEL. A (EXISTING): LOT AREA PARCEL NUMBER PARCEL B (NEW): LOT AREA PARCEL NUMBER ZONED MINIMUM LOT SIZE MAXIMUM ALLOWED FOOTPRINT (35%) SETBACKS FRONT SECOND FRONT SIDE YARD REAR YARD BUILDING HEIGHT (MAX) 'air"" :•��.�,�(j°;:_ _.•i it�.Ti aNr,1H.YH TRENCH X. -SECTION NTS PERFORATED PIPE CONNECTION DETAIL j BMP T5.I DC 79 LF OF4'SS i NOT TO SCALE 0 2.010 MIN. (SEE NOTE 2) 0 20 40 L4 ORIZON A. SCA 1' 77RE/OOMESTC FWE SERVICE 5S CLEANOUT TOP 251.3 (MATCH EX.) • 4-.1E 2480 -- YAM DRAIN TOP 251.3 (MATCH EX) 8" E 248.8 PERFORATED PIPE CONNECTON (SEE NOTE 6) PARCEL B 6,500 SF K EX. FIRE HYDRANT EX 8' SEWER MAW (SEE REFERENCE B) EX C8 TYPE 1 RDA 228.7 9/5U_ 8' CONC. E 225.1 (S.N,*E) 55 CLEANOUT-. TOP 242.5 (MATCH Lx. CONNECT TO EX SS UNE -.- (SEE NOTE 1) SO & SS X -INS (SEE NOTE 4) EL 10' WATER MAIN (SEE REFERENCE 8) EX GAS MAIN (APPROX. LOCATION) EX. 83 LF OF 8' SO 0 5.1814 1' WATER METER (SEE NOTE 5) - DOUBLE CHECK VALVE - ASSETIBLY (OCVA) EXU SEWER SI INCE 125 LF OF 6' SD 0 MON (PROVIDE ANCHOR )15X) I ) ~ STOWS 5,D1W I I C - (SEE NOTE e) I_ �.. PARCEL A 10,055 SF -CONNECT TO IX. WATER MAIN (SEE NOTE 5) Celt, TYPE 1 TOP 234.0 (WTCH EX.). 6 E 228.74. , EX. 8' E 228.57, STORM & UTILITY PLAN SCALE 1"=20' ETC C8 TINE I RIM 237.4 4' ADS IE 235.7 (5) 8' CONC. E 232.4 (E) 8' CONC. IE 232.3 (N) II �I �I 10,055 SF 336590-0505 8,500 SF TBD LDR 6,500 SF 2,275 SF 20 FT 10 FT 5 F 10 FT 30 FT LOT AREA MINUS SETBACKS 3,670 SF GENERAL NOTES: 1. CONVECT TO AXISTWC SEIVFR LADE CONTRACTOR TO VERIFY THAT MEM LAVE XIIWS716WW OF CONNECTO( (EAST) 6 A MX6MLOI OF 6'I& 640.EIVR WNCN ALLOWS FOR A WYE OF 7150 4' DLAMETAR LANES (UPSTREAM. IF THE OOWN5750W SEWER LINE 6 LESS THAN 6' THEN 711E CONTRACTOR SHALL PROVIDE A MANN OF 6' LINE 70 COM'ECI7GN NTN INE MONO 8' SEWER MAIN KNEW 57774 AVE S A OHM USF AORFA7VFNT FOR THE SHUNS SEWER UNE BETWEEN PARCELS A k 8 NEL RE REQUIRED. ALTERAATIVS1' Y, A SEPARATE 4' LINE MAY CONNECT DIRECTLY WTO THE E ISTVC 8' MAY. 2. CONDUCTOR 70 VERIFY THAT A 2.06 MINIMUM SLOPE IS ACHIEVABLE FOR 711E SEWER SERVICE LAE ANCHORS FOR THE SHYER LAE 6 REQURED IF SLOPE IS GREATER MIN 155. SETTER EWE 6 CURRENTLY SNOW TO BE FWMA6E7. TV NORTH PROPERTY LIVE AT 26. OFFSET. J. DRY UTILITIES (LOWER. 04.£ PHONE CABLE) ARE CONCE 7WLLY SHORN M WN A 32' WHAT JOINT TRENDY ONE FOOT OF SEPARATION FROM SEWER AND STORY LINES ARE PROVIDED FROM EDGE OF TRENCH. LOCATION OF DRY UTILITIES TV BE VERBTED BY PURVEMR. 4. CONTRACTOR 70 PRONATE A MINIMUM OF 7' VERTICAL SEPARATION BETWEEN PROPOSED STORM LAE AND E?1SDNG SEWER LAE 5. ANY WORN WITHIN THE RICHT LOT WAYS SUCH AS CONNECTING TV MOND mina SILAGE REDUSRE RESTORATION (PAVEMENT. WALK, LANDSCAPING ETC) TO EQUAL OR ABOVE EXISTING CONDITIONS IN ACCORDANCE WITH CRY STANDKlDS 6. SMALL LOT FLOW CONTROL - 2 r70' LEVE. TRENCH 61754 PERFORATED FNPE SEE DEMI. 71115 SAEET. CONNECT ROOF AND FOOINO DRAINS TO 5YS7EU. SUI'. OVERTOP OF THE PERFORATED PORTION OF THE SYSTEM MUST NOT BE COMPACTED OR COVERED WTH NAPERROUS MATERIALS 7. UTUWES PROVIDED 7D BE GAPPED AT 5(6ES7) INTO PARCEL 6 8. NO CLEAR/NO ANO GRADING 6 PROPOS 0 FOR THS SNORT PUT EXCEPT FOR TEMPORARY UTILITY TRENCHING CONTRACTOR 6 RESPONSIBLE FOR MOWING APPROPRIATE TEMPORARY EROSION AND SEDWENT CONTROL (TE$C) MEASURES AS NECESSARY FOR 711E NOTED AMOUNT OF EARTH11ORK ANTICIPATED 9. I' MTV METER AND SERVICE CONNECTION AS REQUIRED FOR DOMESTIC AAO RRE SEWAGE DEN4HO5 AS DEIER:ANED BY CITY OF 71POW6A. REFER TO CITY OF TLNU4BM STANDARD DETAIL FUR FLOW-THROUGH SYSTEM I' FIRF/IMMESITC PEAS SERVICE FRE S'RW/QER SYSTEM DESIGNER TO CONFER METER SLUE FUR FIRE SERVICE ODMATTS. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL 5X150146 U1 UTES THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRICT/OM 8Y CALLING THE UND RGRWND LOCATE UNE AT I-800-424-5555 A WARN OF 48 HOURS PRIOR TV ANY EXCAVATION. REFERENCE: A BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED Br BASENE ENONEERF c. INC'. 1/6/14. B. REFERENCE AS -BURT DRAWINGS PROVIDED BY CITY OF TUKWILA FOR EMSTWG WATER AND SERER NUNS SHOWN OW PLANS C. REFERENCE CRY OF 71/1RHU STANCMRD DRAWINGS AOR WATER METER -0I), SANITARY 570E SEWER (SS -02), CLEANOUT (S5-04 PAVEMENT RESTORATION (16-03), A5 WELL AS OTHERS REQUIRED FOR IMPROVEMENTS. 0. ALL WORNMANSHW SHALL LRE IN ACCORDANCE WAW COY OF 71645,4 STANDARDS m OWI 61 O Q Q a I 11/24/14 SHORT PLAT #: TBD O • a' cour O 13119 0301 ,82 SC a.,wm SC c,nm BGH APPROVED FOR CONSTRUCTION BY DATE CITY ENGINEER BY DATE UTILITIES SUPERINTENDENT APPROVAL EXPIRES: 11/24/14 1'.10' -C1.0 e 1 Attachment B soils P:\2013'13119 57th Are 5h.rt Plat\Text\Storm AeF:Rs\Patrtct Bent Short Flat -Storm E.aluatIon. ?oma Page 6 of 12 NRCS Online Soils Survey http://websoi lsurvev.sc.egov. usda.gov/AppJWebSoilSu rvev.aspx Map Unit Legend King County Area, Washington (WA633) Nap Unit Nap Unit Acres in Percent of Symbol Name AOI AOI Ur Urban land 0.4 100.0% Totals for Area of Interest 0.4 100.0% Report — Map Unit Description King County Area, Washington Ur—Urban land Nap Unit Composition Urban land: 100 percent Estimates are based on observations, descriptions, and transects of the maponit. Description of Urban Land Interpretive groups Land capabii ty classification (irrigated): None specified Land capability classification (nonirrigated): 8 Assume type D Soil with low infiltration rate. P.•12013113119 57th Ave Short Nat%TadkStcem Reporl:Patddt Kent Short Plat -Storm Evainattori.dooc Page 7 of 12 Attachment C Storm calculations P:\2013\1311957thAreShortP nt\Teat',Storm Pep crt:\PatrkkKept Shart Plat -Storm E'rev scn.iooc Page 8 of 12 W WHM3 Output Western Washington Continuous Hydrologic Modeling Program Version 3 (WWHM3) was used to estimate flows from the site. r f King 'King 1.: • � E. 143 Wig, . ' Site Information 146 1 SO tlt 151= °� Eli '' ‘, I 1�3, 0 ISIst Fie Site Name Pair Aent;SF - Addn3ss 1_d481(57111Ave;S. city -4-0ta;"A" 8'f68.; Gage a►t Precip Factor 41000_ 152nd 152nd ... - �, �' *owl, r.aa< 520 , °'o , I S1 k.-,--Nk.41t.vialirt.i.„.....__ w �; 5313'' r 77, 153rd ,_ _,,,.. 2. 1-0 r # Mnp Controls I Street Alm *1 Hide Names 1 Lo_diNff RA2013\1311957thRae Short Pat\T ,Storrn ReportOotridt Kent Short Mot - Storm Eralept{endoac Page 9 of 12 Developed Site IBn`sii i'Mitigated, Subbasin NamelDeve Surface Flows To Area in Basin Available Pervious CAplB; Fo erSL4 FlatT_' . " tA/.8 Fixest; Mod,` _ , 04 - _.- - . -. i4z,,B Foie st p _ -.-T_ r `AIB Pastures Fiat'.. _' p ---- _ • M8 ersstuie_'P I - J 9:- - -- - ovofea`so— Steepa . 0 - 'A7,8 Lawn io.:_ o-- - -. A/e Lawn, Mod: .1:1 A'/,BLt'Steep .... 07--` ---- — G Forost: Flat'; -' . : 0" E,IFoiesesM :_ 0 C;'Fotesti Steep _ 0' u �-�- _ DCrFashxe; Flat' : p.• - _ - C Rasura Moor ' 07-- ' c?P,asttxa:`ste7477:j Jo, - Lawn, Flat lit' BC, DC; La Mod y w 0 - rjSAT Forest .Flat -_;_,_ J to: .) PerviousTotal Basin Total l rDesigsa B for I nterfow Groundwater Acres Siiovu On oect`' Available Impervious E'RQADS RAT ._�;ROADS'lM,9p _ ,ROAQSYSTEEFj; `- `= ra ROOF TOPS/FLAT ci:DR11iEWAi 1Fix: CIDRNEIiJ.AYS_/A+IeD—, ; DRNEWAYSZ•S1 EEP""`' 0' - D'SIDEWALKS/FL?ATr 0`=` 511),EWAU S.I,MOD. _ ` - 0, S1DEWALKS?STEEP0 IPARKIMG/F1AT: .-. aRARKING/liiODi ' __" L'PARKINGISTEEP` j'�`POND; 10.15 Impervious Total Acres 0.05 Aaes P.\20UW13119 57th Ave shat PlatWentUtorm ItepartAltanick cent Shen Plat • Storm Eval uctlon.doac Page 10 of 12 Peak Flows 000 000000000000p0 0 0 00000 0 000000�0�°°p0 1 10 20 30 40 50 60 70 00 90 99 Cumulative Probability Durations Analyze datasets 1 PUYALLUP GAILY EVAP WENS N.HAISE SEATAC SEE WORD FILE I:\JEFF.1PRECIP1DATADOC.RAN 1801P0altMqTaatelikAIMMINUMMNVIMOMMNPIMMIMMUM How Frewuency [Water QueRy Hytkograph 1 Wetland Fluctuation AI DatasetsJ!!2 J Stage } Preeip i Ev POC 11 P:12013}7311957thAve Skit PlattTeiAStonnRepel tssPahidcKent ShatPlat .SeoimEv IulVoe.doa Flow Frequency Flow(CFS) 0801 2 Year — 0.0172 5 Year a 0.0224 10 Year m 0.0259 25 Year 0.0305 50 Year = 0.0341 100 Year = 0.0377 Yearly Peak 1949 0.0190 1950 0.0346 1951 0.0207 1952 0.0132 1953 0.0127 1954 0.0166 1955 0.0179 1956 0.0174 1957 0.0209 1958 0.0170 1959 0.0129 1960 0.0179 1961 0.0148 1962 0.0134 1963 0.0147 1964 0.0172 1965 0.0144 1966 0.0150 1967 0.0223 1968 0.0240 1969 0.0141 1970 0.0151 +nv� n *men Page11of12 Capacity — Manning's Equation 6" diameter pipe @ 15% Channel Side Slope, z1= Dlameter(ft) _ Inv Elev(ft) Slope (%) n -value = Calm Compute by = Depth(ft) = -0- 0.50 1.00 16.00 0.012 Known Depth 0.50 Depth fl Area Vela Wp Ye TopWidth Energy (it) (s) (sgft) (Itis) (ft) (ft) (ft) (ft) 0.50 2.353 0.198 11.98 1.57 0.50 0.00 2.73 Qim.ye r developed = 0.0.4 cfs < Qe. capacity = 2.35 cfs ÷ OK PA2013\13119 57th Ave Short Pbtjteat\Stpm Repa tiVat tek tend Short Plat -Steno Evatuatian.Aoa Page 12 of 12 June 13, 2016 City of Tukwila Permit Center 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 Re: Response to Correction Letter #1- Permit App Number D16-0064 Project Address: 14481 57th Ave South To Whom It May Concern: All corrections have been addressed individually. See below for corrections requests. Building Department- Allen Johannessen 1. Provide a current geotechnical report... a. Provided by owner. Report written by Cash Carr, PE. 2. Provide site plan... a. 4 copies provided. 