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Permit D18-0173 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCE & ATTACHED GARAGE
SINGH RESIDENCE 10911 5OTh AVE S EXPIRED 03/19/24 D18-0173 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 Web site: http://www.TukwilaWA.gov 6874201005 10911 SOTH AVE S SINGH RESIDENCE COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D 18-0173 11/30/2020 10/9/2021 Owner: Name: Address: Contact Person: Name: Address: TUKWILA EDGE LLC 10225 SW 224TH ST, KENT, WA, 98031 KAM SINGH 10225 SE 224 ST , KENT, WA, 98031 Contractor: Name: SAIGHAR LLC Address: 3045 BELLEVUE WAY NE, BELLEVUE, WA, 98004 License No: SAIGHL*813KU Lender: Name: Address: Phone: (206) 420-9100 Phone: (425) 785-5210 Expiration Date: 6/3/2023 DESCRIPTION OF WORK: CONSTRUCT A NEW 2666 SQ FT SINGLE FAMLY RESIDENCE WITH A 656 SQ FT ATTACHED GARAGE AND 175 SQ FT OF COVERED PORCHES Public Works activities include: erosion control, land altering, storm drainage including dispersion, sanitary side sewer w/private pump station and force main, domestic water meter w/service line, private driveway access, paved access within 50th Ave. South & S. 111th Street, underground power, utilities, and street use. Water main and Fire Hydrant(s) were approved under Public Works permit no. PW18-0026 and are require to be installed/constructed as part of this Building permit. Project Valuation: $384,910.28 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Tukwila Fees Collected: $22,361.91 Occupancy per IBC: R-3 Water District: Tukwila Sewer District: None Current Codes adopted by the City of Tukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2018 2018 2018 2018 2018 2018 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2020 2020 2020 2018 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Volumes: Cut: 50 Fill: 40 Number: 1 1 Yes All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Replacement trees must be planted and inspected on the property per replacement plan outlined in Tree Permit L18-0079. 2: ***BUILDING PERMIT CONDITIONS*** 3: 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. 4: 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. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shal be maintained on the site and available to the building inspector for inspection purposes. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: 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. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: 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. 23: 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. 24: ***PLUMBING GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 29: 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. 30: 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. 31: 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 gauge. 32: 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. 33: 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. 34: 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. 35: 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. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: 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 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. 40: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 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. 41: 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. 42: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 43: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 44: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 45: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 46: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 47: Any material spilled onto any street shall be cleaned up immediately. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 50: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 40 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 51: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 52: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 53: Project shall comply with the Geotechnical Engineering Report by GeoResources, LLC, dated June 1, 2018 and subsequent geotechnical reports/evaluations. 54: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Reference Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 57: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-00xx. Fee based on 2 Single Family Homes (Lot 2 & Lot 3). 60: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $782.84 for a Single Family Residence in Zone 4. 61: Water main and Fire Hydrant(s) were approved under Public Works permit no. PW18-0026 and are required to be installed/constructed as part of this Building permit. Coordinate with the Public Works Inspector and Tukwila Fire Department. 62: Prior to Public Works Final Inspection of this permit, Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement. Agreement will be recorded at King County, after Mayor signs the document. Owner shall pay all King County Recording Fees. 63: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 74: The fire access road shall be gated and signed "FIRE ACCESS ONLY". The road shall be of an all-weather driving surface. If the road exceeds 150 ft. in length, an approved turnaround shall be provided. The turning radius shall be a minimum of 28ft. 71: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 325 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 64: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 65: 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). 67: 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) 68: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 69: 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) 70: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 73: FIRE PERMIT REQ- FIRE SPRINKLER 66: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 72: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 5180 BACKFLOW - FIRE 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB ACCESS SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 5210 EROSION MEASURES FNL FIRE D PERMIT FINAL 0201 FOOTING 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 1200 LANDSCAPING 0502 LATH_GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE_DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF_CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB_FLOOR INSUL SPRINKLER FINAL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING_SHEAR 5130 WATER METER - PERM Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Web site: http://www.TukwilaWA.gov 6874201005 10911 50TH AVE 5 SINGH RESIDENCE COMBOSFR PERMIT Permit Number: D18-0173 Issue Date: 11/30/2020 Permit Expires On: 5/29/2021 Owner: Name: Address: Contact Person: Name: Address: TUKWILA EDGE LLC 10225 SW 224TH ST, KENT, WA, 98031 KAM SINGH 10225 SE 224 ST , KENT, WA, 98031 Phone: (206) 420-9100 Contractor: Name: OWNER Phone: Address: License No: Expiration Date: Lender: Name: Address: DESCRIPTION OF WORK: CONSTRUCT A NEW 2666 SQ FT SINGLE FAMLY RESIDENCE WITH A 656 SQ FT ATTACHED GARAGE AND 175 SQ FT OF COVERED PORCHES Public Works activities include: erosion control, land altering, storm drainage including dispesion, sanitary side sewer w/private pump station and force main, domestic water meter w/service line, private driveway access, paved access within 50th Ave. South & S. 111th Street, underground power, utilities, and street use. Water main and Fire Hydrant(s) were approved under Public Works permit no. PW18-0026 and are require to be installed/constructed as part of this Building permit. Project Valuation: $384,910.28 Fees Collected: $22,361.91 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Tukwila Occupancy per IBC: R-3 Water District: Tukwila Sewer District: None Current Codes adopted by the City of Tukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 50 Fill: 40 Number: 1 1 1 Yes All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Replacement trees must be planted and inspected on the property per replacement plan outlined in Tree Permit L18-0079. 2: ***BUILDING PERMIT CONDITIONS*** 3: 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. 4: 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. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shal be maintained on the site and available to the building inspector for inspection purposes. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: 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. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: 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. 23: 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. 24: ***PLUMBING GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed until inspected and. approved. 29: 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. 30: 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. 31: 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 gauge. 32: 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. 33: 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. 34: 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. 35: 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. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: 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 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. 40: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 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. 41: 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. 42: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 43: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 44: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 45: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 46: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 47: Any material spilled onto any street shall be cleaned up immediately. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49:: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 50: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 40 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 51: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 52: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 53: Project shall comply with the Geotechnical Engineering Report by GeoResources, LLC, dated June 1, 2018 and subsequent geotechnical reports/evaluations. 54: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Reference Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 57: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-00xx. Fee based on 2 Single Family Homes (Lot 2 & Lot 3). 60: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $782.84 for a Single Family Residence in Zone 4. 61: Water main and Fire Hydrant(s) were approved under Public Works permit no. PW18-0026 and are required to be installed/constructed as part of this Building permit. Coordinate with the Public Works Inspector and Tukwila Fire Department. 62: Prior to Public Works Final Inspection of this permit, Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement. Agreement will be recorded at King County, after Mayor signs the document. Owner shall pay all King County Recording Fees. 63: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 74: The fire access road shall be gated and signed "FIRE ACCESS ONLY". The road shall be of an all-weather driving surface. If the road exceeds 150 ft. in length, an approved turnaround shall be;provided. The turning radius shall be a minimum of 28ft. 71: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 325 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 64: An approved automatic fire sprinkler extinguishing system is required for this project. ICity Ordinance #2436) 65: 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). 67: 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) 68: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 69: 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) 70: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 73: FIRE PERMIT REQ- FIRE SPRINKLER 66: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 72: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html 5180 BACKFLOW - FIRE 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB ACCESS SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL FIRE D PERMIT 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 BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE_DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF_CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB_FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING_SHEAR 5130 WATER METER - PERM CITY OF TUX LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:!/www.TukwilaWA.gov Combination Permit No. ) r 8 67(13 Project No.: Date Application Accepted: Date Application Expires: 14), O4fbshk (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION ` r- 1� King Co Assessor's Tax No.: Site Address: \ b41 k ( S S • 17 k1,); , j 1AI/1 Gj g l / PROPERTY OWNER Name: jam• �M I (Nic,1 1 1�� Address: l\O D_a 5 c) c�'1 S!r , s •fs City: State: , d A Zip: Ib #3 f CONTACT PERSON — person receiving all project communication Name: ciA,‘),L. Address: City: State: Zip: Phone: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Ni w 1/1/4_45( A r� Architect Name: kx(i 34-, crolo Address: s�1 pati W eY Ate_. iv M. 4+v City: 1n State: id tei Zip: 9%5 7 Phone:as3`as..„0,.if61.1 Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 I PROJECT INFORMATION — Valuation of project (contractor's bid price): $ c'D ( 00 0 Scope of work (please provide detailed information): -rrbCit �, 0 \�T�`-� Q. DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lstfloor ` 1e-6 t 2" floor Garage carport Er k� Deck — coveredncovered [ f-ZO-1—LIc U Cr ) Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 4 I� 0 fuel type: electric ❑ gas 1 „ furnace <100k btu >appliance vent ventilation fan connected to single duct thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: .41.0c- Value of plumbing/gas piping work $ 11 bathtub (or bath/shower combo) bidet ) clothes washer _1_ dishwasher 1 floor drain shower "1 lavatory (bathroom sink) - sink water closet water heater (gas) I lawn sprinkler system gas piping outlets H:\Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOR.. _.TION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WA�ER DISTRICT .. Tukwila ❑ ...Water District #125 ❑ ... Highline ❑ .. Letter of water availability provided SEWER DISTRICT .. Tukwila ❑ .. Sewer use certificate ❑ ...Valley View 0...Renton 0 ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑... Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards .. Permanent Water Meter Size ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size -or- Non Right -of -Way.. 0 ❑... Work In Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑... Curb Cut ❑ ..Utility Undergrounding 0...Pavement Cut 0 .. Backflow Prevention - Fire Protection 0...Looped Fire Line Irrigation Domestic Water ' WO# " WO# ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public 0 - or - Private 0 ❑ .. Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: c Y State Zip H:\Applications\Forms-Applications 0n Line\2011 Applications\Combination Permit Application Revised 8-9-1 ].docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES 1'PLICABLE TO ALL PERMITS IN THIS__1PLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY ) NER OR AUTHO ED AGENT: Signature: ^'� �+\ Date: 14 I I a- 1 Print Name: `1 - /k 1A J' /aV4 Day Telephone: 2 C ' 140--6 / I ©© Mailing Address: 16c) ac— �� F %r bl� f 0 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME SIN G H te4S 11)ErJC� I O PERMIT # I j � - oV?3 i 41' s.) If you do not provide contractor bids So an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 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. •- 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) So� 500. IOv0/2500 $250 (1) 5000 a15Do 5. Enter total excavation volume ,5 c7 cubic yards Enter total fill volume 4 a cubic yards 23-1so Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. 0.00 (4) QUANTITY IN CUBIC YARDS RATE V Up to 50 CY ✓ Free 51 —100 $23.50 101-1,000 $37.00 1,001 — 10,000 $49.25 10,001 —100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200 000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION Sa (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 CORRECTION LTR#4_ 1 (8-0 173 RECEIVED CITY OF TUKWILA JUN 21 2019 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) $ -079e" (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1 B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 23'r� (8) QUANTITY IN CUBIC YARDS RATE 50 or less N/ $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1" 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 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 01.01.19 2 $135- 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* L--" D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ I [ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ %q2 s4 I. Other Fees $ 44-1 C0 8 " Total A through I $ "11 B -8 0O-(10) DUE WHEN PERMIT 1S ISSUED (6+7+8+9+10+11) $ g S I 0.00 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 $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019 —1231.2019 Total Fee 0.75 $625 ../ $6,416 $7,041 .•/' 1 -./ $1125 $16,040 $17,165 1.5 $242 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $176,050 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 3 'V26/15 ,Clear'' Form' t ` DESCRIPTION ACCOUNT QTY COMMENTS PAID PermitTRAK $19,503.60 D18-0173 Address: 10911 50TH AVE S APN: 6874201005 $19,503.60 1 INCH 1 ;i $7,732.00 CONNECTION CHARGE R401.379.002.00.00 0 1 $100.00 METER/INSTALL DEPOSIT B401.245.100 0 1 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0 1 $10.00 WATER METER INSPECTION R401.342.400.00.00 0 1 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0 1 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0 1 $6,607.00 DEVELOPMENT $4,492.28 PERMIT FEE R000.322.100.00.00 0 $4,012.78 WASHINGTON STATE SURCHARGE B640.237.114 0 $4.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0 $237.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0 $237.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0 $1,683.00 PARK R301.345.851.00.00 0 $2,859.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0 $252.00 PUBLIC WORKS ,I $2,060.58 GRADING PERMIT ISSUANCE R000.342.400.00.00 0 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0 $2,037.08 TECHNOLOGY FEE $235.74 TECHNOLOGY FEE R000.322.900.04.00 0 $235.74 pt AID BY RECEIPT R21550 £ $19,503.60 Date Paid: Monday, November 23, 2020 Paid By: TKWILA EDGE LLC Cashier: Iwer Pay Method: CHECK 1095 Printed: Monday, November 23, 2020 11:36 AM 1 of 1 Cash Register Receipt City of Tukwila R14644 DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY - PAID $2,858.31 D18-0173 Address: 10911 50TH AVE 5 Apn: 6874201005 $2,858.31 DEVELOPMENT $2,608.31 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,608.31 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R14644 R000.322.100.00.00 0.00 $250.00 $2,858.31 Date Paid: Tuesday, June 05, 2018 Paid By: TUKWILA EDGE LLC Pay Method: CHECK 187 Printed: Tuesday, June 05, 2018 12:27 PM 1 of 1 SYSTEMS theTRUSSco. & BUILDING SUPPLY INC. 2802 142ND AVE E P.O. BOX 1770 SUMNER, WA 98390 (253) 863-5555 FAX (253) 891-1168 Quotation Takeoff QUOTE #: SB804241 Page: 1 DATE: 04/24/18 SALES REP: Mike Larimore -= o n o QUOTE - ML ' JOB NAME:Tukwila Edge Homes Lot 3 MODEL: - EVIE - • FR3 CO 1 CO • PI IANCF SUBDIV: TAG: DELIVERY INSTRUCTIONS: Kam Singh: 206-420-9100 P ' OVED N 1, 1 4 2019- BY DATE QUOTE MLK 04/24/18 H 1 iP P T -- Kam Singh / Tukwila Edge TUKWILA, WA LAYOUT MLK 04/24/18 ENGN. MLK / / SPECIAL INSTRUCTIONS: They need stamps for permit. 5/3 call Kam. mi T tv of Tu iia ROOF TRUSSES DING DI SION PROFILE TYPE QTY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB I HEIGHT ID PLY I SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT CALIFORNIA 1 40-00-00 40-00-00 05-00-06 239.51bs A01 239 lbs. each 6.00 0.0 2 X 4 2 X 6 01-06-00 01-06-00 CALIFORNIA 1 40-00-00 I 40-00-00 06-00-0F 167.0 lbs A02 167 lbs. each 6.00 0.0(312 X 4 2 X 4 01-06-00 01-06-00 CALIFORNIA 1 40-00-00 140-00-00 07-00-06 171.51bs A03 171 lbs. each 6.0 0.0 2 X 4 2 X 4 01-06-00 101-06-00 CALIFORNIA 1 40-00-00 140-00-00 07-07-1. 949.7113: A04 3 Ply 316 lbs. each 6.00 0.00 2 X 4 2 X 8 01-06-00 .� 11. CALIFORNIA 1 26-10-08 126-10-08 I I ' a � 4 1:f ■ 08-00-06 142.81bs A05 142 lbs. each 6.0 0.0012 X 4 2 X 4 01-06-00 , 4 so, -dil k CALIFORNIA 26 OS 09-00-06 154.61bs 1548lbIs.2each 6.00 0.0012 X 4 2 X 4 01-06-00 CALIFORNIA 1 26-10-08 26-10-08 } R �p ��` �/ IE V VIED ry FAv'4,R 10-00-06 151.71b A07 151 lbs. each 6.00 0.00 2X4 2 X 4 01-06-00 COD CO�'MPL1,11V�CE APPR VED ROOF 1 26-10-08 26-10-08 11-00-15 140.01b: A08 140 lbs. each 6.0010.00 2 X 4 2 X 4 01-06-00 {NOV 3 b 2020 i i `li ROOF 1 26-10-08 126-10-08 10-04-OS 17921bs A09 179 lbs. each 6.001 0.00112 X 4 2 X 6 City of Tukwila COMMON 1 23-00-00 23-00-00 BUILDING DIVISION 06-09-15 95.8Ibs B01 95 Ibs. each 6.00 0.002X4 2X4 01-06-00 01-06-00 COMMON 6 23-00-00 I 23-00-00 06-09-15 602 84 lbs. each 6.0 0.00I 2 X 4 2 X 4 01-06-00 01-06-00 RECEIVED504.61b: COMMON 1 23-00-00 123-00-00 I I CITY Ti.fKWILIA 06-09-15 240.31bs B03 2 ply 120 lbs. each 6.0 0.0 2 X 4 2 X 6 01-06-00 pF J n p -,'i11ii,\,\ COMMON 1 20-00-00 120-00-00 I N 05 2U�U 06-00-15 80.61b 80 lbs. each 6.0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 PERMIT CrNTE7 COMMON 3 20-00-00 120-00-00 i d 06-00-15 208.3Ib: CO2 69 lbs. each 6.0 0.001,2 X 4 2 X 4 01-06-00 i L8OI73 1. ROOF TRUSSES Page: 2 QUOTE - ML Quote Number: SB804241 PROFILE TYPE QTY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB 1 ID PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT HEIGHT RIGHT f COMMON 1 20-00-00 f 20-00-00 CO3 67 Ibs. each 6.00 0.00 2 X 4 2 X 4 05-04 0 67.516. ,� ;, �� COMMON 120-00-00 120-00-00 C04 104 Ibs. each 6.0010.00I 2 X 4 2 X 8 05-04-0: 104.0169 ��c� � COMMON 4 14-10-08 14-10-08 DO1 64 Ibs. each 6.001 0.00 2 X 4 2 X 4 06-01-0: 258.61b9 1(j �` 14-10 p102 58IbIs.1 ach-087 6.001 0.00 2 X 4 2 X 4 05-10-03 75.31b HALF HIP 1 14-10-08 14-10-08 D03 76 lbs. each 6.001 0.0012 X 4 2 X 4 05-03-0- 76.7 lb: HALFHIP 1 14 10 8 798IbIs.1 each 6.00 0.00 2 X 4 2 X 4 06-03-07 79.81b9 �' , HALF HIP1 14-10-08 114-10-08 E D05 81 Ibs. each 6.001 0.0012 X 4 2 X 4 07-03-0 81.01b <. ' �i1 HALFHIPIP1 14-1 8 14-10-08 I` 94Ibs each I 6.001 0.001 2 X 4 2 X 4 08-03-07 94.4Ib9 ® R00 F 1 14 1 8 E 1 928Ibs.1 each 6.00 0.00 2 X 4 2 X 4 09-03-0- 92.31b9 ' JACK -CLOSED 1 12-00-08 12-00-08 D08 73 Ibs. each 6.0010.0 2 X 4 2 X 4 09-05-05 73.9Ibe /rt I ROOF 12-00-08 12-00-08 1 0091 83 Ibs. each 6.0 0.0 2 X 4 2 X 4 09-04-05 83.5 Ibs .421�, ROOF 12-00-08 I 12-00-08 D10 86 Ibs. each I 6.00 0.001 2 X 4 2 X 4 08-04-05 86.5Ib9 ROOF 1 12-00-08I 12-00-08 D11 58 Ibs. each 6.00 0.01) 2 X 4 2 X 4 05-040; 58.61b9 CALIFORNIA 1 22-01-08 22-00-00 E01 122 Ibs. each 6.0010.00 2 X 4 2 X 6 00-01-08 04-03-10 122.6 Ibs. CALIFORNIA1 22-01-08 122-00-00 E02 100 Ibs. each 6.00 0.00 2 X 4 2 X 4 00-01-08 05-03-10 100.01b9 1 22-01-08 122-00-00 _dipCALIFORNIA I�„ E03 98 Ibs. each 6.00 0.00 2 X 4 2 X 4 00-01-08 06-03-10 98.9169 „till I, ►' HIP 1 -cc 1 22-0197 2each E04 lbs. 6.00 0.00 2 X 4 2 X 4 00-01-08 06-00-05 97.7Ib9 ,,', 6' HIP DER GIR Ply 21-01 21-8 E0 2 168Ibs. each 6.001 0.00 2 X 4 2 X 6 05-06-0; 253.8119: Page: 3 QUOTE - ML Quote Number: SB804241 ROOF TRUSSES PROFILE TYPE QTY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB I HEIGHT I ID PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT COMMON 1 15-00-00 15-00-00 04-09-15 54.91b: F01 54 Ibs. each 6.00 0.0 2 X 4 2 X 4 01-06-00 01-06-00 COMMON 1 15-04501bIs.15-00-00 04-09-1F 45.31b< F02 6.0C10.0 2 X 4 2 X 4 01-06-00 01-06-00 COMMON 2 15-00-00 115-00-00 I 04-09-15 86.7Ibs F03 43 Ibs. each 6.00 0.00 2 X 4 2 X 4 01-06-00 COMMON 1 15-00-00 115-00-00 04-09-15 139.7 Ibs F04 2 Ply 69 Ibs. each 6.001 0.00 2 X 4 2 X 6 01-06-00 [ 13-00-00 113-00-00 04-03-15 47.01bs G01COMMON1 47 Ibs. each 6.001 0.00 2 X 4 2 X 4 01-06-00 01-06-00 COMM ON 5 13-00-00I 13-00-00 I 04-03-15 199.01bs G02 39 Ibs. each 6.00 0.0012 X 4 2 X 4 01-06-00 '01-06-00 COMMON 1 13-00-00 113-00-00 04-03-15 37.818s G03 37 Ibs. each 6.001 0.001 2 X 4 2 X 4 01-06-00 COMMON 3 13-00-00 113-00-00 04-03-15 113.51bs G04 37 Ibs. each 6.001 0.0 2 X 4 2 X 4 01-06-00 G� C ORN 1 05-05-061 0 06 t 11-00-03 51.31bs HC1ER a-0h 1bIs 4.24 0.017 2 X 4 02-01-07 22-07-08 CORNER 1 05-06-06 105-06-06 07-04-09 38.61131 HC2 38 Ibs. each 4.24 0.00 2 X 4 02-01-07 12-04-02 CORNER 1 08-04-05 108-04-05 04-00-0; 23.41bs HC3 23 Ibs. each 4.241 0.0012 X 4 02-01-07 JACK -OPEN 3 01-10-15 101-10-15 02-00-06 20.81bs J22 6 lbs. each 6.00 0.00 2 X 4 2 X 4 01-06-00 00-01-01 JACK OPEN 02-00 oeach-0O 03-00-06 28.61bs 90Ibs 6.00 0.00 2 X 4 2 X 4 01-06-00 01-10-15 JACK -OPEN 1 02-00-00 102-00-00 04-00-06 12.1 Ibs J26 12 Ibs. each 6.001 0.0012 X 4 2 X 4 01-06-00 03-10-15 JACK- OPEN 01-07-08 01-07-981bIs. 03-03-10 9.21bs each 6.00 0.00 2 X 4 2 X 4 03-10-15 JACK -OPEN 1 01-10-15 101-10-15 02-00-06 11.7113: J62 11 Ibs. each 6.001 0.0012 X 4 2 X 4 01-06-00 04-02-09 JACK -OPEN 03-10-15I 03-10-15 03-00-06 14.31bs J641 14 Ibs. each 6.00 0.0012 X 4 2 X 4 01-06-00 02-02-09 MONOPITCH 2 06-01-08 106-01-08 04-01-1 41.016 J66 20 lbs. each 6.00 0.00 2 X 4 2 X 4 01-06-00 Page: 4 QUOTE - ML Quote Number: SB804241 ROOF TRUSSES PROFILE I TYPE ID QTY BASE O/A SPAN PITCH LUMBER OVERHANG CANTILEVER STUB I HEIGHT PLY SPAN TOP BOT TOP BOT LEFT RIGHT LEFT I RIGHT LEFT RIGHT JACK -OPEN J810 3 08-00-00 08-00-00 0.00 2 X 4 2 X 4 01-06-00 01-10-15 06-00-06 84.9Ibs 28 lbs. each 6.00 JACKBOPEN 08 00-0Olbls 08-00-00 0.00 2 X 4 2 X 4 01-06-00 03-10-15 07-00-06 94.0Ibs 31 6.00 JACK -OPEN J813 2 08-00-00 08-00-00 6.00 0.00 2 X 4 2 X 4 01-06-00 04-08-12 07-05-05 65.1 lb: 32 lbs. each / / JACKBOPEN 2 08-0k 0 o 16.001 0.00 2 X 41 2 X 4 01-06-00 05-10-15 08-00-06 68.71b 340Ibs each JACK -OPEN J816 2 08-00-00 08-00-00 6.0010.00 2 X 4 2 X 4 01-06-00 07-10-15 09-00-06 74.8Ibs 37 lbs. each / JACK -OPEN 2 0 08-00Ibs 1 6.00 0.00 2 X 4 2 X 4 01-06-00 09-10-15 10-00-06 77.4Ibs 38each JACK -OPEN J82 2 01-10-15I 01-10-15 6.00 0.0012 X 4 2 X 4 01-06-00 06-01-01 02-00-06 30.9Ibs 15 lbs. each / JACKBOOPEN 1 08-008-00-00 6.001 0.00 2 X 41 2 X 4 01-06-00 11-10-03 11-00-00 41.2Ibs 41 lbls ROOF J84 2 08-00-00 108-00-00 1 6.0010.0 2 X 4 2 X 4 01-06-00 03-00-06 60.4Ibs 30 lbs. each 4%� JACKJ86 OPEN 2 05-1 15 1 6.00 0.00 2 X 4 2 X 4 01-06-00 02-01-01 04-00-06 41.3Ibs 205Ibs.0 each JACK -OPEN J88 3 07-10-15 07-10-15 6.00 0.0 2 X 4 2 X 4 01-06-00 00-01-01 05-00-06 75.8Ibs 25 lbs. each JACK -CLOSED J8G 1 08-00-00 108-00-00 6.00 0.00 2 X 4 2 X 6 04-10-15 06-09-10 44.6Ibs 44 lbs. each File: F:\MITEK\BIDS\2018\SB804241W0 Loading: 25 - 8 - 0 - 7 Total Weight: 6,117 Max. Height: 11.0 ITEMS QTY ITEM TYPE I DESCRIPTION LENGTH FT-IN-16 NOTES 90 Blocks 2 X 4 Vented 4-hole 50 Hanger JUS24 6 Hanger JUS26 11 Hanger MUS26 4 Hanger THD26 1 Hanger THD28 t ITEMS QTY 1 2 Page: 5 QUOTE - ML Quote Number: SB804241 ITEM TYPE Hanger DESCRIPTION THDH210-2 LENGTH FT-IN-16 i NOTES Hanger THDH26 QUOTE #SB804241 JOB #: TRUSSES: 97 ALL PRODUCTS: 262 Quoted price subject to change if not accepted within 7 days and shipped within 14 days. Price includes delivery to plate line to the limits of our equipment. Additional boomtime must be prescheduled and is billed at $150/hr. The Truss Company reserves the right to ground drop product due to unsafe or impractical jobsite conditions. The Truss Company is not responsible for delays due to circumstances beyond our control. Sales subject to credit terms & conditions as determined by The Truss Company, Inc ACCEPTED BY SELLER BY: TITLE: DATE OF ACCEPTANCE: ACCEPTED BY BUYER PURCHASER: BY: ADDRESS: TITLE: PHONE: DATE: ..