3. Footing drain detail... a. 4 copies of system drawing provided. See site plan for layout. 4. Outdoor combustion air... a. Made correction to sheet Al, A3 to show location and calculation note per (IRC). 2012 SEC. G2407.6.1. 5. Specify garage floor slope... a. Added note to sheet S1 to indicate necessary slope requirements 6. Reference building sides as North, East, South, and West... a. See building plans provided by Hiline Homes. 7. "Lomanco Vents" recommendation a. Owner and builder will take into consideration. CORRECTION LTR#� Fire Department- Al Metzler 1. Site plan showing access and nearest fire hydrant... a. 4 copies of site plan provided addressing referenced corrections. Planning Department- Laura Benjamin 2. Site plan showing setbacks, on-site parking, and orientation of the home... a. 4 copies of site plan provided addressing referenced corrections. RECEWED CITY OF TUKWILA PW Department- Dave McPherson 3. Fee estimation sheet... a. Provided. bivoottm JUN 142016 PERMIT CENTER 4. Residential sewer use certification... a. Provided. 5. 4 sets of plan sheet... a. 4 copies of plan sheet provided. 6. Site plan including (1) driveway (2) storm drainage (3) water line (4) sanitary side sewer (5) power (6) F.F. elevations and site spot elevations (7) dispersion trench detail 7. 4 sets of storm water evaluation... a. 4 copies provided. 8. Transportation Impact Fee... a. Provided. Please feel free to call or email with any questions. Thank you, Patrick Kent (206) 890-7579 April 07, 2016 City of Tukwila Department of Community Development PATRICK KENT 4811 S 150TH ST TUKWILA, WA 98188 RE: Correction Letter # I COMBOSFR Permit Application Number D16-0064 PATRICK KENT RESIDENCE - 14481 574TH AVE S Dear PATRICK KENT, 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. Provide a current geotechnical site soils report for this site by a registered geotechnical engineer. Report shall specify the load-bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. 2. Provide a Site Plan. On the site plan, provide a plan detail that shows a footing drain or a crawl space water - discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge facility. Roof drains and footing drains shall tight line separately to a discharge system or facility. Follow any recommendations specified in the geotech soils report. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 3. On footing drain detail, show gravel shall extend at least 1 foot beyond the outside edge of the footing and 6 inches above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least on sieve size larger than perforation and covered with not less than 6 inches of the same materials. 4. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 5. Specify garage floor sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway. (IRC R309.) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r 6. Revise elevation sheets to reference building sides as North, East, South and West. 7. On sheet A2 show the type of vents, top and bottom "Lomanco Vents", to be consistent with what is specified on sheet S3. If the Lomanco Vents are to be used, it may not be necessary to have vented blocking. *(One benefit for eliminating vented blocking is if in the event of a fire, there would be less chance for fire entering into the attic through the vented blocks. For your consideration only, either way is acceptable.) FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Please submit a site plan which shows access from the public street to the house and the nearest fire hydrant as measured via vehicular travel distance. PLANNING DEPARTMENT: LAURA BENJAMIN at (206)433-7166 if you have questions regarding these comments. • Include site plan showing setbacks, on-site parking, and orientation of the home. Setbacks for the LDR zone are listed in TMC 18.10. Parking requirements for single-family homes are listed in TMC Figure 18-7. As listed in TMC 18.50, the front door of single-family homes must face the street. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Public Works fee estimate sheet for Public Works activities to be completed as part of this Building permit. (See enclosed.) 2. Provide a completed Residential Sewer Use Certification for this Building permit. (See enclosed.) 3. Provide four sets of plan sheet C1.0 showing driveway access & utilities within Parcel A and within 57th Ave. South. (See enclosed.) 4. Provide a site plan for Parcel B to include (1) driveway (2) storm drainage (3) water line (4) sanitary side sewer (5) power (6) F.F. elevation and site spot elevations (7) dispersion trench detail. (See sample enclosed.) 5. Provide four sets of the Stormwater Evaluation by Brian G. Harron, P.E., dated November 24, 2014. (See enclosed.) 6. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 2 is $1,297.22; due at issuance of this Building Permit. 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. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0064 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0064 DATE: 06/14/16 PROJECT NAME: PATRICK KENT RESIDENCE SITE ADDRESS: 14481 57 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division gp P lAIn „ Vv Vr Public Works PRELIMINARY REVIEW: RM IOW(. bV6- 64, Fire Prevention Structural I, 5 AP G- Its' Planning Division Permit Coordinator IR Not Applicable (no approval/review required) DATE: 06/16/16 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 07/14/16 Approved Corrections Required n Approved with Conditions ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 4JERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0064 DATE: 03/23/16 PROJECT NAME: PATRICK KENT RESIDENCE SITE ADDRESS: 14481 57TH AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A5Cayrq— Building Division ub] c o Al'1coW1 � ►h Fire Prevention Structural L, cowj� l.� l- t So Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/24/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions Denied (corrections entered in Reviews)' - (ie: Zoning Issues) DUE DATE: 04/21/16 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 4—i --go Departments issued corrections: Bldg i Fire4— Ping N— PW3a- Staff Initials: V \- 12/ 18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 16-0064 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Patrick Kent Residence Project Address: 14481 57 Ave(S Contact Person: o� `c,'V Phone Number: 70( 0 IS -1C( Summary of Revision: 5 fovC-9L -?) (2U $ S i o "l (`'44 - RECEIVED CITY or TUKWILA JUN 14 2016 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit LCenter by: �/� —Entered in TRAKiT on l '4 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.sov WATER METER INFORMATION Parcel No: 3365900507 Address: 14479 57TH AVE S Applicant: PATRICK KENT RESIDENCE Permit Number: D16-0064 Issue Date: 7/14/2016 Permit Expires On: 1/10/2017 DESCRIPTION OF WORK: NEW SFR 2326 LIVING SPACE, 440 ATTACHED GARAGE, 44 COVERED DECK - *UPDATED* - ADDRESS ADJUSTED TO 14479 57TH AVE S ON 08/16/16 TO BE REPOSTED ON SITE METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21640116 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 3365900505 Address: 14481 57TH AVE S Applicant: PATRICK KENT RESIDENCE Permit Number: D16-0064 Issue Date: 7/14/2016 Permit Expires On: 1/10/2017 DESCRIPTION OF WORK: NEW SFR 2326 LIVING SPACE, 440 ATTACHED GARAGE, 44 COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21640116 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: Cascade Water Alliance (RCFC): $1,125.00 $0.00 $0.00 $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 Department of Natural Resources anc i. �✓ _ 00 CO 1 Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type Property Street Address City Owner's Name G� State ZIP Owner's Mailing Address c tc� City (15q state State ZIP' 2 0(0 '`i() -7(5-7c1 Owner's Phone Number (with Area Code) For King Countl e Only Account # No. of RCEs Monthly Rate Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Property Contact Phone Number (with Area Code) Subdivision Name Party to be Billed (if different than Owner): Name Street Address Subdivision Number Lot Number Block Number RECEIVED City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces 1.6 2.4 3.2 x 1.0 = If Multi -family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/Representative Date Building Name CITY OF TUKWILA JUN 1 2016 Please report any demolitions Of(pre-existingR building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes Cl No Was building on Sanitary Sewer? ❑ Yes I2`No Was Sewer connected before 2/1/90? ❑ Yes El No Sewer disconnect date: Type of building demolished? fk/fit Request to,apply demolition credit to multiple buildings? ❑ Yes LJ No Print Name of Owner/Representative 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer .®1202 t�. HI -LINE HOMES Horne Espanol Contact Safety & Health Claims & Insurance Washington State Department of �, Labor & Industries Search L&I Page 1 of 2 LJ A-% Index Help My L&I Workplace Rights Trades & Licensing HI -LINE HOMES Owner or tradesperson Principals BEHR, JARED R, PRESIDENT BEHR, AMBER D, SECRETARY SUNDBY, WILLIAM GENE, PRESIDENT (End: 04/19/2012) SUNDBY, CHERYL ELAINE, SECRETARY (End: 04/19/2012) Doing business as HI -LINE HOMES WA UBI No. 601 584 067 Parent company CREATIVE DESIGN BUILDERS INC 11306 62ND AVE E PUYALLUP, WA 98373 253-840-1849 PIERCE County Business type Corporation Governing persons AMBER BEHR JARED BEHR; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. HILINH*983BD Effective — expiration 01/04/2002-11/08/2017 Bond ................. Wesco Insurance Co Bond account no. 46WB044199 $12,000.00 Received by L&I Effective date 04/09/2014 03/04/2014 Expiration date Until Canceled Bond history Insurance Developers Surety & Indem Co Policy no. BIS00023180-002 $1,000,000.00 Received by L&I Effective date 07/08/2016 08/12/2016 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601584067&LIC=HILINH*983BD&SAW= 7/14/2016 EX. FIRE HYDRANT (APPROX. 96' FROM NE PROP CORNER) EX. SEWER MANHOLE T 9C TSH NE 1/4 OF NW 1/4 OF SEC 23, "WP 23 N, RGE 4 E, W.M. HORIZONTAL SCALE EX. CHAIN-LINK FENCE EX. ASPHALT DRIVE EX. CATCH • } BASIN (TYP) •d - c EX. CONC. DRIVE ° ' a 'I' mire AWN I lit riii ' NO027 .99'W' llnnaI 5.98' Uth 62.2'± --c4A p T., 0 IllA�ttit,Aiitas- :01-sawico' EX. HOUSE & GARAGE EX. WATER METER EX. WOOD FENCE EX. ROCKERY WALL SO1'33'18.06"E' 18.86' 20' FRONT YARD SETBACK N89'26'09.63"E' • EX: GRAVEL DRIVE • 75.79'' EX. WOOD FENCE N89.26'09.63 -E' EX. RETAINING 192.63' •.% .%%'•�' ,,r,'Sr, !f'�/;iii%.. EX ASPHALT DRIVE 16.84 ?qs 2a - ` 'ego EX. LIGHT POLE PROJECT TEAM OWNER (CONTACT): MR. PATRICK KENT 14481 57TH AVE S TUKWILA, WA 98168 PH: 206.890.7579 EMAIL: patrikkent31@gmail.com CIVIL ENGINEER: BRIAN G. HARRON,, PE PATRICK HARRON & ASSOCIATES, LLC 14900 INTERURBAN AVE S, #279 SEATTLE, WA 98168 PH: 206.674.4659 EMAIL: brian@patrickharron.com SURVEYOR: TERRY FERGUSON, PLS BASELINE ENGINEERING, INC. 1910 64TH AVENUE W TACOMA, WA 98466 PH: 253.565.4491 EMAIL: terryf@baselinetacoma.com PROJECT INFORMATION DEVELOPMENT DATA: PROJECT NAME PROPERTY AREA ADDRESS PARCEL NUMBER LEGAL DESCRIPTION UTILITIES: SEWER DISTRICT WATER DISTRICT FIRE DISTRICT POWER VERTICAL DATUM: NAVD 88 ' PATRICK KENT SHORT PLAT 16,555 SF (0.38 ACRES) 14481 57TH AVE S TUKWILA WA, 98168. 336590-0505 HILLMANS SEATTLE GARDEN TRS LESS N 17 FT •. TUKWILA TUKWILA TUKWILA PSE.• These plans have been reviewed by the ublic Works Department for conformance w' \h current ,'ty standards. Acceptance is subjec to errors and onr' sions which do not authorize v; lations of adopt d standards or ordinances. fie responsibility. for the adequacy of the design ests totally with the designer, • dditions, deletions 9 revisions to these drawings a ' -r this date will fold this acceptance. and will requ e a resubm' al of revised drawings for subsequent proval. Final acceptanceis the Public Works Date: bject'`to field 'inspection by s inspector. By: 10_1..00.-.. SHORT PLAT DATA PARCEL A (EXISTING): LOT AREA PARCEL NUMBER PARCEL B (NEW): LOT AREA PARCEL NUMBER ZONED MINIMUM LOT SIZE. MAXIMUM ALLOWED FOOTPRINT (35%) SETBACKS: FRONT SECOND FRONT SIDE YARD REAR YARD BUILDING HEIGHT (MAX) LOT AREA MINUS SETBACKS REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. OTE: Revisions will require a new plan submittal and may include additional plan review fees. Plan revie% Approval of the violation of approved random fill EX. FIRE HYDRANT -.filter febria " Perf. pipe, 11/2' 3/4" washed rock, z 0 I- a it U W 0 EX. 8" SEWER MAIN (SEE REFERENCE B) TRENCH X* ECTION NTS PiER PD PA TED PIPE 11/4-#4.‘ 5 C N N ECTION DETAIL ‘1741 BMP T5.10C NOT TO SCALE EX. 10" WATER MAIN (SEE REFERENCE B) 79 LF 0 (SEE g HORIZONTAL SCALE A (APPROX. LOCATION) • e� 5 C'l 16'"EX. 83 LF OF 8" SD it D reit 1b011. ® 5.18% SS CLEANOUT ' TOP 242.5 (MATCH EX.) SS CONNECT TO EX. SS LINE .0Y.. IN. _ (SEE NOTE 1)- NOTE )_NOTE 2) EX. GAS MAIN 1" WATER METER (SEE NOTE 9) -- DOUBLE CHECK VALVE ASSEMBLY (DCVA) 1" FIRE/DOMESTIC FIRE SERVICE SS CLEANOUT TOP 251`4 (MATCH EX.) YARD DRAIN TOP 251.3 (MATCH EX.) 6" IE 248.8 • CB#1, TYPE 1 TOP 234.0 (MATCH EX.) 6" IE 228.74 PERFORATED PIPE CONNECTION (SEE NOTE 6) (PROM ANCHOR >15%) _I STORM SYSTEM (SEE NOTE 6) PARCEL A 10,055 SF RIM 233.4 4" PVC IE 230.0 (S/SW) 8" CONC. IE 229.5 (S) U1 0 611,1 000000 it 4 approval is su ect to errors and ornie3ione. construction dcruments does not authoiize of any adoptodl code or ordinance. Receipt SEPARATE PERMIT REQUIRED FOR: 0 Mechanical 0 Plumbing 0 Gas Piping co CO City of Tukwila BUILDING DIVISION' STORM & UTILITY PLAN SCALE 1"=20' EX. CB TYPE I RIM 237.4 8" CONC. IE 232.4 (E) \L1EWED FOR 0 4. COMPLIANCE APPROVED I lit. 0 1 nit City Tulavil4 61611, 001 BUILDING DIVISIO 10,055 SF 336590-0505 6,500 SF TBD LDR 6,500 SF 2,275 SF 20 FT 10 FT 5 FT 10 FT 30 FT 3,670 SF PROJ. NO. GENERAL /VOTES: 1. CONNECT TO EXISTTNG SEWER LINE CONTRACTOR TO VERIFY THAT EXISTING UNE DOWNSTREAM Or CONNECTTON (EAST) IS A MINIMUM OF 6" IN DIAMETER WHICH ALLOWS FOR A WYE OF TWO 4" Dk4ML1LK UNES (UPSTREAM). IF THE DOWNSTREAM SEWER LINE IS LESS THAN 6" THEN THE CONTRACTOR SHALL PROWDE A MINIMUM OF 6" UNE TO CONNECTION WITH THE EXISTING 8" SEWER MAIN WITHIN 577H AVE S. A JOINT USE AGREEMENT FOR THE SHARED SEWER UNE BE7WEEN PARCELS A & B WILL BE REQUIRED. ALTERNATIVELY, A SEPARATE 4" LINE MAY CONNECT DIRECTLY INTO THE EXISTING 8" MAIN. 2. CONTRACTOR TO VERIFY THAT A 2.0% MINIMUM SLOPE IS ACHIEVABLE FOR THE SEWER SERVICE LINE. ANCHORS FOR THE SEWER LINE IS REQUIRED IF SLOPE IS GREATER THAN 15%. SEWER LINE IS CURRENTLY SHOWN TO BE PARALLEL TO NORTH PROPERTY LINE AT 2.5' OFFSET. 3. DRY ununEs (POWER, G45, PHONE, CABLE) ARE CONCEPTUALLY SHOWN WITHIN A 32" WIDE JOINT TRENCH. ONE FOOT OF SEPARATION FROM SEWER AND STORM LINES ARE PROVIDED FROM EDGE OF TRENCH. LOCATION OF DRY UTILITTES TO BE VERIFIED BY PURVEYOR. 4. CONTRACTOR TO PROVIDE A MINIMUM OF 1' VERTICAL SEPARATION BE7WEEN PROPOSED STORM LINE AND EXISITNG SEWER UNE. 5. ANY WORK WITHIN THE RIGHT OF WAY, SUCH AS CONNECTING TO EXISTING UTILITIES, SHALL REQUIRE RESTORATION (PAVEMENT, WALK, LANDSCAPING, ETC.) TO EQUAL OR ABOVE EXISTING CONDITIONS IN ACCORDANCE WITH CITY STANDARDS. a SMALL LOT FLOW CONTROL - fx10' LEVEL TRENCH WITH PERFORATED PIPE. SEE DETAIL THIS SHEEE CONNECT ROOF AND FOOTING DRAINS TO SYSTEM. SOIL OVERTOP OF THE PERFORATED PORTTON OF THE SYSTEM MUST NOT BE COMPACTED OR COVERED WITH IMPERWOUS MATERALS. 7. UTILITIES PROVIDED TO BE CAPPED AT 5' (WEST) INTO PARCEL B. 8. NO CLEARING AND GRADING IS PROPOSED FOR THIS SHORT PLAT EXCEPT FOR TEMPORARY UTTUTY TRENCHING. CONTRACTOR IS RESPONSIBLE FOR PROVIDING APPROPRIATE TEMPORARY EROSION AND SEDIMENT CONTROL (TESC) MEASURES AS NECESSARY FOR THE LIMITED AMOUNT OF E4RTHWORK ANTICIPATED. 9. 1" WATER METER AND SERVICE CONNECT7ON AS REQUIRED FOR DOMEST7C AND FIRE SERWCE DEMANDS AS DETERMINED BY CITY OF TUKWILA REFER TO CITY OF TUKWILA STANDARD DETAIL FOR FLOW-THROUGH SYSTEM 1" F7RE/DOMESTTC RRE SERVICE FIRE SPRINKLER SYSTEM DESIGNER TO CONFIRM METER SIZE FOR FIRE SERVICE DEMANDS. MOW& 6N4661,666,6466666 PLANNING APPR'-TED No changes.con be made to these plans without approval from the Planning Division of DCD 604 66 6 0006 6060,660, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONMACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. 1,106,66,666660 6,061660g,66 06,6601,6°46,66,6 6 ' 660061 046600 REFERENCE: A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY BASELINE ENGINEERING, INC. 1/6/14. B. REFERENCE AS -BUILT DRAWINGS PROVIDED BY CITY OF TUKWILA FOR EXISTTNG WATER AND SEWER MAINS SHOWN ON C. REFERENCE CITY OF TUKWILA STANDARD DRAWINGS FOR WATER METER (WS -01), SANITARY SIDE SEWER (SS -02), CLEANOUT (55-03), PAVEMENT RESTORATION (R5-03), AS WELL AS OTHERS REQUIRED FOR IMPROVEMENTS. D. ALL WORKMANSHIP SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. 1606 0666660 ,61,"116 CORRECTION LTR# bita- 0064 13119 646 46' RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER ECEIVSD DEC, 11 20111, PUBLIC WORKS C) Et Lit 1E2 0 (-.2 CO (0 APPROVED FOR CONSTRUCTION BY DATE CITY ENGINEER BY DATE UTILITIES SUPERINTENDENT APPROVAL EXPIRES: DATE: SCALE: 11/24/14 DRAWING NO.0 1 0 OF GENERAL CONSTRUCTION NOTES HEADER & ROOF FRAMING NOTES 1. SUB -CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: VERIFYING AND MEETING 1. ALL LOCAL AND STATE CODE REQUIREMENTS, REVIEWING APPROVED PLANS AND 1 COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE BUILDING DEPARTMENT, MEETING ALL SAFETY REQUIREMENTS AND STANDARD SAFETY PRACTICES THAT ARE RECOMMENDED AND/OR REQUIRED BY STATE AND LOCAL AUTHORITIES, VERIFYING ACCURACY OF ALL DIMENSIONS. DO NOT SCALE 1 THE DRAWINGS. IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. 2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE DESIGNER AND BUILDING DEPARTMENT. 1 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN ON SHEET "CS". THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS FROM THE ROOF TO THE FOUNDATION. 4. SEE SHEET "S2" FOR ALL SHEARWALL PLACEMENTS AND REQUIREMENTS. SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER OF ANY DISCREPANCIES OR CONCERNS. 