� G EO RESOD ROES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 ( Fife, WA 98424 l 253.896 1011 I www.gPnresources.rocks Arco Construction 10225 SE 224th Street Kent, Washington 98 Attn: Mr. Kam Singh RECEIVED CITY OF TUKWILA JUN 05 2018 PERMIT CENTER ILE RECEIVED JUN 19 2018 TUKWILA PUBLIC WORKS REVIEWED FOR CODE COMPLIANPA APPROVED NOV 04 2019 City of Tukwila BUILDING DIVISION 2018 Geotechnical Engineering Report Proposed Single Family Residence xxx - 50th Avenue South Tukwila, Washington PN: 6874201005 Doc ID: Singh.Lot3.50thAveS.RG INTRODUCTION This geotechnical engineering report summarizes our site observations, geotechnical data review, subsurface explorations, engineering analyses, and provides geotechnical recommendations and design criteria for the proposed single-family residence to be located at xxx - 50th Avenue South in Tukwila, Washington (PN: 6874201005). The approximate site location is shown on the Site Location Map, included as Figure 1. Our understanding of the project is based on our conversations with you, our review of the site plan provided by Mr. Kam Singh, dated April 11, 2018, and our experience in the area. We understand that you propose to construct a new single-family residence that will be accessed by a new driveway extending from a new road and serviced by typical residential utilities. We anticipate that the proposed residence will be a one or two-story, wood -framed structure founded on conventional shallow foundations. Based on the site plan provided and the site grades, we anticipate that the proposed garage will have a slab on grade floor, and the proposed residence could have a daylight basement configuration. SCOPE The purpose of our services was to evaluate the surface and subsurface conditions across the site as a basis for providing geotechnical recommendations and design criteria for the proposed development. Specifically, the scope of services for this project included the following: 1. Reviewing the available geologic, hydrogeologic, and geotechnical data for the site area; 2. Exploring subsurface conditions across the site by excavating a series test pits at select locations on the site; 3. Describing surface and subsurface conditions, including soil type, depth to groundwater, and an estimate of seasonal high groundwater levels; 4. Providing geotechnical conclusions and recommendations regarding site grading activities, including site preparation, subgrade preparation, fill placement criteria, suitability of on -site Si ngh. Lot3.50thAveS. RG June 1, 2018 page 12 soils for use as structural fill, temporary and permanent cut and fill slopes, drainage and erosion control measures; 5. Providing conclusions regarding shallow foundations and floor slab support and design criteria, including bearing capacity and subgrade modulus if appropriate; 6. Providing our opinion about the feasibility of onsite infiltration, including a preliminary design infiltration rate based on grain size data, if applicable; 7. Providing recommendations for erosion and sediment control during wet weather grading and construction; and, 8. Preparing this written Geotechnical Engineering Report summarizing our site observations and conclusions, and our geotechnical recommendations and design criteria, along with the supporting data. The above scope of work was summarized in our Proposal for Geotechnical Engineering Services dated April 27, 2018. We received authorization to proceed with our scope of work on May 15, 2018. SITE CONDITIONS Surface Conditions The site is located within an area of existing residential development. The site is currently undeveloped and measures approximately 145 feet wide (north to south) by 117 feet deep (east to west) and encompasses about 17,550 square feet. The site is bounded by undeveloped land to the north and south, by an easement for the future 50th Avenue South to the east, and by residential development to the west. The site generally slopes down from east to west with a knob -like formation in the east central portion of the site. The upper, eastern portion of the site slopes down to the west, southwest and northwest at approximately 28 to 33 percent. The south portion of the site slopes down to the southwest at about 35 to 40 percent and the central portion of the site slopes down to the west at about 30 to 35 percent. The north portion of the site slopes down to the northwest at about 45 to 65 percent before flattening to about 35 percent in the lower portion of the site. There are localized slopes steeper than 40 percent where it appears that historic grading was performed. The total topographic relief across the site is on the order of 55 feet. The existing site configuration and topography is shown on the Site and Exploration Plan, included as Figure 2. The southern portion of the parcel, had been partially cleared of vegetation and an access road appeared to have been cut in a number of years ago. Vegetation across the remaining lowland portion of the site generally consisted of immature deciduous trees and invasive species, indicative of previous historic logging many years ago. The upper, more steeply sloping portion of the site was vegetated with a sparse to moderate stand of mature deciduous trees with a dense understory of native and invasive low -growing species. No indicators or warnings of active or ongoing deep-seated landslide activity were noted at the time of our site visit. No evidence of active or ongoing erosion was observed at the site. Site Geology The Geologic Map of Seattle - A Progress Report, Washington (Troost et Al. 2005) maps the site as being underlain by Vashon Advance Sands (Qva) and the Glacial Till (Qgt). The geology map indicates the Advance Sand deposits to be mass wastage. The mass wasting designation likely GEORESOURCES Singh. Lot3.50thAveS. RG June 1, 2018 page 1 3 indicates the original unit was displaced following the retreat of the most recent ice mass and is associated with the glacial unloading. These soils were generally deposited during the most recent Vashon Stade of the Fraser Glaciation, some 12,000 to 15,000 years ago or during a previous glacial period. The glacial till generally consists of a heterogeneous mixture of gravel, sand, silt, and clay that was deposited at the base of the advancing glacier. These soils were subsequently overridden by the continental ice mass, and are considered to be over consolidated. As such, these soils generally have high strength and low compressibility characteristics where undisturbed. The advance outwash deposits consist of a poorly sorted, lightly stratified mixtures of gravel and sand that may locally contain silt and clay that was deposited by meltwater streams issuing from the advancing continental ice mass. The advance outwash is also considered over consolidated, is typically encountered in a dense condition, and offers high strength and low compressibility characteristics. An excerpt of the above reference geologic map is attached as Figure 3. Subsurface Explorations On May 22, 2018, a geotechnical engineer from GeoResources, LLC (GeoResources) visited the site and monitored the excavation of 2 test pits to depths of about 8 to 10 feet below the existing ground surface, logged the subsurface conditions encountered in each test pit, and obtained representative soil samples. The test pits were excavated by a small track -mounted excavator operated by a licensed contractor working under subcontract for you. The number and location of the test pits were selected in the field based on project information provided by you, our understanding of the proposed development, consideration for underground utilities, existing site conditions, and current site usage. Each test pit was then backfilled with the excavated soils and bucket tamped, but not otherwise compacted. The subsurface explorations excavated as part of this evaluation indicate the subsurface conditions at specific locations only, as actual subsurface conditions can vary across the site. Furthermore, the nature and extent of such variation would not become evident until additional explorations are performed or until construction activities have begun. Based on our experience in the area and extent of prior explorations in the area, it is our opinion that the soils encountered in the explorations are generally representative of the soils at the site. The approximate locations of our test pits are indicated on the attached Site and Exploration Plan, Figure 2. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) and ASTM D: 2488. The USCS and descriptive test pit logs are included in Appendix A. Subsurface Conditions Our test pits encountered relatively uniform subsurface conditions that generally differed from the mapped stratigraphy at the site. Our explorations encountered about 1 to 1.5 feet of dark brown to brown silty sand with roots in a loose to medium dense, moist condition. These upper soils appear to be consistent with topsoil and forest duff. Below these surficial soils, our explorations encountered tan -brown sand with minor gravel and trace silt in a medium dense, moist condition that was observed to the full depth explored. These soils appear to be consistent with fine-grained facies of the older glacially consolidated soils. Laboratory Testing Geotechnical laboratory tests were performed on select samples retrieved from the explorations to determine soil index and engineering properties encountered. Laboratory testing ..../�.;.�� _;■■rim GEORESOURCES Singh. Lot3.50thAveS. RG June 1, 2018 page 4 included visual soil classification per ASTM D: 2488, moisture content determinations per ASTM D: 2216, and grain size analyses per ASTM D: 422 standard procedures. The results of the laboratory tests are included in Appendix B. Groundwater Conditions Indications of groundwater were not encountered in our test pits. Mottling is generally indicative of a seasonal high perched groundwater table, which develops when the vertical infiltration rate of precipitation through a more permeable soil is slowed at depth by a deeper, less permeable soil type. We anticipate fluctuations in the local groundwater levels will occur in response to precipitation patterns, off -site construction activities, and site utilization. ENGINEERING CONCLUSIONS AND RECOMMENDATIONS Based on the results of our data review, site reconnaissance, subsurface explorations and our experience in the area, it is our opinion that the site is suitable for the proposed single-family residence.• Infiltration is feasible depending on the site grades and the location of the facility. A daylight basement configuration for the structure is recommended to take advantage of the site topography and maximize the square footage of the residence. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed development are presented below. Areas of Potential Geologic Instability Designations per TMC 18.45.120 The Tukwila Municipal Code (TMC) defines areas of potential geologic instability as follows: 1) Class 1 area, where landslide potential is low, and which slope is less than 15%; 2) Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3) Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4) Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope. Based on our site reconnaissance, subsurface explorations, and literature review, it is our opinion that the site meets the definition of a Class 2 area. The slopes at the site are generally between 15 and 40 percent and the soils encountered appear to be relatively permeable. Recommended Setback Criteria The 2015 International Building Code (IBC) requires a building setback from slopes that are steeper than 3H:1V (Horizontal: Vertical) or 33 percent with greater than 10 feet in vertical height unless evaluated and reduced, and/or a structural setback is provided, by a licensed geotechnical engineer. The setback distance is calculated based on the vertical height of the slope. The typical 2015 IBC setback from the top of the slope equals one third the height of the slope, with a maximum setback of 40 feet from the top of the slope, while a setback from the toe of the slope equals one --� _..�<0_. ORE"" 5.� O��AS1�... Singh. Lot3.50thAveS. RG June 1, 2018 page 15 half the height of the slope, with a maximum setback of 15 feet from the toe of the slope. If the setback from the top of the slope cannot be met, a structural setback may be used. A structural setback consists of deepening the foundation elements so that, when measured horizontally from the front of the footing to the face of the slope, the minimum IBC setback is achieved. Except for the upper, eastern portion of the site, the majority of the site is sloping at more than 33 percent. These slopes have a vertical height of about 40 to 50 feet. Per the 2015 IBC, these steep slope areas should have a minimum setback of 14 to 17 feet from the top of the slope and 15 feet from the bottom of the slope. Seismic Design Based on our observations and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class "D" in accordance with the 2015 International Building Code (IBC) documents and ASCE 7-10, Chapter 20, Table 20.3-1. This is based on the assumed range of Standard Penetration Test (SPT) blow counts from the density description of the subsurface explorations by others. These conditions were assumed to be representative for the subsurface conditions for the site in general. The U.S. Geological Survey (USGS) completed probabilistic seismic hazard analyses (PSHA) for the entire country in November 1996, which were updated and republished in 2002 and 2008. The PSHA ground motion results can be obtained from the USGS website. The results of the updated USGS PSHA were referenced to determine Ss and S, for this site. The results are summarized in the following table with the relevant parameters necessary for 2015 IBC design. TABLE 1: 2015 IBC Parameters for Design of Seismic Structures Mapped SRA Ss = 1.504 Si = 0.566 Site Coefficients (Site Class D) Fa = 1.0 F„=1.5 Maximum Considered Earthquake SRA SMs = 1.504 SMi = 0.848 Design SRA Son = 1.002 Sol = 0.566 Earthquake -induced geologic hazards may include liquefaction, lateral spreading, slope instability, and ground surface fault rupture. In our opinion, the potential for lateral spreading is not significant because the risk of liquefaction is low given the density of the soils encountered at the site, and the potential for earthquake -induced slope instability is also low per our slope stability model. While the site is relatively near the Seattle Fault zone, no evidence of ground fault rupture was observed in the subsurface explorations or our site reconnaissance. Therefore, in our opinion the potential for ground surface fault rupture is also low. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure. The increase in pore water pressure is induced by seismic vibrations. Liquefaction mainly affects geologically recent deposits of loose, fine-grained sands that are below the groundwater table. Based on the density of the soils encountered in our test pits, it is our opinion that the risk for liquefaction to occur at this site during an earthquake is GEORESOURCES� Singh. Lot3.50thAveS. RG June 1, 2018 page 16 negligible. Provided the design criteria listed below are followed, the proposed structure should have no greater seismic risk damage than other appropriately designed structures in the Puget Sound area. Foundation Support We recommend that spread footings be founded on the native dense granular soils, on the deeper, more dense granular soils, or on structural fill that extends to suitable native soils. The soil at the base of the excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. Areas of existing fill material within the proposed foundation footprint should be over excavated and recompacted to reduce the potential for differential settlement. All exterior footing elements should be embedded at least 18 inches below grade for frost protection. We recommend a minimum width of 2 feet for isolated footings and at least 16 inches for continuous wall footings. Footings founded as described above may be designed with a maximum allowable bearing pressure of 2,000 psf (pounds per square foot)„ This value is for combined dead.and long-term live loads. We recommend that a GeoResources representative observe the condition of the exposed bearing soils prior to setting the forms and installation of the reinforcing steel. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind bads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.32 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 325 pcf (pounds per cubic foot). Factors of safety have been applied to these values. We estimate that total settlements of footings designed and constructed as recommended will be less than 1-inch over a 50-foot length, for the anticipated load conditions, with differential settlements between comparably loaded footings of 1/2-inch or less. Typical building settlements within granular soils occur essentially as loads are being applied; however, due to the fines content of the site soils, the estimated settlements could occur over a longer time, and disturbance of the foundation subgrade during construction could result in larger settlements than predicted. Floor Slab Support We anticipate slab on grade floors may be used within proposed garage and daylight basement floor areas. Slab on grade floors should be supported by structural fill prepared as described above. Areas of significant organic debris should be removed. We recommend that floor slabs be directly underlain by a minimum 4-inch thick layer of pea gravel or clean, crushed, 5/8-inch rock containing less than 2 percent fines. The drainage material should be placed in one lift and compacted to an unyielding condition. A synthetic vapor retarder is recommended to control moisture migration through the slabs. This is of particular importance where the foundation elements are underlain by silty soils, or where moisture migration through the slab is an issue, such as where adhesives are used to anchor carpet or tile to the slab. A subgrade modulus of 350 kcf (kips per cubic foot) may be used for floor slab design. We estimate that settlement of the floor slabs designed and constructed as recommended, will be 1/2- inch or less over a span of 50 feet. GEORESOURCES Singh. Lot3.50thAveS. RG June 1, 2018 page 17 Subgrade/Basement Walls Adequate drainage behind retaining structures is imperative. Positive drainage which controls the development of hydrostatic pressure can be accomplished by placing a zone of drainage behind the walls. Granular drainage material should contain less than 2 percent fines and at least 30 percent greater than the US No. 4 sieve. Assuming properly compacted structural fill is used to backfill the foundation walls, an allowable active fluid pressure of 35 pcf and an allowable at rest fluid pressure of 55 pcf should be appropriate for design in areas that are flat. A seismic surcharge of 10H should be applied in accordance with applicable building codes. A minimum 4-inch diameter perforated or slotted PVC pipe should be placed in the drainage zone along the base and behind the wall to provide an outlet for accumulated water and direct accumulated water to an appropriate discharge location. We recommend that a nonwoven geotextile filter fabric be placed between the soil drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone can, with time, reduce the permeability of the granular material. The filter fabric should be placed such that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. A geocomposite drain mat may also be used instead of free draining soils, provided it is installed in accordance with the manufacturer's instructions. A soil drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The soil drainage zone should be compacted to approximately 90 percent of the MDD. Over -compaction should be avoided as this can lead to excessive lateral pressures. Lateral loads may be resisted by friction on the base of footings and as passive pressure on the sides of footings and the buried portion of the wall, as described in the "Foundation Support" section. We recommend that an allowable coefficient of friction of 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 325 pcf (pounds per cubic foot). Factors of safety have been applied to these values. Temporary Excavations All job site safety issues and precautions are the responsibility of the contractor providing services/work. The following cut/fill slope guidelines are provided for planning purposes only. Temporary cut slopes will likely be necessary during grading operations or utility installation. All excavations at the site associated with confined spaces, such as utility trenches and retaining walls, must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Act (WISHA, WAC 296-155-66401) regulations, we classify the upper soils encountered at the site as Type C, while the deeper, dense soils should be classified as Type B. According to WISHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5H:1V or flatter from the toe to top of the slope, while side slopes in Type B soils should be laid back at a slope inclination of 1 H:1 V or flatter from the toe to top of the slope. It should be recognized that slopes of this nature do ravel and require occasional maintenance. All exposed slope faces should be covered with a durable reinforced plastic membrane, jute matting, or other erosion control mats during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all GEORESOURCES Si n gh. Lot3.50thAveS. RG June 1, 2018 page 18 surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the top of the slope. Where it is not feasible to slope the site soils back at these inclinations, a retaining structure should be considered. Where retaining structures are greater than 4-feet in height (bottom of footing to top of structure) or have slopes of greater than 15 percent above them, they should be engineered per Washington Administrative Code (WAC 51-16-080 item 5). This information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that GeoResources assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped away from the structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and or catch basins, and conveyed to an appropriate discharge point. We recommend that footing drains are installed for the residence in accordance with IBC 1807.4.2, and basement walls (if utilized) have a wall drain as describe above. The roof drain should not be connected to the footing drain. If the basement cut extends below the adjacent municipal stormwater system, a sump and pump system may be required. Stormwater Infiltration Based on our site observations, knowledge of the city code and our subsurface explorations, it is our opinion that onsite infiltration of the stormwater generated by the proposed development is likely not feasible for this project. Tukwila uses the 2016 King County Surface Water Design Manual (KCSWDM) for stormwater management. Per Section 5.2.1 of the 2016 KCSWDM, infiltration facilities should be setback from the top of slopes steeper than 15 percent at least the vertical height of the slope, a minimum separation of 3 feet is required between the bottom of the proposed facility and the top of an impermeable layer, such as seasonal groundwater, and infiltration should not occur in sloping areas. Based on our subsurface explorations, topsoil and forest duff was observed to extend to about 1 to 1.5 feet below the existing ground surface and was underlain by sandy soils that would be suitable for infiltration; however, the slopes across the site are steeper than 15 percent. The soils encountered at the site were medium dense and no evidence of groundwater was observed in our explorations. Therefore, the traditional onsite infiltration of stormwater runoff generated by the proposed development is likely not feasible for this project. Low impact development (LID) techniques could be used such as permeable pavement or rain gardens where the minimum setback requirements can be met. We recommend an infiltration rate based on our sieve analysis for the LID of 1 inch per hour. This rate should be verified in accordance with the KCSWDM. Based on our understanding of your proposed development, it is our opinion that the proposed dispersion methodology is appropriate for this project, provided that all recommendations contained herein are included in the project plans and specification. Appropriate erosion and sediment control measures should be included in the plans to limit the potential for erosion at the site. Dispersion systems should be designed in accordance with the KCSWDM. GEORESOURCES Singh.Lot3.50thAveS.RG June 1, 2018 page 19 EARTHWORK RECOMMENDATIONS Site Preparation All structural areas on the site to be graded should be stripped of vegetation, organic surface soils, and other deleterious materials including existing structures, foundations or abandoned utility lines. Organic topsoil is not suitable for use as structural fill, but may be used for limited depths in non-structural areas. Stripping depths of about 12 to 18 inches should be expected to remove these unsuitable soils. Areas of thicker topsoil or organic and construction debris may be encountered in areas of heavy vegetation or depressions. Where placement of fill material is required, the stripped and exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of any fill. Excavations for debris removal should be backfilled with structural fill compacted to the densities described in the "Structural Fill" section of this report. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proof -rolled with heavy rubber -tired equipment during dry weather or probed with a 1/2-inch diameter steel T-probe during wet weather conditions. Soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or over -excavated and replaced with structural fill. The depth and extent of overexcavation should be evaluated by our field representative at the time of construction. The areas of old fill material should be evaluated during grading operations to determine if they need mitigation, recompaction, or removal. Structural Fill All material placed as fill associated with mass grading, as utility trench backfill, under building areas, or under roadways should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Structural fill should be compacted to at least 95 percent of maximum dry density (MDD) as determined in accordance with ASTM D: 1557. The appropriate lift thickness will depend on the structural fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. We recommend that our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend a material such as well - graded sand and gravel with less than 5 percent (by weight) passing the US No. 200 sieve based on that fraction passing the 3/4-inch sieve, such as Gravel Backfill for Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may be acceptable. Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6-inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. Controlled density fill (CDF) could also be used to extend foundation elements to the native soils. If used, we recommend a minimum compressive strength of 200 psi with a maximum strength chosen based on the area of placement and its required future GEORESOURCES Si ngh. Lot3.50thAveS. RG June 1, 2018 page 1 10 ability to be excavated. The CDF should extend out from the edge of the excavation at a 1/2H:1V angle, which may make footing over -excavations fairly wide. Suitability of On -Site Materials as Fill During dry weather construction, non -organic on -site soil may be considered for use as structural fill, provided it meets the criteria described above in the "Structural Fill" section and can be compacted as recommended. If the soil material is over optimum moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. The site soils were not observed to be excessively moist at the time of our site visit. The lower sandy material encountered in our explorations may be suitable for use as structural fill, provided the moisture content is maintained within 3 percent of optimum moisture. We recommend that completed graded -areas be restricted from traffic or protected prior to wet weather conditions. The graded areas may be protected by paving, placing asphalt -treated base, a layer of free -draining material such as pit run sand and gravel or clean crushed rock material containing less than 5 percent fines, or some combination of the above. Erosion Control Weathering, erosion and the resulting surficial sloughing and shallow land sliding are natural processes. As noted, no evidence of surficial raveling or sloughing was observed at the site. To manage and reduce the potential for these natural processes, we recommend erosion protection measures will need to be in place prior to grading activity on the site. Erosion hazards can be mitigated by applying BMPs outlined in the 2016 King County Surface Water Design Manual. Wet Weather Earthwork Considerations In the Puget Sound area, wet weather generally begins about mid -October and continues through about May, although rainy periods could occur at any time of year. Therefore, it is strongly encouraged that earthwork be scheduled during the dry weather months of June through September. Most of the soil at the site contains sufficient fines to produce an unstable mixture when wet. Such soil is highly susceptible to changes in water content and tends to become unstable and impossible to proof -roll and compact if the moisture content exceeds the optimum. In addition, during wet weather months, the groundwater levels could increase, resulting in seepage into site excavations. Performing earthwork during dry weather would reduce these problems and costs associated with rainwater, construction traffic, and handling of wet soil. However, should wet weather/wet condition earthwork be unavoidable, the following recommendations are provided: • The ground surface in and surrounding the construction area should be sloped as much as possible to promote runoff of precipitation away from work areas and to prevent ponding of water. • Work areas or slopes should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. • Earthwork should be accomplished in small sections to minimize exposure to wet conditions. That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It GEORESOURCES Singh. Lot3.50thAveS. RG June 1,2018 page 111 may be necessary to excavate soils with a backhoe, or equivalent, and locate them so that equipment does not pass over the excavated area. Thus, subgrade disturbance caused by equipment traffic would be minimized. • Fill material should consist of clean, well -graded, sand and gravel, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet -sieving the fraction passing the 3/4-inch mesh sieve. The gravel content should range from between 20 and 50 percent retained on a No. 4 mesh sieve. The fines should be non -plastic. • No exposed soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. • In -place soil or fill soil that becomes wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil (see gradation requirements above). • Excavation and placement of structural fill material should be observed on a full-time basis by a geotechnical engineer (or representative) experienced in wet weather/wet condition earthwork to determine that all work is being accomplished in accordance with the project specifications and our recommendations. • Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We recommend that the above requirements for wet weather/wet condition earthwork be incorporated into the contract specifications. LIMITATIONS We have prepared this report for use by Arco Construction and other members of the design team, for use in the design of a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on subsurface explorations and data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. ♦ ♦ ♦ GEORESOURCES S i ngh. Lot3.50thAveS. RG June 1, 2018 page 112 We have appreciated the opportunity to be of service to you on this project. If you have any questions or comments, please do not hesitate to call at your earliest convenience. Respectfully submitted, GeoResources, LLC Dana C. Biggerstaff PE Senior Geotechnical Engineer DCB:KSS/dcb DocID: Singh.Lot3.50thAveS.RG Attachments: Figure 1: Site Location Map Figure 2: Site and Exploration Plan Figure 3: Geology Map Appendix A - Subsurface Explorations Appendix B - Laboratory Test Results Keith S. Schembs, LEG Principal GEORESOURCES Approximate Site Location Map created from King County Public GIS (https://gismaps.kingcounty.gov/iMap/) Not to Scale GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy F., Suite 16 I Fife, WA 98424 1253.896.1011 I www.georesources.rocks Site Location Map Proposed Single Family Residence xxx - 50th Avenue South Tukwila, Washington PN: 6874201005 Doc ID: Singh.Lot3.50thAveS.F May, 2018 Figure 1 Approximate Site Location Map created from King County Public GIS (https://gismaps.kingcounty.gov/iMap/) ® Approximate location and number of test pit Not to Scale GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1253.896.1011 www.georesources.rocks Site & Exploration Plan Proposed Single Family Residence xxx - 50th Avenue South Tukwila, Washington PN: 6874201005 Doc ID: Singh.Lot350thAveS.F May, 2018 Figure 2 Approximate Site Location An excerpt from the Geologic Map of Seattle - a Progress Report by Kathy Goetz Troost, et. el. Qva Qvt Pre -Fraser fine-grained deposits Vashon advance outwash deposits Vashon subglacial till Not to Scale GEORESOuRcES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1253.896.1011 I www.georesources.racks USGS Geologic Map Proposed Single Family Residence xxx - 50th Avenue South Tukwila, Washington PN: 6874201005 Doc ID: Singh.Lot3.50thAveS.F May, 2018 Figure 3 Appendix A Subsurface Explorations GEORESOURCES SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL GP POORLY -GRADED GRAVEL COARSE GRAINED More than 50% GRAVEL GM SILTY GRAVEL SOILS Of Coarse Fraction Retained on No. 4 Sieve WITH FINES GC CLAYEY GRAVEL SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND More than 50% SP POORLY -GRADED SAND Retained on No. 200 Sieve More than 50% SAND SM SILTY SAND Of Coarse Fraction Passes No. 4 Sieve WITH FINES SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT FINE CL CLAY GRAINED SOILS Liquid Limit Less than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT More than 50% CH CLAY OF HIGH PLASTICITY, FAT CLAY Passes No. 200 Sieve Liquid Limit 50 or more ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry- Absence of moisture, dry to the touch in general accordance with ASTM D2488-90. Moist- Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated, usually soil is obtained from below water table 3. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. W:\AaW I P\Projects\SweetbriarHOA.132ndStE GE earth 5007 Pacific O science Hwy E., Suite " R & 16 1 Fife, E S O U gent.echnical WA 98424 1 253.896.1011 R C engineering 1 www.georesources.rocks E S Unified Soils Classification System Proposed Single Family Residence xxx - 50th Avenue South Tukwila, Washington PN: 6874201005 Doc ID: Singh.Lot3.50thAveS.F June, 2018 Figure A-1 Test Pit TP-1 Location: South central portion of parcel Depth (ft) Soil Type Soil Description 0 - 1.0 Dark brown silty sand with roots (loose, moist) (topsoil) 1.0 - 8.0 SP Tan/brown SAND with trace silt (medium dense, moist) Depth (ft) Soil Type Terminated at 8.0 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Test Pit TP-2 Location: Northwest portion of parcel Soil Description 0 - 1.5 1.5 - 2.5 2.5 10.0 Logged by: DCB SP SP Topsoil/rootzone (topsoil) Brown SAND with minor silt and trace gravel (medium dense, moist) Brown SAND with trace silt (medium dense, moist) Terminated at 10.0 feet below ground surface. No Caving observed. No groundwater seepage observed. GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hviy E. Suite 16 I Fife, WA 98424 1253,896.1011 I www.georesources.rocks Excavated on: May 22, 2018 Proposed Single Family Residence xxx - 50th Avenue South Tukwila, Washington PN: 6874201005 Doc ID: Singh.Lot3.50thAveS.F June, 2018 Figure A-2 Appendix B Laboratory Results GEORESOURCES ui a) u) a t E N a )al c c ca) o -o • c m T. co a) E 0 o .