5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, INCLUDING: PLUMBING, ELECTRICAL, AND MECHANICAL PENETRATIONS. FIRE BLOCK AT MIN. 10 FT. O.C. HORIZONTALLY IN WALL CAVITIES. 6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS, IRC REQUIREMENTS, AND THE STATE ADOPTED PLUMBING CODE. IN SDC D1, D2, TANK MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK. AT THE LOWER STRAP, STRAP IS TO BE 4" MIN. ABOVE THE CONTROLS (IRC M1307.2). 7. WHEN INSTALLED IN A GARAGE, ALL APPLIANCES MUST HAVE THE SOURCE OF IGNITION A MINIMUM OF 18" ABOVE THE FLOOR SLAB (IRC M1307.3). MECH / PLUMBING EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE (IRC M1307.3.1). 8. USE 5/8" GYPSUM OR 1/2" SAG -RESISTANT GYPSUM AT THE CEILING PER IRC TABLE R702.3.5. 9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS, WINDOW AND DOOR OPENINGS, WALL AND ROOF INTERSECTIONS, DECK ATTACHMENT TO WALL, AND OTHER AREAS THAT WATER MAY INTRUDE. WINDOWS AND DOORS SHALL BE INSTALLED PER MANUFACTURER INSTRUCTIONS. 10. SINGLE STORY CONDITION U.N.O. ON S2 SHEET: NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 6" O.C. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EA. STUD BAY, NAIL ALL FLOOR SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD, EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 11. TWO STORY CONDITION U.N.O. ON S2 SHEET: NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 5" O.C. ON FIRST FLOOR, 6" O.C. ON SECOND FLOOR. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EA. STUD BAY, NAIL ALL FLOOR SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD, EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 12. ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN. WIDTH OF 20" AND A MIN. HEIGHT OF 24" WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT2. 13. SEE SHEET "El" FOR EXHAUST FAN, SMOKE AND CARBON MONOXIDE DETECTORS, AND ELECTRICAL FIXTURE LOCATIONS. 14. CABINET, PLUMBING FIXTURE, AND DOOR ROUGH OPENINGS ARE CRITICAL DIMENSIONS. TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED ACCURATELY. 15. SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS, OUTSIDE ALL SLEEPING AREAS, AND ON EACH ADDITIONAL STORY OF THE DWELLING. SYSTEM MUST BE INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS SOUND WHEN ONE IS ACTUATED. IRC R314 16. AN APPROVED CARBON MONOXIDE ALARM IS REQUIRED OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS AND ON EACH LEVEL OF THE DWELLING. IRC R315.1 HEADERS .1. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALL HEADERS SUPPORTING ROOF LOADS ARE TO BE A MIN. 4 x 8 D.F. #2 W/ R-10 RIGID INSULATION AT HEATED AREAS. .2. U.N.O. ALL EXTERIOR WALL HEADERS SUPPORTING ROOF AND FLOOR LOADS ARE TO BE 4 x10 D.F. #2 W/ R-10 RIGID INSULATION AT HEATED AREAS. .3. ALL SINGLE STORY NON-STRUCTURAL GABLE END OR 2nd FLOOR OF 2 STORY NON-STRUCTURAL GABLE END HEADERS UP TO 6'-0" TO BE SINGLE 2x6 H.F. #2 PER DETAIL 6 ON SHEET A4. 2. UNLESS NOTED OTHERWISE, JOISTS AND RAFTERS ARE TO BE A MIN. H.F. #2. RAFTERS MUST BE SUPPORTED BY POSTING DOWN TO FLAT BLOCKING THAT SPANS A MIN. OF TWO TRUSSES WHEN RAFTER SPANS EXCEED 6 FT. 3. TRUSSES SHALL CARRY MANUFACTURER STAMP AND HAVE ENGINEERING DRAWINGS ON SITE FOR INSPECTION. ALL TRUSS BRACING REQUIREMENTS MUST BE INSTALLED PER TRUSS DRAWINGS. DO NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR APPROVAL FROM THE ENGINEER AND BUILDING DEPARTMENT. IF A TRUSS IS DAMAGED DO NOT INSTALL IT. CONTACT THE BUILDER IMMEDIATELY FOR A REPLACEMENT TRUSS. 4. FRAMING CONNECTIONS SHALL BE "SIMPSON STRONG TIE" (OR) AN APPROVED EQUIVALENT. 5. PROVIDE ATTIC VENTILATION PER IRC R806.2. THE NET FREE VENTILATED AREA SHALL BE 1/300 FT2 PROVIDED THAT MIN. 40% AND MAX. 50% OF THE REQUIRED VENTILATION AREA SHALL BE A MINIMUM OF 3 FT. ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENTILATION SHALL BE PROVIDED AT THE EAVES. 6. PROVIDE A MIN. ROUGH OPENING 22"x30" ATTIC ACCESS PANEL WITH A TIGHT -FITTING / SELF- CLOSING DOOR. DOOR SHALL BE BACKED WITH INSULATION IF LOCATED ABOVE HEATED SPACE. VERIFY ACCESS LOCATION WITH OWNER AND PLANS. 7. SHEATH ROOF PER IBC CASE 1 (STAGGERED PANELS UNBLOCKED) FASTEN PANELS W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. DO NOT STAPLE. 8. UNLESS NOTED OTHERWISE, TOE -NAIL ALL GABLE END TRUSSES WITH (2) 10d NAILS @ 16" O.C. INTO TOP PLATES. 9. UNLESS NOTED OTHERWISE, TOE -NAIL EACH END OF TRUSS AT BEARING WALLS W/ (2) 10d NAILS AND FASTEN WITH TRUSS CLIPS PER PLAN. 10. ASPHALT SHINGLES MUST COMPLY WITH WIND SPEED SITE CONDITIONS AND BE SEALED IN ACCORDANCE WITH ASTM D 7158 OR UNSEALED IN ACCORDANCE WITH ASTM D 3161. IRC R905.2 11. MIN. 4" STEP FLASHING AT WALL / ROOF CONNECTIONS AND TURNED OUT AT THE BOTTOM TO DIRECT WATER AWAY FROM THE WALL. IRC R905.2.8.3 12. PROVIDE DRIP EDGE AT EAVES AND GABLES OF SHINGLED ROOFS. FOUNDATION & FLOOR FRAMING NOTES 1 ALL FOOTINGS SHALL BEAR ON STIFF, FIRM SOIL MEETING THE REQUIREMENTS OF DEFAULT SITE CLASS "D" PER IBC SECTION 1613.5.2. DESIGN IS BASED ON 1500 p.s.f. SOIL. CONTRACTOR MUST VERIFY W/ BUILDING DEPARTMENT THAT THESE CONDITIONS ARE MET PRIOR TO WORK. 2. ALL WOOD IN CONTACT WITH CONCRETE OR SOIL SHALL BE 2x HEM -FIR #2 MIN. TREATED WITH AN APPROVED PRESERVATIVE AND HOT -DIPPED GALVANIZED CONNECTORS (OR) STANDARD HEM -FIR ON AN IMPERVIOUS MOISTURE BARRIER (IRC R317.1) (OR) BORATE TREATED HEM -FIR #2 MINIMUM. 3. PROVIDE APPROPRIATE BLOCK-OUTS IN FOOTINGS OR WALLS FOR PLUMBING & ELECTRICAL STUB -OUTS. 4. WHERE REQUIRED, USE A MIN. OF 3000 p.s.i. CONCRETE PER IRC TABLE R402.2, INCLUDING: FOUNDATION WALLS, PORCH AND GARAGE SLABS, STEPS, AND ALL OTHER AREAS THAT ARE EXPOSED TO THE WEATHER. MAXIMUM STRENGTH IS AT 28 DAYS. ALLOW ADEQUATE TIME FOR FOUNDATION TO SET BEFORE BACK FILLING. 5. FOUNDATION VENTS ARE TO BE INSTALLED AT 1/300 FT2 EVENLY PLACED TO PROVIDE CROSS VENTILATION EXCEPT THAT ONE SIDE IS PERMITTED TO HAVE NO OPENINGS. THE NET FREE AREA MAY BE REDUCED TO 1/1500 FT2 IF GROUND SURFACE IS COVERED W/ 6 MIL. BLACK POLY SHEETING AND VENTS ARE PLACED TO PROVIDE CROSS VENTILATION OF THE SPACE. IRC R408.2 6. UNLESS NOTED OTHERWISE, 2x MUDSILL TO BE INSTALLED FLUSH WITH THE INSIDE FACE OF FOUNDATION WALL AT JOIST BEARING POINTS TO ACCEPT JbIST HANGERS. VERIFY THAT THE MUDSILL IS SQUARE AT ALL CORNERS. 7. ATTACH THE MUDSILL TO THE FOUNDATION WITH 1/2"x10" ANCHOR BOLTS WITH NUT AND STANDARD WASHER @ 6 FT. O.C. AND WITHIN 12" OF EACH END OF THE PLATE SECTION. 7.1. IN SDC DO, D1, D2, USE 114"x3"x3" PLATE WASHER ON EACH BOLT. 7.2. WHERE ANCHOR BOLTS ARE MISSED USE A 1/2"x 6" TITAN HD MECHANICAL ANCHOR BOLT. 8. REBAR IS REQUIRED IN SDC DO, D1, D2 PER IRC R403.1.3. A MIN. (1) #4 REBAR IN FOOTINGS. AND (1) #4 REBAR WITHIN 12" OF TOP OF WALL. 9. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY, BUT THE CONNECTION FROM THE FOUNDATION TO THE MUDSILL IS ENGINEERED FOR RESISTING LATERAL LOADS AS OUTLINED IN THE DESIGN CRITERIA ON SHEET "CS". 10. FOOTINGS AND STEM WALLS SHALL BE AS FOLLOWS (UNLESS NOTED OTHERWISE): 10.1. BELOW ONE STORY PORTIONS OF A BUILDING: FOOTINGS = 12" WIDE. STEM WALLS = 6" THICK. 10.2. BELOW TWO STORY PORTIONS OF A BUILDING: FOOTINGS = 15" WIDE STEM WALLS = 6" THICK 11. WHERE REQUIRED PER IRC R406.1, FOUNDATION WALLS SHALL BE DAMP PROOFED AROUND THE ENTIRE PERIMETER USING A METHOD THAT IS APPROVED BY THE BUILDING DEPARTMENT. LATERAL DESIGN CRITERIA AND MINIMUM SITE CONDITIONS INFORMATION OCCUPANCY CATEGORY II BASIC / ULTIMATE WIND SPEED (ASCE 7-10) 110/140 WIND EXPOSURE FACTOR C MINIMUM WIND LOADS (PSF) 16/8 SEISMIC / WIND IMPORT. FACTOR I SEISMIC USE GROUP 1.0 SEISMIC DESIGN CATEGORY D2 SHORT PERIOD ACCELERATION (g) 1.17 DEFAULT SITE CLASS D MAXIMUM GROUND SNOW LOAD (PSF) 30 ROOF DEAD LOAD (PSF) 15 EXTERIOR WALL DEAD LOAD (PSF) 15 INTERIOR WALL DEAD LOAD (PSF) 10 MAXIMUM ROOF SLOPE 5/12 GENERAL STRUCTURAL NOTES: WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN BASE LOADS SET FORTH BY THE CRITERIA OPTIONS LISTED ABOVE. THE STRUCTURAL SYSTEM IS DESIGNED TO TRANSFER LOADS IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE (IBC) TO A PRESCRIPTIVE FOUNDATION. STRUCTURAL MEMBERS NOT A PART OF THE ENGINEERED STRUCTURAL SYSTEM SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CONVENTIONAL LIGHT -FRAME CONSTRUCTION REQUIREMENTS OF 2012 IRC. DOCUMENT SHEET INDEX CS COVER SHEET Al FIRST FLOOR PLAN Al -1 SECOND FLOOR PLAN A2 BUILDING SECTIONS A3 EXTERIOR ELEVATIONS A3-1 EXTERIOR ELEVATIONS A4 ARCHITECTURAL DETAILS A5 CABINET DETAILS A6 TALL FOUND. WHERE REQ'D S1 FOUNDATION PLAN S2 SHEAR WALL PLAN S3 ROOF FRAMING PLAN S4 STRUCTURAL DETAILS S5 STRUCTURAL DETAILS S6 STRUCTURAL DETAILS El ELECTRICAL PLAN DESIGN ENGINEER ABDELOUAHAB (Wahab) Abrous, Ph.D., P.E. HiLine Homes Inc. Design & Engineering Department Washington State License Number: 36110 Oregon State License Number: 81419PE Idaho State License Number: P-14132 (253) 770-2244 x 2132 Alternate x 2129 wabrous@hilinehomes.com OG colotokolso RECEIVED CITY OF TUKWILA 6_3_46 JUN 14 2016 PERMIT CENTER CORRECTION LTR# ooi SITE ADDRESS: CUSTOMER: w w > w O U u) HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 30'-0" 15'-82" 14'-32" 8'-1" 7'-72' 60 610 S.G.D. S.G. 9 i 0 s 0 Lr)f CRAWL ACCESS ch 7'-1 60 50 HS 1-7-2" LIVING RM. 91_1 zo DINING RM. Eo 7" 71-3" 6'-52" DOUBLE 2x4 WALL M 71 2 411) 5'-42" 3'-0" 0 LRF. 42 j4" HALF WALL KITCHEN RANGE W/ HOOD (VTO) 010 O R&S • PWD DW L- 0 0 r 11 u) FOYER "15136 HALF 0 Eo 0 AREA SUMMARY FIRST FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA GARAGE PORCH HB = HOSE BIB S.G. =SAFETY GLAZING 981 SQ. FT. 1345 SQ. FT. 2326 SQ. FT. 440 SQ. FT. 44 SQ. FT. WALL 0 20 30 SH S.G. PORCH 4x4 POST 1'-10" /2'-4' 4'-10" • 91-011 •2' 2'-52" 6'-3" 6'-2" / .� / SOLID CORE 1 3/8" MIN. W/ WEATHER STRIP SURFACE WARM WALL W/ %2" G.W.B. WALLS & 5/8" G.W.B. TYPE X LID FUEL FURNACE & WATER HEATER. MIN. 18" ABOVE SLAB GARAGE SHEETROCKAND FIRE TAPE GARAGE 7' OHD (MTL. NON-INSUL. 7 16'-0" -IN 00 LO 0 (0 A/C PAD L — J 2' 21'-0" 30'-0" FIRST FLOOR PLAN SIN N 2ND FLOOR CANTILEVER PROVIDE THUR WALL COMBUSTION AIR VENTILATION OUTDOOR COMBUSTION AIR IRC. G2407.6.1 TWO PERMANENT OPENINGS METHOD. ® PROVIDE 1 OPENING COMMENCING WITHIN 12" OF THE TOP OF ENCLOSER & 1 OPENING COMMENCING WITHIN 12" OF THE BOTTOM OF THE ENCLOSER. ® FOR HORTIZONTAL DUCTS EACH OPENING SHALL HAVE A MIN. FREE AREA OF NOT LESS THAN 1 SQ. IN. PER 2,000 BTU/H. OF TOTAL INPUT RATING OF ALL APPLIANCE IN THE ENCLOSER. ENERGY CREDITS TABLE R406.2: 1 HIGH EFFICIENCY HVAC EQUIPMENT 3B - AIR SOURCE HEAT PUMP W/ MIN. HSPF OF 8.5. 2. EFFICIENT WATER HEATING 5A - ELECTRIC WATER HEATER W/ A MINIMUM EF OF 0.93. AND ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. btlr onii REVIEWEDFOR CODE COMPLIANCE APPROVED I&012016 City crukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER SITE ADDRESS: CUSTOMER: E 0 9. VE ago 0 __ as� ,= m TJ i 8 . O CO �`,2 LLi 0 Q� 2 ti L— coco 00 se F=- 0 0 E— s W c� `cT) F - HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 0 U) • • rC CV 30'-0" 14'-22" 2'-6" 13'-32" 71_411 40 40 HS 71-4" 40 40 HS EGRESS BEDROOM 2 7'-102" 1'-10" / 3'-6" i 06 ce b" 0 0 0 0 O M X U- IN N CV LIN fn= nl I WO 1 W j I L=00JL--J UTIL.Pi! a �T X. z 0 w Nle I 36" f� HALF WALL OPEN TO BELOW 6" XX ti 40 EGRESS r BEDROOM 3 • m BATH HALL • :(--9 421/411 HALF - WALL 31_g" W.I.C. 0 5'-6" / / R&S ri-8 2 W.I.C. L [3' • R&S (2) 20 20 FIX 1 1_5211 2'-6' / TRIPLE X STUDS i N 0 91_Oil 0 ASTER ATH 5' TUB/ SHWR.° 6'_32" 9" BEDROOM 4 • Cr) w U) '9 0M 0 co 11'-9" _ g� TRIPLE STUDS MASTER BEDROOM M CV 046 HS / 8'-5" / 6'-32" 30'-0" SECOND FLOOR PLAN 1/4" = 1'-0" C C? Cr) 9 0 U) 1 0 „IN 1 O w co QOM.: Ca WOW 17- >�H O Q Ov w � Q F- • 0 0 W 0~mJ D > w w O I— z —«Qo I— J LU- (%. v)aCL� <Z (1/3 _S2 O=QO 6x10 D.F. #2 w CO 0 O ❑ to DOUBLE O 0 STUDS HUS412 HANGER \ 1 3/4” X 11 8" LS L LU9 H 1 3/4" J -'''.:71c1) ER 11 7/8" LS L L-_ DOUBLE STUDS Li 3 %2" X 11 7/g i L__1 00 T770 N C= i 0 G' c JOIST HANGERS 9 o SHEAR 1-3 4x6 POST 6x6 POST H TRANSFER 151/4"X117/g"PSL 0 7/411 19 3 S4 4x6 POST 4x6 POS�I" TJ 111 "I" J O I T 2' 1/2" 12" GLB CANTILEVERED JOISTS M 0 CV w LL 0 JOIST MUST LINE UP DIRECTLY ABOVE WALL TO PROVIDE SHEAR TRANSFER. FASTEN JOISTS TO TOP PLATE W/ (2) 10d NAILS @ 12" O.C. (SEE DETAIL 3 ON S4)\ "7 O (0 0 CV p lfo- �O&4 SECOND FLOOR FRAMING PLAN 1 /4" = 1'-0" w U- 0 RECEIVED CITY OF TU KWILA JUN 14 2016 PERMIT CENTER v) w w co CUSTOMER: HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 MIN. ROOF MATERIALS: COMPOSITION SHINGLES CLASS "B" 15 # FELT OVER APA RATED 24/0 SHEATHING FULL HEIGHT BLOCKING W/ VENT HOLES ,4(imrcmt INSULATION BAFFLE (1" AIR SPACE I RIDGE VENTING 7 ROOF TRUSSES, 24" O.C. 12 7 "SIMPSON" HURRICANE TIES H -2.5A UP TO 535# UPLIFT, H -10A UP TO 1015# UPLIFT. TYPICAL 4 EAVE END BR 3 11 '/8' I -JOISTS @ 19.2" O.C. TYP. FLOOR TO FLOOR CONNECTION BATH BR 4 %" G.W.B. (OR) 1/2" SAG RESISTANT (TABLE R702.3.5) TYPICAL INTERIOR WALL: (2) 2x4 TOP PLATES OVER 2x4 STUDS @ 19.2" O.C. W/ %2' G.W.B. EA. SIDE OVER 2x4 BOTTOM PLATE 3/q' T & G SUB -FLOORING. APA RATED 48/24 GLUED & NAILED R-49 INSULATION ti It tSt MASTER BEDROOM R-23 INSULATION W/ VAPOR BARRIER PAINT OVER SHEET ROCK R-30 FLOOR INSULATION c •,...../ 108 • TYPICAL EXTERIOR WALL: 2x6 TOP PLATES OVER 2x6 STUDS @ 16" O.C. OVER 2x6 BOTTOM PLATE OVER STRUCTURAL RATED 3/4' SHEATHING. WRAP HOUSE W/ AN APPROVED WATER RESISTENT BARRIER (R703.2) DINING 91/2' I -JOISTS — @ 19.2" O.C. 5/s" G.W.B. (OR) 1/2" SAG RESISTANT (TABLE R702.3.5) TYPICAL INTERIOR WALL: (2) 2x4 TOP PLATES OVER 2x4 STUDS @ 19.2" O.C. W/ %2' G.W.B. EA. SIDE OVER 2x4 BOTTOM PLATE 3/4' T & G SUB -FLOORING. — APA RATED 48/24 GLUED & NAILED KITCHEN PWDR R-30 FLOOR INSULATION Y BLACK 6 MIL. POLY VISQUEEN VAPOR BARRIER THROUGHOUT CRAWL SPACE. d i w. X Y 1,, 5/8" G.W.B. TYPE X (I.R.C. TABLE R702.3.5) GARAGE •`- TYPICAL FOUNDATION BUILDING SECTION A -A 4,.511 34"-38" HANDRAIL 42' MAX. PROJECTION 36" MIN./ ROOF SHEATHING REQUIREMENTS Ground snow load MAX. 40 psf MAX. 70 psf Beyond 70 psf 7/16" O.S.B. 15/32" O.S.B. 5/8" O.S.B. NOTE: HALF WALL OR SOLID WALL STAIRWAYS SIMILAR. PROVIDE HANDRAIL MIN. (1) SIDE. MIN. CLEAR WIDTH AT AND BELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL BE 312" MIN. 27" WHERE HANDRAILS ARE PROVIDED ON BOTH SIDES HANDRAIL RISER 27" M I N 10" NOSE TO N 00 ccd LL A co 1 11 CLOSED OFF UNUSABLE SPACE 42" MAX. 14" - 211 • Q I- O W Bo u_ O 0 t V) co z TYPICAL HANDRAIL DIMENSIONS w J - w crud - 1 � 00 0 0 U- 0 0 U- CLOSET REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2016 • City of Tukwila BUILDING DIVISION TIMBER STRAND 2x8 LEDGER (3) 2x12 STRINGERS FIRE BLOCKING NOTE: PROVIDE LIGHTING PER I.R.C. R303.6. AT TOP AND BOTTOM OF STAIRWAY ACCESS W/ SWITCHES AT BOTH LOCATIONS W/ OUT TRAVERSING ANY STEPS. STAIR DETAILS STANDARD CEILING NTS b16` OO(oLl RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER SITE ADDRESS: CUSTOMER: HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 FIBERGLASS COMP. SHINGLES — CLASS "B" MIN. NOTE: ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY SEEN FROM THE MAIN ACCESS ROAD (OWNER RESPONSIBILITY) RIDGE VENTING POST & BEAM WRAPPED WI FIBER CEMENT SIDING 2x6 BARGE BD. W/ METAL DRIP EDGE So�ti FRONT ELEVATION 12 7 RIDGE VENTING -\ 2x6 BARGE BD. W/ METAL DRIP EDGE S.G. 12 12 5/4 x 4 WINDOW TRIM LEFT SIDE ELEVATION 4x4 POST SITE ADDRESS: TBD 57TH AVE. S. TUKWILA, WA 98168 NGr 00(04 REVIEWED FOR COMPLIANCE. CODE COMPL APPROVED AUL o 1 2016 city of TpISICN oNlla BUILDING RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER NOTE: EXTERIOR APPEARANCE WILL VARY BY SIDING CHOICE, MATERIAL AVAILABILITY AND BUILDER DISCRETION. SITE ADDRESS: CUSTOMER: E 0 (1)E 43) O E� m4 - C 'E J _8 'O Co Co IT- Io 00 H<r. Z��c W co Q• co a_ co 0 1 c:t Co O O E" PI w Q ><w w=J W HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 2x6 BARGE BD. W/ METAL DRIP EDGE FIBERGLASS COMP. SHINGLES CLASS "B" MIN. 5/4 x 6 FASCIA BD. 5/4 x 4 CORNER TRIM CEMENT LAP SIDING FINISHED GRADE BY OWNER SHALL SLOPE AWAY FROM BUILDING 6" IN 10'-0" MIN. RIDGE VENTING RIDGE VENTING .D'S N), REAR ELEVATION 2x6 BARGE BD. W/ METAL DRIP EDGE 12 7 OUTDOOR COMBUSTION AIR VENTS e4,4 RIGHT SIDE ELEVATION %x4WINDOWTRIM Alb- aaby RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER NOTE: EXTERIOR APPEARANCE WILL VARY BY SIDING CHOICE, MATERIAL AVAILABILITY AND BUILDER DISCRETION. SITE ADDRESS: CUSTOMER: coCO � Z O O FE F7 w Q F'> w -J W HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 MFR. TRUSSES @ 24" O.C. 2x VENT BLOCKING W/ BORED HOLES & INSECT SCREENS. NAIL W/ 8d NAILS @6" O.C. THROUGH ROOF SHEATHING. TOE -NAIL BLOCKING TO EACH TRUSS W/ (1) 10d NAILS EA. END OF BLOCK. FASTEN BLOCKING TO TOP PLATE W/ "SIMPSON" RBC CLIPS @24" O.C. FILL ALL NAIL HOLES. SIMPSON "H" CLIPS PER S3 SHEET. FILL ALL NAIL HOLES. 2x6 TOP PLATE hi. 11&.,r 1'-4" TRUSS TAILS EAVE END DETAIL IJ TYPICAL NTS FULLY INSULATED CORNER XM6 2x4 DRYWALL BACKER OR CLIPS 2x6 STUDS @ 16" O.C. EXTERIOR WALLS (MAI EXT. CORNER DETAIL TYPICAL NTS 2x6 DOUBLE TOP PLATE R-10 RIGID INSUL. 2x NAILER DRYWALL 4x HEADER U.N.O. EXT. SHEATHING INSUL. HEADER DETAIL 5 TYPICAL NTS 6/1 TYPICAL INSULATION CONT. BEHIND "T" WALLS 2x4 STUD (INTERIOR WALL) 2x6 DRYWALL BACKER 2x6 STUDS @ 16" O.C. EXTERIOR WALLS (-) INTERIOR WALL DETAIL NPICAL NTS 2x6 DOUBLE TOP PLATE INSULATION 2x6 VERTICAL 2x6 FLAT DRYWALL >C EXT. SHEATHING (ZARIi�v � E END HEADER DETAIL NTS LP SOFFIT 2" CONT. SOFFIT VENT 1x2 BEAM PER PLAN POST PER PLAN 1 TRUSS TAILS SOFFIT VENT DETAIL 2" CONT. VENT NTS X. JOISTS @ 19.2" O.C. U.N.O. NAIL PLATES TOGETHER W/ 10d NAILS @ 8" O.C. ff L%%/ // CONTINUOUS 2x4 PLATES BUILT UP HEADER NAIL PLATES TOGETHER W/ 10d NAILS @ 8" O.C. TRIMMER 2'-0" PONYWALL MIN. FOOTING rThl CRAWL ACCESS DETAIL TYPICAL NTS 1)l6 - oozy RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER SITE ADDRESS: CUSTOMER: us) J umni H W O HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 CV 4'-0" POWDER I I I I / / / / \�-'-/ i 4'-0" POWDER 2'-3" 11_6" 2'-3" r -a- MASTER BATH I I I I 1 f / / i 2'-3" 11_6" 2'-3" r -a- MASTER BATH 2'-3" 1'-6" 21_3" BATH 2 0 M " V .I I I I I w v / / i 2'-3" 1'-6" 21_3" BATH 2 0 M " V .I w v / / i DW SI BA K . E 1'-9" 2'-0" NOTES: 1. CABINET MAKER TO VERIFY ALL CABINET DIMENSIONS ON SITE. 2. THIS DRAWING IS AN APPROXIMATE REPRESENTATION FOR THE CABINET DESIGN. ACTUAL CABINET UNITS MAY VARY PER CABINET MAKER. 