> o c c c U to a) w w m o -0 a) c co CO >• �▪ ' co In (1) U to X 0) a) _c L rn o a) N w � o w > c o � T a) w a, cu a, 1- o. a o. n PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report 0 0ry 0+� 0p {0 8 V 8'3 t7 ; I v I I\ \ I I I I I I I I I 1 I 1 I I I I 100 GRAIN SIZE - mm. 01 0.01 0.001 % +3" 0.0 % Gravel % Sand Fines Coarse 0.0 Fine 3.3 Coarse 2.3 Medium 28.6 Fine 63.4 Silt 2.4 Clay Test Results (ASTM D 422 & ASTM D 1140) Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) .75 .5 #4 #10 #20 #40 #60 #100 #200 100.0 98.8 96.7 94.4 89.4 65.8 26.6 7.7 2.4 (no specification provided) Location: TP-2, S-1 Sample Number: 094514 Depth: 3' - 8' GeoResources, LLC Fife, WA Material Description Grey poorly graded sand Atterberg Limits (ASTM D 4318) PL= NP LL= NV Pl= NP Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 Coefficients D90= 0.9476 D85= 0.'7477 D60= 0.3930 D50= 0.3432 D30= 0.2617 D15= 0.1826 D70= 0.1595 Cu= 2.46 Cc= 1.09 Remarks Date Received: 5/22/18 Date Tested: 5/23/18 Tested By: JZ Checked By: DCB Title: PM Client: Project: Singh.50thAveS Project No: Date Sampled: 5/22/18 Tested By: Checked By: Figure TSE Engineering Re: SJ805166 KAM SINGH / L2D-2781 / RMW FI Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: I12271143 thruI12271166 My license renewal date for the state of Washington is August 20, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 04 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 05 2018 PERMIT CENTER May 14,2018 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. bl80173 Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 1 RMW 112271143 SJ805166 A01 GABLE 1 1 Job Reference (optional) Truss Co, 4 Sumner, WA -1-6-0 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:14 2018 Page 1 ID:rOXvP33bYe 3ow_7gLstF4zHbeL-RRAbaIcMgWW2TrWL8j4rmebayuVbLeudEllbFtzHbl? 8-4-0 1-6-0 6.00 12 I 8 8-4-0 0.11-8 15 KAAAAAAKIM�4IIMIIIM�4MUMIAAAAAAA�II4f111:AP.1410 2x4 = 14 13 12 11 10 9 Scale = 1:26.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.15 BC 0.02 WB 0.04 Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) 0.00 1 n/r 120 Vert(CT) -0.00 1 n/r 90 Horz(CT) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 8-5-8. (Ib) - Max Horz 2=128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 10, 11, 12, 13, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 9, 10, 11, 12, 13, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 10, 11, 12, 13, 14. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. arc. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 1RMW A, SJ805166 A02 MONO TRUSS 3 1 112271144 Job Reference (optional) Truss Co, • Sumner, WA -1-6-0 1-6-0 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:15 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-vdkzn5d_bpfv5?4YhQb4Jr8hulkt43LnTym8nJzHbI_ 4-11-13 8-4-0 8-r5,I8 4-11-13 3-4-3 0-128 1.5x4 II 4 8-5-8 8-5-8 d, 4 r Scale = 1:28.2 Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 I2:0-2-9,0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.39 BC 0.46 WB 0.15 Matrix -MP DEFL. in (loc) Udefl Vert(LL) -0.16 5-8 >612 Vert(CT) -0.29 5-8 >349 Horz(CT) 0.00 5 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 32 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (lb/size) 2=440/0-3-8 (min. 0-1-8), 5=324/0-1-8 (min. 0-1-8) Max Horz 2=128(LC 9) Max Uplift 2=-49(LC 10), 5=-53(LC 10) Max Gray 2=456(LC 17), 5=384(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-387/48 BOT CHORD 2-5=-54/319 WEBS 3-5=-391/100 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 4 May 14,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. theTRUSSco. INC. Job ♦ Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW 112271145 SJ805166 B01 GABLE 1 1 Job Reference (optional) Truss Co, • Sumner, WA -1-6-0 1-6-0 I 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:16 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-NpHL?RecM7nmj9fkF86Js3hwai77pXjwicwhImzHbHz 5-8-12 11-5-8 12-11-8 5-8-12 5-8-12 1-6-0 5x8 = 3 5-8-12 11-5-8 5-8-12 5-8-12 Scale =1:24.3 Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 f2:0-4-0,0-2-11,f4:0-4-0,0-2-11 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.14 BC 0.27 WB 0.08 Matrix-P DEFL. in (loc) Vdefl Vert(LL) -0.03 2-6 >999 Vert(CT) -0.05 2-6 >999 Horz(CT) 0.01 4 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 60 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF No.1&Btr 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud REACTIONS. (Ib/size) 2=554/0-5-8 (min. 0-1-8), 4=554/0-5-8 (min. 0-1-8) Max Horz 2=41(LC 10) Max Uplift 2=-59(LC 10), 4=-59(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-562/14, 3-15=-470/23, 3-16=-469/22, 4-16=-562/13 BOT CHORD 2-6=0/424, 4-6=0/424 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M!l-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, W1 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L29-2781 FRMW • 112271146 SJ805166 B02 Common 1 1 Job Reference (optional) Truss Co, • Sumner, WA -1-6-0 1-6-0 I 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:17 2018 Page 1 ID:rOXvP33bYe 3ow 7gLstF4zHbeL-sOrkCnfE7RvdKJEwprdY0GDOD6RIY_z4wFFFgczHbHy 5-8-12 1 11-5-8 I 12-11-8 I 5-8-12 5-8-12 1-6-0 5-8-12 4x4 = 11-5-8 4x4 = 5-6.12 5-8-12 Scale =1:23.5 I$ Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 12:0-1-12,Edae), 14:0-1-12,Edgel SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.47 BC 0.40 WB 0.08 Matrix -MP DEFL. in (loc) Vdefl Vert(LL) -0.05 6-12 >999 Vert(CT) -0.08 6-12 >999 Horz(CT) 0.01 4 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (lb/size) 2=557/0-5-8 (min. 0-1-8), 4=557/0-5-8 (min. 0-1-8) Max Horz 2=43(LC 10) Max Uplift 2=-56(LC 10), 4=-56(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-607/32, 3-13=-521/40, 3-14=-521/40, 4-14=-607/32 BOT CHORD 2-6=0/466, 4-6=0/466 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MJI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fill Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job c Truss Truss Type Qty Ply KAM SINGH / L2D-2781 HRMW 112271147 SJ805166 B03 Common 1 1 Job Reference (optional) Truss Co, rn N Sumner, WA -1-6-0 1-6-0 1 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:18 2018 Page 1 ID:rOXvP33bYe_3ow_7gLstF4zHbeL-KCP6Q7gstkl UyTp7NZ9nxUmBWV17HRCD9v?oNezHbHx 5-8-12 11-5-8 5-8-12 5-8-12 4x4 = 5-8-12 11-5-8 4x4 = Scale = 1:22.7 5-8-12 5-8-12 Plate Offsets (X,Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 f2:0-2-8,Edael, f4:0-2-8,Edaej SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.49 BC 0.49 WB 0.08 Matrix -MP DEFL. in (roc) I/defl Lid Vert(LL) -0.06 5-8 >999 360 Vert(CT) -0.10 5-8 >999 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=452/0-5-8 (min. 0-1-8), 2=564/0-5-8 (min. 0-1-8) Max Horz 2=52(LC 10) Max Uplift 4=33(LC 11), 2=-57(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-626/39, 3-12=-525/46, 3-13=-540/41, 4-13=-623/33 BOT CHORD 2-5=-2/483, 4-5=-2/483 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stablizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 a WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only w,th MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job • Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW 112271148 SJ805166 B04 Common 2 1 Job Reference (optional) Trnss Co, Sumner, WA 1 4x6 11 1 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:18 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-KCP6Q7gstk1UyTp7NZ9nxUmB2VITHRJD9v?oNezHbHx 5-2-12 1 10-11-8 5-2-12 5-8-12 1 4x4 = 1.5x4 II 5-2-12 5-2-12 1 12 10-11-8 4x4 = 5-8-12 1 Scale = 1:23.0 Plate Offsets (X,Y)—f1:0-3-0,0-0-41,f1:0-0-4,0-5-31,11:0-0-2,0-0-41,f3:0-2-4,Edge) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.46 BC 0.47 WB 0.07 Matrix -MP DEFL. in (roc) Udefl Ud Vert(LL) -0.06 4-7 >999 360 Vert(CT) -0.09 4-7 >999 240 Horz(CT) -0.00 1 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 3=438/0-5-8 (min. 0-1-8), 1=438/Mechanical Max Horz 3=-38(LC 11) Max Uplift 3=33(LC 11), 1=-31(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-583/42, 2-11=-499/48, 2-12=-481/44, 3-12=-589/38 BOT CHORD 1-4=-11/452, 3-4=11/452 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabiizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 1. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE,( REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tniss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH I L2D-2781 / RMW 112271149 SJ805166 C01 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA • -1-6-0 1-6-0 4x4 = 6.00 12 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:19 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-oOzUdTgVe29LadOJwGg0ThJRivCmOvIMOZkMv5zHbHw 5-9-0 I 11-6-0 , 13-0-0 5-9-0 5-9-0 1-6-0 4 19 20 8 18 17 16 15 14 13 12 11-6-0 3x4 = 11-6-0 10 Scale =1:23.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCOL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.02 WB 0.03 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) 0.01 11 n/r 120 Vert(CT) 0.00 11 n/r 90 Horz(CT) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 11-6-0. (Ib) - Max Horz 2=43(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mti-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L20-2781 / RMW * 112271150 SJ605166 CO2 Common 1 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 1-6-0 5-9-0 5-9-0 5-9-0 5-9-0 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:20 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-GbXsrph7PMHCBmzVU_BFOvrXOJSyILiWdDUvRXzHbHv 11-6-0 I 13-0-0 5-9-0 1-6-0 4x4 = 11-6-0 5-9-0 4x4 = Scale = 1:23.5 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 12:0-1-12,Edael. f4:0-1-12,Edqel SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.47 BC 0.40 WB 0.08 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) -0.05 6-9 >999 360 Vert(CT) -0.08 6-9 >999 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=559/0-5-8 (min. 0-1-8)„ 4=559/0-5-8 (min. 0-1-8) Max Horz 2=-43(LC 15) Max Uplift 2=-57(LC 10), 4=-57(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-610/33, 3-13=-524/40, 3-14=-524/40, 4-14=-610/32 BOT CHORD 2-6=0/468, 4-6=0/468 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.6psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 84I14473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. arc. Job Truss Truss Type Qty Ply KAM SINGH / L20-2781 / RMW 112271151 SJ805166 CO3 Common 1 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 5-9-0 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:21 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-kn5E29ilAfP3pwYi2hiUY6OhgjnmUoxfrtDS_zzHbHu 11-6-0 1-6-0 5-9-0 4x4 = W1 5-9-0 5-9-0 11-6-0 4x4 = Scale = 1:22.7 5-9-0 5-9-0 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 12:0-2-8,Edoel, 14:0-2-8,Edgel SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress [nor YES Code IRC2015/TPI2014 CSI. TC 0.50 BC 0.50 WB 0.08 Matrix -MP DEFL. in (loc) l/defl Ud Vert(LL) -0.06 5-8 >999 360 Vert(CT) -0.10 5-8 >999 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=454/0-5-8 (min. 0-1-8), 2=565/0-5-8 (min. 0-1-8) Max Horz 2=52(LC 10) Max Uplift 4=-34(LC 11), 2=-57(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-629/39, 3-12=-527/46, 3-13=-542/41, 4-13=-626/34 BOT CHORD 2-5=-2/485, 4-5=-2/485 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-7 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. )rrc. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW 112271152 SJ805166 'DO1 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 1-6-0 3x4 = 5-10-12 5-10-12 7-1-12 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:22 2018 Page 1 ID:rOXvP33bYe 3ow 7gLstF4zHbeL-CzfdFUjNxzXwR47ucPDj5Kwuf788DD4p4Xz0WPzHbHt 11-3-0 1 16-7-4 I 22-6-0 1 24-0-0 5-4-4 5-4-4 5-10-12 1-6-0 6.00 12 2x4 II 2x4 II 6x18 II 2x4 II 5x6 3x4 = 3x4 = 5x6 = 15-4-4 2x4 II 5x6 = 3x4 3x4 II 3x4 22-6-0 3x4 4x6 = 7-1-12 8-2-8 7-1-12 Scale = 1:46.3 Plate Offsets (X,Y)— 12:0-0-4,Edael. 13:0-7-8,Edgel. 14:0-2-0,0-0-41, 15:0-2-8,0-2-81, 15:0-3-8,0-0-01, 16:0-1-12,0-1-141, 18:0-1-5,0-1-81, 19:0-3-0,0-3-01. 112:0-1-0,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.36 BC 0.42 WB 0.22 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.15 0.04 (loc) 8-10 8-10 6 I/deft >999 >999 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 150 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x6 DF SS `Except* T1,T6,T7: 2x4 DF No.1&Btr 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud REACTIONS. (lb/size) 2=952/0-5-8 (min. 0-1-9), 6=861/0-5-8 (min. 0-1-8) Max Horz 2=-76(LC 15) Max Uplift 2=106(LC 10), 6=-145(LC 11) Max Gray 2=952(LC 1), 6=882(LC 42) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1473/155, 3-38=-1334/164, 4-38=-1250/184, 4-39=1172/212, 5-39=-1250/191, 5-6=-1375/187 BOT CHORD 2-10=-143/1258, 10-40=47/815, 40-41=-47/815, 9-41=-47/815, 8-9=-47/815, 8-42=-102/1182, 42-43=102/1182, 6-43=102/1182 WEBS 4-8=124/470, 5-8=-376/136, 4-10=78/574, 3-10=-393/133 Structural wood sheathing directly applied or 5-3-1 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=106, 6=145. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 Ib down and 206 Ib up at 21-6-0 on top chord, and 15 Ib down and 67 Ib up at 11-6-12, 15 Ib down and 67 Ib up at 13-5-4, 15 Ib down and 67 Ib up at 15-5-4, 15 Ib down and 67 Ib up at 17-5-4, and 15 Ib down and 67 Ib up at 19-5-4, and 16 Ib down and 66 Ib up at 21-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) )n the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 May 14,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTPIM Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 tRMW 112271152 SJ805166 001 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 4-7=-66, 31-34=-14 Concentrated Loads (lb) Vert: 8=22(F) 35=50(F) 36=21(F) 40=22(F) 41=22(F) 42=22(F) 43=22(F) 8.210 s Feb 19 2018 MiTekIndustries, Inc. Fri May�11 11:04:22 2018 Page 2 ID:r0XvP33bYe_3ow 7gLstF4zHbeL-CzfdFUjNxzXwR47ucPDj5Kwuf788DD4p4XzOWPzHbHt ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with Mi rek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW 112271153 SJ805166 Dot Common 2 1 Job Reference (optional) Truss Co, ♦ 1 -1-6-0 I 1-6-0 Sumner, WA 3x4 i 5-10-12 5-10-12 7-1-12 11-3-0 5-4-4 4x5 = 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:23 2018 Page 1 ID:rOXvP33bYe_3ow_7gLstF4zHbeL-gAC?Tqj?iHfn2Ei496kyeXT1 tWTCyg8yJBiZ2szHbHs 16-7-4 1 22-6-0 24-0-0 1 5-4-4 5-10-12 1-6-0 10 19 20 9 8 3x4 = 3x6 = 3x4 = 7-1-12 1 15-4-4 8-2-8 1 1.5x4 22-6-0 3x4 7-1-12 Scale = 1:41.5 Plate Offsets (X,Y)— f2:0-2-9,0-1-81,f6:0-2-9,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.45 BC 0.50 WB 0.23 Matrix-MSH DEFL. in (loc) Vdefl Ud Vert(LL) -0.18 8-10 >999 360 Vert(CT) -0.27 8-10 >999 240 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 82 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=999/0-5-8 (min. 0-1-10), 6=999/0-5-8 (min. 0-1-10) Max Horz 2=-76(LC 11) Max Uplift 2=89(LC 10), 6=-89(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1583/115, 3-17=-1443/124, 4-17=-1355/145, 4-18=1355/145, 5-18=-1443/124, 5-6=1583/115 BOT CHORD 2-10=-110/1356, 10-19=-12/889, 19-20=-12/889, 9-20=-12/889, 8-9=12/889, 6-8=-34/1356 WEBS 4-8=-74/608, 5-8=-409/134, 4-10=-74/608, 3-10=-409/134 Structural wood sheathing directly applied or 4-2-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category If; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW 112271154 SJ805166 Doi Common Girder 1 2 Job Reference (optional) Truss Co, Sumner, WA 4-4-0 4-4-0 6x8 MT18HS i MUS26 7-9-8 3-5-8 6.00 12 6x6 4x6 11 11-3-0 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:25 2018 Page 1 ID:rOXvP33bYe 3ow 7gLstF4zHbeL-dYKIuWFEuvUIYrTHXnQjyYGKK3AQQ5FmVBg7kzHbHq j 14-8-8 — I 18-2-0 I 22-6-0 124-0-0 3-5-8 3-5-8 3-5-8 4-4-0 1-8-0 6x8 II 6x6 II 14 22 13 23 24 12 25 11 10 3x10 II MUS26 5x10 II 10x10 = 5x8 MT1 BHS = MUS26 MUS26 MUS26 MUS26 5x10 II MUS26 4-4-0 7-9-8 1 11-3-0 4-4-0 3-5-8 3-5-8 1 14-8-8 3-5-8 1 MUS26 18-2-0 3-5-8 4x6 II 3x10 II MUS26 6x8 MT18HS MUS26 22-6-0 4-4-0 Scale = 1:46.2 Plate Offsets (X,Y)— 11:0-5-7,0-3-01, 13:0-2-8,Edge1, 15:0-2-8,Edge1, 17:0-5-7,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.91 BC 0.79 WB 0.84 Matrix-MSH DEFL. in (loc) Udefl Ud Vert(LL) -0.24 12-13 >999 360 Vert(CT) -0.38 12-13 >704 240 Horz(CT) 0.11 7 n/a n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 245 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud *Except` W5: 2x4 HF No.2 REACTIONS. (Ib/size) 1=8404/0-5-8 (min. 0-4-3), 7=7628/0-5-8 (min. 0-3-13) Max Horz 1=-85(LC 29) Max Uplift 1=-675(LC 10), 7=-627(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-15118/1218, 2-19=12029/969, 3-19=-11953/976, 3-4=-9303/774, 4-5=-9304/776, 5-6=-12052/974, 6-7=-15029/1200 BOT CHORD 1-20=-1105/13498, 1-21=-1109/13522, 14-21=-1109/13522, 14-22=-1109/13522, 13-22=-1109/13522, 13-23=-841/10717, 23-24=-841/10717, 12-24=-841/10717, 12-25=-786/10741, 11-25=-786/10741, 10-11=-786/10741, 10-26=-1016/13434, 9-26=-1016/13434, 9-27=-1016/13434, 27-28=-1016/13434, 7-28=-1016/13434 WEBS 4-12=-639/7986, 5-12=-3698/352, 5-10=-292/3754, 6-10=-3160/297, 6-9=-188/2697, 3-12=-3681/352, 3-13=-292/3725, 2-13=-3290/314, 2-14=-201/2790 Structural wood sheathing directly applied or 2-4-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.1315(3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1=675, 7=627. Continued on page 2 May 14,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WEN REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designernot truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 1 RMW 112271154 SJ805166 Doi Common Girder 1 2 Job Reference (optional) Truss Co, Sumner, WA NOTES- (13) 11) Use USP MUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-6-12 from the left end to 20-6-12 to connect truss(es) E03 (1 ply 2x4 HF), E04 (1 ply 2x4 HF), E05 (1 ply 2x4 HF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:25 2018 Page 2 ID:rOXvP33bYe 3ow_7gLstF4zHbeL-dYbu'VIFEuvUlYrTHXnQjyYGKK3AQQ5FmVBg7kzHbHq LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-8=-66, 1-7=-14 Concentrated Loads (lb) Vert: 10=-1284(B) 14=1266(B) 20=-1289(B) 21=1286(B) 22=1286(B) 23=-1284(B) 24=1284(B) 25=-1284(B) 26—1264(B) 27=-1254(B) 28=1284(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSITfPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 1 RMW 112271155 SJB05166 E01 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA S T 6.00 12 ST4 16-3-0 16-3-0 ST5 ST7 ST3 10 11 S 8.210 s Feb 19 2018 MiTekllndustries, Inc. Fri May 11 11:04:27 2018 Page� 1 ID:r0XvP33bYe_3ow 7gLstF4zHbeL-ZxSVJCmWmV9CXr?r0ypuoNeog8wpuVdYEpgnBdzHbHo 32-6-0 34-0-0 I 16-3-0 1-6-0 3x6 = 12 13 14 15 S T S 16 4 S 17 5018 5 S 6 S 19 7 S 20 8 S 21 9 S 22 0 S-2 23 S_ 24 2 3x4 = vvvvvvvvvvv\/vvvvvvvvv\Z Z / \/v\J\ \I V 49 48 47 46 45 44 43 42 41 1 v v \/ v v v v v v vv v vv vv v v v v v v v v 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x6 = 32-6-0 Scale = 1:57.4 25 3x4 = 32-6-0 26 Plate Offsets (X,Y)- I13:0-3-0,Edael LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.07 WB 0.13 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl 0.01 26 n/r 0.00 26 n/r 0.01 25 n/a L/d 120 90 n/a PLATES GRIP MT20 185/148 Weight: 200 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud *Except` ST11,ST12,ST10,ST13: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 32-6-0. (Ib)- Max Horz 1=-114(LC 11) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 25, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27 Max Gray All reactions 250 Ib or less at joint(s) 1, 25, 39, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 25, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 t RMW A 112271156 SJ805166 502 Common 3 1 Job Reference (optional) Truss Co, • Sumner, WA 5-9-5 5-9-5 4x5 = 11-0-3 5-2-13 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11.04:28 2018 Page 1 I D:rOXvP33 bYe_3ow_7gLstF4zHbeL-170u W yn8XpH39?a2yfK7 L bAuoX8 Bdog hSTQ Kj3zHbH n 16-3-0 21-5-13 - I 26-8-11 32-6-0 134-00 5-2-13 5-2-13 5-2-13 5-9-5 1-6-0 4x5 = 6.00 12 4x4 3 1.5x4 \� 8-4-12 2 19 4x4 5 12 20 21 11 10 22 23 9 3x4 = 3x6 = 3x8 = 8-4-12 1 16-3-0 24-1-4 3x4 = 7-10-4 7-10-4 1 1.5x4 // 6 32-6-0 4x5 = 8-4-12 Scale = 1:59.4 8 I4 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.51 BC 0.64 WB 0.79 Matrix-MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.20 9-11 >999 360 Vert(CT) -0.32 9-11 >999 240 Horz(CT) 0.11 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 131 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W4,W5,W3: 2x4 HF No.2 REACTIONS. (Ib/size) 1=1298/Mechanical, 7=1401/0-5-8 (min. 0-2-5) Max Horz 1=-115(LC 15) Max Uplift 1=-96(LC 10), 7=116(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2453/193, 2-3=2214/180, 3-4=-1545/150, 4-19=-1534/151, 5-19=-1546/129, 5-6=-2200/175, 6-7=-2451/187 BOT CHORD 1-12=-210/2152, 12-20=-113/1728, 20-21=-113/1728, 11-21=-113/1728, 10-11=-26/1723, 10-22=-26/1723, 22-23=-26/1723, 9-23=-26/1723, 7-9=-97/2133 WEBS 4-11=-63/989, 5-11=-688/149, 5-9=-23/410, 6-9=-342/121, 3-11=-713/151, 3-12=-28/425, 2-12=-354/124 Structural wood sheathing directly applied or 3-1-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=Ib) 7=118. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/I.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. irrc. Job e Truss Truss Type 0ty Ply KAM SINGH / L2D-2781 i RMW 112271157 SJ805166 E03 Common 4 1 Job Reference (optional) Truss Co, Sumner, WA 4x5 = 1 5-9-5 5-9-5 6-4-12 11-0-3 5-2-13 26-8-11 1 32-6-0 5-2-13 5-2-13 5-2-13 5-9-5 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:29 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-VJaGjuoml7Pwm99EWNrMtoj3gxUPMGErh79tGVzHbHm 16-3-0 1 21-5-13 4x5 = 19 4x4 11 20 21 10 9 22 23 8 3x4 = 3x6 = 3x6 = 6-4-12 1 16-3-0 24-1-4 3x4 = 7-10-4 7-10-4 1 Scale = 1:57.2 1.5x4 7 4x5 = 32-6-0 8-4-12 1 Ig LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ffP12014 CSI. TC 0.49 BC 0.64 WB 0.77 Matrix-MSH DEFL. in (loc) I/deft lid Vert(LL) -0.20 10-11 >999 360 Vert(CT) -0.32 10-11 >999 240 Horz(CT) 0.11 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 129 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud *Except` W4,W5,W3: 2x4 HF No.2 REACTIONS. (Ib/size) 1=1300/Mechanical, 7=1300/Mechanical Max Horz 1=-97(LC 11) Max Uplift 1=-96(LC 10), 7=-96(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2458/194, 2-3=-2219/180, 3-18=-1550/129, 4-18=-1538/151, 4-19=-1538/151, 5-19=-1550/129, 5-6=-2219/181, 6-7=-2458/194 BOT CHORD 1-11=219/2157, 11-20=122/1732, 20-21=-122/1732, 10-21=122/1732, 9-10=-36/1732, 9-22=-36/1732, 22-23=-36/1732, 6-23=36/1732, 7-8=122/2157 WEBS 4-10=-63/993, 5-10=695/151, 5-8=-28/425, 6-8=-354/124, 3-10=-695/151, 3-11=-28/425, 2-11-354/124 Structural wood sheathing directly applied or 3-2-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 4 May 14,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. )rrC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 FRMW 112271158 SJ805166. E04 Common 1 1 Job Reference (optional) Truss Co, • Sumner, WA 1-1-6-0 1-6-0 4x5 = 5-9-5 5-9-5 1 6.00 12 1.5x4 \� 8-4-12 3 8.210 s Feb 19 2018 MiTek industries, Inc. Fri May 11 11:04:30 2018 Page 1 ID:rOXvP33bYe 3ow 7gLstF4zHbeL-zW8exEp03QXnOJkQ44MbQ0GEILgf5iA wnvRoyzHbHl 11-0-3 16-3-0 21-5-13 I 26-8-11 I 32-6-0 5-2-13 5-2-13 5-2-13 5-2-13 5-9-5 4x5 = 4x4 4 19 Lei 4x4 6 12 20 21 11 10 22 23 9 3x4 = 16-3-0 3x8 = 3x6 24-1-4 3x4 = 1.5x4 7 32-6-0 Scale = 1:59.4 4x5 = 8-4-12 7-10-4 7-10-4 8-4-12 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.51 BC 0.64 WB 0.79 Matrix-MSH DEFL. in (loc) Udefl Ud Vert(LL) -0.20 11-12 >999 360 Vert(CT) -0.32 11-12 >999 240 Horz(CT) 0.10 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 131 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud `Except` W4,W5,W3: 2x4 HF No.2 REACTIONS. (Ib/size) 8=1298/Mechanical, 2=1401/0-5-8 (min. 0-2-5) Max Horz 2=115(LC 10) Max Uplift 8=96(LC 11), 2=-118(LC 10) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2451/187, 3-4=-2200/175, 4-19=-1546/129, 5-19=-1534/151, 5-6=-1545/150, 6-7=-2214/180, 7-8=-2453/193 BOT CHORD 2-12=-212/2133, 12-20=-119/1723, 20-21=-119/1723, 11-21=-119/1723, 10-11=-34/1728, 10-22=-34/1728, 22-23=-34/1728, 9-23=-34/1728, 8-9=-122/2152 WEBS 5-11=-63/989, 6-11=713/151, 6-9=-28/425, 7-9=-354/124, 4-11=-688/149, 4-12=-23/410, 3-12=-342/120 Structural wood sheathing directly applied or 3-1-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stab/Iizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=118. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 i RMW 112271159 SJ805166 E05 Roof Special 6 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 1-6-0 3x10 5-10-5 5-10-5 3.00 12 8-3-4 8-3-4 11-0-10 5-2-6 1 16-1-0 7-9-12 16-3-0 5-2-6 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:31 2018 Page 1 ID:rOXvP33bYe_3ow_7gLstF4zHbeL-Rih08Zg0gkge0TJddotqyDoM?19yg9688Re_KOzHbHk 4x5 = 10 5x8 = 21-5-13 26-8-11 32-6-0 5-2-13 5-2-13 5-9-5 24-1-4 8-0-4 4x4 3x4 = 1.5x4 !2 7 32-6-0 8-4-12 Scale = 1:58.2 8 4x5 = h Plate Offsets (X Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 12:0-1-2,0-0-01,110:0-1-12,0-2-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 DSI. TC 0.70 BC 0.63 WB 0.81 Matrix-MSH DEFL. in (loc) Udefl Vert(LL) -0.35 10-11 >999 Vert(CT) -0.61 10-11 >643 Horz(CT) 0.27 8 n/a LJd 360 240 n/a PLATES GRIP MT20 185/148 Weight: 132 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E *Except* 133: 2x4 HF No.2 WEBS 2x4 HF Stud `Except* W3,W4,W5: 2x4 HF No.2 REACTIONS. (Ib/size) 8=1298/Mechanical, 2=1401/0-5-8 (min. 0-2-5) Max Horz 2=115(LC 10) Max Uplift 8=-96(LC 11), 2=-118(LC 10) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=43131/393, 3-4=-3986/312, 4-18=-1556/130, 5-18=-1546/152, 5-6=-1532/153, 6-7=-2215/178, 7-8=-2454/192 BOT CHORD 2-11=-413/3955, 10-11=-172/2288, 10-19=-36/1727, 19-20=-36/1727, 9-20=-36/1727, 8-9=120/2153 WEBS 3-11=-332/149, 4-11=-153/2141, 4-10=-1381/206, 5-10=67/995, 6-10=-721/149, 6-9=-24/436, 7-9=-353/125 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=118. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 4 May 14,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MJ1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSITPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW 112271160 SJ805166, E06 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:32 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-vuFOMvgea2oVddupBVP3VRLfQ9d_ZIsHN5OYsgzHbHj -1-6-0 16-3-0 I 32-6-0 1-6-0 16-3-0 16-3-0 1 ST 6.00 12 9 50 ST S S B1 S S 10 S 11 12 S 3x6 = 13 14 15 16 10 S 1 1 S 1 S 2 1 3 S 17 4 18 ST15 19 20 21 ST16 5-17 ST18 ST' 23 9 ST20 24 S`21 S_ 25 2 Scale =1:57.4 26 3x4 = \ \ \/ \./ \ \ 'zvv',\/\/''vv\v 49 48 47 46 45 44 43 42 41 40 39 32-6-0 38 37 36 35 34 3x6 = 33 32 31 30 29 28 27 3x4 = 32-6-0 I$ Plate Offsets (X Y)— f14:0-3-0 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.07 WB 0.13 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft 0.00 1 n/r 0.00 1 n/r 0.01 26 n/a Ud 120 90 n/a PLATES GRIP MT20 185/148 Weight: 200 Ib FT = 20% LUMBER - TOP CHORD BOTCHORD OTHERS REACTIONS. (Ib) 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud *Except* ST11,ST12,ST10,ST13: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabiilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. All bearings 32-6-0. Max Horz 2=114(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27 Max Gray All reactions 250 Ib or less at joint(s) 26, 2, 39, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 / RMW ` 112271161 SJ80516¢ F01 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA 1 -1-6-0 1-6-0 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:34 2018 Page 1 ID:rOXvP33bYe 3ow_7gLstF4zHbeL-sHN9nbsv6f2Dtw1BJwRXasQ?vyKE1hwarPtexjzHbHh 7-3-01 14-6-0 16-0-0 7-3-0 7-3-0 1-6-0 Scale =1:28.1 4x4 = 7 22 21 20 19 18 17 16 15 14 14-6-0 3x4 = 14-6-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.15 BC 0.02 WB 0.03 Matrix-P DEFL. in (roc) Vdefl Lid Vert(LL) 0.01 13 n/r 120 Vert(CT) 0.00 13 n/r 90 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 60 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 14-6-0. (Ib) - Max Horz 2=-52(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 ! RMW • 112271162 SJ805160, F02 Common 1 1 Job Reference (optional) Truss Co, Sumner, WA -1-6-0 1 1-6-0 4x5 = 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:34 2018 Page 1 ID:rOXvP33bYe_3ow_7gLstF4zHbeL-sHN9nbsv6f2Dtw1BJwRXasOgmyAnlgparPtexjzHbHh 7-3-0 1 14-6-0 j 16-0-0 7-3-0 7-3-0 1-6-0 7-3-0 4x4 = 14-6-0 4x5 = 7-3-0 7-3-0 Scale = 1:28.4 Plate Offsets (X,Y)— 12:0-1-12,Edoe) 14:0-1-12,Edae) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.86 BC 0.69 WB 0.10 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) -0.13 6-12 >999 360 Vert(CT) -0.21 6-12 >847 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 44 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=679/0-5-8 (min. 0-1-8), 4=679/0-5-8 (min. 0-1-8) Max Horz 2=52(LC 10) Max Uplift 2=65(LC 10), 4=-65(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-791/43, 3-13=-677/53, 3-14=-677/53, 4-14=-791/43 BOT CHORD 2-6=0/608, 4-6=0/608 WEBS 3-6=0/299 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mt1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 h:RMW 112271163 SJ80516y F03 Common Girder 1 2 Job Reference (optional) Truss Co• , Sumner, WA -1-E-0 I 1-6-0 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 6x8 4-0-12 4-0-12 MUS26 9 3x10 II MUS26 4-0-12 4-0-12 12:0-4-7,Edge1, 16:0-4-7,Edgel, 18:0-4-0,0-4-41 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 MUS26 7-3-0 3-2-4 CS!. TC 0.55 BC 0.73 WB 0.98 Matrix -MP 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:36 2018 Page 1 ID:rOXvP33bYe 3ow 7gLstF4zHbeL-ogVvBHt9eGIx6EBaQLT?fHWF3mraVMctljMl?bzHbHf 7-3-0 I 10-5-4 f 14-6-0 3-2-4 3-2-4 4-0-12 5x6 II 4x6 II 15 5 17 8 18 19 _ 20 8x8 -MUS26 10-5-4 3-2-4 3x10 II MUS26 DEFL. in (loc) 1/deft L/d Vert(LL) -0.12 8-9 >999 360 Vert(CT) -0.19 8-9 >911 240 Horz(CT) 0.05 6 n/a n/a MUS26 MUS26 Scale = 1:29.8 I$ 14-6-0 4-0-12 21 6x8 PLATES GRIP MT20 185/148 Weight: 135 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (Ib/size) 6=5582/0-5-8 (min. 0-4-10), 2=4676/0-5-8 (min. 0-3-14) Max Horz 2=61(LC 28) Max Uplift 6=448(LC 11), 2=-391(LC 10) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=8648/690, 3-14=-6085/493, 4-14=-6045/502, 4-15=-6087/500, 5-15=-6096/488, 5-6=8771/708 BOT CHORD 2-16=-624/7723, 9-16=-624/7723, 9-17=624/7723, 8-17=624/7723, 8-18=597/7839, 18-19=-597/7839, 7-19=-597/7839, 7-20=-597/7839, 6-20=-597/7839, 6-21=-594/7823 WEBS 4-8=-410/5209, 5-8=-2900/285, 5-7=-174/2444, 3-8=-2750/267, 3-9=-159/2332 Structural wood sheathing directly applied or 3-6-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=448, 2=391. 