3. FOR 9' CEILING OPTION - ADD 6" OF HEIGHT TO UPPER CABINETS. 3'-0" � KITCHEN LI 31_9" i 8" i 2'-9" 2,,0„ CziD KITCHEN (9 CV 0 M 1 '-3" 2'-6" / 1'-3" FILLER 3'-0" 1'-3" 2'-6" 1'-3" _ 3'-3" 1 KITCHEN 4" J 2'-0" 1'-6" KITCHEN biGroobli DR SVtE Ofcoltpsoligove o 1 TA U Wi1a eau:0N� p1Vis% RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER 0) CO 00 -09) 0 E— S I Wc..< W a- Co o U F - w Z z Q m J <0= 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 DETAIL A ATTACH O.S.B. SHEATHING TO TOP PLATE W/ 8d NAILS PER SHEARWALL PLAN NAILING. NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. SPLICES ARE TO BE A MIN. OF 48" ATTACHED W/ 10d NAILS @ 6" O.C. ATTACH MAIN LEVEL FRAMING TO FOUNDATION W/1/2" x 7" HILTI QB -TZ ATTACHED TO A %2" COUPLING, ATTACHED TO A %2" THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO A "SIMPSON" LTT2OB HOLDOWN ATTACHED TO MAIN FLOOR FRAMING PER MFR. INSTRUCTIONS. USE A 2" WASHER AND /2 NUT. SHEATHING LAPS TOP PLATE DETAIL B TOP FLANGE JOIST HANGER TO HANG OFF THE DOUBLE TOP PLATE OF THE CRIPPLE WALL. ATTACH HANGER PER MFR. SPECIFICATIONS. ATTACH UPPER WALL FRAMING TO LOWER WALL FRAMING W/ "SIMPSON" CS14 STRAP (U.N.O. ON SHEET S2). ATTACH SHEATHING EDGES AT SOLE PLATE AND TOP PLATES W/ 8d NAILS @ 4" O.C. TOE -NAIL RIMBOARD W/ 10d NAILS @ 12" O.C. U.N.O. SEE DETAIL "A" ABOVE WHEN HOLDOWNS ARE REQUIRED WHERE A CRIPPLE WALL IS USED. NOTE: 1. FOR SEISMIC DESIGN AREAS DO, D1 AND D2,WHERE UNBALANCED BACKFILL DOES NOT EXCEED 4'-0" AND FOUNDATION WALL DOES NOT EXCEED 4'-6" IN HEIGHT, FOUNDATION WALL IS PERMITTED TO BE 6" THICK W/ (1) #4 CONTINUOUS REBAR WITHIN TOP 12" OF FOUNDATION WALL. (§ R404.1.4.2, EXCEPTION 3.) 2. WHERE THERE IS MORE THAN 4'-0" OF UNBALANCED BACKFILL WALLS MUST BE LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING WALL. 3. FOUNDATION SUB -CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH CONTRACTOR AND BUILDING DEPARTMENT. 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS AS SHOWN ON PLANS. WHEN PLANS CALL FOR A HOLDOWN AND THERE ISA CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" COUPLER ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT. CONNECT TO MAIN LEVEL WALL BOTTOM PLATE WITH A "SIMPSON" LTT2OB HOLDOWN (SEE DETAIL "A"). WHEN A RIM BOARD IS USED, ATTACH WALL ABOVE AND BELOW WITH "SIMPSON" CS14 STRAP, U.N.O. ON SHEET S2 (SEE DETAIL "B"). 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL CONNECTION IS ENGINEERED. WHERE 1/2" ANCHOR BOLTS ARE MISSED PER PLAN THEN A REPLACEMENT IS ALLOWED PER SHEET CS "FOUNDATION & FLOOR FRAMING NOTES". THIS DETAIL IS INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET IN HEIGHT. FRAME ALL EXTERIOR WALLS AT CRIPPLE WALL PERIMETERS PER DETAIL 1 ON S4 2x STUDS @ 16" O.C. 2x SOLE PLATE 3/4" T&G SUBFLOORING 2x MUD SILL 4 ATTACH O.S.B. SHEATHING TO MUDSILL W/ 8d NAILS PER SHEARWALL PLAN NAILING. ATTACH MUDSILL TO FOUNDATION WITH %2" ANCHOR BOLTS SPACED PER PLAN. SEE SHEET CS "FOUNDATION & FLOOR FRAMING NOTES". A J a Q II I I II 4 L a n a L1 / 8 a / A a A aLI A a� A a a 4 a a II a D A a A a a A A a 4 a WO Z EL - .475 cn Zm. a A a A A a IH H STEPPED FOUNDATION / CRIPPLE WALL SHEAR TRANSFER TO PRESCTIPTIVE FOUNDATION NTS RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER SITE ADDRESS: CUSTOMER: E 0 E w o E __ d— J -5) num ._ _ 8 'O z Q(I) F— CD D Z 0 J J w Ct w z HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 II DETAIL A ATTACH O.S.B. SHEATHING TO TOP PLATE W/ 8d NAILS PER SHEARWALL PLAN NAILING. NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. SPLICES ARE TO BE A MIN. OF 48" ATTACHED W/ 10d NAILS @ 6" O.C. ATTACH MAIN LEVEL FRAMING TO FOUNDATION W/1/2" x 7" HILTI QB -TZ ATTACHED TO A %2" COUPLING, ATTACHED TO A %2" THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO A "SIMPSON" LTT2OB HOLDOWN ATTACHED TO MAIN FLOOR FRAMING PER MFR. INSTRUCTIONS. USE A 2" WASHER AND /2 NUT. SHEATHING LAPS TOP PLATE DETAIL B TOP FLANGE JOIST HANGER TO HANG OFF THE DOUBLE TOP PLATE OF THE CRIPPLE WALL. ATTACH HANGER PER MFR. SPECIFICATIONS. ATTACH UPPER WALL FRAMING TO LOWER WALL FRAMING W/ "SIMPSON" CS14 STRAP (U.N.O. ON SHEET S2). ATTACH SHEATHING EDGES AT SOLE PLATE AND TOP PLATES W/ 8d NAILS @ 4" O.C. TOE -NAIL RIMBOARD W/ 10d NAILS @ 12" O.C. U.N.O. SEE DETAIL "A" ABOVE WHEN HOLDOWNS ARE REQUIRED WHERE A CRIPPLE WALL IS USED. NOTE: 1. FOR SEISMIC DESIGN AREAS DO, D1 AND D2,WHERE UNBALANCED BACKFILL DOES NOT EXCEED 4'-0" AND FOUNDATION WALL DOES NOT EXCEED 4'-6" IN HEIGHT, FOUNDATION WALL IS PERMITTED TO BE 6" THICK W/ (1) #4 CONTINUOUS REBAR WITHIN TOP 12" OF FOUNDATION WALL. (§ R404.1.4.2, EXCEPTION 3.) 2. WHERE THERE IS MORE THAN 4'-0" OF UNBALANCED BACKFILL WALLS MUST BE LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING WALL. 3. FOUNDATION SUB -CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH CONTRACTOR AND BUILDING DEPARTMENT. 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS AS SHOWN ON PLANS. WHEN PLANS CALL FOR A HOLDOWN AND THERE ISA CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" COUPLER ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT. CONNECT TO MAIN LEVEL WALL BOTTOM PLATE WITH A "SIMPSON" LTT2OB HOLDOWN (SEE DETAIL "A"). WHEN A RIM BOARD IS USED, ATTACH WALL ABOVE AND BELOW WITH "SIMPSON" CS14 STRAP, U.N.O. ON SHEET S2 (SEE DETAIL "B"). 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL CONNECTION IS ENGINEERED. WHERE 1/2" ANCHOR BOLTS ARE MISSED PER PLAN THEN A REPLACEMENT IS ALLOWED PER SHEET CS "FOUNDATION & FLOOR FRAMING NOTES". THIS DETAIL IS INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET IN HEIGHT. FRAME ALL EXTERIOR WALLS AT CRIPPLE WALL PERIMETERS PER DETAIL 1 ON S4 2x STUDS @ 16" O.C. 2x SOLE PLATE 3/4" T&G SUBFLOORING 2x MUD SILL 4 ATTACH O.S.B. SHEATHING TO MUDSILL W/ 8d NAILS PER SHEARWALL PLAN NAILING. ATTACH MUDSILL TO FOUNDATION WITH %2" ANCHOR BOLTS SPACED PER PLAN. SEE SHEET CS "FOUNDATION & FLOOR FRAMING NOTES". A J a Q II I I II 4 L a n a L1 / 8 a / A a A aLI A a� A a a 4 a a II a D A a A a a A A a 4 a WO Z EL - .475 cn Zm. a A a A A a IH H STEPPED FOUNDATION / CRIPPLE WALL SHEAR TRANSFER TO PRESCTIPTIVE FOUNDATION NTS RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER SITE ADDRESS: CUSTOMER: E 0 E w o E __ d— J -5) num ._ _ 8 'O z Q(I) F— CD D Z 0 J J w Ct w z HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 9 %2" I -JOISTS @ 19.2" O.C. START POINT 29'-1 1" TYP)d' FOUND. 16"xB" SCREENED FOUNDATION VENT ATTENTION 2 STRY DOUBLE STUDS FOR LOAD BEARING (4) PLACES LOAD BEARING USE 4x4 POST TYP. TIGHT TO SHEATHING OR DBL. JST. CRAWL ACCESS $'-511" TYP ,a+. PONY S WALL 12" (A C D E = "SIMPSON" STHD14 HOLDOWN SEE DETAIL 4 ON SHEET S4. (TOTAL = 6) = "SIMPSON" STHD10 HOLDOWN SEE DETAIL 1 ON SHEET S5. (TOTAL = 4) = "SIMPSON" STHD14 HOLDOWN SEE DETAIL 2 ON SHEET S5. (TOTAL = 4) = "SIMPSON" STHD10 HOLDOWN SEE DETAIL 3 ON SHEET S6. (TOTAL = 2) = "SIMPSON" STHD14 HOLDOWN FOR POST (TOTAL = 2) 18"x24" INSUL. CRAWL ACC. W/ TIGHT FITTING DOOR 30"x30"x 12" CONC. FTG. A/C PAD L _1 PROVIDE ANCHOR BOLTS @ 24" O.C. FOR THESE WALLS STOOP BY OWNER MAX. 7 3/4" RISE, MIN. 36" SQUARE (IRC, R311.3) POST TO PIER CONN:1 4" CONC. SLAB ON COMPACTED GRAVEL FILL. SLOPE SLAB DN. 2" TO DOOR. 5/8"Q X 14" ANCHOR BOLT - MAX 7" EMBEDMENT - LEAVE ENOUG EXPOSURE TO EXTEND THRU (3 2x BOTTOM PLATES - SEE DETAIL 2 ON S5. *FOUNDATION FOOTING WIDTHS VARY ON THIS PLAN. PLEASE VERIFY FOOTING WIDTHS. FOUNDATION VENTILATION: TOTAL AREA TOTAL VENTILATION REQUIRED (14500) VENTILATION OPENINGS TOTAL VENTS REQUIRED TOTAL VENTS PROVIDED TOTAL VENTILATION PROVIDED "SIMPSON" ABU44 = 2042 FTP = 294,048 IN2 =196 IN2 = 8" X 16" ASSUMED NFA =3 VENTS = 18 VENTS = 1314 IN2 CONNECTOR OR EQUIVALENT INSTALLED PER MFR. INSTRUCTIONS. ATTACH TO CONCRETE PIER PER PLAN W/ 5/8" x 6" "SIMPSON" TITEN HD OR EQUIVALENT. 4x4 POST PER PLAN 73 IN2 REVIEWED FOR CODE COWIpL � CE APPROv 1111.. 01 2416 City of Tukwila BUILDING DIVISION ...--� 4 24"0x12" CONC PIER W/ POS. CONN. 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 feet of 1/2" or larger 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 earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) FRONT STEM WALLS TO BE MIN. 8" THICK 16'-3" ROUGH OPENING 20'-11" 29'-11" ATION PLAN IDENTIFY LOT LINES Lot lines shall be established on site and made visible verify distance of building setbacks the from lot lines, time of footing/foundation inspection, prior to pouri concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated an measured from the buildings finish face or corner of tl building nearest the property line and not necessaril measured from the exterior foundation. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 1/4" = 1'-0" O d A d 4A ZI d ., 4 A d d O Q d A, al d d d • A d d Q d O d J d II I II I I , ,I I I, ,I I RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER POST TO PIER CONN. "SIMPSON" ABU44 W/ TITEN NTS bLFr�O&4 SITE ADDRESS: CUSTOMER: Co �� UJ Q� _'" LO CO I— Coo Pg-). U i-- s < • zc � 0) Wci <- co Q --(0 O CO. I -- Z 0 F- 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 O BEDROOM 2 UTI L. OSB THIS SIDE HALL l BEDROOM 3 BATH O INTERIOR -11 4 SHEAR WAIL S6 OSB THIS SIDE � INTERIOR i SHEAR WALL (0 CS14 CS14 0 5 C CO SHEAR- 0 S66 TRANSFER AROUND OPENING 4" EDGE NAILING MSTR. BATH 4 S6 BEDROOM 4 OSB THIS SIDE INTERIOR r4\ SHEAR WALL 6/ MASTER BEDROOM SECOND FLOOR 4" EDGE NAILING GENERAL LATERAL NOTES 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2. O.S.B. WALL SHEATHING 7/16" MINIMUM ONLY FOR EXTERIOR SHEARWALLS. NAIL SHEARWALLS PER EXTERIOR SHEARWALL DETAIL 1 ON SHEET S4 U.N.O. 3. NAIL ALL TOP PLATES TOGETHER WITH 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 5" O.C. ON FIRST FLOOR, 6" O.C. ON SECOND FLOOR. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EACH STUD BAY. 4. FASTEN ALL O.S.B. SHEARWALLS W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. U.N.O. 5. WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED TO THE MUDSILL ON THE PONY WALLS PER SHEARWALL DETAILS, PONYWALL STUDS MAY BE OFFSET TO ALIGN W/ ONE EDGE WHEN A 2x6 MUDSILL IS USED. THIS WILL ALLOW FOR THE REQUIRED MUDSILL ATTACHMENT. SEE PLANS FOR THIS REQUIREMENT. LEGEND = SHEARWALL SEGMENT O.S.B. ON GARAGE SIDE 4" EDGE NAILING PORCH SHEAR WALL PLAN 1/4" = L 3" EDGE NAILING FIRST FLOOR (0 F- 2 U = "SIMPSON" STHD14 HOLDOWN SEE DETAIL 4 ON SHEET S4. (TOTAL = 6) = "SIMPSON" STHD10 HOLDOWN SEE DETAIL 1 ON SHEET S5. (TOTAL = 4) = "SIMPSON" STHD14 HOLDOWN SEE DETAIL 2 ON SHEET S5. (TOTAL = 4) = "SIMPSON" STHD10 HOLDOWN SEE DETAIL 3 ON SHEET S6. (TOTAL = 2) = "SIMPSON" STHD14 HOLDOWN FOR POST (TOTAL = 2) = ATTACH MAIN FLOOR TO UPPER FLOOR WITH "SIMPSON" CMSTCI6 STRAPS, END LENGTH = 25". SEE DETAIL 3 ON SHEET S5. (TOTAL = 2) �r- = CS14 STRAP AROUND OPENING. C7) SEE DETAIL 5 ON SHEET S6. U (TOTAL = 2) RECENED CITY OF TUKWILA JUN 142016 PERMIT CENTER bt(pOO(pq SITE ADDRESS: CUSTOMER: 0 F- 0i---s<P; Z I— W co co a. Fcto. HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 �S� 2 x 4 LOOK- OUTS @ 48" O.C. CUT ROOF SHEATHING BACK 1" FROM PEAK BOTH SIDES OMNI VENT 3' LONG START TRUSS LAYOUT HERE @ 24" O.C. "LOMANCO" DA -4 INTAKE VENT (20') "SIMPSON" HURRICANE TIES H -2.5A UP TO 535# UPLIFT, H -10A UP TO 1015# UPLIFT. ROOF TiRUSISES c_-� lir ni _JI 5 L --J k\` A 7:12 1 • 26' tIDGVE TING +TTH� TRUSS -- I 0 1 BLOCKING 7:12 ,11)10NOHTRUSES 24"OC. 4x8D.F. lfr S6} • TRUSS ( 3 % BLOCKING �S6 TRUSS Aft BL S CKING 1 INSTALL 2x X -BRACING ACROSS TRUSS WEBS NEAREST THE INTERIOR SHEAR WALLS BELOW. ATTACH TO TRUSS WEBS W/ (2) 10d NAILS EACH TRUSS. 2x6 OVER - FRAMING W/ COLLAR TIES 2 GIDER TRUSS 7:12 O 0 OMNI VENT 3' LONG 7:1? /MONO TRUSSES 24" 0.C. ROOF FRAMING PLAN INSTALL (2) VGTR/L TIEDOWNS CONNECTED TO (2) HDU4 HOLDOWNS WI 5/8"O THREADED ROD. ATTACH ALL ANCHORS TO WOOD MEMBERS W/ SDS SCREWS PROVIDED PER MFR. INSTALLATION INSTRUCTIONS. (DOUBLE VGT INSTALLATION EACH END OF GIRDER TRUSS) LEGEND L ATTIC VENTILATION: EAVE VENTS = (3) 2.125"0 HOLES PER BLOCK = 8.51 IN2 / BLOCK DECK VENT ("LOMANCO" DA -4) = 9 IN2 / FT. LOMANCO OMNI VENT OW -4 = 9 IN2 / FT. RIDGE VENT ("LOMANCO" LOR9-4) = 11 IN2 / FT. 1 STORY: TOTAL ATTIC AREA= TOTAL VENTILATION REQUIRED (%300)= TOTAL EAVE VENT = 4 BLOCKS = TOTAL FLASH VENT = 3 FT. TOTAL VENTILATION PROVIDED = 2 STORY: TOTAL ATTIC AREA= TOTAL VENTILATION REQUIRED (%300)= TOTAL EAVE VENT = 31 BLOCKS = TOTAL RIDGE VENT = 36 FT. TOTAL DECK VENT ("LOMANCO" DA -4)= TOTAL VENTILATION PROVIDED = = CUT OUT FOR VENTING. KITCHEN= 8"x8" FOR HOOD VENT. BATHROOMS= 4"x4", AND UTILITY ROOM= 6"x6" FOR WHOLE HOUSE FAN. = GUTTER DOWNSPOUT LOCATION = NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET ROCK ATTACH. ATTACH STUDS TO TRUSS BOTTOM CHORD W/ (2) 10d NAILS AT EA. FRAMED UP STUD. 72 FT2 = 10,368 IN2 35 IN2 34 IN2 27 IN2 61 IN2 1390 FT2 = 200,160 IN2 667 IN2 263 IN2 396 IN2 170 IN2 829 IN2 D lb� REVIEWEDGFOR p�1ANC COD Ap�,RDVE0 Alt. 01 2016 City NGukWila BUILDIG RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER SITE ADDRESS: 000 'COTo 0 0 H c Zc LIJ O) < 00 < =-1W 0- co�N, 2 o U HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. BIRD BLOCKING. (OR) CONT. BLOCKING. NAIL THROUGH ROOF SHEATH. W/ 8d NAILS @ 6"O.C. NAIL MIN. 7%6" WALL SHEATHING W/ 8d COMMON NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD (U.N.O. ON S2 SHEET) 2x STUDS @ 16" O.C. BOTTOM PLATE 2x MUDSILL °° 00 (2) 10d NAILS EACH STUD BAY ENGINEERED CONNECTION FROM MUDSILL TO FOUNDATION. SEE CONNECTION DETAILS ON S4 (2) 10d NAILS EA. STUD BAY ° d ° ° ° ° ° ° ° O.S.B. STOOD UPRIGHT (OR) BLOCKED ° PRESCRIPTIVE FOUNDATION d ° 1 i l ° 4 ° ° ° dl d EXTERIOR SHEARWALL OVER PRESCRIPTIVE FOUNDATION WALL NTS 1 ° ° ° ° 0 0 ° /r CONTINUOUS JOIST 2nd FLOOR FRAMING NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. O.S.B. (GARAGE SIDE OF WALL) ATTACH W/ 8d NAILS @ 6" EDGE & 12" FIELD. (U.N.O. ON S2 SHEET) BOTTOM PLATE 2x MUDSILL STHD14 HOLDOWN .I ATTACH PER MANUF. SPECS. (2) 10d NAILS EA. STUD BAY ENGINEERED CONNECTION FROM MUDSILL TO FOUNDATION. SEE CONNECTION DETAILS ON S4 4 ° 1.1 STHD14 HOLDOWN ATTACH PER MANUF. SPECS. o.s.B. STOOD UPRIGHT (OR) II BLOCKED u ° 00 . ° 1 ° O ° ° ° ii ° II ° ,dn o 'F PRESCRIPTIVE FOUNDATION C ' JJ 4 d ° ° =1 101° 4 a SHEARWALL DETAIL a GARAGE / HOUSE SEPARATION WALL - STHD14 NTS SECTION (2) 10d NAILS, 6"O.C. SOLID BLOCKING AT BEARING NOT REQUIRED WHEN JOISTS ARE HUNG ON THE MUDSILL U.N.O. DOUBLE TOP PLATES W/ A MINIMUM 48" LAP AT SPLICES. FLOOR JOIST 2X4 WALL @ 19.2" O.C. STUDS DIRECLTY BELOW JOISTS TYP. SHEATH PONY WALLS AT INTERIOR SHEAR WALLS ONLY 12"x6" CONTIN. FOOTING. ATTACH JOISTS TO TOP PLATES W/ (2) 10d NAILS AT EA. BEARING POINT TYP. 2x TREATED PLATE (OR) 2x PLATE OVER VAPOR BARRIER /2' ANCHOR BOLTS @ 6' O.C. W/ 3"x3"x4" WASHER U.N.O. PONY WALL DETAIL TYPICAL NTS FASTEN BLOCKING TO TOP PLATE W/ "SIMPSON" RBC CLIPS @24" O.C. FILL ALL NAIL HOLES. 2x VENT BLOCKING W/ BORED HOLES & INSECT SCREENS. NAIL 8d NAILS @ 6" O.C. THROUGH ROOF SHEATHING. TOE -NAIL BLOCKING TO EACH TRUSS W/ (1) 10d NAILS EA. END OF BLOCK. '�!���II!IIZIZIZIZIZIZIZ 11 (2) 2X6 TOP PLATES W/ MIN. 48" LAP. ATTACH W/ 10d NAILS @ 12" O.C. TYPICALLY AND AT 6" O.C. AT LAPS. TYP. WALL SHEATHING: SHEATH W/ MIN. 7/16" O.S.B. ATTACH TO WALL STUDS STOOD UPRIGHT OR BLOCKED W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. SHEATHING MUST BE ATTACHED TO MUDSILL. SEE S2 SHEET FOR ADDITIONAL REQUIREMETS. LAP WALL SHEATHING AT PLATES. LOCATION MAY VARY DEPENDENG ON WALL HEIGHTS. ATTACH WALL SHEATHING AT BOTH THE TOP OF THE MAIN LEVEL WALL AND THE BOTTOM OF THE UPPER LEVEL WALL. ATTACH SHEATHING TO BOTTOM PLATE W/ 10d NAILS @ 6" O.0 .U.N.O. HOLDOWN BATTEN INSULATION BOARD W/ 1" AIR SPACE FOR VENTILATION. "SIMPSON TRUSS CLIPS PER S3 SHEET. FILL ALL NAIL HOLES. BEND TO CLEAR BOTTOM CHORD. (WHERE REQUIRED AT VAULTS) EXTERIOR WALL STUDS @ 16" O.C. ATTACH BOTTOM PLATE W/ 10d NAILS @ 8" O.C. 11 7/8' MANUFACTURED "I" JOISTS AND RIM JOISTS PER PLAN. CONNECTIONS MAY BE REQUIRED. SEE THE S2 SHEET FOR TYPE AND LOCATION. ENGINEERED ATTACH ALL BOTTOM PLATES W/ 10d NAILS @8"O.C. FLOOR SYSTEM: 3/4" MIN. T&G SUBFLOOR GLUED AND NAILED TO JOIST w/ 8d @ 6" O.C. EDGE & 12" O.C. FIELD. STACKED FLOOR JOISTS PER PLAN @ 19.2" O.C. BLOCK JOISTS AT INTERMEDIATE SUPPORTS. i► CONNECTION - SEE FOUNDATION DETAIL. III 111 1ll 11111,u INSULATION PER THE A2 SHEET. SEE HOUSE FOUNDATION DETAIL FOR SIZE AND REBAR REQUIREMENTS. EXTERIOR WALL FRAMING TYPICAL WALL FRAMING SECTION NTS JOISTS STACKED ON FOUNDATION WALL 2x MUDSILL TO HANG OVER FOUND. APPROXIMATELY /2". ATTACH SHEATHING TO MUDSILL & BOTTOM PLATE W/ 8d NAILS @ 6" O.C. U.N.O. ON THE S2 SHEET. ATTACH RIM BOARD TO MUDSILL W/ 10d NAILS @12" O.C. U.N.O. ON THE S2 SHEET. ENGINEERED CONNECTION - ATTACH MUDSILL W/ 1/2"x10" ANCHOR BOLT W/ STD. WASHER @ 6 FT O.C. UNO ON S1 SHEET. (IN SDC DO, J D1, D2 USE 1/4"x3"x3" d ° d PLATE WASHER). EMBED BOLT A MINIMUM 7 INCHES (DO NOT COUNTERSINK.) 3 SILL CONNECTION OPTIONAL RIM JOIST (2) 2X6 TOP PLATES W/ MIN. 48" LAP. ATTACH W/ 10d NAILS @ 12" O.C. TYPICALLY AND AT 6" O.C. AT LAPS. TYP. WALL SHEATHING: UNLESS NOTED OTHERWISE, SHEATH BOTH SIDES W/ MIN. 1/2" G.W.B. ATTACH TO WALL STUDS STOOD UPRIGHT OR BLOCKED W/ TYPE S OR TYPE W DRYWALL SCREWS @ 4" EDGE AND 4" FIELD. FIRE TAPE ALL SEAMS. SEE THE S2 SHEET FOR ADDTIONAL REQUIREMENTS. .00 HOLDOWN CONNECTIONS MAY BE REQUIRED. SEE THE S2 SHEET FOR TYPE AND LOCATION. ATTACH G.W.B. SHEATHING TO BOTTOM PLATE AND MUDSILL W/ TYPE S OR W SCREWS 4" O.C. EDGE AND 4" O.0 FIELD. GARAGE SLAB ENGINEERED CONNECTION - SEE FOUNDATION DETAIL. NTS DIAPHRAGM CONNECTION DETAIL PER PLAN. EXTERIOR WALL STUDS @ 16" O.C. INSULATION PER THE A2 SHEET [FLOOR SYSTEM: JOISTS PER PLAN @ 19.2" 3/4" MIN. T&G SUBFLOOR INTERMEDIATE SUPPORTS. 