10) Use USP MUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 14-0-12 to connect truss(es) E02 (1 ply 2x4 HF), E03 (1 ply 2x4 HF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. �OA�CASE(S) ge 2andard May 14,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 t RMW 112271163 SJ80516�j. F03 Common Girder 1 2 Job Reference (optional) Truss Co, Sumner, WA 8.210 s Feb 19 2018 MTeklndustries, Inc. Fri May 11 11:04:36 2018 Page 2 ID:r0XvP33bYe 3ow_7gLstF4zHbeL-ogVvBHt9eGIx6EBaQLT?fHWF3mraVMctIjMl?bzHbHf LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 2-6=-14 Concentrated Loads (lb) Vert: 9=-1284(F) 16=1284(F) 17=-1284(F) 18=-1286(F) 19-1286(F) 20-1286(F) 21-1290(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 PRMW • 112271164 SJ80516r; GO1 GABLE 1 1 ♦ _ Job Reference (optional) Truss Co, • Sumner, WA Cl N 1 -1-6-0 1-6-0 3x4 = 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:36 2018 Page 1 ID:IOXvP33bYe_3ow 7gLstF4zHbeL-ogVvBHt9eGIx6EBaQLT?fHWL4m?QVbwtljMl7bzHbHf 3-10-0 3-11 TT8 3-10-0 0.1-8 3-11-8 3-11-8 3 Nr- 4 0 Scale: 3/4"=1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.17 BC 0.10 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Vert(LL) -0.01 4-9 >999 Vert(CT) -0.02 4-9 >999 Horz(CT) 0.00 2 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud REACTIONS. (Ib/size) 2=271/0-5-8 (min. 0-1-8), 4=133/0-1-8 (min. 0-1-8) Max Horz 2=64(LC 9) Max Uplift 2=-38(LC 10), 4=-20(LC 10) Max Gray 2=274(LC 17), 4=146(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is theresponsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 t RMW * 112271165 SJ80516j k G02 MONO TRUSS 7 1 Job Reference (optional) Truss Co, Sumner, WA 0 -1-6-0 1-6-0 3x4 = 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:37 2018 Page 1 ID:rOXvP33bYe_3ow 7gLstF4zHbeL-Gs3HPdunPaQnkOmm_2_ECU2VgAKfE2A0XN5JY2zHbHe 3-10-0 3-V T6 3-10-0 3-11-8 3-11-8 3 Ia N f7 N Scale: 3/4"=1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.17 BC 0.10 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Lid Vert(LL) -0.01 4-7 >999 360 Vert(CT) -0.02 4-7 >999 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=271/0-5-8 (min. 0-1-8), 4=133/0-1-8 (min. 0-1-8) Max Horz 2=64(LC 9) Max Uplift 2=38(LC 10), 4=-20(LC 10) Max Grav 2=274(LC 17), 4=146(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural) wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard May 14,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not teas designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPN Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply KAM SINGH / L2D-2781 1 RMW •, SJ8051t6 r Vol GABLE 1 1 112271166 Job Reference (optional) T 'as Co Sumner, WA 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri May 11 11:04:37 2018 Page 1 ID:rOXvP33bYe_30w 7gLstF4zHbeL-Gs3HPdunPaQnkOmm_2_ECU2WPALpE2i0XN5JY2zHbHe 5-7-4 2x4 5-7-4 7 1.5x4 II 6 1.5x4 II 1.5x4 II 4 5 1.5x4 II Scale = 1:17.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 . BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CBI. TC 0.07 BC 0.03 WB 0.03 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 5-7-4. (Ib) - Max Horz 1=68(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 1, 5, 6, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 90-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 4 May 14,2018 A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Symbols PLATE LOCATION AND ORIENTATION �4' Center plate on joint unless x, y 1offsets indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing , g, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,erectionsupervisor,propertyownerandplates all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. are IMIM Dimensions are in ft-in-sixteenths. I 1 TOP CHORDS I (Drawings not to scale) 2 3 U;61‘. Apply plates to both sides of truss and fully embed teeth. 0_�1 G , TOP CHORD Ct-2 C2-3 Illiallike tetis 4 0 o i U ■ �� For 4 x 2 orientation, locate 0- 1h6" from outside!MI edge of truss. 9 This symbol indicates the C7-8 C6-7 C5-6 O 1- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL BEARING location x %."-- connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION , Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint /' INC.. theTRUSSco. 1V number where bearings occur. s 14 .. _� Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ,r Connected Wood Trusses. 0 0 0 0 0 t) 0 0 0 0 N N 0 O 0 O i Lc) N O N 2-00-0 13-06-00 PLATE HEIGHTS MAIN: 9' LIVING/KIT: 11' PORCH/ENTRY: 12' E02(6 12-06-00 J22 J24 J2: AO AO .ra. AO. AO: AO THDH26 MUS26 MUS26 MUS26 {~ 7 CO 0/12 Ceiling Pitch O 55-06-00 27-00-00 13-00-00 20-00-00 55-06-00 6/12 6/12 % Air 90/12 3-03-04 F01 ja'!!!!!A!�!Ar 8-00-00 0 0 0 O M 9-00-00 0 0 i 0 0 0 0 N O co 2-06-00 ':6/12 Truss Connector Total List Manuf Product Qty JUS24 50 USP JUS26 6 MUS26 11 THD26 4 USP THD28 1 THDH210-2 1 THDH26 2 ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF-II-SS) TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS ALL TRUSS TO STRUCTURE CONNECTIONS NEED TO BE APPROVED BY THE BUILDING DESIGNER BEFORE INSTALLATION the7'RUSSco. & BUILDING SUPPLY INC. Customer: QUOTE - ML Job Name: Tukwila Edge Homes Lot 3 Plan: Roof Truss L/R Sales Rep Mike Larimore Scale: N.T.S. Drawn by: MI K Date: 05/18/18 Job Number: SJRR(14741 ENGINEERING AIL STRUCTURAL CALCULATIONS Kam Singh New Single Family Residence Parcel: 687420-1030 Lot 3 Tukwila, WA 98178 Plan TEH-B / GL / Lot 3 PREPARED FOR Urban Design Group 879 Rainier Ave. N. Suite A200 Renton, WA 98057 April 5, 2018 project no. 10818 ble0173 Date: Rev. Submittals: 04/05/2018 A.) Submittal J • RECEIVED CITY OF TUKWILA JUN052018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED NOV 04 2019 City of Tukwila BUILDING DIVISION EXPIRES JANUARY 21, 2020 \\ PO BOX 39651 • LAKEWOOD, WA 98496 • PHONE: (253) 250-665I (cell) • nnengineeringegmail.com • • /( 11 SECTION 1 LATERAL ANALYSIS I. SEISMIC II. WIND % PO BOX 39681 • LAKEWOOD, UJA 98496 • PNONE: (253) 581-3381 • (253) 250-6651 (cell) • nnengineeringscomcast.net %� r NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 I. SEISMIC Kam Singh Residences 4/6/2018 '10718 L [0].xmcd Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613, ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), and Special Design Provision for Wind and Seismic (AWC SDPWS-2015) Design Criteria: Occupancy Category II - Residential Importance Factor: IE := 1.00 Iw := 1.00 Site Class D Seismic Use Group I Seismic Design Category D - Residential Spectral Accelerations for short periods: ss := 1.439 Spectral Accelerations for a 1-second period: Si := 0.537 Site Coefficient - table 1613.3.3(1&2) Fa := 1.0 F, := 1.5 SMS := Fa Ss _ SMS = 1.44 (16-37) SMI := FvSi SMl = 0.81 (16-38) Spectral Response Parameters Design Coefficient (ASCE Table 12.2-1): , ,,:= 6.5 ft, := 3 Cd := 2 Earthquake Load Combination -Allowable Stress Design (ASCE 12.4,2.3) Eh := p•QE E, := 0.20•SDS•.D p := 1.3 LC5 := (1.0 + 0.14SDs)•D + H + F + 0.70p•QE LC6 := (1.0 + 0.105•SDs)I) + H + F + 0.525•p•QE + 0.75L + 0.75•S LC8 := (0.6 - 0.14.SDs)D + 0.70p•QE + H 2 SDS 3 SMS SDS = 0.96 2 SD1 3SM1 SD1 = 0.54 Earthquake Load Combination with Over -strength Factor ft, - Allowable Stress Design (ASCE 124.3.2) LC5os (1.0 + 0.14SDs)•D + H + F + 0.70SZo•QE LC6os (1.0 + 0.105•SD8)D + H + F + 0.525•11o•QE + 0.75L + 0.75•S LC8os (0.6 - 0.14•SDS)I) + 0.70f/o•QE + H F'• SDS Seismic Base Shear (ASCE 12.14-11) V .- W R A. Determine Seismic Dead Loads (D): fr := 15psf Framing Dead Load Pto Opsf Concrete Topping (Floors) pt; := Opsf Roof Tile pw := 7psf Wall Total Floor Dead Load (D): Df := fr + Pto Df = 15•psf Page 1 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences 4/6/2018 10718 L [0].xmcd Total Roof Dead Load (D): Dr := fr + pti Dr = 15•psf B. Determine Seismic Weight (W): Overall Building Dimensions : h1 := 8.0938ft h2 := 9.0938ft w2 := 24.5ft 12 := 42ft wr:= 43.5ft 1r:= 55.5ft Height of First Floor Walls Height of Second Floor Walls Average width of second floor Average length of second floor Average width of roof Average length of roof Total Floor/Roof Areas AR := 2650ft2 := 1549ft2 AB := 1241ft2 (ft2) Exterior Wall Dimensions (ft): L1 := 26.5ft L2:= 17ft L3 := 43.5ft L4:= 42ft L5 := 55.5ft L6 := 13.5ft L7 := 24.5ft AR = 2650 ft2 Roof A, = 1549 ft2 Second Floor + Low Roof AB = 1241 ft2 First Floor TOTAL WEIGHTS - ROOF DIAPH. + (1/2) 2nd WALLS : Wr:= AR•Dr + [.5•h2•(1r + wr)•2]•pw Wr = 46.05•k TOTAL WEIGHTS - 2nd FLR. DIAPH. + (1/2) 2nd WALLS + (1/2) 1st WALLS : W2 := A2•Df + E[pw (h2 + hi)•.51.12] + [Pw.(h2 + hi)•.51w2 TOTAL WEIGHTS - ROOF + FLOOR + WALLS ,y= W2 + Wr W = 73.29• k C. Determine Seismic Base Shear (ASCE 12.14-11): W2 = 27.24• k F'• SDs Vm := i R W L8 := 42ft L9:= 7ft L10 := 22ft L11 := 17ft L12 := 13ft L13 := 17ft L14 := 13ft Vmax = 10.82.k Page 2 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences 4/6/2018 10718 L [0].xmcd Wx D. Vertical Distribution of Lateral Forces (ASCE 12.14-121 Fx := W Vmax Longitudinal Direction W2 Frlong:= Vmax Wr Frlong := W Vmax Vrlong := Frlong V2long := Frlong + F1long Lateral Direction W2 Fllat:= Vmax Wr Frlat := W Vmax Vrlat := Frlong V21at:= Frlong + F1long w5' := w6' :_ Vrlong Wr V2long w7' ._ 1, w2 Vrlat V21at w8' :_ 12 F1long = 4.02 k Frlong = 6.8•k Vrlong = 6.8•k Upper Story Shear Longitudinal V2long = 10.82 k Lower Story Shear Longitudinal Fllat = 4.02•k Frlat = 6.8•k Vrlat = 6.8.k Upper Story Shear Lateral V21at = 10.81k w5' = 156.25.plf w6' = 441.49•plf wT = 122.46.plf w8' = 257.54•plf Lower Story Shear Lateral Page 3 NN Engineering, P.S. Kam Singh Residences PO Box 39681, Lakewood, WA 98496 E. Determine Building Redundancy p p = 1.3 Second Floor: WALLAA Laa := 18.5ft Vaa := (L1•.5)•w5' Vaa = 2070.29 lb WALL BB Lbb := 17.0833ft Vbb := (Ll + L2)•.5•w5' Vbb = 3398.41b WALL CC Lcc:= 12ft Vcc := (L2)..5•w5' Vcc = 1328.111b Vaa + Vbb + Vcc = 6796.81b WALL DD Ldd := 18.8333ft Vdd := (L4 + L6)•.5•w7' Vdd = 3398.41b WALL EE Lee:= 24ft First Floor: WALLA La := 17.5ft Vee := (L4)•.5•w7' Vee = 2571.761b Va := (L7)•.5•w6' Va = 5408.24 lb 4/6/2018 10718 L [0].xmcd Vdd + Vee + (w7'•L6•.5) = 6796.8 lb Page 4 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 F. Calculate Earthquake Forces Elong 0.70 P' Vmax Elat 0.70 P' Vmax Erlong 0.70 P' Frlong E2long 0.70 P' Frlong XikagA:= Erlong rV%1Ap�I= Erlong + E2long 4. = Erlong ,Y = Erlong + E2long Kam Singh Residences 4/6/2018 10718 L [0].xmcd = 9.84•k Elong Etat = 9.84•k Erlong = 6.19•k E2long = 6.19•k = 6.19 k Vrlong V21ong = 12.37•k Vrlat = 6.19•k V21at = 12.37'k Uniform Loads to Roof/Floor Diaphragm (seismic) (Adjusted to working stress level) Erlong w5 :_ w6 := Wr E2long w2 Erlong w7 := lr w8 := 12 E2long w5 = 142.19.plf w6 = 252.45•plf w7 = 111.44.plf w8 = 147.26•plf Base Shear Longitudnal Base Shear Lateral Upper Floor Story Shear Lower Floor Force Upper Story Shear Longitudinal Lower Story Shear Longitudinal Upper Story Shear Lateral Lower Story Shear Lateral Uniform Load Seismic (Roof Diaph. Longit.) Uniform Load Seismic (2nd Floor Diaph. Longit.) Uniform Load Seismic (Roof Diaph. Lat.) Uniform Load Seismic (2nd Floor Diaph. Lat.) Page 5 NN Engineering, P.S. Kam Singh Residences 4/6/2018 PO Box 39681, Lakewood, WA 98496 10718 L [0].xmcd E. Earthquake Loads (Working Stress) Second Floor: WALL AA 2RA:= 18.5ft Vim:= (L1..5).w5 Vaa = 1883.961b WALL BB /kW= 17.0833ft AZ= (L1 + L2)•.5•w5 Vbb = 3092.55 lb WA LL CC c := 12ft :_ (L2)•.5•w5 Vcc = 1208.58 lb Vaa + Vbb + Vcc = 6185.09 lb WALI4.DD := 18.8333ft ::_ (L4 + L6)•.5•w7 Vdd = 3092.55 lb i WALL EE e := 24ft fN := (L4)..5.w7 Vee = 2340.3 lb Vdd + Vee + (w7.L6..5) = 6185.091b First Floor: WALLA 1,:= 17.5ft Via:= (L7)•.5•w6 Va = 3092.55 lb Page 6 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences 4/6/2018 10718 L [0].xmcd II. Wind on Buildings MWFRS- Part 2 Enclosed Simple Diaphragm Ps := X'KZt•ps3o (ASCE Eqn. 28.6-1) Low -Rise Buildings (ASCE Ch. 281 Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613 and ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), Special Design Provision for Wind and Seismic (AWC SDPWS-2015) Simplified Design Wind Pressure, Ps30 (psf) Design Criteria: Vo=110 mph Ultimate V asd = 85 mph Nominal Wind Speed (IBC Table 1609.3.1) PS30.A := 15.9psf • Kz1 Ps3o.B := 4.2psf • Ict Ps3o.c := 10.6psf •Kt Ps3o.D := 2.3psf •Kt Ps3o.E:=—13.8psf•Kzt Ps3o.F:=-9.6psf•Kz1 Ps3o.G:=—9.6psf•Kz1 Ps3o.H:_—7.3psf•K PS30.Eoh :_—19.3psf •Ke Ps30.Goh:=—15.1psf•Kz1 Height Above Ground (ft.) 0' to 15' X15 := 1.00 15' to 20' X20 := 1.00 20' to 25' X25 := 1.00 25' to 30' X30 := 1.00 30' to 35' X35 := 1.05 Horizontal Pressure Horizontal Pressure Horizontal Pressure Horizontal Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure Exposure B Height (h) < 60ft Occupancy Category: II Kz1:= 1.0 Height < least width horizontal dimension End Zone of Wall End Zone of Roof Interior Zone of Wall Interior Zone of Roof End Zone Windward Roof End Zone Leeward Roof Interior Zone Windward Roof Interior Zone Leeward Roof Overhang @ End Zone Windward Roof Overhang @ Interior Zone Windward Roof Page 7 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 35' to 40' X40 := 1.09 A. DETERMINE BASE FORCES Height Above Wind Pressure (Horiz.) Ground (ft.) (Wall End) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' PIA := >15'I'PS30.A PIA = 15.9•psf P2A :_ X20'I'Ps30.A P2A = 15.9•psf P3A :_ >251'Ps3o.A P3A = 15.9•psf P4A :_ X30'I'PS30.A P4A = 15.9•psf P5A :_ X354'13S30.A P5A = 16i7•psf P6A:= X40•FPs30.A P6A = 17.33•psf Kam Singh Residences 4/6/2018 10718 L [0].xmcd Wind Pressure (Horiz.) (Roof End) P1B :_ X15•I'Ps3o.B Plg = 4.2•psf P2B :_ X201'PS30.B P2B = 4.2•psf P3B :_ X25'I'Ps3o.B P3B = 4.2•psf P4B :_ %30'I'PS30.B P4B = 4.2•psf P5E :_ X35'I'PS30.B P5B = 4.41•psf P6B :_ >4o'I'Ps30.B P6B = 4.58•psf Wind Pressure (Horiz.) (Wall Interior) Plc :_ Xi54'Ps3o.c Plc = 10.6•psf P2c :='2o'I'Ps3o.c P2c = 10.6•psf P3c :_ X25'I'Ps3o.c P3c = 10.6•psf P4c :_ X3o'I'Ps3o.c P4c = 10.6•psf P5c X35'I'PS30.c P5c = 11.13.psf • P6c :_ X40'I'PS30c P6c = 11.55•psf ' Wind Pressure (Horiz.) (Roof Interior) P1D :_ >15'1'PS30.D P1D = 2.3•psf P2D :_ X20'I'PS30.D P2D = 2.3•psf P3D :_ > 25'I'Ps3o.D P3D = 2.3•psf P4D :_ X30'I'PS30D P4D = 2.3.psf P5D :_ >35111S30.D P5D = 2.42•psf P6D :_ X401'PS30.D P6D = 2.51•psf Height Above Wind Pressure (Vert.) Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' PIE :_ >15'I'PS30.E P1E =-13.8•psf P2E :_ X20'I'PS30.E P2E =-13.8•psf P3E :_ X25'I'Ps30.E P3E =-13.8•psf P4E :_ X30'I'PS30.E P4E =-13.8•psf P5E := X35'I'Ps30.E P5E =-14.49•psf P6E :_ X40'I'PS30.E P6E =-15.04•psf Wind Pressure (Vert.) P1F:= �`15'I'PS30.F PlF=-9.6•psf P2F:= %20'I'PS30.F P2F =-9.6•psf P3F := X2541)630.F P3F =-9.6•psf P4F:= >301'PS30.F P4F =-9.6•psf P5F:= X3541PS30.F P5F =-10.08•psf P6F:= X40.i•PS30.F P6F =-10.46.psf Wind Pressure (Vert...) Wind Pressure (Vert.) PIG := >15'I'PS30.G PIG =-9.6•psf P2G :_ >s20'I'PS30.G P2G =-9.6•psf P3G :_ >25'I'Ps3o.G P3G =-9.6.psf P4G:= >30'I'PS30.G P4G =-9.6•psf PSG := X35'I1S30.G P5G =-10.08•psf P6G, :_ %4011'S30.G P6G =-10.46•psf P1H:= > 15'I'PS30.H P1H =-7.3•psf P2H :_. > 20'I'PS30.H P2B =-7.3•psf P3H :_ X25'I'PS30.H P3B =-7.3•psf P4H := X30'I'PS3o.H P4B =-7.3•psf P5H:= X351'Ps30.14 P5B =-7.67•psf P6H:_ X4011S30.H P6B =-7.96•psf Page 8 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences Height Above Wind Pressure (Vert.) Wind Pressure (Vert.) Ground (ft.) (Overhangs) (Overhangs) 0' to 15' P'Eoh :_ X15'1'PS30.Eoh P1Eoh =—19.3•psf 15' to 20' P2Eoh :_ X20' I' PS30.Eoh P2Eoh =—19.3•psf 20' to 25' P3Eoh :_ >25'1'PS30.Eoh P3Eoh =—19.3•psf 25' to 30' P4Eoh :_ X30'1'PS30.Eoh P4Eoh =—19.3•psf 30' to 35' P5Eoh :_ X35'1'PS30.Eoh P5Eoh =—20.27•psf 35' to 40' P6Eoh :_ >40'1'PS30.Eoh P6Eoh =—21.04•psf P1Goh:= X15'1'PS30.Goh PlGh =—15.1.psf P2G0h:= X20'1'PS30.Goh P2Goh =—15.1•psf P3Goh:= X25'1'Ps3o.Goh P3G0h = —15.1 •psf P4Goh :_ X3o' 1' PS3o.Goh P4ah =—15.1•psf P5Goh :_ X354'PS30.Goh P5Goh =—15.86•psf P6Goh :_ X40'1'rs30.Goh P6Goh =—16.46psf 4/6/2018 10718 L [0].xmcd Page 9 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 ridge := 27ft plate2 := 8ft platel := 8ft + 12in platel = 9•ft platel +plate2 = 17•ft yl :_ (ridge — platel — plate2).5 platel + plate2 + yl = 22.ft Kam Singh Residences 4/6/2018 10718 L [0].xmcd total height projected area (lateral direction measured) second floor plate ht first floor 8ft plate ht + 12in joist depth total height to second floor plate yl = 5.ft ave distance to center trapezoid total average longit height (longitudinal direction) Determine Uniform Wind Loads: = Plc•2ft + P2c•5ft + P3c•2ft + P4c•Oft + P5c•Oftt v:= P1c•9ft + P2c•Oft + P3c•Oft + P4c•Oft + P5c•Oftft AU := := Plc•2ft + P2c•5ft + P3c•5ft + P4c•2ft + P5c•Oftt w4 = Plc• 10.5ft + P2c•5ft + P3c•Oft + P4c•Oft + P5c•Oft wl = 95.4•plf w2 = 95.4•plf w3=148.4p1f' w4 = 164.3•plf Uniform Load Wind (Roof Diaph Longit) Uniform Load Wind (2nd Floor Diaph Longit) Uniform Load Wind (Roof Diaph Lat) Uniform Load Wind (Roof Diaph. Garage) Flat w3 + w2 \Along w I + w2 Vwlong Wlong•w2 Vwlat Flat' 12 wlat = 243.8.plf 'long = 190.8.plf Vwlong = 4.67•k Vwlat = 10.24•k TOTAL WIND LOAD PER LIN FT. OF BLDG. WIND BASE SHEAR - LONGITUDINAL DIRECTION WIND BASE SHEAR - LATERAL DIRECTION C. STORY SHEAR -WIND LONGITUDINAL DIRECTION Vr.long.wind W 1 •wr Vr.long.wind = 4.15 • k V2.long.wind w2•w2 + Vr.long.wind V2.Iong.wind = 6.49.k LATERAL DIRECTION Vr.lat.wind w3 • Ir V2.lat.wind w2.12 + Vr.lat.wind Vr.lat.wind = 8.24•k V2.Iat.wind = 12.24•k Page 10 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 III. SUMMARY OF STORY SHEARS Vx : Kam Singh Residences 4/6/2018 10718 L [0].xmcd SEISMIC WIND LONGITUDINAL LATERAL LONGITUDINAL LATERAL ROOF Vrlong = 6.19•k Vrlat = 6.19 k Vr.long.wind = 4.15 k Vr.lat.wind = 8.24 k SECOND V21ong = 12.37•k ROOF V21at = 12.37•k V2.1ong'wind = 6.49 k (Controlling uniform load/shears) LONGITUDINAL LATERAL Vr.long = "w5-eq" Vrlat = "w3-wind" SECOND V2.1ong = "w6-eq" V2.1at = "w8-eq" A. SUMMARY UNIFORM LOADS: wl = 95.4•plf w2 = 95.4•plf w3 = 148.4•plf w4 = 164.3•plf w5 = 142.19•plf w6 = 252.45•plf w7 = 111.44•plf w8 = 147.26•plf WIND (Roof Diaph. Longit.) WIND (2nd Fir. Diaph.Longit./Lat.) WIND (Roof Diaph. Lat.) WIND (Roof Diaph.) SEISMIC (Roof Diaph. Longit.) SEISMIC (2nd Flr. Diaph.Longit.) SEISMIC (Roof Diaph. Lat.) SEISMIC (2nd Flr. Diaph.Lat.) V2.lat.wind = 12.24•k Page 11 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 IV. SHEAR ON SHEAR WALLS (Earthquake) 2ND FLOOR WaII AA : Laa = 18.5 ft (L1..5).w5 vaa Laa vaa = 101.84•plf WaII DD : Ldd = 18.83 ft vdd (L4 + L6)•.5•w7 Ldd Kam Singh Residences 4/6/2018 10718 L [0].xmcd Wall BB: Lbb = 17.08 ft (L1 + L2)..5.w5 vbb .- Lbb vbb = 181•plf Wall EE : Lee = 24 ft (L4)..5.w7 vee :— Lee vdd = 164.21•plf vee = 97.51•plf 1ST FLOOR Wall A La = 17.5 ft (L7)..5•w6 + vaa•Laa va :— La va = 284.plf ' Wall CC: Lcc = 12 ft vcc:= (L2)•.5•w5 Lcc vcc 101 • plf i Page 12 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 V. SHEAR WALL STRENGTH A. OVERTURNING MOMENT ON WALLS 1st Floor Walls Wall Length Kam Singh Residences 4/6/2018 10718 L [0].xmcd HW := h1 Overturning Moments A Lal := 3.75ft OTMa1 := va•Lal•HW 2nd Floor Walls h2 AA Laal := 3.5•ft OTMaa1 := vaa•Laal•HW BB Lbbl := 17.0833.ft OTMbb1 := vbb•Lbbl•HW CC Lccl := 2ft OTMcc1 := vcc•Lccl•HW DD Lddl := 18.0833.ft OTMdd1 := vdd•Lddl•HW EE Leel := 3.5•ft OTMee1 := vee•Leel•HW OTMal = 8631.19 ft•1b OTMaa1= 3241.26 ft•lb OTMbb1 = 28123 ft•lb OTMccl = 1831.77 ft•lb OTMdd1 "= 27003.05 ft•lb OTMeel 13103.66 ft.lb Page 13 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences 4/6/2018 10718 L [0].xmcd B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 15 psf for dl used to take into account of loads from adjacent walls. 2nd Floor Shear Walls m:= h2 Dead Load on Shear Wall Shear Wall Roof / Floor Weights Wall Weights AA1 DLRFaal := 5.5.ft•I —2 •Dr)•Laal DLWLaa1 := HW•pw Laal 3 BB1 DLRFaal = 192.51b- DLWLaa1 = 222.81b DLRFbbl := 3•ft. (3 •Dr l•Lbbl DLWLbb1 := HW•pw Lbbl DLRFbb1 = 512.51b DLWLbb1 = 1087.461b CC1 DLRFccl := 5.5•ft•I —2 •D, •Lccl DLWLcc1 := HW•pw Lccl 3 DLRFcc1 = 110lb DLWLcc1 = 127.311b DD1 DLRFddl := 5.5•ft. —2•D, •Ldd]DLWLddl := HW•pN•Lddl 3 DLRFdd1 = 994.581b DLWLdd1 = 1151.121b EE1 DLRFee1 := 5.5.ft.I —2 .Dr .Leel DLWLee1 := HW•pw Leel 3 DLRFee1 = 192.51b DLWLeel = 222.81b Dead Load Resisting Moment DLaal := DLWLaa1 + DLRFaal DLaal = 415.31b. DLRMaa1 := DLaal•Laal•.5 DLRMaa1 = 726.77 ft.lb DLbb1 := DLWLbb1 + DLRFbb1 DLbb1 = 1599.961b DLRMbbl := DLbbl•Lbbl•.5 DLRMbb1' = 13666.33 ft•lb DLccl := DLWLcci + DLRFcc1 DLccl = 237.31 lb DLRMccl := DLccl•Lccl•.5 DLRMccl = 237.31 ft•lb DLddl := DLWLdd1 + DLRFdd1 DLdd 1 = 2145.71b DLRMdd1 := DLddl•Lddl•.5 DLRMdd 1 = 19400.69 ft. lb DLee1 := DLWLee1 + DLRFeel DLeel = 415.3lb DLRMee1 := DLeel•Leel•.5 DLRMee 1 = 726.77 ft• lb Page 14 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences 4/6/2018 10718 L [0].xmcd B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 1st Floor Shear Walls HAW = hi Shear Wa l l Dead Load on Shear Wall Roof / Floor Weights Al DLRFa1 := 10•ft•I —2 •DfJ•La1 3 DLRFal = 3751b Wall Weights DLWLa1 := HW•pw La1 DLWLa1 = 212.461b Dead Load Resisting Moment DLa1 := DLWLa1 + DLRFa1 DLa1 = 587.461b DLRMa1 := DLa1•La1•.5 DLRMa1 = 1101.49ft•Ib Page 15 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 C. HOLDOWN FORCES ON WALLS Second Floor AA1 HDFaa1 BB1 CC1 DD1 EE1 First Floor Al Kam Singh Residences 4/6/2018 10718 L [0].xmcd OTMaa1 — DLRMaa1 Laal OTMbb 1 — DLRMbb 1 HDFbb 1 Lbbl HDFccl OTMcc1 — DLRMccl .— Lcc1 OTMddl — DLRMdd1 HDFdd1 Lddl HDFaa1 = 718.431b HDFbb 1 = 846.25 lb HDFcc 1 = 797.23 lb HDFddl = 420.411b HDFeel OTMeeI DLRMeeI HDFee1 = 679.11 lb Leel HDFa1 := OTMal — DLRMaI + HDFaa1 HDFa1 = 2726.35 lb Lal Page 16 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 D. ALLOWABLE ANCHOR BOLT SPACING Kam Singh Residences 4/6/2018 10718 L [0].xmcd (NDS) 5/8 " DIA. Anchor Bolt w/ 1 1/2" Side Member (Hem -Fir) ZB := 8301b• 1.33 ZB — = 275.98•plf 4ft ZB = 1103.91b.: Allow. Load on:5/8" Dia. Bolt in shear 1ft spacing. Allow Shear/ft for 4' max spacing E. SHEAR STRESS AROUND OPENINGS: WALL SHEAR STRESS First Floor A va• La vai La — 0.ft vat = 284.37•plf E. SHEAR STRESS AROUND OPENINGS (cont.): A.B. SPACI NG ZB sal :_ vai CD := 1.33 ' Z := 1221b (NDS TBL 12.3B - 16d COMMON NAI(S, 1-1/2" SIDE MEMBER THICKNESS) Z' := Z•CD Z' = 162.261b PER NAIL HORIZ. STRAP FORCE FA:= (vai — va)•0•ft Pa = 0 WALL SHEAR STRESS Sole Plate HORIZ. Nail Spacing ; STRAP FORCE 2nd Floor AA vaaivaa•Laa vaai101.84 if s Laa — 0•ft = P aa1 BB vbb i := vbb Lbb vbb i = 181.03 • plf Lbb — 0.ft CC vcci := vcc•Lcc vcci = 100.72.plf Lcc — 0.ft DD vddi := vdd•Ldd vddi = 164.21.plf Ldd — 0.ft EE veei ;= vee•Lee veer = 97.51•plf Lee — 0.ft sbbl sccl Z' vaai ZB vbbi ZB vcci ZB Sddl := vddi ZB Seel veei Paa := (vaai — vaa)•0•ft Paa = 0 Pbb := (vbbi — vbb)• 0 • ft Pbb = 0 Pee := vcci — vcc)•0•ft Pcc = 0 Pdd := (vddi — vdd)•0•ft Pdd = 0 Pee :_ (veei — vee)•0•ft Pee = 0 B. Shear Wall to diaphragm nailing (Sole Plate): NDS Table12.3B:16d Common Nails 1 1/2" side member thickness Acp)= 1.33 Cd, := 1.1 = 1221b 4:A:= Z•CD. Cd; Z' = 178.491b Per Nail Page 17 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Z' 16in Kam Singh Residences 4/6/2018 10718 L [0].xmcd = 133.86•plf Allowable load for 16" nail spacing (max) VII. SHEAR WALL SUMMARY First Floor Mk Wall Shear Anchor bolt Holdown Edge Holdown Type Stress Spacing Force Nailing Type. A** 1 vat = 284.37•plf sa = 46.58•in HDFal=i2.73•k 8d @ 4" o.c. STHD14 val• 1.29 = 366.84•plf 2nd Floor wl = 0.67 w3 = 1.33 w5 w7 1 Mk Wall Shear Anchor bolt Holdown Edge Holdown Type Stress Spacing Force I Nailing Type. AA 2 veal = 101.84•plf saa = 16•in HDFaa1 = 0.72.k 8d @ 6" o.c. MSTC66B3 vaai•2.14 = 217.93•plf BB 3 vbb1 = 181.03•plf Sbb = 48•in HDFbb1 = 0.85•k 8d @ 6" o.c. STHD14RJ vbbl•2.14 = 387.4.plf CC** 4 vcc1 = 100.72•plf scc = 48•in HDFcc1 = 0.8•k 8d @ 4" o.c. STHD14 or vccl•2.14 = 215.53'plf ? STHD14RJ DD 5 • vddl = 164.21•plf sad = 48.in HDFdd1 = 0.42•k 8d @ 6" o.c. MST37Above STHD14RJ Below EE 5 veer = 97.51•plf see = 48.in HDFeel = 0.68•k 8d @ 6" o.c. MST37Above STHD14RJ Below **Reduced Shear CapacityAWC-SDPWS-2015 (See page 19) Page 18 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences 4/6/2018 10718 L [0].xmcd Table 4.3A Nominal Unit Shear Capacities - Hem -Fir Naming - (ASD) G = 0.43 " SGadj := 1 — (0.50 — G) SGadj = 0.93 Specifib GravityAdjustment Factor Reduced Ulimtate Shear Wall Capacity. AWC SDPWS-2015 (Table 4.3.4 Max. Shear Wall Aspect Ratios 2:1 to 3.5:1) G = 0.43 SGadj = 0.93 Specific Gravity Adjustment Factor ASDReduction Factor: 2.0 Wall A Seismic (DF) Fastener Spacing - Shtq Size (-1).(SGadj 2)I 2 8.0938 )(1).700P1f •= 301.62•plf 8d @ 4" O.C. 7/16" OSB (1 side) Wall AA Seismic j Fastener Spacing - Shtg Size (!).(SGadJ)(2.) 3.5 480plf = 171.81•plf 8d @ 6" O.C. 7/16" OSB (1 side) Wall CC Seismic-()F) Fastener Spacing - Shtg Size (!).(SGdJ)(2. 9.0938) (1)•700plf = 143.17•plf 8d @ 4 O.C. 7/16" OSB (2 sides) Wall EE Seismic Fastener Spacing - Shtg Size (-1)•SGadj(2. 3.5 9.0938) •480p1f = 171.81•plf 8d @ 6" O.C. 7/16" OSB (1 side) Page 19 SECTION 2 GRAVITY ANALYSIS ' PO BOX 39681 • LAKEUJOOD, UJA 98496 • PNONE: (253) 581-3351 • (253) 250-6651 (cell) • nnengineeringscomcast! et /1 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 III. Gravity Load Analysis Kam Singh Residences, Tukwila Gravity Analysis shall be based on 2015 "International Building Code";(IBC), and ASCE/SEI 7-10 Sect. 7.3 - 7.4 and "Minimum Design Loads for Buildings and Other Structures", Section 3.0 - 6.0. Design Criteria: A. Determine Dead Loads (D) (1606): Uniform Dead Loads (psf): fr := 15psf Pto = 0•psf Pti Opsf pW := 1.1psf Framing Dead Load (or actual) Concrete Topping (Floors) thk = 0.in Roof Tile Wall B.1 Determine FLoor Live Loads (L) ( IBC Table 1607.1 & ASCE Table 4-1 ): llf:= 40psf Floor Live Load llg:= 55psf ;Garage Slab on Grade 11gc := 30001b -Garage Concentated Load (4.5in x 4.5in area) 100psf 11'g:= 22501b Garage Concentated Load (per wheel) - storage lld := 60psf - Deck Live Load 4/6/2018 10718 B [0].xmcd B.2 Determine Adjusted Uniform Snow Loads (L) (ASCE Ch. 7) Roof Snow Load - (Ground Snow load pg <_ 20psf ; Site elevation < 700ft) pf := 0.7•CeCt•I•pg Flat Roof Snow Load (ASCE Epn. 7-1) Ce := 1.0 - Exposure B Table 7-2 Ct := 1.1 - Table 7-3 Obstructed non -slippery surface Heated space (ventilated) I := 1.0 - Importance Table 7-4; Category'II per table 1-1 Ps Cs'Pf Pf:= 0.7•Ce Ct•I•pg p'f=•if[pg <_ 20psf,(I•pg),(20psf•1)1 p"f:= if(Pf> w,Pf,w') pg := 20psf (Ground Snow load per ASCE Fig. 7-1) w := 25psf (Min. Roof Snow load per local jurisdiction) Sloped Roof Snow Load (ASCE Egn. 7-2 Warm Roofs) Cs := 1.0 (ASCE Table 7-2a; < 4:12 to 7:12 roof pitch pis = 25.psf Min. (Heated Ventilated space) pf = 15.4•psf p'f = 20•psf min. p"f = 25•psf min. Floor Dead Load (Df): Df = 15•psf Roof Dead Load (Dr): Dr = 15.psf Floor Live Load (L f): Lf = 40•psf Roof Live Load (Lr): Lr = 25•psf TOTAL FLOOR LOAD ( TLf): TLf = 55.psf TOTAL ROOF LOAD (TLr): TLr = 40•psf Assembly Areas Page B1 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd 6x10 Sawn Beam - B1 1„:= 13.ft Dr = 15•psf Lr = 25•psf TLr = 40•psf AAA., TLrtw, w L2 Mmax := 8 Allowable Stresses (adjusted) DF#2 w = 180•plf Mmax = 3802.5 ft.lb WDL := Dr•tw, Vm := w•I L — 2 Fb := 875.psi Fv := 170•psi CD := 1.15 CM := 1 a= 1 F'b := Fb•CD•CM•Ct•CL•CF•Cfu•C;•Cr F'b= 1207•psi F'v := FV.CD•CM•Ct•Ci F'v = 195.psi E' := 1600000•psi•C'; E' = 1600000.psi Mmax Sreq := Fib Areq Vmax' 1.5 F'v _ 5•w•L4 Ireq 384•E'•OTi Sreq = 37.79•in3 < S = 78•in3 OK Areq = 7.91•in2 < A = 51.in2 OK Ireq = 111.22•in4 < I = 363•in4 OK 4x8 Sawn Beam - B2 L := 5•ft t := 3.5in (w/ 2" Rigid Insulation) Dr = 15.psf Lr = 25•psf TLr = 40•psf t := 5.5ft ,:= TLrtw, w = 220.plf W 6:= Dr. tw, 2 r 1 NAw:= W8 Mmax =687.5ft•Ib Vim=w•I —h Allowable Stresses (adjusted) DF#2 ` J AFA,,;= 875.psi = 170•psi F,,,Lt := Fb•CD•CM•Ct•CL•CF•Cfu•Ci.Cr ZA:= FvCD•CM•Ct•Ci Ems:= 1600000•psi•C; Mmax Sreq := Fib Vm 1.5 Areq F'v _ 5•w•L4 'feq 384•E'•OTL t := 5.5in h := 9.25in tw := 4.5ft WDL = 68•plf max = 1031.25.1b Rmax = 1170•1b CL := 1.0 CF := 1.2 C fu := 1 C; := 1.0 Cr := 1 hh := 7.25in Sreq := 1.0 OTL := 240 - 48.18.% S Areq A — 15.55•% Ifeq = 30.66•%_ I wDL = 83•plf = 417.08•lb Rmax = 550.1b =1.15 =1 ,=1 :=1.0 =1.2 :=1 =1.0 :=1 F'b = 1207•psi F'v = 195.psi E' = 1600000.psi Sreq = 6.83 in3 < S = 31 in3 OK Areq = 3.2•in2 < A = 25•in2 OK Ireq = 7.734n4 < I = 111 •in4 OK Page B2 Sfeq — 22.28.% s Areq — 12.61•% A Ireq = 6.96•% I 0 L nivak 240 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 4x8 Sawn Beam - B3 = 8•ft (w/ 2" Rigid Insulation) Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd ;= 3.5in Dr = 15•psf Lr = 25•psf TLr = 40•psf titer,:= 5.5ft �w:= TLr t,v w = 220•plf w,= Dr t,,, w•L2 N := 8 Mmax= 1760ft•Ib= w•I L -h `2 J Allowable Stresses (adjusted) DF#2 ham:= 7.25in wDL = 83•plf = 747.08.1b = 880.1b F, = 875.psi Fes= 170•psi , := 1.15 ti = 1 ticy;= 1 := 1.0 gsFv= 1.2 Ems:= 1 := 1.0 , ;= 1 Fb•CD.CM•Ct•CL•CF•Cfu•Ci• i,F,,,;xe Fv•CD.CM•Ct•Ci Ems' := 1600000•psi•C'; Sreq := Mmax F1b Vma,r 1.5 Afeq v 4 q Ife 5 wL Ire 31.68•in4 < I= 111•in4 OK Ireq q 384•E'•ATL I -18.5 F'b = 1207•psi Fly = 195•psi E' = 1600000.psi Sfeq = 17.49•in3 < S = 31•in3 . OK Areq = 5.73 in2 < A = 25•in2 OK Sreq - 57.04% S Area - — 22.59•% 'A 3-1/2 x 11-7/8 Parallam Beam (LVL) - B5 = 16.ft ] = 3.5in ii := 11.875in Dr = 15.psf Lr = 25•psf TLr = 40•psf j tom:= 5.5ft ti +n= 1.0 0 L tiw-Ffv, 240 w:= TLrt,,, w = 220•plf = Drt,,, wDL = 83•plf 2 ( 1 wow M := wg Mm = 7040 ft.lb V y = w•12 - hJ ' Vmax = 1542.29.1b Rmax= 1760.1b Allowable Stresses (adjusted) l Fes:= 2600.psi ,,:= 285.psi E'A:= 1900000•psi Fes' := Fb•CD•CM•Ct•CF F'b = 2990•psi ,, := FvCD•CM•Ct:CH F'v = 328•psi _ Mmax Sreq . Fib Vmax• 1.5 Afeq := F v _ 5•w•L4 Ireq 384•E'•OTL AcTv= 1 E=1 ATT L '"• 240 Sreq = 28.25•in3 < S = 82•in3 OK Sreq S Areq = 7.06 in2 < A = 42•in2 Ireq = 213.42•in4 < I = 488•in4 OK - - 34.35•% Afeq - 16.98:% A Ireq = 43.7.% I Page 63 Kam Singh Residences, Tukwila 4/6/2018 PO Box 39681, Lakewood, WA 98496 10718 B [0].xmcd NN Engineering, P.S. Microllam (LVL) Beam - B4 L,= 9.ft Dr = 15•psf Lr = 25•psf TLr = 40•psf w1 := TLr 13•ft w2 := TLr5.5•ft wl = 520•plf w2 = 220.plf Beam Properties - U. = 2600•psi Fes:= 285•psi Fes' := 1900000•psi F1' := Fb•CD•CM•Ct•CF F'b = 2990•psi MF:= FvCD•CM•Ct•CH F', = 328.psi P1 := 2.6k a:= 3•ft := 1 1 Shear Diagram Moment Diagram 4 2 10 8 6 4 2 0 I '. I 2 4 6 8 10 —2 0 2 4 6 8 10 x ) ..rw\ RL = 3.5•k RR = 2 k Mmax = 8.1•k•ft Vmax = 3.5•k BEAM SELECTION = 3.5•in (beam thickness) h := 11.875•in (beam depth) USE t = 3.5•in L /44"1 240 5•weq•L4 384•E'•I Beam Stresses fy = 38.2•% fb = 39.4•% �TL=0.13•in Ireq I x h = 11.88•in BEAM Sfeq = 32.43•in3 < S = 82•in3 ; OK Areq = 15.9•in2 < A = 42.in2_:: OK = 28.21•% Ireq = 137.79•in4 < I = 488•in4 OK d := 3•ft Page B4 NN Engineering, P.S. Kam Singh Residences, Tukwila 4/6/2018 PO Box 39681, Lakewood, WA 98496 10718 B [0].xmcd 4x8 Sawn Beam - B6 = 6•ft t,,i= 3.5in := 7.25in (w/ 2" Rigid Insulation) Dr = 15•psf Lr = 25•psf TLr = 40•psf 1,IA:= 9ft ,,:= TLrtw w = 360•plf Nw = Dr•tw 2 XPW:= w8 Mmax = 1620 ft• lb V •.= w. (-1-' — hJ ; Vm = 862.5 Ib Rm = 1080 lb , Allowable Stresses (adjusted) DF#2 „kt,:= 875•psi &:= 170•psi ,;= 1.15 ,:= 1;= 1 := 1.0 ,= 1.2 ,:= 1 , ,;= 1.0 = 1 := Fb•CD. CM•Ct•CL•CF. C Ci•Cr F'b = 1207.psi { := 1.0 := FvCD. Cm. Ct•Ci F'v = 195•psi 0 _ L rv�,�da 240 1600000•psi•C'i E' = 1600000.psi Sreq Mmax Sreq = 16.1•in3 < S = 31•in3 OK F'b Areq Vm, 1 5 Areq = 6.62•in2 < A = 25•in2 OK Fv S req S — 52.51•% ' Areq — 26.08.% A 4 := 5 w L Ireq — 21.87•in4 < I = 111•in4 OK Ireq <_ req 384 E' 01L — — = 19.68•%. I 3 4x8 Sawn Beam - B7 = 9.ft tv= 3.5in , := 7.25in (w/ 2" Rigid Insulation) Dr = 15•psf Lr = 25•psf TLr = 40•psf tA:= 4.5ft = TLr tw w = 180•p1f6:= Dr•tw w•L2 Now:= 8 Allowable Stresses (adjusted) DF#2 ,5,;= 875.psi , = 170.psi A;= 1.15 = 1 , ;= 1 := 1.0 ,:= 1.2 , ,:= 1 ,= 1.0 g,re 1 Fes' := Fb•CD. CM•Ct•CL CF. Cfr'Ci•Cr F'b = 1207.psi := 1.0 Fv•CD. Cm. Ct.Ci F'v = 195•psi L:= 1600000•psi•C'i E' = 1600000.psi Afeq : Sreq :Fb Vmax.1.5 Mmax F'v _ 5•w•L4 Ireq 384•E'•OTL Mmax = 1822.5 ft•lb_ wDL = 681slf Vim:= w• I L — h I Vim( = 701.25.1b 2 Sfeq = 18.11•in3 < S = 31•in3 OK Afeq = 5.38•in2 < A = 25•in2 OK Ifeq=36.91•in4 < I= 111•in4 ' OK Page B5 Sreq S Areq A wDL = 135•plf — 59.07•% — 21.2•%; I req = 33.2•% I Rmax = 810.1b _ L 240 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd 4x8 Sawn Beam - B8 L 6•ft L:= 3.5in 1 := 7.25in (w/ 2" Rigid Insulation) Dr = 15•psf Lr = 25•psf TLr = 40•psf tom,:= 4.5ft M := TLrt , w = 180.plf w = D1 tw 2 �,:= w8 Mmax = 810 ft Ib mow— V — - h IAllowable Stresses (adjusted) DF#24-1' J Fx'= 875.psi Fes;= 170•psi gw= 1.15 = 1 = 1 := 1.0 = 1.2 := 1 = 1.0 Fes' := Fb•CD•CM•Ct•CL•CF•Cfu•Ci•Cr F'b = 1207•psi FvCD•CM•Ct•Ci F'v = 195•psi L' := 1600000•psi•C'i E' = 1600000•psi _ Mmax Sfeq Areq Vmax' 1.5 F, _.. v 5•w•L4 'feq 384•E1•OTL Sr = 8.05•in3 < S = 31•in3 OK Afeq = 3.31•in2 < A = 25.in2 OK Ifeq = 10.94•in4 < I= 111•in4 OK 5-1/2 x 12 Glu-Lam Beam - B10 L .= 13•ft iwv WDL = 68•plf = 431.25 • lb R,,,, = 540.1b Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf twf:= 5ft Aww:= (11d + Df)•twf + TLrtwr w = 375•plf ww,= Df•twf + Dr tv<r g= 1.0 0 L 240 Sreq — 26.25•% S Areq — 13.04•% A Ireq 9.84•%`: I N:= 5.5in h := 12in (floor) twr := oft (roof) WDL = 75•plf MR:= w•L•.5 1 L 2 Nth:= w8Mmax = 7921.88 ft•1b �V := w•I L — h') Vm i= 2062.5•lb Rmax = 2437.5•lb Allowable Stresses (adjusted) ,,= 2400.psi Fes.= 265.psi E' := 1800000•psi•Ct Fb•CD•CM•Ct•CL•CV•C .CC F'b = 2400.psi .A4E' := FV.CD•CM•Ct Mmax Sreq := Fib Vmax.1.5 Areq := F v _ 5•w•L4 'feq 384•E'•OTL F'v = 265•psi Sreq = 39.61•in3 < S = 132•in3 OK Areq = 11.67•in2 < A = 66•in2 OK Ireq = 205.97•in4 < I = 792•in4 OK =1 , ==1 ,=1 ,:=1.0 Cv := 1 := 1 := 1 0 L mm/4" 240 Gvact = 1.042 Sreq — 30.01•% Areq --17.69•% A req = 26.01•% OTL = 0.65•in ODL = 0.13•in Assumed OK Page B6 NN Engineering, P.S. Kam Singh Residences, Tukwila 4/6/2018 PO Box 39681, Lakewood, WA 98496 10718 B [0].xmcd Microllam (LVL) Beam - B9 L.= 6•ft Dr = 15•psf Lr = 25•psf TLr = 40•psf NwAAA:= TLr 21.5•ft wl = 860•p1f A4,2= TLr8•ft w2 = 320•plf b Beam Properties - ,,= 2600•psi Fes.= 285.psi := 1900000.psi Fb•CD•CM•Ct•CF Fib = 2990•psi NFL:= FV.CD•CM•Ct•CH F'v = 328•psi nn'= 1 gsv:= 6 Shear Diagram Moment Diagram — 2 0 2 4 6 x(ft) RL = 4.3•k RR = 1.9•k Vmax = 4.3•k BEAM SELECTION t = 3.5•in h:= 7.25•in L 240 (beam thickness) (beam depth) 5 • weq• L4 384•E'•I Beam Stresses fy=77.4•% fb=71.6•% OT•L=0.17•in Ireq = 55.98•% I USE t = 3.5; in x h = 7.25•in BEAM Sreq = 21.97•in3 < S = 31•in3 ` OK Afeq = 19.65•in2 < A = 25•in2` ®K Ireq = 62.22•in4 < I = 111•in4 OK = 3.5k &:= 1.5•ft d := 1.5•ft Page B7 NN Engineering, P.S. Kam Singh Residences, Tukwila 4/6/2018 PO Box 39681, Lakewood, WA 98496 10718 B [0].xmcd Sawn Beam - B9.1 L.= 10.ft iwv Dr = 15•psf Lr = 25•psf TLr = 40•psf = TL1 8.5•ft vm;;A:= TL1.4.5•ft Sawn Beam Properties - = 900•psi = 180•psi KpA:= Fb•CD•CM•Ct•CL•CFCfu•Ci•Cr ixn'= Fv• CD•CM•Ct•Ci 1600000•psi•C'i Shear Diagram 2 4 6 RL = 2.2.k x(ft) RR = 1.5•k w1 = 340•plf w2 = 180•plf Vmax = 2.2•k Ac4k:= :=1;=1:=1.0 =1.2' Moment Diagram 10 0 2 4 6 8 10 F'b = 1080•psi F'v = 180•psi E' = 1600000•psi x(ft) Mmax = 6•k•ft MP,y,•= 1.3k := 4•ft d:= 4•ft givi:= 1;= 1.0;= 1 ,C.= 1.0 BEAM SELECTION „ttA;= 5.5•in _ (beam thickness) := 11.25•in (beam depth) 240 5•weq•L4 D ,,fJ, 384•E'•I Beam Stresses fv=29.5•% fb=57.9•% OTL = 0.1•in Ireq = 20.85.% I E. USE t=5.57in x h = 11.25.in BEAM Sreq = 67.2•1n3 < S = 116•in3 OK = 18.24• in2 < A = 62• in2' OK Ireq = 136.4in4 < I = 653•in4 OK Page B8 Ar NN Engineering, P.S. Kam Singh Residences, Tukwila 4/6/2018 PO Box 39681, Lakewood, WA 98496 10718 B [0].xmcd 5-1/2 x 12 GIu-Lam Beam - B11 := 13.ft 1Aj= 5.5in h := 12in Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf tom:= 5ft (floor) tom:= 5.5ft (roof) /v:= Old + Df)•tN f +TLf• 1.5ft) + TLr tN,r) w = 678.plf Awl'= Drtwf + Dr.twr wDL = 158•plf Rom.= w•L•.5 w•L2 �:= 8 Mmax = 14312.19 ft. lb = w• 12 - hJ Vm != 3726.25 • Ib Rmax = 4403.75.1b Allowable Stresses (adjusted) Fes= 2400•psi F, ,;= 265.psi Fes:= 1800000•psi•Ct ,A:= Fb•CD•CM•Ct•CL•C,. Cf„•CC F'b = 2400•psi FvCD•CM'Cr F'v = 265•psi Sreq :_ Mmax Fib Vmm1.5 Areq v 5•w•L4 "req 384•E'•OTL Sreq = 71.56•in3 < S = 132•in3 OK i= 1 Ctiv3t44:= 1 nx i= 1 := 1.0 1 ,. 1 ��, 1L 240 Coact = 1.042 req S - 54.21•% OTL = 0.65•in A Areq = 21.09•in2 < A = 66•in2 OK Areq - 31.96•% A Ifeq = 372.12 in4 < I = 792•in4 OK% I req = 46.98.% I ,ADL = 0.15•in 4x10 Sawn Beam - B13 6•ft ;;= 3.5in h:= 9.25in Df = 15.psf Lf = 40.psf TLf = 55.psf TLr = 40•psf tom:= 9ft (floor) N := TLf•twf + TLe tµr w = 495.plf nnw,RlW = Df•twf + Dr tom;, wDL = 135•plf w•L2 N:=- 8 Allowable Stresses (adjusted) DF#2 /5,;= 850•psi F, ;= 180•psi Fes:= 1600000.psi Fs:= Fb•CD•CM•Ct•CF F'b = 1020.psi Fes:= FvCD•CM•Ct•CH F'v = 180.psi Mmax Sfeq := Fib Mmax = 2227.5 ft•lb Vmax' 1.5 Afeq := F' v _ 5•w•L4 "req 384•E'. TL wx=w•I 2 -hl Vm';= 1103.44•Ib Rm 1485•lb = 1 = 1 aiv:= 1; Sfeq = 26.21•in3 < S = 50•in3 OK Ca:= 1.2 _= 1 _ L. 240 Sreq - 52.5•%0 S Areq = 9.2•in2 < A = 32•in2 OK ; Areq - A Ireq = 30.07•in4 < I = 231.in4 OK I req =13.03•% I Assumed OK tom;= Oft (roof) Page B9 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd GIu-Lam Beam - B12 L := 12•ft Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf , := 1.3333ft(floor) t := Oft (roof) AM/ := TLf•twf + TLI tNr w = 73•plf ,wJ46:= D'•tµ f + D1 tµr wDL = 20•plf Allowable Stresses (adjusted) ,= 2400•psi F ;= 265•psi E' := 1800000•psi•Ct ,w§A::= Fb•CD•CM•Ct•CL•CvCb,•Ce F'b = 2400•psi F'v = 265•psi ,WxA:= FV.CD•CM•Ct 6 4 2 0 — 20 hA:= 2•ft w,;= 7.6k 1 n=1 =1 :=1.0 1 :=1:=1 Shear Diagram Moment Diagram r i 15 5 10 15 x(ft) RL = 6.8•k RR = 1.71.k max = 6.8.k 10 - 50 10 15 ',ra' = 13.4•k•ft BEAM SELECTION t := 5.5•in (beam thickness) 5 • weq• L4 0, := 384•E'•I h := 12in ATL = 0.24•in 0 = �'DL OTL ODL = 0.07•in Cvact = 1.05 >. Cv = 1 Beam Stresses fv = 58.1•% fb = 50.8•% Assumed OK Win:= 240 USE t = 5.5•in h = 12•in GLB Camber : r 1.5.ODL Camber = 0.1•in Sfeq = 67 in3 < S = 132•in3 OK Areq = 38.34•in2 < A = 66•in2 OK Ireq o = 40.61 % I feq = 321•• .6•in4 < I = 792•in4 OK Page B10 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 ,w := TLf•tw,f + 290p1f Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd 3-112 x 9-1/4 LVL Micro -lam Beam (LVL) - B14 1 = 6•ft = 3.5in 1, := 9.25in Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf tom:= loft (floor) . wDL = 233•plf w•L2 ',Nom%= 8 Allowable Stresses (adjusted) w = 840 • plf w, = Df• twf + Dr tW, Mmax = 3780 ft•Ib V = w. L — hJ ,= 2600•psi = 285•psi:= 1900000.psi F,' := Fb•CD•Cm•Ct•CF F'b = 2600•psi , := FV.CD•CM•Ct•CH F', = 285.psi Mmax Sreq :_ F' Vmax• 1.5 Areq := F v _ 5•w•L4 Ireq 384•E'•ITL tom:= 5.5ft (roof) = 1872.5•lb Rmax = 2520•1b Sfeq = 17.45•in3 < S = 50•in3 OK {- Sreq S Areq = 9.86 in2 < A = 32 in2 'OK Areq A — 34.95.% — 30.44•% 42.97•in4 < I = 231•in4 OK Ireq' req= =18.61%0 I 3-1/2 x 9-1/4 LVL Micro -lam Beam (LVL) - B15 ,I6= 8•ft = 3.5in ,1 := 9.25in Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf ' tom:= loft (floor) := 5.5ft (roof) N:= TLf•twf + 290p1f w = 840•plf w,= Df•tw,f + Dr•tw;,. wDL = 233•pllf w•L2 ,vwfv 8 Mmax = 6720 ft• lb Vwto= w•I L — h I Vora. = 2712.5.1b 2 Allowable Stresses .(adjusted) , = 2600•psi ,= 285.psi ,:= 1900000.psi := 1; Fb•CD•CM•Ct•CF F'b = 2600•psi . 1 ,3✓= 1 FV.CD•CM•Ct:CH F'„ = 285.psi Sreq Mmax Sreq = 31.02•in3 < S = 50•in3 OK Fb — Vmax 1.5 Areq Areq = 14.28•in2 < A = 32•in2 F'„ 4 5 w L Ireq = 101.86•in4 < I = 231•in4 Ireq 384•E'•OTL OKj Sreq S Areq A — 62.14•% — 44.1•% Ireq = 44.13•% I = 3360.1b Page B11 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 4x12 Sawn Beam - B16 Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd = 8•ft _ := 3.5in Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf 1 tU, := I0ft �w := TLf•twf + TLr twr M w•L2 Fd4'= 8 Allowable Stresses (adjusted) DF#2 = 850•psi Fes:= 180•psi Fb•CD'CM'Ct.CF , vA:= Fv.CD. Cm. Ct.CH Sfeq Mmax F'b Vmax' 1.5 Areq Ifeq 384•E'•ATL F'v 5•w•L4 w = 550•plf Mmax = 4400 ft• lb w, := Df•twf + Dr tr,;r wL X= • 2 h) 1600000.psi F'b = 1020.psi F'v = 180.psi Sfeq = 51.76•in3 < S = 74•in3 Areq = 14.04•in2 < A = 39.in2 .Ireq = 79.2•in4 < I = 415•in4 5-114 x 11-1/4 LVL Micro -lam Beam (LVL) - B17 = 13.ft Df = 15.psf Lf = 40•psf w := TLftµ f + TLrtwr w = 550•plf OK Areq A OK? Ireq 1k:= 11.25in (floor) t:= Oft (roof) wDL = 150•plf Vmax = 1684.38.1b = 1.2 & := 1 _ L 240 OK Sreq — 70.12•% S - 35.65•% = 19.07•°% I t�= 5.25in Rim( = 2200.1b h:= 11.25in TLf = 55•psf TLr = 40•psf tom:= 10ft (floor) ,v�A&v< Drtwf + Dr twr 2 wrowX:= w8 _ Mmax = 11618.75 ftlb = w•I - - Allowable Stresses (adjusted) &= 2600•psi Fes:= 285•psi Fb'CD. CM'Ct'CF FV•CD. Cm. Ct.CH Mmax Sreq . Fib Vm 1.5 Areq :_ F'v .. _ 5•w•L4 Ifeq 384•E'•OTL := 1900000•psi F'b = 2990•psi F'v = 328•psi Ackv:= 115 ti = 11 ,;= 1 Sreq = 46.63•in3 < S = 111•in3 OK Areq = 14• in2 < A = 59•in2 Ifeq = 286.19•in4 < I = 623.in4 OK wDL = 150.plf Sreq --•42.11•% S Areq — - 23.71.% A Ireq = 45.94% I tit,:= Oft (roof) Rmax = 3575.1b Page B12 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Kam Singh Residences, Tukwila 4/6/2018 10718 B [0].xmcd 4x12 Sawn Beam - B18 = 8•ft = 3.5in := 1L25in Df = 15.psf Lf = 40•psf TLf = 55•psf TLr = 40•psf ; t:= 2.5ft (floor) N:= TLf•twf + TLr. tµr w = 138•plf 2 hlww,:= w8 Mmax= 1100ft•lb AYARWA:= w•I 2 Allowable Stresses (adjusted) DF#2 , = 850•psi ;= 180•psi := 1600000•psi F4' := Fb•CD•CM•Ct•CF Fib = 1020•psi FvCD•CM•Ct•CH F'v = 180•psi Sreq := Areq Ifeq 384•E'•OTL F,v 5•w•L4 ,w146:= Df•twf + Dr•ty) WDL = 38•plf — hl ymax = 421.09.1b Rmax = 550.1b tom:= Oft (roof) Sreq = 12.94• in3 < S = 74. in3 Areq = 3.51 • in2 g;= 1 = = 1 = 1.2 ,; = 1 L 240 OK Sreq S < A = 39•in2 OK : Areq A Ifeq = 19.8.in4 < I = 415•in4 OK — 17.53•% — 8.91•%0 feq = 4.77•% I Page B13 /( 11 SECTION 3 FOUNDATION DESIGN \\ PO BOX 39651 • LAKEWOOD, WA 95496 • PI-IONE: (253) 551-3351 • (253) 250-6651 (cell) • nnengineeringscomcastxet // Retaining Wall Design 4/6/2018 RW.1 9ft-3in Inverted.xmcd Sheet R1 IV. RETAINING WALL REINFORCEMENT DESIGN Design Criteria (per Geo-tech or IBC): Concrete Compressive Strength: Steel Yield Strength: Coefficient of Friction: Weight Density of Soil: Weight Density of Conc.: Soil Bearing Pressure: Soil/Concrete Properties: Active Pressure (yielding condition): Active Pressure (restrainied condition): Passive Pressure: °h surcharge' f addle "Fah" AP .= 35pcf Apr := 50pcf PP .= 300pcf A /I /I /I / "cilmin.)" 'Fss' • TRANSV. REINF. LONGIT. REINF. i f�:= 2500psi fy := 60000psi µ := 0.3 rys:= 110pcf rye:= 150pcf Pb:= 1500psf STEM WALL AX!AL LOAD di II 'Fr' "W" • 2' "Ft" • A e (2) TOP 'As2' "cilmax.)" Typical Section: Page R1 Retaining Wall Design Criteria: Footing/Wall P roperties : Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live Toads Vertical Soil Load: Stem Wall Load: Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): Retaining Wall Design -1,:= 9.25ft j:= 8in Z= 5.5ft ht := 12in Hstem = 9.75 ft Pdl := Oplf P11:= Oplf Fs:=(W—B—T)• Fw (Hstem)•T•'Yc Ff:= Wthk•le Ft := (B•ht•-ys) + (B Oin ryc) PT := Ff + Fs + Fµ, + Ft + (Pdl + PI) Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 4/6/2018 RW.1 9ft-3in Inverted.xmcd Sheet R2 Wall height above retained soil Depth of Footing: Toe Width: Key Depth: H + hsurcharge)' '(s Faddl hsurcharge' Ap' 1 ft Fah := Ap [(H + thk)2- f .5 Fat := Ap•[(ht + thk)21.5 Fpt := Pp•(thk + ht)2•.51 Fey := 6H•psf (Faddi) (Feq) Ht,, := 6in thk := 10in B:= W— heel —T 51:= Oft Pdl = O.plf Pll = O•plf Fs = 1443.7•plf FW = 975.0•plf Ff = 687.5•plf Ft = 403.3333•plf PT = 3509.58331plf Faddl = 70•plf Fah = 1779.3•plf Fat = 58.8194•p1f Fpt = 504.1667•plf Fey = 55.5•p1f Page R2 Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M aah(H + thk) :_ Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: 3 OTMah Fah' Maah + (Faddl + Feq)' 1 (ht + thk) Maat := 3 OTMat Fat' Maat OTMT := OTMah - OTMat H + thk) 4/6/2018 RW.1 9ft-3in Inverted.xmcd Sheet R3 =3.3611•ft OTMah = 6.6131 • ft. Maat = 0.6111 • ft OTMat = 0.0359• ftk OTMT = 6.5772• ft-k ft D. Determine Resisting Moment : II Vertical Soil Load Moment Arm: Mas := B + T + (W B - T) Mas = 4.9167.ft Vertical Soil Load Moment: RMs := Fs•Mas RMS = 7.0984• ft-k ft Wall Load Moment Arm: Maw := B + T Maw = 4•ft 2 Wall Load Moment: RMw:= Fw Maw RMN, = 3.9• ft•k ft Footing Load Moment Arm: Maf := W Maf = 2.75.ft 2 Footing Load Moment: RMf := Ff•Maf RMf = 1.8906• ft. Toe Surcharge Moment Arm: Mat := B•.5 Mat = 1.8333•ft Toe Surcharge Moment: RMt := (Ft.Mat) RMt = 0:7394• ft. Axial Dead load on Stem Moment RMap :_ (Pdl)•Maw RMap = 0• ft•k ft Total Dead Load ResistingMoment: DLRM := RMS + RMw + RMf + RMt + RMap ftk DLRM = 13.6 — ft E. Factor of Safety Against Overturning: FSOT := DLRM OTMT F. Factor of Safety Against Sliding: (PT -Pll)•µ+Fpt FSS Fah - Fat FSOT = 2.0721 O.K. FSS = 0.905 ("OK" if slab resists sliding otherwise "NG" when FSS<1.50) Page R3 G. Determine Bearing Pressure: R,, := Ff + Fs + F,,, + Ft + (Pd1) P = 3509.5833•plf (DLRM) + OTMat — OTMah Ma., : R v ,L= I-IMavII qt—CP.e.(W..5)1 .=+ gmax = 1153.8118•psf chain = 122.4003•psf Retaining Wall Design = 3509.5833•plf ' P = 3509.5833•plf Ma, = 2.0092 ft e = 8.89•in Eccentricity at Base qt = 1153.8118.psf S = "Toe Bearing Pressure OK" t, = "Heel Bearing Pressure OK" 4/6/2018 RW.1 9ft-3in Inverted.xmcd Sheet R4 Page R4 Retaining Wall Design H. Retaining Wall Reinforcement Design: 4/6/2018 RW.1 9ft-3in Inverted.xmcd Sheet R5 I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ap•(H — 6in)2 H ft k Mmax: 2 3 Mu := 1.6•Mmax Mu = 6.6099. 8 Factored PerACI 14.3.2 (a): Amin := .0012.T• lft Amin = 0.1152•in2 Use #5 @ 10" O.C. Maximum Design Moment: As2 := .31in2 As2•fy a :_ .85.fc• T db = .5in a = 1.3129•in OM, := .9•As2•f1 d — 2J Development Length of Dowels: PerACI 12.3.2: PerACI 12.3.3: db T — 2in — 2 OMn = 8.5266•ft•k .02. fy Idcl r db qf Ida := (•0003•fy)•db d = 5.75 • in Mn> Mu Therefore Assume O.K. Idcl = 12•in Controls Idc2 = 9•in Areq := Amin Aprovided := As2 Does Not Control Areq Aprovided — 0.3097 s := l0in Areq •Idc Ide = 3.7161•in Idc S (thk — 3in — db•3) = 5.5in O.K. Aprovided J. Horizontal Reinforcement Design Design Wall For Horizontal Span Length of 10 ft. Ap•(H — 6in)•L2 *ow:- 12 1.6•Mmarc = 10ft Mu = 4.0833• ft ft kk Factored 2 PerACI 14.3.3 (a)iw:= .0020•T. 1ft Amin = 0.192•in Maximum Design Moment: As1 := .20in2 d ._ .5in AA Asl•fy a = a = 0.7059•in 85•fc. T db := T — 2in — d = 5.75•in "^^ 2 N := .9 Asl f . d — a) �M = 4.8574.ft.k Use #4 @ 12" O.C. 4.Mn >_ Mu = 12in NV Therefore Assume O.K. Page R5 Retaining Wall Design K. Check Shear: Design Bearing Pressure (qs): qs gm,„ 4/6/2018 RW.1 9ft-3in Inverted.xmcd Sheet R6 qs = 1153.8118•psf Trib. Area (T ): d :— thk — 3in — Sin d = 6.75•in w hw— 2 T,:=(W—B—T—d)•1ft Design Shear (Vu): Vu := gs.TW Shear Capacity (Wu): ciwu:= .75.(2•g.Wd) L. Transverse Moment Steel: Maximum Moment Occurs on the Toe •Side of the Wall gs•(W—B—T)2 Maximum Design Moment: Mom:= 1.6 Mmax Use #4 @ 12" O.C. Ast := .20in2 Ast•fy = 12•k a _ VARA:= .9Ast•fy. d — a/ 2 Ast• fy .85.fc. W _mAvd .5in As�:= 12in TW =0.6042•ft2 Vu = 697.09461b 4•Ve = 33412.51b cl)VV >_ Vu O.K. ft•.k Mu=0.4188• - ft a = 0.0856•in d := thk— 3in — db d = 6.5•in Check Development Length: (PerACI 12.2.3) 1 ._ 3 fy '�t• e''�s•X d It := 1.0 d 40 V`0 () cb + Ktr b db — CbKtr-2.5 db Id = 7.2•in 1 e := 1.0 Id <_ B — 3in = 6in Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: = 5.8115•fl:•k OKI>Mu Therefore O.K. 'cbs := .8 X := 1.0 PerACI 10.5.3, No longitudinal moment is developed in the wall, therefore use a minimum of (2) #4 Cont. PerACI 7.12.2.1(b): 0018.Wthk A; = 1.188.in2 For Footing. Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing Page R6 Retaining Wall Design Criteria: Footing/Wall Properties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live Toads Vertical Soil Load: Stem Wall Load: Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 8'-6" RetainincLWall Design := 8ft = 8in = 5.25ft ht := 12in Hstem = 8.5 ft Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 4/6/2018 RW.1 8ft-6in Inverted.xmcd Sheet R2 Wall height above retained soil "di := Oplf Pll := Oplf Fs:=(W—B—T)• Fw (Hstem)'T'lc Ff := Wthk•'yc Ft := (B•ht•^I) + (B•Oin•'yc) PT := Ff + Fs + Fµ + Ft + (Pdl + P11) Depth of Footing: Toe Width: Key Depth: H + hsurcharge)''ls Faddl hsurcharge'Ap•1ft Fah := Ap [(H + thk)21 .5 Fat := Ap•[(ht + thk)2] .5 Fpt := Pp•(thk + ht)2•.5' Fey := 6H•psf (Fadd) (Feq) Htw:= 6in thk := 10in B := W — heel — T 1:= Oft Pdi = O.plf P11= 0•plf Fs = 1283.3.plf FW = 850.0•plf Ff = 656.3•plf Ft = 375.8333•plf PT = 3165.4167.plf Faddl = 70•plf Fah = 1365.5•plf Fat = 58.8194•plf Fpt = 504.1667.plf Fey = 48•plf Page R2 8'-6" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M aah(H + thk) �_ Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: Footing Load Moment Arm: Footing Load Moment: Toe Surcharge Moment Arm: Toe Surcharge Moment: Axial Dead Toad on Stem Moment 3 OTMah := Fah•Maah + (Faddl + Feq)' 2 Maat := 3 OTMat := Fat'Maat (ht + thk) OTMT := OTMah — OTMat Mas:=B+T+ 2 RMs := Fs•Mas Maw :=B+2T RMw := FN MaN, W Map •_ 2 RMp := Fr•Map (W—B—T) Mat := B•.5 RMt := (Ft•Mat) RMap (Pd1)' Maw (H+thkl /I Total Dead Load ResistinqMoment: DLRM := RMS + RMw + RMf + RMt + RMap E. Factor of Safety Against Overturning: DLRM FSOT OTMT F. Factor of Safety Against Sliding: (PT — PO. µ + Fpt FSS Fah — Fat FSOT = 2.5614 FSS = 1.1126 O.K. 4/6/2018 RW.1 8ft-6in Inverted.xmcd Sheet R3 Maah = 2.9444•ft OTMah = 4.5418• ft k Maat=0.6111•ft OTMat = 0.0359• ft.— ft ft. k OTMT = 4.5058• — ft Ma, = 4.6667•ft %ft•k RMs = 5.9889• ft Mai,, = 3.75•ft RMw=3.1875 ft—ftk Map = 2.625•ft RMp = 1.7227. ftk Mat = 1.7083•ft RMt=0.6417k _ RMap = 0. ftk DLRM = 11.5 ft•k ft ("OK" if slab resists sliding otherwise "NG" when FSS<1.50) Page R3 G. Determine Bearing Pressure: R, := Ff + Fs + FW + Ft + (Pdl) P = 3165.4167•plf (DLRM) + OTMat — OTMah Mav: R v = IIWI•.5-IMavII W [P.e.(W..5)1 qt:= — + gnax = 880.2577•ps£ gm;ti = 325.6153•psf 8'-6" Retaining Wall Design R, = 3165.4167•plf P = 3165.4167.plf Mai, = 2.2225 ft e = 4.8295•in Eccentricity at Base qt = 880.2577•psf = "Toe Bearing Pressure OK" 1 = "Heel Bearing Pressure OK" 4/6/2018 RW.1 8ft-6in Inverted.xmcd Sheet R4 Page R4 8'-6" Retaining Wall Design H. Retaining Wall Reinforcement Design: 4/6/2018 RW.1 8ft-6in Inverted.xmcd Sheet R5 I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ao.(H — 6in)2 H ft•k Mmax:= 2 3 Mu := 1.6•Mma, Mu = 4.2. $ Factored PerACI 14.3.2 (a): Amin := .0012•T•lft Am;,, = 0.1152•in2 Use #4 @ 10" O.C. Maximum Design Moment: As2 := .20in2 As2• fy a :_ .85•fc. T db := .5in a = 0.8471•in OM, := .9•As2•fy.(d — Development Length of Dowels: PerACI 12.3.2: PerACI 12.3.3: `db d:= T-2in— 2 d==5.75•in 11)Mn = 5.7526.ft.k szi)Mni>— Mu Therefore Assume O.K. 02•fy lacl = db V`r c ldcl=l2in. idc2 :_ (0003.fy)•db idc2 = 9•in Does Not Control Areq Areq :- Amin Aprovided := As2 — 0.48 Aprovided Controls N:= l0in Areq Idc Idc = 5.76 in Idc <_ (thk — 3 in — db•3) = 5.5in O.K. Aprovided J. Horizontal Reinforcement Design Design Wall For Horizontal Span Length of 10 ft. AA•(H— 6in).L2 Mow:— 12 NAA,:= 1.6•Mmax PerACI 14.3.3 (a) := .0020•T•1ft Maximum Design Moment: Asl•fy a:_ AAA .85•fe. T db d := T — 2in — — 2 '_ .9•Asl•fy(d — 2) _ 1l0ft ft•k Mu_3.5• ft Factored Amin = 0.192•in2 Use #4 @ 12" O.C. Asl := .20in2 ,._ .5in a = 0.7059•in d = 5.75•in OMn = 4.8574•ft•k Om. '> Mu = 12in NV Therefore Assume O.K. Page R5 K. Check Shear: Design Bearing Pressure (qs): qs gmax Trib. Area (TW): 8'-6" Retaining Wall Design ,d:= thk — 3in — 2 T,,,:= (W —B—T—d)•1ft Design Shear (Vu): V„ := gs•TW Shear Capacity (4Vn): OV,:= .75•(2• J•Wd) L. Transverse Moment Steel:' Maximum Moment Occurs on the Toe Side of the Wall Mom:= 6 qs'(W—B—T)2 Maximum Design Moment: ,Mk,:= 1.6•Mmax Use #4 @ 12" O.C. Ast := .20in2 = .5in s := 12in Ast•fy = 12.k Ast• fy :- na.85•fu. W .9Ast•fy(d a/ 2 a = 0.0896•in Check Development Length: (PerACI 12.2.3) 3 fytesX ld. 40 Vic cb+Ktr db db 4/6/2018 RW.1 8ft-6in Inverted.xmcd Sheet R6 qs = 880.2577.psf d = 6.75•in T,,, = 0.6042. ft2 V„ = 531.8224 lb 4Ve = 31893.75 lb 4:PVc >_ V„ O.K. M„=0.3195• fk ,d := thk;- 3in - db d = 6.5•in 'fit := 1.0 ob+Ktr = 2.5 db := 1.0 Id = 7.2•in Id <_ B — 3in = 6in Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: (1)M„ = 5.8097•ft•k OMnMu Therefore O.K. 'Os :_ .8 . X := 1.0 PerACI 10.5.3, No longitudinal moment is developed in the wall, therefore use a minimum of (2) #4 Cont. PerACI 7.12.2.1(b): A :_ .0018•Wthk Amin = i.134in2 Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing For Footing. Page R6 Retaining Wall Design Criteria: Footing/Wall P roperties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem WaII Load Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 7'-0" Retaining Wall Design -1,:= 7.5ft J:= 8in = 4.333ft ht:= Oin Hstem = 8 ft Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 4/6/2018 RW.1 7ft-6in Inverted.xmcd Sheet R2 Wall height above retained soil Pd1:= Oplf P11:= Oplf Fs := (W —B —T)• Fw (Hstem)'T' Yc Ff := Wthk•ryc Depth of Footing: Toe Width: Key Depth: H + hsurcharge)'1s Ft := (B'ht'rys) + (B•Oin•-' ) PT := f F +F +Fw + Ft+dl(P +P) s 11 Faddl hsurcharge' Ap' 1 ft Fah := Ap L(H + thk)21..5 Fat := Ap•[(ht + thk)2]•'.5 Fpt := Pp•(thk + ht)2•.5' Fey := 6H•psf (Faddi) (Feq):-. Ht,, := 6in thk := 10in B:= W — heel — T 1:= Oft FdI = O.plf P11= 0•plf Fs = 1045•plf FN, = 800.0•plf Ff = 541.6•plf Ft = Oplf PT = 2386.625•plf Faddl = 70•plf Fah = 1215.3.plf Fat = 12.1528.plf Fpt = 104.1667.plf Fey = 45•p1f Page R2 7'-0" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M (H + thk) aan Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: Footing Load Moment Arm: Footing Load Moment: Toe Surcharge Moment Arm: Toe Surcharge Moment: Axial Dead Toad on Stem Moment 3 OTMah := Fa,•Maah + Maat := 3 OTMat Fat•Maat OTMT := OTMah — OTMat Faddl + Feq) (ht + thk) M B+T+ (W —T) as:= RMS := Fs•Mas Maw := B + T2 RMw:= F" Mai,, W Map := 2 RMp := Ff.Map Mat := B•.5 RMt :_ `(Ft•Mat) RMap (Pdl)•Maw H + thk 2 Total Dead Load ResistingMoment: DLRM := RMS + RM'+ RMf + RMt + RMap E. Factor of Safety Against Overturning: F:— DLRM SOT OTMT F. Factor of Safety Against Sliding: FSS (PT — Pli) • µ + Fpt Fa, — Fat FSOT = 1.9677 O.K. 4/6/2018 RW.1 7ft-6in Inverted.xmcd Sheet R3 Maah = 2.7778•ft OTMah = 3.8549• ft k ft Maat = 0.2778•ft OTMat = 0.0034 ft—ftk OTMT = 3.8516• ft-k ft Mas = 3.833•ft RMS = 4.0055. ft.— ftk Maw = 2.9997. ft ft•k RA/1 = 2.3997• ft Map = 2.1665.ft RMp = 1.1734 ftk Mat = 1.3332.ft RMt = 0 . ft. RMap = 0. ft. DLRM=7.6•ft—k ft FSS = 0.6817 ("OK" if slab resists sliding otherwise "NG" when FSS<1.50) Page R3 Retaining Wall Design Criteria: Footing/Wall P roperties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Load Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 5'-0" Retaining Wall Design H:=-5ft tiw = 8in X= 3ft ht := Oin Hstem = 5.5ft Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 4/6/2018 RW.1 5ft-0in Inverted.xmcd Sheet R2 Wall height above retained soil Depth of Footing: Toe Width: Key Depth: Pd1:= Oplf P11:= Oplf Fs :_ (W — B — T)•(H + hsurcharge)•1's Fw (Hstem)•T••ic I Ff:= Wthk•1'c Ft := (B•ht•^rs) + (B.Oin.i) PT := Ff + Fs + Fµ, + Ft + (Pdl + Pp) Faddl := hsurcharge' A. 1 ft Fat, := Ap [(H + thk)2],.5 Fat := Ap•[(ht + thk)21.5 Fpt := Pp•(thk + ht)2•.51 Feq := 6H•psf (Faddl) (.Feq) Htw := 6in thk := 10in B:= W— heel —T a:= Oft Pdl = 0•plf P11= 0•plf Fs = 770•plf Fµ, = 550.0•plf Ff = 375.0•plf Ft = 0•plf PT = 1695•plf Faddl = 70•plf Fah = 595.5•plf Fat= 12.1528•plf Fpt = 104.1667•plf Feq = 30•plf Page R2 5'-0" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M (H + thk) ah Heel Active Pressure Overturning: OTMah := Fah•Maat + (Facial + Feq)• (ht + thk) Toe Active Pressure Moment Arm: Maat 3 Toe Active Pressure Overturning: OTMat := Fat•Maat Total Overturning Moment: OTMT := OTMah - OTMat D. Determine Resisting Moment : Vertical Soil Load Moment Arm: M B + T + (W -13 - T) Vertical Soil Load Moment: RMs := Fs•Mas Wall Load Moment Arm: Ma, := B + T 2 Wall Load Moment: RMµ,:= Fµ Maµ, Footing Load Moment Arm: Maf— W := 2 Footing Load Moment: RMp := Ff•Map Toe Surcharge Moment Arm: Mat := B•.5 Toe Surcharge Moment: RMt := (Ft•Mat) Axial Dead load on Stem Moment RMap :_ (PdI)•MaW H + thk 2 Total Dead Load ResistingMoment: DLRM := RMS + RMµ; + RMf + RMt + RMap E. Factor of Safety Against Overturning: DLRM FSOT :— OTMT F. Factor of Safety Against Sliding: FSS (PT — Pil)• µ + Fpt Fah — Fat FSOT = 2.3539 O.K. 4/6/2018 RW.1 5ft-0in Inverted.xmcd Sheet R3 Maah = 1.9444•ft ft•k OTMat = 1.4496. - ft Maat = 0.2778•ft OTMat = 0.0034•ftk OTMT = 1.4462. ft—k ft Mas = 2.5.ft RMS = 1.925• ttft Maw = 1.6667•ft RMw = 0.9167• ftk Map = 1.5•ft RMp = 0.5625 ft Mat = 0.6667. ft RMt—p ft. ft•k RMap = 0• ft DLRM =3.4•ft—k ft FSS = 1.0503 ("OK" if slab resists sliding otherwise "NG" when FSS<1.50) Page R3 Retaining Wall Design Criteria: Footing/Wall Properties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead Toads Floor / Roof live loads Vertical Soil Load: Stem Wall Load: Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure'Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 4'-6" Retaining Wall Design ,:= 4ft AL:= 8in = 3ft ht:= Oin Hstem = 4.5ft 4/6/2018 RW.1 4ft-6in Inverted.xmcd Sheet R2 Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf,. Wall height above retained soil Pd1:= Oplf P11:= Oplf Fs:=(W—B—T)• Fw Hstem) • T.Ic Ff:= Wthk•I, Ft :_ (B•ht•ry) + (B•0in•1) PT := Ff + Fs + Fw + (Pdl + Pll) Depth of Footing: Toe. Width: Key Depth: H hsurcharge)''Ys Faddl hsuurcharge' A. 1 ft Fah := Ap [(H + thk)2]'i .5 Fat := AP'L(ht + thk)2]• .5 Fpt := Pp.(thk + ht)2•.5. Feq := 6H•psf (Faddl) (Feq) HtN, := 6in thk := 10in B:= W — heel — T 1:= Oft Pd1 = O.plf P11= 0•plf Fs = 660•plf FN, = 450.0•plf Ff = 375.0•plf Ft = 0•plf PT = 1485•p1f Faddl = 70•plf Fah = 408.8•plf Fat =. 12.1528•plf Fpt = 104.1667.plf Feq = 24•plf Page R2 4'-6" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M (H + thk) aalt :_ Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: Footing Load Moment Arm: Footing Load Moment: Toe Surcharge Moment Arm: Toe Surcharge Moment: Axial Dead load on Stem Moment Maat .— 3 OTMat Fat' Maat OTMT := OTMat, — OTMat 3. OTMah := Fah•Maa, + (Faddl + Feq)' (ht + thk) Ma, := B+T+ (W RMs := Fs•Mas Maw :=B+2T RMw, := Fw•Maw, W Map: 2 RMf := Ff. Maf Mat := B•.5 RMt := (Ft•Mat) RMap (Pdl).Maw — T) H+thk 2 Total Dead Load ResistingMoment: DLRM := RMs + RMw! + RMf + RMt + RMap E. Factor of Safety Against Overturning: DLRM FSOT OTMT F. Factor of Safety Against Sliding: FSS (PT — Pll) • µ + Fpt Fah — Fat FSOT = 3.3572 O.K. 4/6/2018 RW.1 4ft-6in Inverted.xmcd Sheet R3 Maatt = 1.6111•ft OTMah = 0.8858• ftk Maat = 0.2778•ft OTMat = 0.0034• ft OTMT = 0.8824• ft•k ft Ma, = 2.5•ft RMs=1.65• ftk Maw, = 1.6667.ft RMw, = 0.75 . ft Map = 1.5•ft RMp = 0.5625 ft Mat = 0.6667•ft RMt=0 ftJ ft RMap = 0• ftk DLRM=3.0.ft—k ft FSS = 1.3857 ("OK" if slab resists sliding otherwise "NG" when FSS<1.50) Page R3 0 Retaining Wall Design Criteria: Footing/Wall P roperties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Load Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 3'-7" Retaining Wall Design 1a- := 3.0833ft J:= 8in = 2.6667ft ht:= 6in Hstem = 3.5833 ft Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 4/6/2018 RW.1 3ft-7in Inverted.xmcd Sheet R2 Wall height above retained soil Depth of Footing: Toe Width: Key Depth: Pal := Oplf P11:= Oplf Fs:=(W—B—T)•(H� Fw = (Hstem)•T• is Ff := Wthk.1, hsurcharge)''ys Ft := (B•ht•^is) + (B•Oin•'Yc) PT := Ff + Fs + Pm, + Ft + (Pd1 + PII) Faddl hsurcharge'Ap• lft Fat, := Ap [(H + thk)21.5 Fat := Ap•[(ht + thk)2] ;.5 Fpt := Pp.(thk + ht)2•.5; Fey := 6H•psf (Faddl) (Feq) Ht, := 6in thk := l0in B:= W — heel — T 1:= Oft Pdl = 0•plf Pit = 0.plf Fs = 559.2•p1f Fµ = 358.3•plf Ff = 333.3•plf Ft = 55.0018.plf PT = 1305.8323•plf Faddl = 70•plf Fah = 268.5•plf Fat = 31.1111.plf Fpt = 266.6667•plf Feq = 18.4998.plf Page R2 r 3'-7" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: M aal,(H + thk) :_ Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : 3 OTMah := Fah.Maa1, + (Faddl + Feq (ht + thk) Maat := 3 OTMat Fat• Maat OTMT := OTMa1i — OTMat H+thk 2 4/6/2018 RW.1 3ft-7in Inverted.xmcd Sheet R3 Maa1i = 1.3055•ft OTMah= 0.5238• ft Maat = 0.4444•ft OTMat = 0.0138• —ft. OTMT = 0.51 ft— ft Vertical Soil Load Moment Arm: Mas := B + T + (W - B - T) Mas = 2.1667.ft 2 Vertical Soil Load Moment: RMs := Fs•Mas RMS = 1.2115• ft—k% ft Wall bad Moment Arm: Maw := B + T Maw = 1.3334.ft 2 Wall Load Moment: RM�,,:= Fw Maw RMw = 0.4778• ft— ft ft Footing Load Moment Arm: M W ap := 2— i Map = 1.3334•ft Footing Load Moment: RMf := Ff.Map RMf = 0.4445. ft kk ft Toe Surcharge Moment Arm: Mat := B•.5 Mat = 0.5.ft Toe Surcharge Moment: RMt := (Ft•Mat) RMt = 0.0275• ftk Axial Dead load on Stem Moment RMaP := (Pdl).Maw Total Dead Load ResistingMoment: DLRM := RMS + RMw1+ RMf + RMt + RMap E. Factor of Safety Against Overturning: FSOT := DLRM OTMT F. Factor of Safety Against Sliding: (PT -PI)•µ+Fpt FSS .— Fa1i — Fat FSOT = 4.2382 O.K. ft•k RMap = 0 • ft DLRM = 2.2 ftk ft FSS = 2.7742 ("OK" if slab resists sliding otherwise °'NG" when FSS<1.50) Page R3 �.N1LA {y o�z City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 5, 2019 Kam Singh 10225 SE 224th St Kent, WA 98031 RE: Permit Reopening Building Permit D18-0173 Singh Residence —10911 50th Ave S Dear Kam Singh, This letter is to inform you that the City of Tukwila Building Official, Jerry Hight, has decided to reopen your previously expired permit D18-0173. The new expiration date is December 31, 2020. If you have any concerns or questions, feel free to contact the permit center at 206 431-3670. Sincerely, -3),(10 ----4/( Bill Rambo Permit Technician File: Permit No. D18-0173 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Jerry Hight Sent: Tuesday, December 3, 2019 11:42 AM To: Al Metzler Cc: Ben Hayman; Bill Rambo Subject: Kam Singh - Expired permit Attachments: D18-0173 Kam Singh-2019.pdf Hi Al, Mr. Singh has two permits that are set to expire [D18-0173 expires on December 5, 2019 and permit D18-0173, December 1, 2019]. He came into the counter and said he was working with you to resolve the issues noted on the attached correction letter. Since the applications have activity on them, we will extend them 180 days. Holler with any questions Jerry Hight Building Official CITY OF TUKWILA 1 City of Tukwila Department of Community Development - Jack Pace, Director November 22, 2019 Kam Singh 10225 SE 224t1 St Kent, WA 98031 RE: Request for Permit Application Extension #3 Building Permit Application D18-0173 Singh Residence — 10911 506 Ave S Dear Mr. Singh, Allan Ekberg, Mayor This letter is in response to your written request for extension of permit application number D18-0173. The Building Official has reviewed your letter. It has been determined that the City of Tukwila Building Department will not be reinstating this permit application because it has already received the maximum 2 extensions. As a result, this application needs to be issued or it will expire on it's expiration date of December 5, 2019. If you wish to discuss the determination made, please contact the Building Official directly at 206 431-3675. Sincerely, Bill Rambo Permit Technician File: Permit No. D18-0173 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov November 14th, 2019 City of Tukwila Department of Community Development Bill Rambo RE: Extension for Permit Permit Application No. D18-0173 Singh Residence 10929 50th Ave S I Received a letter from department of community Development Regards Permit application expiration. Permit will be expiring on December 1st, 2019. I am Requesting for extension of Permit Application No. D18-0173. House plans on hold because of Fire Marshall & we are working on it. Please extend my Permit date, I will be really appreciating. Please call me or email me if you have any question. Sincerely, Kam singh Ph: 206-420-9100 Email: arcokam@hotmail.com RECEIVED CITY OF TUKWILA NOV 15 2019 Request for Extension # 3 Current Expiration Date: Extension Request: r l� Approved for days Denied (provide explanation) r6 /� GX % :�'L -v 16 Signature/Initials i 2 PERMIT CENTER City of Tukwila Department of Community Development November 06, 2019 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter # 3 COMBOSFR Permit Application Number D18-0173 SINGH RESIDENCE - 10911 50 AVE S Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 11/6/2019 11:21:47 AM (Al Metzler) 1) The proposed fire hydrant location shown on sheet C 1.4 is different than the proposed fire hydrant location that was approved under the public works permit # PW18-0026. A revision must be submitted that shows the correct location of the fire hydrant. A bond # 63842198 was also issued for this permit. 