0.C. BLOCK JOISTS AT GLUED AND NAILED TO JOIST w/ 8d @ 6" O.C. EDGE & 12" O.C. FIELD. STACKED FLOOR bLGr ooby Immo ammo exam ��7��T�Y�rT NN • 9— SEE GARAGE FOUNDATION DETAIL FOR SIZE AND REBAR REQUIREMENTS. GARAGE FIRE WALL FRAMING GARAGE / HOUSE SEPARATION WALL JOISTS STACKED ON FOUNDATION WALL NTS RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER SITE ADDRESS: CUSTOMER: E O 0. E o E o I O c -g Zai Z coy 'O co to W Q Q N di LO --- CO I--0 CO r O (4) 1"." <N. Et Z %""". - I— W � CO CO I— STRUCTURAL Of) Q w 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. U.N.O. WINDOW OR DOOR HEADER NAIL W/ 8d COMMON NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD (U.N.O. ON S2 SHEET) 2x STUDS @ 16" O.C. (2) 10d NAILS EA. STUD BAY "SIMPSON" STHD10 HOLDDOWN. ATTACH PER MFR. SPECS. P.T. MUDSILL ° FLOOR FRAMING ABOVE ° ° ° II II II II iii %2"x10" ANCHOR BOLTS W/1/4" x 3" WASHER #4 HORIZONTAL REBAR 0-4 ° O.S.B. VERTICA. BLOCKED PANELS ° ° 0 ° o 0 to O 0 SHEARWALL DETAIL SIMPSON STHD10 H o� zZ wW J H o� zz w J NTS STUDS OR POST ATTACH UPPER WALL TO LOWER WALL W/ "SIMPSON" CMSTCI6 STRAP PER MANUFACTURER INSTRUCTIONS. FILL ALL HOLES. DRILL 3" HOLE THRU SOLE PLATE AND DOUBLE TOP PLATE FOR CMSTCI6 STRAP TO CONNECT UPPER WALL TO LOWER WALL NOTE: SEE SHEET S2 FOR END LENGTH REQUIREMENTS STUDS OR POST CONNECTION DETAIL CMSC16 STRAPS FLOOR TO FLOOR CONN. NTS FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF 16d NAILS @ 3" O.C. 2x6 FRAMING (TYP) FULL HEIGHT STUD (2) STUDS FOR HOLDOWN ATTACHMENT SIMPSON STHD14 HOLDOWN INSTALLED PER MFR SPECS. (2) 2x BOTTOM >- F- SIMPSON - PER PLAN 3",r)P. 4- 4- + + + + 4- + + + 4- + + + + + + + 4- + +++ + + + + + + ++ of o O o o o O 4- 04- 0 0 0 0 01 0 °+ 04- 0 + 0 O 0 • .o 0 0 0 O , 0 +0 +0 O 10 0 0 0 0 PLATES 2x6 MUD SILL ° k +I+ +i + + +I+ ++ 4- + + + of el - 0 f 01 0 O 1° 0f 0 Cr °ff o t 0-F0 04: 0 0 0 0 +o +0 004: 0 ° 0 0 +° +° ° 0 0 ° + +o +o + of 0 4- + 1 C C c— ti CONTINUOUS HEADER ACROSS GARAGE FACE STRAP TIE: SIMPSON ST2215 W/ 20-16d NAILS (INSTALL ON SIDE OPPOSITE SHEATHING) FASTEN SHEATHING TO HEADER WITH 8d COMMON NAILS IN 3" GRID PATTERN AS SHOWN 7%6" OSB SHEATHING FASTEN @ PANEL EDGES AND TO ALL FRAMING (STUDS, BLOCKING, AND SILLS) W/ 8d NAILS @ 3"o.c. IF PANEL IS NOT CONTINUOUS, BLOCK PANEL EDGE w/A SINGLE 4x6 AND ATTACH EACH PANEL EDGE TO BLOCK w/2 ROWS OF 8d NAILS @ 3"o.c. 8d NAILS @ 3" O.C. (1 ROW INTO EACH PLATE) 5/$"O x 14" LONG ANCHOR BOLT w/ 3"x3"x%4" PLATE WASHER W/ MAX. 7" EMBEDMENT @ MID POINT OF PORTAL FRAME CONCRETE FOUNDATION WALL w/ CONTINUOUS FOOTING TYPICAL PER PLAN 3";1");P. PORTAL FRAME CONSTRUCTION FOR PANEL SPLICE, BLOCK PANEL EDGE w/A SINGLE 4x6 AND ATTACH EACH PANEL EDGE TO BLOCK w/2 ROWS OF 8d NAILS @ 3"o.c. + + + + A- ®GARAGE PORTAL FRAME DETAIL SINGLE DOOR NTS (2) 10d NAILS EA. STUD BAY INTO RIM BOARD TOE -NAIL RIMBOARD TO TOP PLATES W/ 10d NAILS @ 12" O.C. OSB TO LAP AT TOP PLATE 10d NAILS @ 12" O.C. INTO TOP PLATES 8d NAILS @ 4" O.C. FRAMING DETAIL FLOOR TO FLOOR CONN. NTS ++ + o t 0 o 0 c'400 o 0 ° 0 ° I 0 0 o Io 0 0 o+° o+° o o o 0 0 0+O 0 O 0 0° 0 0 0 o4- 0+ of o o io M s + + 1- 0 Lai o to 0 0 4-00 ::0 0 0 0 o +0 +° o I° 0 0 O 0 0 0 °+° °+° °° ° ° 0of° 0 400 I 0 0 o of o' o of 0 Lai RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER l�ll�- ool�y SITE ADDRESS: CUSTOMER: CO Se IT- 13; � 0 I—,� Q ti sp;I— W CO CO —Cfl c.g.�� F- HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 ATTACHMENT PER SHEARWALL DETAILS ENGINEERED CONNECTION - ATTACH MUDSILL W/ 1/2"x10" ANCHOR BOLT W/ STD. WASHER @ 6 FT O.C. Z UNO ON S2 SHEET. (IN— SDC DO, D1, D2 USE 1 /4"x3"x3" PLATE Zip WASHER). EMBED BOLT A MINIMUM 7 INCHES (DO NOT COUNTERSINK.) USE (2) #4 CONT. REBAR IN FOOTING SLOPE /FLOOR SYSTEM: 3/4 MIN. T&G SUBFLOOR GLUED AND NAILED TO JOIST w/ 8d @ 6" O.C. EDGE & 12" O.C. FIELD. FLOOR JOISTS PER PLAN @ 19.2" O.C. STACKED OVER MUDSILL W/ 9 %2" RIMBOARD AT PERIMETER. BLOCK JOISTS AT INTERMEDIATE SUPPORTS. z_ DRAINAGE SYSTEM WHERE REQUIRED PER LOCAL CODES. (HOME OWNERS RESPONSIBILITY) +C FkADE 6" IN ' Z_ 2 0o M 6" 14" (*-1i) * FOOTING WIDTHS MAY VARY. SEE THE S1 SHEET FOR FOOTING WIDTHS. TRUSSES @ 24" O.C. 2x BORATE TREATED MUDSILL (OR) 2X PRESSURE TREATED REBAR REQUIREMENTS: USE (1) #4 HORIZ. BAR WITHIN 12" OF TOP OF STEM WALL. WHERE A CONSTRUCTION JOINT EXISTS USE (1) #4 VERT. REBAR @ 48" W/ STANDARD HOOK. EXTEND 14" MIN. INTO STEM WALL. (IRC R403.1.3) 6 MIL POLY VAPOR BARRIER. PLACE THROUGHOUT CRAWL SPACE. LAP SEAMS 12" AND EXTEND 12" UP WALL. DAMP PROOF EXTERIOR FOUNDATION WALLS. (IRC R408.2) FOUNDATION DETAIL MAX. 4'-6" WALL, MAX. 4'-0" BACKFILL NTS PRESCRIPTIVE FOUNDATION W/ SOLID BLOCKING BETWEEN EACH TRUSS. ATTACH TO TOP PLATES W/ (2) 10d NAILS EA. BLOCK. NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. O.S.B. (ONE SIDE OF WALL) W/ 8d COMMON NAILS @ 4" O.C. EDGE AND 12" O.C. FIELD 2x STUDS @ 16" O.C. BOTTOM PLATE (2) 10d NAILS EA. STUD BAY 0 ° 0 Gel) 0 ° ° 0 0 0 0 0 0 0 0 0 O.S.B. ° STOOD UPRIGHT (OR) BLOCKED i J 0 0 0 0 0 ° 0 ° ° ° J A 1/ / INTERIOR SHEAR WALL PERPINDICULAR TO TRUSSES NTS ATTACHMENT PER SHEARWALL DETAILS ENGINEERED CONNECTION- ATTACH MUDSILL W/ 1/2"x10" Z ANCHOR BOLT W/ STD. — WASHER @ 6 FT O.C. _ UNO ON S2 SHEET. (IN CP SDC DO, D1, D2 USE 1 /4"x3"x3" PLATE WASHER). EMBED BOLT A MINIMUM 7 INCHES (DO NOT COUNTERSINK.) USE (2) #4 CONT. REBAR IN FOOTING SLOPE 4 �dAD� 6" IN 11)10' DRAINAGE 110"— DRAINAGE SYSTEM WHERE REQUIRED PER LOCAL CODES. (HOME OWNER RESPONSIBILITY) • 2x BORATE TREATED MUDSILL (OR) 2X PRESSURE TREATED 4" CONCRETE SLAB OVER COMPACTED GRAVEL FILL A O 11 -M 6" -1 1g" (*1V) 1— 1 \- REBAR REQUIREMENTS: USE (1) #4 HORIZ. BAR WITHIN 12" OF TOP OF STEM WALL. WHERE A CONSTRUCTION JOINT EXISTS USE (1) #4 VERT. REBAR @ 48" W/ STANDARD HOOK. EXTEND 14" MIN. INTO STEM WALL. (IRC R403.1.3) *FOOTING WIDTHS MAY VARY. SEE THE S1 SHEET FOR FOOTING SIZES. GARAGE FOUNDATION DETAIL MAX. 4'-6" WALL, MAX. 4'-0" BACKFILL PRESCRIPTIVE FOUNDATION ROOF TRUSS 2x4 BLOCKING BETWEEN TRUSSES (2) 10d NAILS EACH BLOCK SECTION TRUSS BLOCKING DO BLE 10 PLATE CONTINUOUS BOTTOM CHORD. ATTACH W/ 10d NAILS @ 12" O.C. (OR) SOLID BLOCKING W/ 8d NAILS THROUGH ROOF SHEATHING @ 6" O.C. WHEN AT EAVES. NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. U.N.O. WINDOW OR DOOR HEADER NAIL W/ 8d COMMON NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD (U.N.O. ON S2 SHEET) 2x BLOCKING AS REQUIRED NTS NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. U.N.O. WINDOW OR DOOR HEADER NAIL W/ 8d COMMON NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD (U.N.O. ON S2 SHEET) 2x STUDS @ 16" O.C. (2) 10d NAILS EA. STUD BAY ° FLOOR FRAMING ABOVE ° 0 T -I .zr 0 °I I 0 0 "SIMPSON" STHD10 HOLDDOWN. ° ATTACH PER MFR. SPECS. P.T. MUDSILL - %2"x10" ANCHOR BOLTS W/1/4" x 3" WASHER #4 HORIZONTAL REBAR ° -N r O.S.B. III° VERTICAL, BLOCKEDI I, PANELS 0. SHEARWALL DETAIL SIMPSON STHD10 NTS 71 0 ° ° —1 I— TI CS14 STRAP MIN. 24" LONG - CENTERED (TYPICAL EACH END) 2x STUDS @ 16" O.C. (2) 10d NAILS EA. STUD BAY i ie P.T. MUDSILL - %2'x10" ANCHOR BOLTS W/1/4" x 3" WASHER #4 HORIZONTAL REBAR ° I0 0 a- 0 0 71 IT ° O.S.B. I I 10 I VERTICAL BLOCKED 101 0 °I PANELS I I IoL1 ° O ° • ° ° 0 JO l0 0 0 ° ° ° 0 00 .I1 0 0 ° ° f ®SHEARWALL DETAIL AROUND OPENINGS NTS ° LII° ° p° D Foy REv�GP��`N ioc ODp AGptCvtD �\-2p16 0- o p1NG O`vl O. RECEIVED CITY OF TUKWILA JUN 14 2016 PERMIT CENTER 03-16 LUoOo(o4 CUSTOMER: HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 �S� / I li�l II�jI os6JL-_J 0 / �J SD/CO RA X 0 WHISPERGREEN D ( FV-08VKM3. (MIN SETTING 40 CFM CONT.) 0 /PANASONIC IOGF Fl Lic 0� SD\ PANASONIC WHISPERGREEN FV-08VKS3. (MIN SETTING 40 CFM CONT.) SECOND FLOOR 0 S S -ISD/CO II WP P 0 In T 10 FUEL FURNACE & WATER HEATER. MIN. 18" ABOVE SLAB 110v CLG OUTLET FIRST FLOOR ELECTRICAL PLAN 1/4" = ELECTRIC SYMBOLS S LIGHT SWITCH 0 110 V. DUPLEX OUTLET O 220 V. OUTLET vv1:1 WEATHERPROOF OUTLET GFIO GROUND FAULT INTERRUPTER • RECESSED CAN LIGHTS Q TELEPHONE JACK El TELEVISION OUTLET • EXHAUST FAN - V.T.O. NOTE 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, OUTLETS, LIGHTS, OPTIONS, ETC. MAY VARY PER BUILD AREA AND ELECTRICAL CONTRACTOR. 2. EXACT LOCATIONS OF HVAC SUPPLY AND RETURN VENTS MAY VARY PER BUILD AREA AND HVAC CONTRACTOR. �} SURFACE MNT. LIGHT RECESSED DOWN LIGHT a EQUIPMENT CONNECTION • SMOKE / CARBON MONOXIDE DET. • SMOKE DETECTOR SA Vl RA X HEATER/FAN COMBO - V.T.O. SUPPLY AIR RETURN AIR ELECTRICAL NOTES 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE SYSTEM IS REQUIRED. 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF PANEL AND METER WITH CONTRACTOR. 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT -LOSS CALCULATIONS (OR) FOLLOW THE PRESCRIPTIVE PATH REQUIREMENTS FOR SIZING HEATING EQUIPMENT. 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND STATE CODES. 5. EXACT PLACEMENT OF OUTLETS MAY VARY DEPENDING ON CONSTRUCTION VARIABLES. 6. WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST AIR FROM REENTERING THE CRAWL SPACE. MECHANICAL VENTILATION • WHOLE HOUSE VENTILATION USING CONT. RUNNING EXHAUST FANS IN MASTER BATH AND GUEST BATH (SEE PLAN). • VENTED WINDOWS IN HABITABLE ROOMS. • IRC § M1507.3.4, TABLE M1507.3.3(1) b1614)00 RENONE.0 FOR ODR APPROVED1.1010 1\1` 01 2016 City O ¶lvlsl0 Bull. RECEIVED CITY OF TUKWILA JUN 142016 PERMIT CENTER SITE ADDRESS: CUSTOMER: HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2326R DATE: 01/06/16 JOB#: 1001-0856 CE j