2) The proposed driveway (road) extension will increase the distance to 420 ft. in length. Access roads in excess of 150 ft. are considered fire access roads and must be provided with a turnaround complying with International Fire Code Appendix D. The grade shall not exceed 10 percent with cross slope not exceeding 5 percent. 3) Per International fire code appendix C, A fire hydrant is required to be within 325 ft. of the homes measured via vehicular travel. The approved fire hydrant location under permit PW 18-0026 will not meet the required distance for the new homes. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D18-0173 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 11/1/2019 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Permit Application No. D18-0173 SINGH RESIDENCE 10911 50 AVE S Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/5/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 12/5/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 clays. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0173 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 SAZEI Design Group, LLC 6608 110th Ave. N. E. Kirkland, WA. 98033 t _... (425) 214-2280 October 4, 2019 Max Baker City of Tukwila Planning Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D18-0173 Project: SINGH RESIDENCE - Lot 3 Project Address: 10911 50th Ave S. Parcel # 6874201005 Subject: Response to City of Tukwila Plan Review Comments Dear Mr. Baker, This is in response to your letter dated October 3, 2019 regarding the 2" plan review comments for the above referenced project. Based on review of the comments, we have prepared and formulated our response to the following comments as listed in your letter: 1. Tree Permit L18-0079 requires tree replacement as follows: 3 Tulip trees, 4 Serviceberry trees, 4 Eastern Redbud trees, 4 Vine Maple trees, and 5 Galaxy Magnolia trees with a 1.5" caliper minimum. Current tree replacement plan denoting 3 Tulip trees and 21 Vine Maple trees does not meet permit requirements. Response: The tree plan has been revised to show: 3 Tulip trees, 4 Serviceberry trees, 4 Eastern Redbud trees, 4 Vine Maple trees, and 5 Galaxy Magnolia trees. A note has been added indicating the 1.5" minimum diameter requirement. See sheet C3 2. No more than 800 square feet of the front yard may be durable surface. Current site plan indicates 1200 square feet of driveway in front yard setback; revise to meet requirement. Response: The driveway and walk are 642 square feet combined. See sheet C1.1 3. Retaining walls with an exposed height greater than 4' are not permitted without a Retaining Wall Setback Waiver (TMC 18.50.150). Current retaining wall in rear yard setback is 9.5', over the 4' maximum. Revise site plan to move retaining wall out of rear yard setback or apply, for and receive approval for a Retaining Wall Setback Waiver. Response: The retaining walls have been revised to have a 4' maximum exposed height within the setback. See sheet C1.1 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com . Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC 1aw-i-mW�Co4,auffriw Hamid G. Korasani, P. E. Principal CORRECION LTR# (� tL8Ot73 RECEIVED CITY OF T UKWILA OCT 08 N019 PERMIT CENTER City of Tukwila Department of Community Development October 03, 2019 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter #2 COMBOSFR Permit Application Number D 18-0173 SINGH RESIDENCE - 10911 50 AVE S Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING - C DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1. Tree Permit L18-0079 requires tree replacement as follows: 3 Tulip trees, 4 Serviceberry trees, 4 Eastern Redbud trees, 4 Vine Maple trees, and 5 Galaxy Magnolia trees with a 1.5" caliper minimum. Current tree replacement plan denoting 3 Tulip trees and 21 Vine Maple trees does not meet permit requirements. 2. No more than 800 square feet of the front yard may be durable surface. Current site plan indicates 1200 square feet of driveway in front yard setback; revise to meet requirement. 3. Retaining walls with an exposed height greater than 4' are not permitted without a Retaining Wall Setback Waiver (TMC 18.50.150). Current retaining wall in rear yard setback is 9.5', over the 4' maximum. Revise site plan to move retaining wall out of rear yard setback or apply for and receive approval for a Retaining Wall Setback Waiver. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 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 . Sincerely, jTi --- (-a,tet Kandace Nichols Permit Technician File No. DI8-0173 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 URBAN June 19, 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard Ste. #100 Tukwila, WA 98188 RE: DESIGN Correction Response #2 (Response) COMBOSFR Permit Application D18-0173 SINGH RESIDENCE — 10911 50th Ave. S. Dear Plan Reviewer, GROUP - o'10 The following list of revisions is a response to your review letter dated November 19, 2019 Building Review: Comment #1.. Building elevation sheets (A2 & A3) have been revised to indicate North, East, South and West. Comment #2. Per Structural Engineer of record, Norm P. Navarro. Comment #3. -Lightweight Stone Veneer detail has been revised -to indicate as 3 A7. Planning Department: Planning comments response per Civil Engineer of Record, SAZEI DESIGN GROUP, LLC. Sincerely, Pavel Melnik Principal CORRECTION LTFUL.4_. b100173 RECEIVED CITY OF TUKWILA 15445 53RD. AVE. S. STE: 1 1 0 TUKWILA, WA 9811313 PHONE: 206.638.8250 JUN 212019 PERMIT CENTER SAZEI Design Group, LLC 6608 110t Ave. N. E. Kirkland, WA. 98033 Tel: (425) 214-2280 May 31, 2019 Lindsay Brown City of Tukwila Planning Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Protect: COMBOSFR Permit Application Number: D18-0173 Project: SINGH RESIDENCE - Lot 3 Project Address: 10911 50th Ave S. Parcel # 687420-1005 Sub'ect: Response to City of Tukwila Plan Review Comments Dear Lindsay Brown, This is in response to your letter dated November 19, 2018 regarding the l st plan review comments for the above referenced project. Based on review of the comments, we have prepared and formulated our response to the following comments as listed in your letter: 1. Building permits may not be approved without access to the property. As the adjacent right-of-way is currently undeveloped and no plans have been submitted to extend access to the site, building permits may not be approved. Response: Road improvement plans have been included in the plan set. See sheet C1.4 2. A Geotechnical report is required due to the presence of Class 2 and Class 3 slopes encompassing the entire lot. Response: A Geotechnical report will be included with the resubmittal. 3. A Tree Permit is required to remove trees onsite prior to home construction. You may not remove any trees on the property without an approved tree permit. Response: A tree permit will be obtained prior to removal of any trees existing on -site. If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com . Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC CORREC ION i4v/zatffri'+f LTR# Hamid G. Korasani, P. E. Principal RECEIVER CITY OF TUKWILA JUN 21 2019 PERMIT CENTER SAZEI Design Group. LLC 6608 110'h Ave. N. E. Kirkland, WA. 98033 Tel: (425) 214-2280 May 31, 2019 Dave McPherson City of Tukwila Public Works Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D18-0173 Project: SINGH RESIDENCE - Lot 3 Project Address: 1091150th Ave. S. Parcel # 6874201005 Subject: Response to Citv of Tukwila Plan Review Comments Dear McPherson, This is in response to your letter dated November 2, 2018 regarding the 1St plan review comments for the above referenced project. Based on review of the comments, we have prepared and formulated our response to the following comments as listed in your letter: 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit no. DI8-0173 & Building permit no, DI8-0170. Test Fee based on two single family residences is $300.00, (see enclosed application) Response: The owner will provide the required Traffic Concurrency Certificate Application and Pay related fees with the resubmittal. 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 4 is $782.84; due at issuance of this Building Permit. Response: The property owner will pay the Transportation impact fee with the reste€IFIRECTION 3. Provide a completed Public Works fee estimate sheet for this Building permit. (See encloI fi# Response: A Public Works Fee Estimate sheet will be included with the resubmittal. 4. Provide a completed Residential Sewer Use Certification for this Building permit - see e c ?CEiVEO Response: The Residential Sewer Use Certification will be provided by the owner. U1 i OF TUKWILA 5. Provide a storm drainage report prepared by a Washington State Licensed Engineer for on-siZtioal2019 and for work within the Public right-of-way (S. 111th Street & 50th Ave. South). Response: A storm drainage report will be included with the resubmittal. PERMIT CENTER 6. Show and label new 20 foot -wide asphalt access road within S. 111th Street and 50th Ave. South. This asphalt road section shall connect to existing asphalt road section that was to be constructed under Public Works permit no. PW 14-0177 (enclosed for reference). The new access road shall be paved along the entire Southern and Eastern property lines and connect to the existing paved access road within S, 111th Street, (See enclosed TMC II.12.080 for reference) Response: The new roadway along S. 111th ST & 50th Ave S. has been shown on the plans. See sheet C1.4 b I I 0 ( 7 3 7. Show and label sanitary sewer connection to existing 2-inch force main within S. 111'h Street. See Civil plan sheet under Public Works permit no. PW 14-0177 — enclosed for reference. Response: The new sanitary sewer connections have been shown on the plans. See sheet C1.4 8. Show and label nearest fire hydrant, existing (or proposed) 8-inch water main within S. 111 `h Street and 50th Ave. South, water meter & water service line including connection to new house. See Civil plan sheet under Public Works permit no. PW 18-0026 enclosed for reference Response: The fire hydrant has been shown on the plans. See sheet C1.4 9. Show and label proposed storm drainage system_ for new and existing access road within 50th Ave. South and S. 111`h Street. Access driveway for the house to the South of this site was constructed without storm drainage. See Civil plan sheet under Public Works permit no. PW 14-0177 — enclosed for reference. Response: The proposed storm drainage at the new and existing access road has been shown on the plans. See sheet C1.4 10. Show and label undergrounding of power front existing power pole to new house. Response: The underground power connection has been shown on the plans. See sheet C1.4 11. Show and label on Civil plan sheet - F.F. elevation of house and garage, proposed contours, and site spot elevations. Response: Proposed contours, finish floor elevations and garage elevations have been added to the plans. See sheet C1.1 12. Show & label on plan sheet any proposed other utilities (gas, cable, telephone, etc.) as applicable. Response: Proposed utilities have been added to the plans. See sheet C1.4 13. Show & label on a Civil plan sheet a Sanitary Sewer Grinder Pump Station (single family residential pump package) and provide pump package catalog cut sheets. Response: The Sanitary Sewer Grinder Pump Station has been shown on the plans. See sheet C1.1 14. Show and label any existing trees to remain (or) be removed on -site, within S. 111 th Street within 50th South. Response: A tree plan has been added to the plan set See sheet C3 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com . Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC Hamid G. Korasani, P. E. Principal City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director May 23, 2019 Kam Singh 10225 SE 224th St Kent, WA 98031 RE: Request for Permit Application Extension #2 Permit Number D18-0173 Dear Kam Singh, This letter is in response to your written request for an extension to Application Number D18-0173. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through December 5, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 1)-ato Bill Rambo Permit Technician File: Permit No. D18-0173 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-43,3-1800 • Website: TukwilaWA.gov City of Tukwila 05/13/19 Department of Community Development RE: Extension for Permit Permit Application No. D18-0173 Singh Residence 10929 50th Ave S I Received a letter from department of community Development Regards Permit application expiration. I am Requesting for extension of Permit Application No. D18-0173. Due to busy engineer schedule. Please extend my Permit date, I will be really appreciating. Please call me or email me if you have any question. Sincerely, Kam singh Ph: 206-420-9100 Email: arcokam@hotmail.com Request for Extensio # 2 Current Expiration Date: (— lam'/ Extension Request: Approved for /r days _ Denied (provide explanation) Signature nitials 1 RECEIVED CITY OF TUKWILA MAY 202019 PERMIT CENTER City of Tukwila Department of Community Development 5/2/2019 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Permit Application No. D18-0173 SINGH RESIDENCE 10911 50 AVE S Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/5/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 6/5/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Kandace Nichols Permit Technician File No: Dl8-0173 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 19, 2018 Kam Singh 10225 SE 224th St Kent, WA 98031 RE: Request for Permit Application Extension #1 Permit Number D18-0173 Dear Kam Singh, This letter is in response to your written request for an extension to Application Number D 18-0173. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through June 5, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D18-0173 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Department of Community Development November 16, 2018 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 18-0173 SINGH RESIDENCE - 10911 50 AVE S Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "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). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Revise building elevation plan sheets to indicate North, East, South and West. 2. On sheet S5 I could not find specifications for hangers where deck joist attaches to the exterior rim joist. Please clarify and provide details. Include flashing details. 3. On sheet A3 the Key reference (2-A6) for the lightweight stone appears to refer to another detail. Please clarify. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: 206-431-3670 if you have questions regarding these comments. • 1. Building permits may not be approved without access to the property. As the adjacent right-of-way is currently undeveloped and no plans have been submitted to extend access to the site, building permits may not be approved. 2. A Geotechnical report is required due to the presence of Class 2 and Class 3 slopes encompassing the entire lot. 3. A Tree Permit is required to remove trees onsite prior to home construction. You may not remove any trees on the property without an approved tree permit. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit no. D18-0170 & Building permit no. D18-0173. Test Fee based on two single family residences is $300.00. (see enclosed application) 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 4 is $782.84; due at issuance of this Building Permit. 3. Provide a completed Public Works fee estimate sheet for this Building permit. (See enclosed.) 4. Provide a completed Residential Sewer Use Certification for this Building permit - see enclosed. 5. Provide a storm drainage report prepared by a Washington State Licensed Engineer for on -site work and for work within the Public right-of-way (S. 111th Street & 50th Ave. South). 6. Show and label new 20-foot-wide asphalt access road within 50th Ave. South. This asphalt road section shall connect to existing asphalt road section that was to be constructed under Public Works permit no. PW14-0177 & Building permit no. D18-0170 (enclosed for reference). The new access road shall be paved along the entire Eastern property line and connect to the existing paved access road within S. 111th Street. (See enclosed TMC 11.12.080 for reference) 7. Show and label sanitary sewer connection to existing 2-inch force main within S. 111th Street. See Civil plan sheet under Public Works permit no. PW14-0177 — enclosed for reference. 8. Show and label nearest fire hydrant, existing (or proposed) 8-inch water main within S. 111th Street and 50th Ave. South, water meter & water service line — including connection to new house. See Civil plan sheet under Public Works permit no. PW 18-0026 — enclosed for reference. 9. Show and label proposed storm drainage system for new and existing access road within 50th Ave. South and S. 111th Street. Access driveway for the house to the South of this site was constructed without storm drainage. See Civil plan sheet under Public Works permit no. PW14-0177 — enclosed for reference. 10. Show and label undergrounding of power from existing power pole to new house. 11. Show and label on Civil plan sheet - F.F. elevation of house and garage, proposed contours, and site spot elevations. 12. Show & label on plan sheet any proposed other utilities (gas, cable, telephone, etc.) as applicable. 13. Show & label on a Civil plan sheet a Sanitary Sewer Grinder Pump Station (single family residential pump package) and provide pump package catalog cut sheets. 14. Show and label any existing trees to remain (or) be removed - on -site, within S. 111th Street & within 50th Ave. South. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) 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. Si ce ely Rachelle Rip ey \a'? Permit Technician File No. D18-0173 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila 11/01/2018 Department of Community Development RE: Extension for Permit Permit Application No. D18-0173 10911 50th ave S I Received a letter from department of community Development Regards Permit application expiration. I am Requesting for extension of Permit Application No. D18-0173. Please extend my Permit date, I will be really appreciating. Please call me or email me if you have any question. Sincerely, Kam singh Ph: 206-420-9100 Email: arcokam@hotmail.com Request for Extensioi # Current Expiration Date: U Extension Request: Approved for / days Denied (provide explanation) Signature nitials RECEIVED CITY OF TUKWILA NOV 01 2018 PERMIT CENTER City of Tukwila Department of Community Development 11/1/2018 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Permit Application No. D18-0173 SINGH RESIDENCE 10911 50 AVE S Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/5/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 12/5/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely; - -1,a) Bill Rambo Permit Technician File No: D18-0173 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PENT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0173 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 10911 50TH AVE S Original Plan Submittal X Response to Correction Letter # 3 Revision # DATE: 12/13/2019 Revision #_ before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works �m A-c Fire Prevention Structural alzhing • Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 12/17/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 1/14/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0173 DATE: 10/08/19 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 10911 50 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: k% le? 01 Building Division Public Worgs PRELIMINARY REVIEW: Fire Prevention Structural n C he Planning Division Permit Coordinator DATE: 10/10/19 Not Applicable n Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 11/07/19 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 0 Staff Initials: 12/18/2013 ��r�MIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0173 DATE: 06/21/19 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 10911 50 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit issued DEPARTMENTS: f,) kW (Pi Building Division ?ow Ot*tal ublic Works Fire Prevention Structural n n CoLZ \'41 Planning Division Permit Coordinator or PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 06/25/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/23/19 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: ID-3 Departments issued corrections: Bldg ❑ Fire ❑ Ping* PW ❑ Staff Initials. to 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0173 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 10911 50 AVE S X Original Plan Submittal Response to Correction Letter # DATE: 06/05/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Dtr M. cam- 4111/\46 Public Works A-M CorrjZ4=p-few U-b-lq Fire Prevention II Planning Division Structural u Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/07/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required C ►L L (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/05/18 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ��I \(1 CORRECTION LETTER MAILED: V I` Departments issued corrections: Bldg Fire ❑ Ping, PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: \ - Y ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # O Revision # before Permit is Issued ❑ Revision # after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner D Deferred Submittal # Plan Check/Permit Number: _ 1 g.- \ \ Project Name: fc'k-o C-6114:z;'c.cdoyt Project Address: O q 5-0 6-U E- Co Contact Person: \<f Yh c// ( C % Phone Number: Summary of Revision: (> -->•r-,v\o,-,- SCR go G t.,2v r6c, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on C:\Users\Kandace-MAppData\Local\Microsoft\Windows\RVetCache\Content.0utlook\QB5 I8YWC\Revision Submittal Form.doc Revised: August 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: ) g 0 (1 3 ❑ Response to Incomplete Letter # .2-- Response to Correction Letter # 2 ❑ Revision # before Permit is Issued ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: AD Cage Project Address: O �\ rt� r SCE Contact Person: Summary of Revision: YvN 5- tiqffiN Phone Number: tp 1 25, al DO HECEIVED CITY OF TUKWILA OCT 082019 PERMIT CUTTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev ion Received at the City of Tukwila Permit Center by: Es-- Entered in TRAKiT on jos—eeli C:\Users\Kandace-N\AppData\Local\Microsoft\Windows\1NetCache\Content.Outlook\QB518YWC\Revision Submittal Form.doc Revised: August 2019 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://wwwv.TukwilaWA.,ov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2-\ \ i c ❑ Response to Incomplete Letter # Response to Correction Letter # D Revision # Plan Check/Permit Number: after Permit is Issued l ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: rN fa cQ-- Project Address: I C- \ \ 411�4y SG Contact Person: kt(i''►') 5 / H Phone Number: 0 Zj 2-0 i l6 0 Summary of Revision: RECEIVED CITY OF TUKWILA JUN 2 1 2019 RMi`r CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin date �ofn rlev®isi Received at the City of Tukwila Permit Center by: M t,U 1.{, ( ' ❑ Entered in TRAKiT on W:Termit CenterlTemplatesTorms\Revision Submittal Formdoc Revised: August 2015 Residential Sewer Use Certification Sewage Treatment Capacity Charge 1.41 King County Department of Natural Resources and Parks Wastewater Treatment Division • 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 c\ 'r sa Property Street Address City State ZIP -1-0(-u)\ 5 C(A.-t_ Owner's Name kp22 ; c'� 22� Sfi Owner's Mailing Address fi LJf q$a3 City State ZIP e'o 6 y;o 1 fo c) Owner's Phone Number (witf, Area C de) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name 4 (,j ck `t d,. y L 1pZ`Z t,- Street Address City State ZIP cc) 11 For King County Use Only Account # No. of RCEs Monthly Rate 7- Cam, C-4.,.-eA- -b(s + Sewer District ) Date of Sewer Connection Side Sewer Permit Number 6g1 GI 2- vIooc Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Residential Customer Please check appropriate box: Equivalent (RCE) .12tSingle-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 Building Name Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes 1.6 Was building on Sanitary Sewer? ❑ Yes 2.4 Was Sewer connected before 2/1/90? 0 Yes 3.2 Sewer disconnect date: Type of building demolished? RECEIVED x 0.64 = Request to apply demolition tyi (ip'' eti'WILA ❑ Mobile home space (1.0 RCE per space) 0 Yes 'No No. of Spaces x 1.0 - DINo CORRECTION JUN 21 2019 If Multi -family, will units be sold individually? 0 Yes -tlo If yes, will this property have a Homeowner's Association? ❑ Yes .TR# , g �C�.� R Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall c tii>,�t, r�e 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 206-477-5533. 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 4f corr cted datr determination of a revised capacity charge. Signature of Owner/Representative �G�'t is l� �J� Date Print Name of Owner/Representative � '/bleim-ot,73 zAII7 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0170 / D18-0173 Grantor: TUKWILA EDGE, LLC, a Washington State Limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Within 50th Ave S and S 111th St and adjacent to 4910 S 1116 St. Abbreviated Work Description: Work within the City Right -of -Way; including pavement cutting, paving and pavement restoration, erosion control, water meters & water service lines, traffic control, storm drainage, underground of utilities and power, sanitary sewer including force mains and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individual(s) have caused this instrument to be executed this 30 day of November, 2020 Kam Singh Grantor / Authorized Signature STATE OF WASHINGTON) )ss. COUNTY OF KING ) I certify I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated DATED this a1a�' nUf CovI l Notary Public in and for the State of Washington residing at My appointment expires 6 day of De (0-1,12 'i/ 2020 GRANTEE: CITY of TUKWILA By: Print Name: Its: Hari Ponnekanti Interim Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared HARI PONNEKANTI to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila and executed this instrument on behalf of the City of Tukwila in his capacity as INTERIM PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. v Name: azde,a-c kari e coef-i-c NOTARY PUBLIC, in and for the State of Jam, Washington, residing at fC..( ; i t C My commission expires: SAIGHAR LLC 3045 Bellevue Way NE Bellevue, WA 98004-1944 Email: sindiri cni saighar.com Charanjit Singh Owner Tukwila Edge LLC 10225 SE 224th St Kent, WA 98031 Respected Sir, RECEIVED CITY OF TUKWILA OCT 0 5 2021 PERMIT CENTER SAIGHAR Homes LLC is in Contract with Tukwila edge LLC as a General Contractor for address of 4931 S 114th St, Tukwila 98178, Permit Number D20-0008 & 4910 S 111th St, Tukwila WA 98178, Permit Number D18-0170 and 10911 501th Ave S, WA 98178 Permit Number D18-0173 and also for address 5005 S 114th ST, Tukwila WA, Permit Number D19- 0359. Charanjit Singh (Kam Singh) is owner of Tukwila edge LLC and also Partner of Saighar LLC. SAIGHAR LLC SAIGHAR HOME LLC UBI # 604-451-984 License# SAIGHL*813KU Sincerely, Sindiri Bharat If any questions, please feel free to call me DIfOf 73 CITY OF TUKT4ILI .Department :ofCommuni y.Detichipmcnt 63o0SoutbcenterBoulevard, Tukwila, WA g8188 Telephone: (2o0. 31-36 o 431-3665 Permit Center/Building Division 206 4:31-367o. Public Works Department 206 4.33 0179 Planning Division 206 43?-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASFINGTON) ) ss. COUNTY OF KING ) FILE 1 tple, print name] I have made :application fora permit fi o.m the City of Tukwila, Washingto states as follows:: PERMIT NO CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION I understand that state law requires that all building construction contractorsbe registered with the State of Washington.. The exceptions to this requirement are stated under Section.18 27:090 of the Revised Code. ofWallington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 8.2 090. 3 I understand that prior to issuance of a::pei;inlit:for work: which isto be done by any contractor, the City: of Tukwila must verify either that the contractor isxegistered by the State of Washington„ or that one of the:. exemptions stated under.RCW 18:27 o90 applies. 4 In orderto provide.ve.rification to the City of Tukwila of my compliance with this requirement; I:. .hereby -attest after readin=,the exemptions from the registration requirement of RCW 18.27 090,. I consider the work -authorized under:tlus permit to be exempt under number 12 , and will therefore. trot be performed by registered contractor. 5 I understand that the licensing provision of RCW 19.2$1.6r through 19 28.27l shall not apply to persons' malt ng:electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is notfor the construction of a newbuildingfo.r rent, sale or lease. I understand that I may be waiving°certain lights that I might ..otherwise have:under state law in anydecision to engage an unregistered contractoi:to perform constru ction work. By.stgning below, I;certify the information 1 am: providing on this affidavit is true and' accurate. I understand that if:;l. make false statements or misrepresentations I may be assessed penalties Furthermore, I understand that 1maybe; Waiving certain rights that 1 might otherwise have under state law in any decision to engage anunregistered contractor to perform construction work. GV Owner/Owner's Signed date: t1 day of . / ,2O 2 1827:000 aemptions. The r4strationpmsisiotis of this aapter do not apply -to: 1,. An authorized representative ofthe•United States goveni Ment, the stateofWashington, or any incorporated ov, town, county, township, inigation district, reclamation district, or other muniCipal or political corporation or subdivision of this state; a..Officers of a court when they are acting within thescope of their office.; Public utilities operating under the regulations of the utilities and transportation cOmmisSion in construction, maintenance, or develop mentwork incidental to their own business; 4. Any construction, repair, or operation incidental to the discoveririzor producing of petroleu In or gas, or the teStMg,,, abandoning, or other.operation of any petroleum or gas well or any surface or undetground mine or mineral deposit when performed by an owneror lessee; 5The sale of any fi‘ niShed products, materials, or articles of merchandise that ate not fabricated into and .do not become a.pmet,of:nstrticture tinder the:common taw Offixtures; 0, Any construction„alteration,:i inprove merit,. op repair of personal property performed bythere6stored or legal owner, orby.a mobile imantifaCtured home retailaler or lugutifactutele 40.0sedunderchapter Shall Warrohty,Oervide andrepairs uncler•chapter 46,70 ROW;: 7., Any construction, alteration, itiiproveinent,.or repair carried, ortwithiuthe limits a naboundaries.Of any site or reservation under the legal jorisdictipo offhefederfil, gov.einirient; 8. Any:person who only furnished materiiis, supplies., or • eqUipineiit without fabricating them into, or.consumitig theni nithe performance of,.tlie work of the contractor; v, :Any work oroperation on one undertakingor•projett by one or more:contracts, theaggregate .contract price of which for labor and ttiaterialiand all other itemsJs less. than. five hundred, dellars, :such workor operations being considered as :era -casual, ,mino.r, :or inconsequential nature. Tbe exemption prescribed:in this subsection does not apply' any.instance .wherein the:work:tit eGetttaittitin is only a. :part:oft larger.or major operation, whetherundertalcen by the same ore different contractor; or in which a division of fite.4>peratiott ia.lnade into contracts:of:amounts less than E.five hundred dollars for the purpose of evasion ,of this chapter iir -otherwise. The exemption- prescribed in this subsection does not apply to a person who..advertises,or .puts out:any-sip °remit -or other devicewhich.nlight; :indicate to the .public that he or she is a contractor, or that he or she is qualified to engage ui the business of :contractor; ;la Any construction oroperation incidental tothe construction and of irrigation .and drainageditches of regularly constituted irrigation districts or reclamation districts; orto :farming,. dairying,: agriculture, viticulture, horticulture, orstoCk !Or poiiltry.pai sing; orto.cleatingor otherwork upon land in rurai diSttiOts for fire:prevention. purpoSeS; exCeptwhen anyofthe above work is performed by arestered contractor; tt An triVriertWhe OntractifOrOptiojeetWith aregiStered contractor, ejteept that thiSie*.emPtiOn: shall not deprive the Oilier Of the protections this chapter against: regigered and unregistered contractors The exemption prescribed in this subsection does not applyto, a person who performs the: activities ola contractor forthepurpose.of leasing or sellnigimproved property he or she:ho.s!owood for less:than twelve months; ay ,.i: Any' person working on his erberown. property, , ether oCcupiedby• him. orlieroruetand any -person. working on hisor herp.ersonal residence, wliether.6wned. :by him or heror not butthis exemption shall not applyto a nyperson who, perforinsthe activities Of a contractor on: hisor herowir property fOrthe purpose °Netting,. demolishing, or leasingthe, property; ta,. An owner*: whoperforms maintenance., repair, and alte.rationwork inortipon his or. herown: propeities or Who uses hisorher own .emplOyeesto do such work 14, A ,licensed architect or ciyilorprofessional engineer acting solely in. his or her professional copacity,.on. electrician Certified underthelawsofthe State Of Washington, a plumber certified: underthe laws of the state. of. WaShington or licensed by a political subdivision of the, state of Washington:while: operatingwithin the boundariesofsuch, political subdiVision:., The:exemption provided in this::ShhoeOtionis applicable only when the person certi5e4l0- operatingwithin the scope of his or her totifi.oati.00.„ is. Any person.who engages in:the activities herein regulated as an 'employee of areglitered.contractorwith ages as his or lien Solo .00mpetisotion or as an employee with wogos•ap.*:or her sole. compensation; i6: Con:#*001,00 highway projects who: have been prequalified as required"byRCW.472:8,:o7o,withthe .departmek of transportation to perform highway: construction, reconstruction, or maintenanceworlc. 17:: A mobile/manufactured hotoe.dookrot:thoodoctutte .. , . : ., ... . . . .... .. who subcontracts thejnsUilfatiOn,, Set,tip; or repair work to Actively registered :contractors.,Thisexemption onlyon.plios to the installation,set,up, orrepair of the mobile/Manufactured: homes that were: manufacturedor sold.bythe mobile/Manufactured home dealer ot inanufacturer,i 18: An entitywho holds. a valid: electrical Onitraaor'S: license under chapter i9,28!RCW thatemploys weertified journeynion,eleadoian, a:certified residential specialty electrician, or on eiectrkaltrainee: meeting:the requirements of 'chapter 19.28 RCW tuperforrit plumbing work that incidentally, directly, and iniinediiitety. ApproprieetitittiOii:ke4n4ifid.reptaeenteiit Of a hOnSeliotd. aPPlianeeor other.small.household utilization equipment that:.requires limited electric power and,limite.d waste and/orwater connections, An electricattrainee;mustbe supervised by -a certified electrician while performing plumbingwork. • ectVia0tingto5Sta15-POtigt.itiel3; ot to.; ntAd .1005.ttiOs tc0e0:* lierninteipreted to becquivalen(Ao owner forpurposer of axe tione. 10/5/21, 11:27 AM SAIGHAR LLC wa4Ngton State D.P.... A Labor & IndustriesPubtps://Ini.wa.gov) Contractors SAIGHAR LLC Owner or tradesperson SAI BHARAT, SINDIRI Principals SAI BHARAT, SINDIRI, PARTNER/MEMBER SINDIRI, KAVITA, PARTNER/MEMBER WA UBI No. 604 451 984 3045 BELLEVUE WAY NE BELLEVUE, WA 98004 425-785-5210 KING County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. SAIGHL*813KU Effective — expiration 06/03/2019— 06/03/2023 Bond RLI Ins Co Bond account no. LSM1199380 $12,000.00 Received by L&I Effective date 05/31/2019 06/03/2019 Expiration date Until Canceled Insurance . ............................ Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00032957 Received by L&I Effective date 05/18/2021 06/03/2020 Expiration date 06/03/2022 Insurance history Savings ..................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ......................................... No LSI tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ....................................................... No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications ................................................................... No active certifications exist for this business. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604451984&LIC=SAIGHL*813KU&SAW= 1/2 CDENERAL NOTES INTERNATIONAL RESIDENTIAL CODE 2015 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURIS7ICTION 70 BE FOLLOWED. 2015 INTERNATIONAL RESIDENTIAL CODE 2015 WASHINGTON STATE ENERGY CODE CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 6 CONDITIONS PRIOR TO CONSTRUCTION t PROVIDE TEMPORARY' BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL CONTRACTOR SHALL VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT TO BE INSTALLED SITE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1'6/ (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. CONCRETE MIX AND 28 DAT STRENGTH OF CONCRETE - BASEMENT WALLS 4 FOUNDATIONS t OTHER CONCRETE NOT EXPOSED 2,500 PSI TO WEATHER: - BASEMENT SLABS < INTERIOR SLABS 2500 P81 t INTERIOR SLABS ON GRADE, EXCEPT GARAGE DOOR SLABS - BASEMENT WALLS * FOUNDATION WALLS, EXTERIOR WALLS < OTHER VERTICAL CONCRETE WORK EXPOSED3,000 PSI 7O THE WEATHER: - PORCHES, CARPORT SLABS 6 STEPS EXPOSED TO WEATHER, 6 GARAGE 3,000 PSI FLOOR SLABS: GARAGE FLOORS TO SLOPE I/8'/FT, MIN. TOWARDS OPENING AS REQUIRED FOR DRAINAGE. CONCRETE SLABS 70 HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5-AIR ENTRAINED CONCRETE SIDEWALKS TO HAVE 3/4' IN. TOOLED JOINTS AT 5', FT. (MIN./ O.C. CONCRETE COVER OF REINFORCING 3' CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. I I/2' CONCRETE EXPOSED TO EARTH OR WEATHER 11/2' BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER 3/4' SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER LAP COLUMN VERTICALS. CLASS 'Al CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 52 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. CARPENTRY - GENERAL ALL FRAMING TO COMPLY WITH ENGINEERING S-SHEETS FOR NAIL SIZES AND SPACING. ALL WOOD IN CONTACT WITH CONCRETE 7O BE PRESSURE TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE-RE7ANDANT-TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL. REFERENCE SHEET-SI FOR SPECIES AND GRADE (SASE DESICzN VALUES) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3"X3"X229" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2 X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. BETWEEN SUPPORTS PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS, JOISTS, 10-0" FOR ROOF JOISTS. TYPICAL SILL BOLTS TO BE 5/8" DIAMETER AT 6'-0" O.C. MINIMUM 1" EMBED. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL ee STRONG 71E CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. FLl"WOOD PLYWOOD WALL AND ROOF SHEATHING SHALL BE 3/4" CDX, UNLESS OTHERWISE SPECIFIED. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" CDX 7*G. UNLESS OTHERWISE SPECIFIED. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING-. 090 SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. WOOD TRUSSES ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS 80 AS TO FROM AN INTEGRAL PART OF THE WHOLE BUILDING, ROOF TRUSSES SHALL NAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANT LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAT BRACING SHALL BE USED TO BRACEALL TRUSSES. SEE 51-IEET-51 FOR DESIGN CRITERIA INSULATION AND MOISTURE PROTECTION GENERAL INSULATION BAFFLES TO MAINTAIN I" ABOVE BATT INSULATION BAFFLES TO EXTEND 6" ABOVE BAIT INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE STAPLE BATTS FRICTION FIT FACED BATTS USE 4 MIL POLY VAPOR RETARDER AT WALLS. • R-10 RIGID FOAM INSULATION ON 4X EADERS AT EXTERIOR WALLS. INFILTRATION CONTROL I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOOR AND ROOFS, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR LEATHER -STRIPPED TO LIMIT AIR LEAKAGE. ALL OPENINGS SHALL BE FLASHED. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER 70 THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLSHING SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT 70P OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF -FLASHING WINDOWS HAVING et CONTINUOUS LAP OF NOT LESS THAN 1-1/8' OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FLASHINGt JAMB FLASHING MAY 41_50 BE OMITTED WHEN SPECIFICALLY APPROVED BY 7HE BUILDING OFFICIAL& 2, AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH 70 A WALL OR FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. 6. A7 WALL AND ROOF INTERSECTIONS. 1. A7 BUILT-IN GUTTERS. - ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR LEACKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED FIRE -RATED AND MUST MEET THE ABOVE REQUIREMENT. - ALL EXTERIOR WINDOW& SHALL BE DESIGNED 70 AMIT INFILTRATION INTO OR FROM THE BUILDING ENVELOPE. Recessed Lighting Fixtures: When Installed in the building envelope, recessed IightIng fixtures shall be Type IC rated and certified to have no more than 20 cfm air movement from the conditioned space to the ailing cavity. The lighting fixture shall be tested at 15 Pascals or 1.51 Ibs/92 pressure, difference and have a label attached, showingcompliancewith this test method. Recessed lighting fixtures shall be Installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. VAPOR BARRIERS/ GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FROMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS, INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER 15 70 THE WARM SIDE, STAPLES ARE PLACED NOT MORE THAN e INCHES ON CENTER AND GAPS BETWEEN THE FACING AND THE FRAMING DO NOT EXCEED I/I6 INCH. A GROUND COVER OF 6 MIL (0406")3LACK POLYETHYLENE OR EQUIVALENT, SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES, THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WINDOWS, DOORS, NVAC, 4 ELECT. EQUIP. GLAZING MAXIMUM: ALL CLIMATE ZONES: GLAZING '4' VALUE: VERTICAL (MAX): 24 OVERHEAD (MAX): ,50 DOOR'U' VALUE (MAX): 20 (DOORS W/ MORE THAN 50 CONSIDERED A WINDOW) HVAG PERFORMANCE: 'MED' OR AFUE _ .91 RECESSED LIGHT FIXTURES, IC RATED DOORS WINDOWS AND SKYLIGHTS GENERAL DOORS 70 THE EXTERIOR SHALL HAVE MAX. 3" STEP TO MIN. 36" DEEP LANDING. . BEDROOM EMERGENCY EGRESS WINDOWS MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT. MIN. NET CLEAR OPEN ABLE WIDTH OF 20" AND MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF 05 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER A9 TESTED BY A3TM STANDARDS. SITE BUILT AND MILL WORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT MUST BE MADE TIGHTLY FITTING AND WEATHER STRIPPED OR CAULKED. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 05 CFM INFILTRATION PER SQUTARE FOOT OF DOOR AREA. SAFETY GLAZING SHALL BE LOCATED WITHIN I. INGRESS AND EGRESS DOORS 2. SLIDING GLASS DOORS, SWINGING GLASS DOORS 3. SHOWER AND BATHTUB ENCLOSURE'S 4.GLAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED PORTION< BOTTOM EDGE IS LESS THAN 60" ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 5.P. LESS THAN 131ABOVE FINISHED FLOOR Window sine: 612.2, 24' minlmum elll height exceptions allow for opening limiting device for 4' diameter sphere and window fall prevention device that complies with 6123. STRUCTURAL NOTES 201� UJSEC REQUIREMENTS 5A PERMANENT CERTIFICATE IS REQUIRED TO BE COMPLETED AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE IS LOCATED (OR OTHER APPROVED LOCATION) AND LIST THE FOLLOWING INFORMATION: R-VALUES, U-VALUES, RESULTS FROM DUCT SYSTEM AIR LEAKAGE TESTING, RESULTS FROM BUILDING ENVELOPE AIR LEAKAGE TESTING (BLOWER DOOR TEST), TYPES AND EFFICIENCIES OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT. R4013. aCORNERS OF STUD WALLS ARE REQUIRED TO BE FULLY INSULATED, 202, DEFINITION OF 'INTERMEDIATE FRAMED WALLS'. atDUCTS ARE REQUIRED TO BE INSULATED 70 A MINIMUM OF R-8. R4033.1. aMECHANICAL SYSTEM PIPING le REQUIRED TO BE INSULATED TO A MINIMUM OF 19-6. R403,4. 1H07 WATER PIPES ARE REQUIRED TO BE INSULATED TO A MINIMUM OF R-3. R40353 579E DWELLING IS REQUIRED TO BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING 5 AIR CHANGES PER HOUR (UNLESS A MORE STRINGENT REQUIREMENT IS MANDATED IN ORDER 70 ACHIEVE THE ADDITIONAL REQUIRED CREDITS. R402.4.12. 5MECHANICAL DUCTS ARE REQUIRED TO BE SEAL TESTED IN ACCORDANCE WITH 40332. TESTING TO COMPLY WITH WSU RS-33. 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. TYPE OF CONSTRUCTION V B I UNPROTECTED WOOD FRAME (EXAMPLES OF CONSTRUCTION ARE SINGLE FAMILY HOMES AND GARAGES. THEY OFTEN HAVE EXPOSED WOOD SO THERE IS NO FIRE RESISTANCE.) PUILDINCI CLASSIFICATION 3. THE CONTACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUC7UES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDIANTING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF ENGINEER 5. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANT OTHER SPECIFIC DETAIL CALLED OUT 6. GOORDIA7E WITH MECHANICAL, PLUMBING, AND ELECTICAL REQUIREMENTS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, AND PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK 1. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT -"- SHALL BE SWAY OR LATERALLY BRACED. REVISIONS No Manaea snail at mane mine scope of w rx kw,la 3 0 0' normal of the oTukw,ia Building Ded,e,an NOTE: Revisions w,k require a new plan submittal and may include additional plan review, RESIDENTIAL GROUP R-3 OCCUPANCIES WHERE THE OCCUPANTS ARE PRIMARILY PERMANENT IN NATURE AND NOT CLASSIFIED AS GROUP R-I, R-2, R-4 OR I. BUILDINGS AND STRUCTURES OF AN ACCESSORY CHARACTER AND MISCELLANEOUS STRUCTURES NOT CLASSIFIED OCCUPANCY SHALL BE CONSTRUCTED, EQUIPPED AND MAINTAINED TO CONFORM 70 THE REQUIREMENTS OF THIS CODE COMMENSURATE WITH THE FIR'c AND LIFE HAZARD INCIDENTAL TO THEIR OCCUPANCY. (2a) AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2A: COMPLIANCE BASED ON 12402.4.12: REDUCE THE TESTED AIR LEAKAGE TO 3.0 AIR CHANGES PER HOUR MAXIMUM (3a) GAS FURNACE: AIRQUE87 VC 91 SERIES MODEL NO.: G0MAE0802120A EFFICIENCY: AFUE 913 (5a3 ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. (5c) HOT WATER HEATER: RINNAI - SKI 981 RINNAI MODEL NO) REU-KB3231FH1D-US TANKLESS WATER HEATER W/ EFFICIENCY RATING OF .96 PRESCRIPTIVE ENERGY CODE Prescriptive Energy lode (ompbance tor All Climate Zones in Washington Project Information Contaclnknnation ,T,4k4vitac2Jij 0.0IPTIMMINAW, rf t, This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the sl a of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Zpaluei R-Value" U-Factor° Fenestration U-Factor° n/a 0.30 Skylight U-Factor rile 0.50 Glazed Fenestration SHGC°•" rile rile Ceiling" 49 0.025 Wood Frame Walls'^^ 21 int 0.056 Mass Wall R-Value' 21121" 0.056 Floor 304 0.029 Below Grade Wall°'" 10/15/21 int o TB 0.042 Slab° R-Value & Depth 10, 2 ft rile Table 9402.11 and Table 9402.1.3 Footnotes included o Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feel of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area, 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description is Efficient Building Envelope la 1b Efficient Building Envelope lb is Efficient Building Envelope 1c Credit{s) 0.5 1.0 20 05 2a Air Leakage Control and Efficient Ventilation 2a 0.5 PL L..eh_g, Ce, A.,I .. 26 10 ❑ 0 0.5 38 Y High Effcienc HVAC3a 1.0 11' 1, Cif V/,C Of, High Efficiency NVAC 3c 15 3d High Efficiency HVAG 3d l' 1 CM' 1,0 ❑ ❑ ❑ 1.0 5a Efficient Water Heating 5a 0.5 30 fih.tw,: Wine, , ,aping 3o 5c Efficient Water Heating 5c ,.e 1.5 0.5 U 1.5 rig no e Renewable Electric Energy Total Credits *Please ref rto Table 11406.2 for complete option descriptions 05 f ROJECT DESCIPTION: ("1200 kwh 0.0 3.50 4, FILE CO ©11�1 PAMIR Na D« r Plan review approval is Subject to errors and omissions. Approval of construction Documents noes nor authorize me v,aawn of any mooted code or ordinance Receipt of aeoroved F,e,p Cod and conditions ,s aosnowiKgeo pate PROPOSED NEW SINGLE-FAMILY RESIDENCE - RAMBLER WITH DAYLIGHT BASEMENT AND ATTACHED GARAGE AT MAIN (UPPER) FLOOR BEDROOMS: 4 BATHROOMS: 35 SHEET INDEX SEPARATE PERMIT REQUIRED FOR: ❑ Mech1Ai0N Qi Ele0dow ❑ PWmbin0 O Gas Piping , Cny°f '455 8 SHEET " '7D FOR COG,, 1PLIANC�� 1VED 202uv%Mt kwila VISION ARCHITECTURAL PLANS FLAN F EVFEW SCALE: NOT TO SCALE Al GENERAL NOTES 4 FLAN PREVIEW A2 LOWER FLOOR PLAN A3 A4 MAIN FLOOR FLAN FRONT 4 REAR ELEVATIONS RFJIFIVEO CITY OF TUKWILA 45 RIGHT 4 LEFT ELEVATIONS JUN 05 2010 A6 BUILDING CROSS-SECTION PERMIT CENTER A"1 DETAILS 4 VENTILATION SCHEDULE STRUCTURAL ENGINEERING PLANS 51 STRUCTURAL NOTES 52 DETAILS S3 54 DETAILS bi -on 0 0 BASEMENT LEVEL / FOUNDATION PLAN 55 MAIN FLOOR FRAMING PLAN 56 ROOF FRAMING PLAN m GIa a PLOT DATE: 04 TYPICAL FLOOR NOTES: 1. . INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ' ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24°. SMOKE DETECTORS TO BE HARD -WIRED AND INTERCONNECTED, WITH BATTERY BACK-UP PER CODE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 6 16' O.G. (UN.O ) 4. ALL EXTERIOR WALLS TO BE 2x6 6 16' O.C. (UN.0.) 5. LOWER FLOOR HEADERS PER STRUCTURAL 6 1'-0' AFF. (UN.O.I 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT. 1. DOOR SIZES NOTED ARE SLABS NOT ROUGH OPENINGS 8. PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. 9. PROVIDE SOLID BLOCKING OVER SUPPORTS. '10 WHEN THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED 50 THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OF 42. GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE, II. PROVIDE FIREBLOGKING TO GUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STOIRE3, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL CONSIST OF NOT LESS THAN 2° NOMINAL LUMBER OR OTHER APPROVED MATERIAL. 12. ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH ASTM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL BE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS, APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LESS THAN 6 INCHES WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE, FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW a DOOR OPENINGS -INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO -UNDER MASONRY, WOOD OR METAL COPINGS AND SILLS -CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM -WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL -AT WALL AND ROOF OR SOFFIT INTERSECTIONS -AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST 4 INTAKE OPENINGS TO BE A MINIMUM OF 3'-0' FROM PROPERTY LINE a MINIMUM 3'-0' FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4' MINIMUM 4 1/2' MAX OPENINGS IN ANY DIMENSION, OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRO R303S. 16. DUCTS FOR KITCHEN RANGES SHALL BE OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER CODE. 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX A3 REQUIRED BY SECTION R30251 a R302.92. Is. UNDER FLOOR GLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30° WIDE X IS' HIGH PATH PATHWAY. CLEANOUTS ARE ACCESSIBLE. 12° CLEARANCE REQUIRED AT LINES LESS THAN OR EQUAL TO 2', 13° CLEARANCE AT LINES GREATER THAN 2°. (UPC 101.92 I9. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIFDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, 15.308.4.1. SAFETY GLAZING. (5a) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. NOTE: THE INSULATION (MIN. 2'0' R-10 RIGID INSUL.) SHALL BE EXTENDED A MINIMUM DISTANCE OF 24' TO THE INTERIOR GARCON MONOXIpE ALARM PER IRO R315.1 AND WAG 51-50-0501 FOR NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM IN DWELLING UNITS WITHIN WHICH FUEL -FIRED APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES. SINGLE STATION CARBON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYING WITH UL 2034 AND SHALL BE INSTALLED IN ACCORDANCE WITH THIS CODE AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. SMOKE DETEGTORS A SMOKE DETECTOR SHALL BE INSTALLED IN EACH HABITABLE ROOM. A SMOKE DETECTOR SHALL BE CENTRALLY LOCATED ON EACH FLOOR. AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24', SMOKE DETECTORS TO BE 110v HARDWIRED, INTERCONNECTED, WITH BATTERY BACKUP PER IRO R3I4 WSEC 406 - FROM TABLE 406.2 - OPTION 5 HIGH EFFICIENCY WATER HEATER IS REQUIRED TO DEVELOP IS CREDITS LINE AFETY MIN. 2. 0' R-I0 RIGID INSULATION «8.-0' CLG. REC. M. 14-10' X 19'-4' 15'-3i" —GUARDRAIL ' 3'-2' UP 14 RISERS I I R302.1 UNDER -STAIR PROTECTION. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER -STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH IR INCH GYPSUM. WATERPROOF MEMBRANE ALONG BASEMENT FOUNDATION LINE OF CONCRETE ENTRY PORCH ABOVE SLAB ABO LINE OF GARAGE ABOVE IS'-6' 4 40'-0' MINIM INSUL OF FLOOR/WALL ABOVE G 5° SLD8 38RE95 « 8'-0' CLG. BEDRM. 2 II'-6' X 12-8' + 4'-4' 1-PASS 32860'- -, TUB/SHOWER 6'-I0' 42.-0' LOWER _ FLOOR FLAN SCALE: I/4' 1'-0' POSTS PER STRUCTURAL ENGINEERING 5-SHEETS LINE OF DEC MIN. 2 -0 R-10 RIGID INSULATION 8'-0' CLG. BEDRM, 3 II-6' X 73'-0' 4'-10' 2'-0', 4'-8 '-0' CLG. B8EDRM. 4 15'-8' X II'-4' TUB/SHOWER L--- LINE OFL GATE OOF MEMBRANE ALONG BASEMENT FOUNDATION 0 FRAMING a FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN BATT INSULATION PER PAN— -' Z - FLASHING --_ 081ONALM �- 1 8' MIN WOOD TO GRADE 30" MAX TOP OF SLAB TO GRADE M—I11 - TIGHTLINE—nT IFTREQUIRE0 4" DiA. PERF. FOUNDATION DRAIN 8" FND. WALL W/ INSUL. SLAB STUDS PER PLAN Pi. SILL PLATE d A.B. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN 2'-0" MIN R-10 RIGID INSULATION -4' CONC. SLAB OVER 6 MIL. 84120 V.B. OVER 4' RANULAR FILL 1-11 R-10 RIGID INSULATION I—TT,-111=VERTICAL 0 STEM WALL. PER 5-SHEETS� SCALE : I' = 2x STUDS PER PLAN ------ BATT INSULATION PER PLAN — BATT INSULATION PER PLAN 3/4' T dG. PLYWOOD 58 41 OOR GLUED a NAIL FLR. JSTS. PER PLAN FOR FLR JSTS. PARALLEL TO FOUNDATION WALL PROVIDE (I) SIMPSON A SILL re TO JST. Q P.T. SILL PLATE d AB PER SHEAR WALL SCHED -.- AND/OR FOUND. PLAN "4BAR®16'O.C. VERTICAL FURRED WALL 4 _ INSUL. PER PLAN —— NOTE: FLOOR FRAMING SHEATHING 4 ALL BSMT. WALLS TO BE IN PLACE PRIOR TO BACKFI LLING FOUNDATION WALLS MIN. 1/2" AIR SPACE — 2'-0' MIN R-10 RIGID INSULATION R-10TICARIGIDL INSULATIO VER 4' CONC. SLAB OVER 6 MIL. BLACK VB. OVER 4' GRANULAR FILL 3" CLEAR PER 5-SHEETS FRAMI1IG' a FOUNDATION DIMENSION 1/2 GWB 4' CONC. SLAB OVER 6 MIL. BLACK V.B. OVER 4' GRANULAR FILL I'-0" MN GRANULAR FREE DRAINING BACKFILL WATERPROOF MEMBRANE ALONG BASEMENT FOUNDATION 4" DIA. PERF. FOUNDATION DRAIN SCALE : I" = 8° I-4OUSE/a4RAE BS T. FND. WINDOW WELL: THE MINIMUM HORIZONTAL AREA OF THE WINDOW WELL SHALL BE 9 SQUARE FEET, WITH MINIMUM HORIZONTAL PROJECTION AND WIDTH OF 36 INCHES. THE AREA OF THE WINDOW SHALL ALLOW THE EMERGENCY ESCAPE AND REDUCE OPENING TO BE FULLY OPENED. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 05 2010 PERMIT CENTER R40228 BASEMENT WALLS BELOW -GRADE EXTERIOR WALL INSULATION USED CN THE EXTERIOR (COLD) SIDE OF THE WALL SHALL.EXTEND FROM THE TOP OF THE BELOW -GRADE WALL TO THE TOP OF THE FOOTING AND SHALL BE APPROVED FOR BELOW -GRADE USE. ABOv£-GRADE INSULATION/SHALL BE PROTECTED. INSULATION USED ON THE INTERIOR (WARM) SIDE OF THE WALL SHALL EXTEND FROM THE TOP OF THE BELOW -GRADE WALL TO THE BELOW -GRADE FLOOR LEVEL AND SHALL INCLUDE R-5 RIGID BOARD PROVIDING A THERMAL BREAK BETWEEN THE CONCRETE WALL AND THE SLAB. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEA AL ATED IN THIS PLAN /,;I 1 IZ4 rr se ti^, - AREA SUMMARY LOWER FLOOR: 1261 s.1. MAIN FLOOR: 1,405 4.6 TOTAL: 2,666 s.f. GARAGE: 656 COVERED PORCH: 45 UNCOVERED PATIO: 150 6.6 COVERED DECK: 130 B.T. • TYPICAL FLOOR NOTES: I. INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24". SMOKE DETECTORS TO BE HARD -WIRED AND INTERCONNECTED, WITH BATTERY BACK-UP PER CODE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 0 16" O.C. (UN.O.) 4. ALL EXTERIOR WALLS TO BE 2x6 0 16" O.C. (UND.) 5. MAIN FLOOR HEADERS PER STRUCTURAL 0 8'-0" APP. IUN.0) 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT. 1. DOOR SIZES NOTED ARE SLABS NOT ROUGH OPENINGS 8. PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. 9. PROVIDE SOLID BLOCKING OVER SUPPORTS. 10 WHEN THERE 15 USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OF )2. GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE. II. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STOIREB, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL CONSIST OF NOT LESS THAN 2" NOMINAL LUMBER OR OTHER APPROVED MATERIAL. 12. ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH ASTM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL HE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS. APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LESS THAN 6 INCHES WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW 4 DOOR OPENINGS -INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO -UNDER MASONRY, WOOD OR METAL COPINGS AND SILLS -CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM -WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL -AT WALL AND ROOF OR SOFFIT INTERSECTIONS -AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST 4 INTAKE OPENINGS TO BE A MINIMUM OF 3'-0" FROM PROPERTY LINE 4 MINIMUM 3'-0" FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4" MINIMUM 4 I2" MAX OPENINGS IN ANT DIMENSION. OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRC R3035. 16. DUCTS FOR KITCHEN RANGES SHALL BE OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER CODE. 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R3029.1 4 R302.92. 18. UNDER FLOOR CLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30" WIDE X 18" HIGH PATH PATHWAY. CLEANOUTS ARE ACCESSIBLE. 12" CLEARANCE REQUIRED AT LINES LESS THAN OR EQUAL TO 2", 18" CLEARANCE AT LINES GREATER THAN 2". (UPC 101.9) 15. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIFDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, R308.4.1. SAFETY GLAZING. GARAGE NOTES: I. GARAGES SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 5/8" TYPE X GWB APPLIED TO THE GARAGE SIDE. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 14" TYPE X GYPSUM BOARD OR EQUIVALENT. 2. _OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 13/8" IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 13/5" THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE SHEET STEEL OR OTHER APPROVED MATERIALS AND SHALL HAVE NO OPENINGS INTO THE GARAGE. IRC R309.1) 4. IN 8IE51140 ZONES D2, WATER HEATERS SHALL BE ANCHORED TO RESIST HORZ. DISPLACEMENT DUE TO EARTHQUAKE MOTION. STRAPPING SHALL BE 0 POINTS WITHIN THE UPPER ONE THIRD AND LOWER ONE THIRD PER UPC SEC. 5105 5. PROVIDE OUTDOOR COMBUSTION AIR FOR WATER HEATER 6. GARAGE FLOOR SURFACES SHALL BE OF APPROVED NONCOMBUSTIBLE MATERIAL AND THE AREA USED FOR THE PARKING OF AUTOMOBILES OR OTHER VEHICLES SHALL BE SLOPED TO FACILITATE THE MOVEMENT OF LIQUIDS TO A DRAIN OR TOWARD THE MAIN VEHICLE ENTRY DOORWAY. CARBON MONOXIDE ALARM PER IRC R315.1 AND WAG 51-50-0901 FOR NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL HE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM IN DWELLING UNITS WITHIN WHICH FUEL -FIRED APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES. SINGLE STATION CARBON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYING WITH UL 2034 AND SHALL BE INSTALLED IN ACCORDANCE WITH THIS CODE AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. SMOKE DETECTORS A SMOKE DETECTOR SHALL BE INSTALLED IN EACH HABITABLE ROOM.A SMOKE DETECTOR SHALL BE CENTRALLY LOCATED ON EACH FLOOR AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24". SMOKE DETECTORS TO BE II0v HARDWIRED, INTERCONNECTED, WITH BATTERY BACKUP PER IRC R31 4 WSEC 406- FROM TABLE 406.2- OPTION 5b HIGH EFFICIENCY WATER HEATER IS REQUIRED TO DEVELOP 15 CREDITS TRUSS DIAGRAM WHOLE HOUSE FAN W/ AUTO TIMER 4 MANUAL OVERRIDE GAS FURNACE: AIROUEST VC 91 SERIES MODEL NO.: G0MAE0802120A EFFICIENCY: AFUE 91% RINNAI RU 981 TANKLE55 WATER HEATER W/ EFFICIENCY RATING OF .96 g,_0" 2' 6" 6"1.2'-10' 5646 6LD EGRESS LINE OF WALL BELOW MSTR. STE. I2-0" x 15'-4" PROVIDE MIN. 22530" ATTIC AGCE66 IN64LATE AND WEATHER 6TRIP LF ABOV UNDRY 21'-0" HALL 4'-II" H. GUARDRAIL OR HALF WALL �c9oc(9c300(3) DN. 14 RISERS MINIMUM R-21 INSULATION, T'AP. 11' 40'-0" MINIMUM R-2I INSULATION, TTP. 5458 SLDR `R 5-8148DING OPENINGS BETWEEN THE GARAGE AND :RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3" INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS, EQUIPPED WITH A "'SELF, CLOSING DEVICE. PER R302.5.1 PROVIDE ONE (1) HOUR FIRE. 6EPARATION FOR LIVING AREAS ADJACENT a ABOVE NOTE: GARAGE/DWELLING SEPARATION ON THE GARAGE SIDE OF WALLS AND CEILING WITH MIN. 12" GWB AND 5/8" TYPE 'X' GWB AT CEILING WITH HABITABLE ROOM ABOVE (TABLE R3026). SAFETY GLASS 0 GARAGE DOOR (8 '86.031 TsAKAGE UvuK. LIGHTWEIGHT STONE -111S.: - VENEER, TYP. E1: CONCRTETE DRIVEWAY 16'-0" 20'-0" 55'-6 ATH'111a 9TgY FRYER ARCH. ABC/ 4'-0" / 4'-0" 8'-0" MAIN FLOOR FLAN SCALE: I/4" = 1'-0" 3'-0" POSTS PER STRUCTURAL ENGINEERING 6-SHEETS GUARDRAIL 0 36" H. APP. 8'_41.. 2X DECKING COVD DECK _13'-0" X 10'-0'- es' SAD. SAFETY GLASS LINE OF WALL BELOW BUILT-IN CHINA CABINET DINING COFFERED CLG. r"-6LirTHIC CID= 0" CLG. THIS SIDE' 3'-8" 2'-6 EATING BAR , II'-O" CLG. LIVING RM. CANTILEVER 6 fi SLDR G®I0 PIC. HEADER 0 9'- CONCRTETE WALKWAY CORREQTION LTR# RECEIVED CITY OF TUKWILA JUN 21 2019 PERMIT CENTER 01' REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION (941 ALL SHOWER-1E4D AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR L SS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANT OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN AREA SUMMARY LOWER FLOOR: MAIN FLOOR: TOTAL: GARAGE: COVERED PORCH: UNCOVERED PATIO: COVERED DECK: 1,261 1,405 2,666 656 45 150 130 B Project # 17140 Sheet A3 ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING < HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY a WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.RC. CHAPTER 70 3. CAULK ALL EXTERIOR JOINTS a PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. R103.4 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.C. RS032 a R3031.1 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR e GARAGE -INTERIOR DOORS. 1. PROVIDE CONTINUOUS GUTTERS a DOWNSPOUTS o ALL EAVES, TYP. 8. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4" HEIGHT, 12. STROKE WIDTH AND CONTRASTING BACKGROUND. a PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R303.1 a 303.8 10, SEE SHEET Al FOR ADDITIONAL NOTES. II. PROVIDE SURFACE DRAINAGE 6" : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R4013 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR 280' 218' 214' 212' 210' 266 0 280' - 218' 216' 214' 212' 210' 0 MAXIMUM HEIGHT a 302' (30') MAXIMUM HEIGHT ® 302' (30') PL.o GA CONT. METAL GUTTER) ON 5/43,8 FASCIA BOARD TYP. ARAGE SLAB s 216' CONCRETE DRIVEWAY LIGHTWEIGHT ST VENEER TYPICAL AVERAGE GRADE a 212' TYP WRAP -ROUND COLUMNS, TYP. F ONT (EAST) EvATION TOP OF RI CONT. METAL GUTTER ON 5/4k8 FASCIA BOARD TYP. HARDIE PANEL SIDING, TYP. LAP SIDING CORNER TRIM FINISH GRADE SOFFIT, VENT a INS 1 ATF CANC'L_ W/ R-30 INSUL. AVERAGE GRADE ® 212' CONCRETE ENTRY PORCH LOWER FLOOR SCALE, I/4" = MAXIMUM HEIGHT a 302' (30') MAXIMUM HEIGHT s 302' (30') TOP OF RIDG PL. * MAIN FLOOR LAP SIDING CORNER TRIM GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED LOAD-OF-200 Jbe-APPl1ED-AT ANY POINT ALONG THE RAIL IN ANY DIRECTION. PER TABLE R3015 MAIN-FLOOR-*21T5` PL. ® LOWER FLOOR LINE OF GRADE BEYOND WINDOW WELt— AVERAGE GRADE m 212' POSTS PER STRUCTURAL ENGINEERINGSSAEETE LOWER FLOOR Iti 1 SAFE- GLA 6,12 CONC. PATIO REAR .CkIES-6ELEv4TION SCALE: 1/4" _ E J( REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION LINE OF GRADE BEYOND AVERAGE GRADE ® 212' 280' 218' 216' 214' 212 210' 268' 266 RECEIVED CITY OF TUKWILA JUN 21 2019 PERMIT CENTER N a ka 10 m0 od Project#: 17140 Sh A4 3 MAXIMUM HEIGHT a 302' (30') MAXIMUM HEIGHT m 302' (30' ELEVATION NOTES. VERIFY SHEAR WALL NAILING 4 HOEDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. CHAPTER 10 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. R103A 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.RC. RS032 4 RS032.1 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 1. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS e ALL EAVES, TYP. a. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4" HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. e. PROVIDE STAIRWAY ILLUMINATION PER I.RC. R303.1 4 303.8 10. SEE SHEET Al FOR ADDITIONAL NOTES. II, PROVIDE SURFACE DRAINAGE 6" : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R4013 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR 280' 215' — 216' 214' — 212' — 210' 260' 216' 216' 214' 212' 210' 268' ID TOP OF RID L. m LIVING/KIT, LAP SIDING COMP. SHINGLES TYP 6:12 CORNER TRIM LIGHTWEIGHT STOT VENEER, TYPICAL MAIN-^r4OOR-e-211 COMP. SHINGLES TYP. 6:12 COMP. SHINGLES TYP. 0 PL e MAIN FLOOR CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED LOAD OF 200 lbs. APPLIED AT ANY POINT ALONG THE RAIL IN n 0 ANY DIRECTION. PER TABLE R3015 A RADE PL. e LOWER FLOOR SOFFIT, VENT 4 JNSULATE_CANT'i W/ R-30 INSUL. AVERAGE GRADE e 212' 1 _I LAP SIDING IGHT m 302' (30') PL. m MAIN CORNER TRIM AVERAGE GRADE m 212' POSTS PER STRUCTURAL ENGINEERING-SSHEETS- LOWER FLOOR IGk (NORTI-1)i ELEVATION SCALE: 1/4' = I'-0" CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. GUARD RAILS MUST BE ABLE TO WITHSTAND A CONCENTRATED — --LOAD o.200-ibs-APPLIED-AT----_ U•III! ANY POINT ALONG THE RAIL IN ANY DIRECTION. PER TABLE R3015 --MAIN'FLOOR e-2115' --LOAD 6:12 COMP. SHINGLES TYP. 6:12 LOWER FLOOR AVERAGE GRADE a 212' LOWER FLOOR 6:12 =OM �I EXISTING GRADE MAXIMUM HEIGHT a 302' (30') AL.m GA AIN FLOOR LEFT (SOUTH) )ELEVATION SCALE. 1/4" = I'-0" LIGHTWEIGHT STON 3 — VENEER. TYp10AL _ TYP A SLAB a 216' AVERAGE GRADE e 212' ntVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVER CITY OP TUKWILA JUN 21 2019 PERMIT CENTER MAXIMUM HEIGHT a 302' (30') MAXIMUM HEIGHT a 302' (300 REQUIRED SAFETY GLAZINCz LOCATIONS: I. GLAZING N SWINGING DOORS EXCEPT LOUVERED WINDOWS AND JALOUSIES COMPLYING WITH IRC R3082. 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING AND ENFOLD CLOSET DOOR ASSEMBLIES. 3. GLAZING IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS 5. GLAZING IN DOORS, WALLS, FENCES AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHROOMS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LESS THAN 60' ABOVE ANY STANDING OR WALKING SURFACE. EXCEPTION: OPENINGS THROUGH WHICH A 3' SHPERE 15 UNABLE TO PASS. 6. GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL IS WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60' ABOVE THE WALKING SURFACE. EXCEPTION: WHERE THERE IS AN INTERVENING WALL OR PARTITION BETWEEN DOOR AND GLAZING OR WHERE THE DOOR ACCESSES A CLOSET 3' OR LESS IN DEPTH, T. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, WHEN ALL OF THE FOLLOWING APPLY: T.I EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SF. 12 BOTTOM EDGE LESS THAN I8' ABOVE THE FLOOR 13 TOP EDGE GREATER THAN 36' ABOVE THE FLOOR 'L4 ONE OR MORE WALKING SU3ACES WITHIN 36' HORIZONTALLY OF THE GLAZING. EXCEPTION: WHERE A PROTECTIVE 1-1/2.-WIDE BAR IS INSTALLED ON THE ACCESSIBLE SIDE OF THE GLAZING 34' - 38' ABOVE THE FLOOR AND IS CAPABLE OF WITHSTANDING A LOAD OF 50 LBS PER LINEAL FOOT OR WHERE THE BOTTOM EDGE OF THE GLASS IS 25' OR MORE ABOVE GRADE, A ROOF, WALKING SURFACE, OR OTHER HORIZONTAL SURFACE. 5. GLAZING IN RAILINGS REGARDLESS OF AREA OR HEIGHT ABOVE A WALKING SURFACE. INCLUDES STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS. 9. GLAZING IN WALLS AND FENCES ENCLOSING INDOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS, AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60' ABOVE A WALKING SURFACE AND WITHIN 60' HORIZONTALLY OF THE WATER'S EDGE. THIS WILL APLY TO ALL SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING. 10, R3084b GLAZING ADJACENT TO STAIRS AND RAMPS. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36 INCHES (9I4 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED TO BE A HAZARDOUS LOCATION. EXCEPTIONS: I. WHERE A RAIL IS INSTALLED ON THE ACCESSIBLE SIDES) OF THE GLAZING 34 TO 38 INCHES (864 TO 965 MM) ABOVE THE WALKING SURFACE. THE RAIL SHALL BE CAPABLE OF WITHSTANDING A HORIZONTAL LOAD OF 50 POUNDS PER LINEAR FOOT (230 NRt) WITHOUT CONTACTING THE GLASS AND HAVE A CROSS -SECTIONAL HEIGHT OF NOT LESS THAN II/2 INCHES (35 MM), 2. GLAZING 36 INCHES (914 RIM) OR MORE MEASURED HORIZONTALLY FROM THE WALKING SURFACE. II. R308.4.1 GLAZING ADJACENT TO THE BOTTOM STAIR LANDING. GLAZING ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE GLAZING I5 LESS THAN 36 INCHES (914 MM) ABOVE THE LANDING AND WITHIN A 60-INCH (1524 MM) HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING SHALL BE CONSIDERED TO BE A HAZARDOUS LOCATION. EXCEPTION: THE GLAZING IS PROTECTED BY A GUARD COMPLYING WITH SECTION AND THE PLANE OF THE GLASS IS MORE THAN 18 INCHES <451 MM) FROM THE GUARD. 4X4 OF +2 POST AT EFT O.G, ATTACHED TO 212 J015T5 W/ (2)1E DIA. x 6' LONG THRU BOLTS W/ NUT AND WASHERS 10.1 COMMON NAILS BOTH SIDES STAGGERED AT 6' 0. SECTION - HALF WALL FRAMINC1 216' 214' - 212' - 2T0' - 268' - TOP OF RID PL.. MAIN FLOOR FINISH PER ELEVATION OVER 1/2' GDX OR OSB. OYER15Jb_FELTDYER R-21 INSULATION L- M4I1•4-FLOOR-.'21457 PL.. LOWER FLOOR 2x6'517U1D516" O:C- W/ R-2I INSULATION TYP AVERAGE GRADE m 212' LOWER FLOOR FOOTINGS PER ENGINEER S-SHEETS 205 IRC SECTION R502J1 FIREBLOCKINC4 IN COMBUSTIBLE CONSTRUCTION, FIREBLOGKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS(BOTH VERTICAL AND HORIZONTAL) AND TO FORT AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: U IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: A) VERTICALLY AT THE CEILING AND FLOOR LEVELS. B) HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. 2) AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3) IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SECTION R302.1. 4) AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5) FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE SECTION R1003.19. 6) FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION, FIRE BLOCKING MATERIALS SHALL CON515T OF MATERIAL LISTED IN SECTION R302.11.1. LOOSE -FILL INSULATION MATERIAL SHALL NOT HE USED A5 A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FOR": 1 AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED, DRAFTSTOPPING: WHEN THERE IS USABLE SPACE BOTH ABOVE AND BELOW A CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED 50 THAT THE AREA OF THE CONCEALED SPACE DOE5 NOT EXCEED 1000 SQUARE FEET. DRAFTSTOPS SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. DRAFTSTOPPING MATERIALS SHALL CONSIST OF MATERIALS LISTED IN SECTION R302.12.1. DRAFTSTOPPING MATERIALS SHALL NOT BE LESS THAN 1 INCH GYPSUM, 3/8 INCH WOOD STRUCTURAL PANELS OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. THE INTEGRITY OF THE DRAFTSTOPS SHALL BE MAINTAINED. 2X6 16' 00 STUD HALF -WALL THRILL W/ CONTINUOUS 2X6 CAP PLATE. TYPICAL ROOF CONSTRICTION ARCH, LAM, COMP. ROOFING OVER I5' ROOFING FELT OVERT/2' CDX OR 1/16' 055 5HT'G (CCX PLYWD AT EXPOSED EAVES) MFG. ROOF TRUSSES e 24' O.G. -02 GW.B!' TYP. REC. RM. 4' THICK CONC. SLAB'— --'•1JYER £ COMPACTSAND AND GRAVEL BASE. . ATTIC MANUFACTURED 1RI55E5 e 24'OG. AMON MIN. 2' 0' R-I0 RIGID INSULATION m PERIM. BUILDING CROSS-SECTION ',4' SCALE: 1/4' = SECTION 312,12: RODENT PROOFING: STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED 50 THAT NO OPENING EXCEEDS I/2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1: METER BOXES SHALL BE CONSTRICTED IN SUCH A MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING, 313j2,_122: METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312123: TUB WASTE OPENINGS. TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING GREATER THAN 1/2 OF AN INCH IN THE LEAST DIMENSION. • 2015 UNIFORM PLUMBING CODE WITH WASHINGTON STATE AMENDMENTS (UPC) 10d COMMON NAILS STAGGERED AT 6' O.G. 5/8' TYPE 'X' G.WB. TYP. ® GARAGE CEILING W/ LIVING SPACE ABOVE .. 4' GONG. OVER. 6 MIL (BLACK) VB. OVER # GRANUL4+RElLC' -- 6arE'a[' Iv c;71.-DVI/R0 -�" / MAIN FLOOR GARAGE SLAB e 2 I ilt tag*: 6 MIL (HLACK) VB. AVERAGE GRADE a 212' WATERPROOF MEMBRANE ALONG BASEM€NT'FOUN0AT10N FOOTINGS PER ENGINEER 5-SHEETS TRUSSES PER MANUFACTURER LAUNDRY HALL PDR +9' 0' CEILING PLATE + 11'-0' CEILING PLATE 24'-lO' 6 KITCHEN CONT. DBL. TOP PLATE R-10 RIGID INSULATION (SHADED EXTERIOR SIDE OF WALL 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER NOT TO SCALE HEADER/INSULATION DETAIL 2XI0 12" TRUSS DIAGRAM 'B' SCALE: UPPER FLOOR EXTENDED FIRE SLOP AT SOFFIT. ' PLYWOOD FIRE BLOCK (2X LUMBER OR j' DRYWALL ALSO PERMITTED), 2 x a I/2' DRYWALL J51-5 PER PLAN m MAIN FLOOR REV:EVrau r3H CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKCWILA JUN 05 2010 PERMIT CENTER NOTE: CONTRACTOR TO VERIFY ALL DIMEN510NS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK_ DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR (HANDRAIL GRIP SIZE PE IRC R31156.3J V4' DIA MIN_ - HANDRAIL , CONY. FOR FULL LENGTH OF STAIR N NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL (MEMBERS TO BE SUCH THAT A SPHERE OF 4" DIA. SHALL NOT PASS THROUGH ANY OPENING NOTE: GREATEST AND LEAST TREAD a IMER SHALL NOT VARY MORE THAN 3/a' (PER IRC R31153.1 a R311.5.32) HANDRAILS PER RG R31156 BALUSTERS TO GONFOR TO IRC R3122 P'6' R MIRCIN STAIRW1 AY WIDTH ER3115 TR10' EAY,IN,_D PT X4 THRUST BLOCK/ GALV 16d GONG. NAILS R 0 C. CONC. SLAB'.; 3_ INTERIOR STAIR UJ/ SLAB gSID ' PLYWOOD RISERS (3) 2 X 12 STRINGERS TYP. UNDER STAIR HANDRAI -SU 28 5 LOPED EQUAL - BEAM PER PLAN BELOW STAIR INSTALL IA' GL)B. 0 CEILING a WALLS (3) PT. 2XI2 STRINGERS NOTE: DELETE P.' WHERE OK'D BY BUILDING INSPECTOR USE NERVASTOHL MOISTURE BARRIER BTU.N. STRINGER r SLAB PARTITION RAILING IRE BLOCKING 0 MID -SPAN NOT TO 5CALE ANDGRIP SECTION BTWN II"82" _'PART, BD. BULLNOSE HANDRAIL -' TREADS GLUED 8 SCREWED (INSTALL AFTER ROOF ON) NG, (VERIFY srYLE) BALLUSTR R PARTITION FOR eALLUSSHOE TERS R qX.) AIL �1 NOSING OF TREAD 2 X 12 STRINGER 2 X BLOCKING PROVIDE M N. 36" CLEAR WIDTH AT STAIRWAYS TRIANGULAR OPENINGS FORMED BY THE RISER, TREAD AND BOTTOM RAIL AT THE OPEN SIDE OF A STAIRWAY SHALL BE OF A MAXIMUM SIZE SUCH THAT A SPHERE 6-INCHES IN DIAMETER CANNOT PASS THRU. STAIR 4 RAILING DETAIL INSULATION PER PLAT 2X STUD WALL H2" CDX PLYWOOD SHEATH MG •._....................... 2 LAYERS GRADE D BLDG. PAPER WEATHER RESISTANT BARRIER CORROSION RESISTANT (GALV ) METAL LATH ADHERED STONE VENEE TYPE TR MORTAR JOINT TYPE 'N" MORTAR --- SEATING BED 26 GA GALV. CORROSION RESISTANT WEEP SCREED -OVERLAP BLDG. 2 PAPER -LATH TO COVER 4 E FOUNDATION WALL A' 11l'R (SCREED TO GRADE) �- 2' MIN. (SCREED TO PAVEMENT) 4' MIN. ABOVE THE EARTH, 2° MIN. ABOVE PAVED AREAS, AND }' MINIMUM ABOVE EXTERIOR WALKING SURFACES, PER IRC R103.12.1. ADHERED VENEER 0/ SHEATHING VENTILATION SCHEDULE 2015 WASHINGTON STATE ENERGY CODE I M1507.3.3(1) &(2) SYMBOL LOCATION MINIMUM FAN REQUIREMENTS d.. l� A Baih, Powtler, Laundry Min, 50 cfm @ 0.25' WG 4 B Kitchen MO.(Ran9e 100h0atl or efm @ 0.25" WG down draft exhaust fan rated at m n.100 cfm at 0.10' WG may be used for exhaust fan requirement.) *Whole C House Fan MIN CFM - 75 MAX CFM - NO MA M1507.3.3(1) (based on 2,666 cf. floor area & 4 bedrooms) lowrating @ 0.25" WG 'hole house fans located 4 ft. or less from interior grille to hate a sone rating of 1.0 or less measured @ 0.1" WO, per IRC M1507.3.4 INTERMITTENT WHOLE -HOUSE MECAHNICAL VENTILATION PER M1507.3.3(2) 75 CFM X 1.5 (66%) = 112.5 CFM INTERMITTENT WHOLE - SE FAN AT 65% 1.5 FACTOR RUNTIME PERCENTAGE HOUSE IN EACH 4-HOUR SEGMENT PER M1507.3.3(2) "Ali fans to tent to outside "AII other requirements of 2015 IRC • CONTINUOUS FAN OPTION PER TABLE IRC M150133(1) 2015 WHOLE HOUSE VENTILATION OPTION 1 - INTERMITTER WHOLE HOUSE VENTILATION USING EXHAUST FANS A. • (15 CFM I EXHAUST FAN FLOW RATING PER TABLE M15052 • FAN CONTROLS: 24 HOUR CLOCK TIMER WITH CAPACITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL 4 ACCESSIBLE. • WHOLE HOUSE FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL HAVE A SONE RATING OF 1.0 OR LESS AT 0.1 INCHES W.G. B. 15 CFM X 15 (65%) = FACTOR) RUNTIME PE MI50133(22 INTERMITTER WHOLE -HOUSE FAN # 66% (1.5 E IN EACH 4-HOUR SEGMENT PER IRC • INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE PER TABLE IRC M150133(2) • KITCHEN HOOD MINIMUM EFFICIENCY OF 26 01004tt • BATHROOM FANG MINIMUM EFFICIENOY OF 28 con/wan. Horizontal Discharge Termination 12" or 21" Depending On Wall thickness May insert Vent between Ell and Tankless or Ell can install at top of Tankless (4" X 24" Gas Flex Connector NNAI - RU951 MODEL NO.: REU-KB3231FFUD-US) ULTRA SERIES 14 <(.0SS WATER HEATER • ENERGY STAR) QUALIFIED • ENERGY FACTOR OF .95 FOR NATURAL GAS AND PROPANE • BUILT-IN RINNAI GIRO-LOGICTI'1 RECIRCULATION PROGRAM CYCLES AN EXTERNAL PUMP AT PRE-SET INTERVALS AND TEMPERATURES TO MAXIMIZE EFFICIENCY AND COMFORT ENHANCED SCALE DETECTION LESSENS POSSIBILITY OF SERIOUS, LONG-TERM DAMAGE TO UNIT TEMPERATURE LOCK FUNCTION PREVENTS ACCIDENTAL OR UNAUTHORIZED CHANGES TO WATER TEMPERATURE NOT TO SCALE RINNAI TANKLESS UJATER HEATER GLAZING SCHEDULE ROOM # OF LENDS. WED. W LEND. MANUF. FRAME TYPE WDW TYPE MODEL N0. AIR GAP LO-E U-VAL. (1) AREA UA LOWER FLOOR ®®-MILGARD VINYL MEMO IMMZEM 800®MILGARD VINYL ®EE ®®®SLIDER MEM�® ®IE IIMMIIIMEEIMEMIMMIZEIBE E�IES E®EN ME5.00®MILGARD ® sY.MEEZME EM 0.00 9.00 )R 4 AIN FLOOR 6.00 ILGARD MISEIMIE IMEIIEEINMMCI KITCHE DINING 5600 6.80 0.00 9.00 0.00 9.00 20.00 6.00 MEE= 5120 1/2" AIR YES KB®® i 50 M ® I���®m ®9.00®i ®®M ® ^"'R®IE®mMEMEL N vOD 4.5p MILGARD EMI 5120 ®AIR®-�- 600 600 MILGARD ®SLIDER 5120 ®AIR ®- 36.00 10.80 -®®MILGARD ®®®®M®- 48.00 MIMI EIIMEMEEMM EEMOIMEMCIEEINEEM 48.00 ISMIEEMEEMMEMZIEEEMEMMEIMEMEN 6.00=II ESIMMEMEMIMMEMZEEIMEIMIMIESI ®®®MILGARD ®®EIE®mMIIII- ILGARD ILGARD IR ES DOORS WITH MORE THAN 50%GLASS 6.00 0.80 6.00 0.80 W ND. TOTAL: 450.50 135.15 ------_---_-- SKYLIGHTS AND SKYWALLS DOORS WITH MORE THAN 50% GLASS -TOTAL: AVG. U-VALUE (VERTICAL GLASS): -- ------- LIGHTWEIGHT STONE VENEER TYP. CONCRETE ENTRY PORCH CONCRETE WALKWAY AY 4 GA. G.I. FLASHING GLAZING %= TOTAL I HEATED AREA AVG. U-VALUE = UA TOTAL (TOT 2) = AREA TOTAL (TOT. 1) SKYLIGHT TOTAL:` AVG. U-VALUE (OVERHEAD GLASS): AREA UA 450.50 S.F. _ 2666E0 S.F. 135.15 UA = 450.50 A TOTAL 1 TOTAL 2 ` 16.90% 0.30 U-VALUE WINDOWS SKYLIGHTS, AND SLIDING DOORS: AIR LEAKAGE OP FENESTRATION. WINDOWS, SKYLIGHTS AND SLIDING GLASS DOORS SHALL HAVE AN AIR INFILTRATION RATE OF NO MORE THAN 03 CFM PER SQUARE FOOT (I.5 L/S/M2), AND SWINGING DOORS NO MORE THAN 0.5 CFM PER SQUARE FOOT (26 L/S/M2), WHEN TESTED ACCORDING TO NFRC 400 OR AAMANIDMA/GSA 101/1.52/4440 BY AN ACCREDITED, INDEPENDENT LABORATORY AND LISTED AND LABELED BY THE MANUFACTURER WSEC R402.43 FINISH FLOOR, TYP. FLOOR JOISTS FEB FLAN CRAWL SPPACE NOTE: R311.15.1 RISERS. THE MAXIMUM RISER HEIGHT SHALL BE 1-3/4 INCHES (196 M(1). THE RISER SHALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE ADJACENT TREADS. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/5 INCH (9.S EIM). RISERS SHALL BE VERTICAL OR SLOPED FROM THE UNDERSIDE OF THE NOSING OF THE TREAD ABOVE AT AN ANGLE NOT MORE THAN 30 DEGREES (0.51 RAD) FROM THE VERTICAL. STAIR ' ENTRY PORCH NOT TO SCALE SINGLE STEP GARAGE SLAB FLOOR Trig System Size: Washington S Tbtor sed nePrez v he20vngaaoga scaleulator.nu cataulate heating loads only. ACCA procedures for si co mg syst6 Cods 0 be used to eeteemme cooling Ina(vnn0mv) end door portion of this calwlator assumes Ne installed glazing and door ro3ucts havean area weighted average U-lactorm 0 ThP. q t in " s 1,11,01 29,5 WSEC, section,oul all of the ,er, drop -downs and boxes... ere to your project. As you make selections in Prop -downs for each ao not see the selec y need in the aropdawa opuo ,p se call the WSU Energy E.tensian eO(360) 956-P0Az for assistan�e HttV Is ) Corga 466186661561156661.406666636.61142.111011613 H 44 esch sec.,, pia ya cursor on the woo Instruction, Design Temperature m:trrn"n........,_...,,e,.,....,._.,..._,.......�,....y= o ego Temperature oOeren. (AT) Areas Busman CondFloor Area '"-'l'""o"- COntlitioned roar Area (WO reight Average (hCeiling Ayerag um, eobHeight PP Ginnin antl Doors SiwligMY 1 1t1on Attic Single Barter o Mao. Grade wails rwc. mara:.was PZUm.. ,ry Floors Below Grade W eum n. e Slab on Grade emPa Inwv_xana location of Ducts r<o'aleaJ Lu Fac1 51 Vewme 0.30 4st 11 ono (, „,,.:41 0-Factor UA 135 15 UA ,01.11 th UA 0.042 138481$7L841 SSW X Duct Leakage Caenldea 1.10 Sum of UA Enytep,a,81ept Load Mr Leakage Heat Load Volume, 0.0X,X.010 ev lama Design Heat toed 384.42 11.258 Nu (Hour 20,41 Btu (Hour Building a. Ou Load ROOF VENTILATION MAIN ROOF Standard Truss/ Scissor Truss Roof Framing Assembly: Roof Area : Ventilation Required: 2292 s.f. 2292 s.f. x 144 s.i. / s.f. (300 = 1100.2 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 8. above eave vents Eave Ventilation: Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided 0 4.71 s.i. / Lf. - 25% reduction = 1100.16 s.i. J 2) s.i. per I.f. = 156 Lf. birdblocking. Ventilation = 551.07 s.i. is greater than 3.53 s.i. (I.f, 155.72 I.f. 551.07 s.i. 550.08 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = Upper Ventilation Req'd = Proode: Ventilation Prodded = 49 S.I. each - 25% screen reduction = 1100.16 s.i. (2 / s.i. of each vent = 15 -7"x7" roof jacks. Ventilation = 551.25 s.i. is greater than 36.75 s.i. each. 14.97 vents 551.25 s.i. 550.08 s.i. Req'd Use : (minimum) Use : (minimum) 156 I.f- birdblocking. Ventilation = 15 -7"x7" roof jacks. Ventilation = 551.07 s.i. 551.2 s.i. Total Min. Ventilation Provided = 1102.32 s.i. IS GREATER THAN : 1102L7 Ef t REVIEWED FOR CODE COMPLIANCE AHHR0VED NOS 30 2020 City of Tukwila BUILDING DIVISION FINISH SLOPE RECEI CITY OF T JUN 05 -010 PERMIT C ENTER OT TO SCALE ILA R w WMtT IANCE APR ED CERTIFICATE (WSEC R4013y NUS 4 AND Ci Of Tuk 1I NG DI A PERMANENT CERTIFICATE SHALL BE COMPLETED POSTED ON OR WITHIN THREE FEET OF ELECTRICAL DISTRIBUTION PANEL. THE CERTICATE MUST LIST THE FEATURES OF THE STRUCTURE. p4O1S (IUSEC R40322): WSU SPECIFIED. WSEC EQUAL TO WHEN (25 Pa) NOTES TO DUCTS MUST BE LEAK TESTED IN ACCORDANCE WITH RS-33 USING THE MAXIMUM DUCT LEAKAGE RATES DUCT TIGHTNESS MUST BE VERIFIED BY EITHER THE POSTCON6TRUCTION TEST OR ROUGH -IN TEST PER R40322, TOTAL LEAKAGE MUST BE LESS THAN OR 4 CFM PER 100 SF. OF CONDITIONED FLOOR AREA TESTED AT A PRESSURE DIFFERENTIAL OF 0.1' LUG. ACROSS THE ENTIRE SYSTEM. PROVIDE GENERAL ADDRESS THIS REQUIREMENT. PER WSEC R402.4, THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE, THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL (R402.4.12). PER WSEC R40311, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE. PER WSEC R404.1, A MINIMUM OF 15 PERCENT OF THE LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURE& SHALL BE HIGH -EFFICACY LAMPS - DUCTS (503.10.1) INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOOR OR CEILING CANNOT DISPLACE REQUIRED INSULATION. • BUILDING CAVITIES CANNOT BE USED A5 DUCTS DUCT TESTING (503.102) • DUCTS LOCATED OUTSIDE THE CONDITIONED SPACE MUST BE TESTED. 019 a 1 ON GENERAL NOTES THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE PRESCRIBED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE IS THE 50LE RESPONSIBILITY OF THE GENERAL CONTRACTOR THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED 10 JOBSITE SAFETY: ERECTION MEANS, AND SEQUENCES: TEMPORARY SHO:RNG, FORMWORK, AND BRACING: USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS, AND WORKMANSHIP SHALL COM1FOR1 TO THE 2015 NTERNATIOAL BUILDING CODE (IBC/ AND SEI/ASCE 1-10'MINIMUM DESIGN LOADS FOR WILDING AND OTHER STRUCTURES AS AMENDED BT LOCAL JURISDICTION PROJECT LOCATION: GPS LOCATION: 41359568 LAT.,-122.464822 LONGIT. SITE ADDRESS: PARCEL 681420-1030 LOT 3, TUKWILA, WA 98118 STRUCTURAL DESIGN CRITERIA (CH.16) LATERAL FORCES: I. WIND ( IBC 1609 4 ASCE 60 W II. SEISMIC ( IBC 1613 4 ASCE II0-130 l: 110 MPH WIND SPEED (sit) 85 MPH WIND SPEED (540/ EXPOSURE - B IMPORTANCE FACTOR I4 = 1.0 WIND SPEED UP: KZ4=100 SEISMIC DESIGN CATEGORY - D2 OCCUPANCY RISK - II 2% PE M 50 TR (2006 LAT-LON) USGS-CD: 02 SEC. (Se) I300g MID SEC. (51) 0.459g VERTICAL FORK Ste -_GRAVITY ( IBC 1601 4 TABLE 1601.1 ) VERTICAL LOADS: DEAD LOAD LIVE LOAD RDL'F ACTUAL 25 PSF SNOW (OR PER LOCAL JURISDICTION) FLOC) IIMEMII 40 00F GARAGE ACTUAL 50 00F (or 30004 (IOEEL LOAD) DECK ACTUAL 60 PSF 18 ^UJ55URACE INVESTIGATION SHALL 5E REQUIRED PER 18032: FOUNDATION DESIGN SHALL BE BASED IN THE ABSENCE OF A SOILS REPORT, THE PRESUMPTIVE LOAD BEARING VALUES DETERMINED BY LOCAL JURISDICTION OR PER 15C TABLE 18062 SHALL 5E USED: I. SOIL BEARING PRESSURE 2. ACTIVE PRESSURE - RESTRAINED 3. ACTIVE PRESSURE - UNRESTRAINED 4. PASSIVE RESISTANCE 5. COEFFICIENT OF FRICTION 6. LOCAL FROST DEPTH 1500 P5F 45 PCF 35 PCF 250 PCF 035 12 NCH ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED 'STRUCTURAL BACKFILL'. AREAS OVER EXCAVATED SHALL BE OACKFILLED WITH LEAN CONCRETE (re = 2000 P517 OR STRUCTURAL BACK FILL. CONS TE (IBC C14.19 1 ACI 318-U2 CONCRETE: SHALL 5E MADE WITH PORTLAND CEMENT ASTM C-80 TYPE II OR TYPE I AND SHALL BE READY -MIXED PER ASTM C-94, MAXIMUM SLUMP 5'. MINIMUM CEMENT CONTENT 5''4 SACKS PER YARD PROVIDE 5%-1% AIR -ENTRAINED CONCRETE FOR CONCRETE (Pc = 3000 PSI) EXPOSED 10 HEATHER MINIMUM /FCI IFD_COMPRESSIVE STRENGTH f3c AT 28 DAYS) IBC TABLE 19042 1100 OR LOCATION OF CONCRETE CONSTRUCTION: 1'c (PSU SPECIAL INSPECTION 4 TESTING REQUIRED FOOTING PADS 1 FOUNDATIONS NOT EXPOSED TO WEATHER 3000 NOT REQUIRED PORCHES, PATIOS, DRIVEWAYS, AND GARAGE SLAB 2600 NOT REQUIRED FOUNDATION STEM WALLS AND INTERIOR SLABS ON GRADE 3000 NOT REQUIRED CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION F REQUESTED. REINFORCING STEEL REINFORCEMENT SHALL CONFORM TO ASTI A-615, 'DEFORMED AND PLAIN BILLET STEEL BARS FOR REINFORCING STEEL'. BARS SHALL BE GRADE 60 EXCEPT THAT N0.3 AND 4 MAY BE GRADE 40. BARS SHALL BE DEFORMED. SPLICE SHALL BE 24 BAR DIAMETERS OR 18' MINIMUM. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS IN WALLS AND FOOTINGS AT INTERSECTIONS. MILL TICKET FOR REINFORCING BARS SHALL BE MADE AVAILABLE TO THE BUILDING INSPECTOR AND ENGINEER OF RECORD FOR VERIFICATION IF REQUESTED. WIRE FABRIC SHALL CONFORM TO AN51/46TM A-185, PLACEMENT. CONCRETE ACCESSORIES: ANCHOR BOLTS, BARS AND RODS SHALL CONFORM TO ASTM A-301.'LOW CARBON STEEL EXTERNALLY AND INTERNALLY THREADED FASTENERS'. CAST -IN -PLACE COLD -FORM STEEL G FLTORS IN CONCRETE -FOR LIGHT FRAME CONSTRUCTION SHALL BE MANUFACTURED BY 51MP505 STRONG -TIE AS SPECIFIED M THE :DIRRE03 SIMPSO STRONG -TIE ICC ES OR IAFMO ES REPORT. ALTERNATE PRODUCTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. REQUEST FOR SUBSTITUTION WILL ONLY BE APPROVED WITH CURRENT ICC ES OR IAF110 ES REPORT AND A LIST STATING THE PROPOSED ITEM SUBSTITUTION WITH EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, SUBSTITUTIONS WILL BE REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC398 (CAST -IN -PLACE COLD -FORMED STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRUCTION) PROPRIETARY LAST-IN-PLACE.ANCHOR BOLTS SHALL BE'SB' AND'8515' ANCHOR BOLTS MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED ON THEIR LATEST CATALOG AND ICC ESR-2611. SUBSTITUTION PROPOSED BT THE CONTRACTOR SHALL 5E SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. IN ADDITION, SUSSTITUTIWIS WILL BE REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRTERA, AC399 (CAST -IN -PLACE PROPRIETARY BOLTS IN CONCRETE) EXPANSION ANCHORS (WEDGE ANCHORS) SHALL BE AS NOTED ON PLANS. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. WHEN NOTED ON CONSTRUCTION DOCUMENTS, INSTALLATION SHALL BE SPECIAL INSPECTED. NON -SHRINK GROUT: MASTER WILDERS 'MASTERFLOW 928 OR PRE -APPROVED EQUAL GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPE&. NO GROUTING SHALL BE DONE BELOW 40 DEGREES F. EPDXY GROUT: SIMPSON STRONG-1/E'SET', COVERT OPERATIONS 'CIA' GEL, OR PRE -APPROVER EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT, RNIWI SHALL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLES SHALL BE DRILLED AT THE DIAMETER AS SPECIFIED BT THE MANUFACTURER BASED ON THE DOWEL BAR OR THREADED ROD DIAMETER HOLES SHALL BE DRY AND CLEANED WITH PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR DOWEL OR THREADED ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT IS PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. EMBED (9) DIAMETERS MINIMUM UNLESS NOTED OTHERWISE 5 PLANS AND DETAILS. GROPING OPERATION SHALL BE INSPECTED BY AN AGENT AB RECOMMENDED BY THE OIINER WHO CONSTRUCTION (IBC CH. 23 1 NDS) GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBC TABLE 2304.9.1 OR MORE, AS OTHERWWSE SHORN PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR O WOOD. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOTTED BY IBC SECTIONS 2305..10.4.2. OR AS APPROv0D PRIOR TO INSTALLATION. WOOD SHEATHNG : SHALL BE STRUCTURAL 0 PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD SHALL BE GROUP I OR GROUP 2 SPECIES, C-D GRADE EXPOSURE 1 CONPOR1MG TO PS I-53. EACH PANEL SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. ORIENTED STRAND 004R22 (058) SHALL BE APA RATED STRICT. I FOR ROOF AND WALLS AND APA RATED STURDY -I -FLOOR FOR FLOORS. EACH PANEL SHALL BE CLASSIFIED AS EXPOSURE 1 AND SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION /APA/. FRAMING LUMBER STANDARDS: CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB), OR 0ES3ERN WOOD PRODUCTS ASSOCIATION (WWPA) EACH PIECE SHALL BEAR THE SOTS OR WWM:PA GRADE TRADE - MAR( SPECIES AND GRADE - BASE DESIGN VALUES ( PSI) per NDS STRUCTURAL ELEMENT SPECIES/GRADE f, 1vx c. 1c 1t E i. Sx BEAMS AND HEADERS DF N0. 2 815 110 625 600 425 1300000 2. 4x BEAMS AND HEADERS DE N0. 2 900 I80 625 1350 525 1600000 3. 2x JOIST HF 00.2 850 150 405 1300 525 1300000 4. 6x POST DE 50.1 1200 110 625 1000 525 1600000 5. 4X POST DF 140. 2 850 180 625 1400 500 1E00000 6. 54,6 GLU-L1/01POST 24F-V4, 245-518 2400 265 650 1650 1100 1100000 1. GLU-LAM BEAM 24F-04, 24F-V8 2400 265 650 1650 1100 1500000 8. 344x OR 5''4x PSL BEAM PARALLAM P5L 2900 290 150 2900 - 2000000 9. 3'4x OR 54x LVL BEAM MICROLLAM LVL 2600 285 150 2510 - 1900000 10. 344x OR 5'4x LSL BEAM TMMBERSIRAND LSL 1100 400 650 1400 - 1300000 11. 2x WALL FRAMING HF NO. 2 850 150 405 1300 525 1300000 12 2x WALL FRAMING .15FT DF NO. 1 1000 180 625 1500 615 1100000 Gig -LAMINATED MEMBERS: CONPOR1 10 ANSI/AITC A 90.1 MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS, 24F-V5 DOUGLAS FIR FOR CANTILEVERED SPANS WITH EXTERIOR GLUE. I -JOISTS: SHALL BE TRUE JOIST MACMILLAN, OR APPROVED EQUAL, A5 INDICATED ON THE STRUCTURAL DRAWINGS. 1-1015T5 SHALL BE MANUFACTURED M ACCORDANCE WITH A CURRENT IC50 REPORT AND APPROVED SHOP AND INSTALLATION DRAWINGS. WOD CONSTRICTION CONNECTORS: SHALL 5E MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED IN THEIR LATEST CATALOG. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS BOLTS, OR SCREWS SPECIFIED ON CONNECTOR HARDWARE. CONTRACTOR'S PROPOSED SUBSTITUTION OF OTHER MANUFACTURE'S CONNECTORS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL PRIOR TO ORDERING. REQUESTS FOR SUBSTITUTION SHALL INCLUDE CURRENT ICC AND/OR IAPMO ES REPORTS AND A LIST STATING THE PROPOSED ITEM -FOR -ITEM `S.BS111UTI0N HAS AN EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA ACI3 AND/OR IAPM0 EVALUATION CRITERIA 002-2001 FOR JOIST HANGERS AND SIMILAR DEVICES AND ICC AC tS5 FOR HOLDO0NS AND TENSION TIES. BOLTS IN WOOD CONNECTORS SHALL CONFORM TO ASTM A-301, GRADE A. 5_IE1 .PIP. won 'r5FWS: WHERE SPECIFIED OR REQUIRED BY SPECIFIC HARDWARE, SCREWS SHALL BE'505' STRONG -DRIVE SCREWS. MANUFACTURED BT SIMPSON STRONG -TIE AS SPECIFIED IN THEIR LATEST CATALOG AND ICC E0R-2236. SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. IN ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA AC.233 (ALTERNATE DOWEL TYPE THREADED FASTENERS) REQUIREMENTS FOR FASTENERS IN TREATED MATERIAL: ALL HARDWARE AND FASTENERS IN PRESSURE TREATED MATERIAL SHALL BE SIMPSON GI85 HDG (HOT DIPPED GALVANIZED) OR SST300 STAINLESS STEEL CONNECTORS OR EQUIVALENT. HOT DIPPED GALVANIZED FASTENERS SHALL 5E USED WITH S185 Z-MAX AND HDG CONNECTORS AND STAINLESS STEEL FASTENERS SHALL 5E USED WITH 551300 CONNECTORS. DO NOT USE STAINLESS STEEL FASTENERS WITH 0I55 Z-MAX OR HDG CONNECTORS. ALL ANCHOR BOLTS, WASHERS, AND NUTS SHALL BE HOT DIPPED GALVANIZED. HOT DIPPED OR STAINLESS STEEL NAILS MUST BE USED WHEN FASTENING SHEATHING, STUDS AND JOIST INTO TREATED MNDBILL. HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTERES SHALL BE USED WHEN FASTENING DECKNG TO TREATED MEMBERS. INSPECTION: (IBC C4.1 SECT. i0 ) CONSTRUCTION SHALL BE SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL AND SUCH CONSTRICTION OR WORK SHALL REMAIN ACCESSIBLE AND EXPOSED FOR CONTINUING INSPECTION UNTIL APPROVED. THE OWNER OR CONTRACTOR SHALL NOTFY THE BUILDING OFFICIAL TO MAKE THE INSPECTIONS SET FORTH IN SECTIONS 1103.1 THROUGH 1103.10. INSPECTION REQESTS SHALL BE THE RESPONSIBILITY OF THE BUILDING PERMIT HOLDER TOR'. SHALL NOT PROCEED BEYOND THE PONT INDICATED IN EACH SUCCESSIVE INSPECTION WITHOUT 05TAIMNG THE APPROVAL OF THE BUILDING OFFICIAL. THE BUILDING OFFICIAL SHALL INDICATE ANY OF CONSTRUCTION THAT IS SATISFACTORY AS COMPLETED, OR NOTIFY THE CONTRACTOR ANT PORTIONS THAT ARE NOT IN COMPLIANCE TO THIS CODE. ANY PORTIONS THAT DO NOT COMPLY SHALL BE CORRECTED BY THE CONTRACTOR AND 5CH PORTION(5) SHALL NOT 5E COVERED OR CONCEALED UNTIL AUTHORIZED OR SK/NED OF BY THE BUILDING OFFICIAL. ATi0N5 ST RUCTURAL (THIS0 L10 LIST APPLIES ONLY TO STRUCTURAL /4 DRAWRNGS4 AT EL ELEVATION MAX MAXIMUM 4 DIAMETER EN EDGE NAILING MIN MINIMUM POUANDMUMBER EQ EQUAL NTS NOT TO SCALE PLUS OR MMUS / PER ES EACH SIDE EW EACH WAY OC ON CENTER 055 ORIENTED STRAND BOARD 0 SQUARE AB ANCHOR BOLT FT FOOT OR FEET FDN FOUNDATION PL PROPERTY LINE P5F POCK, PER SQUARE FOOT ALT. ALTERNATE FL FLUSH PSI POUND PER SQUARE INCH BLDG. WILDING BLKG BLOCKING FJ. FLOOR JOIST FOC FACE OF CONCRETE FW PLYWOOD WIG SHEATHING BM BEAM 5N BOUNDARY NAILING FONT FACE OF MASONRY FOS FACE OF STUD STRICT STRUCTURAL SUM. SIMILAR BOF BOTTOM OF FOOTING F0U1 FACE OF WALL SO SQUARE 003 BOTTOM BRG BEARING FIG FOOTING GA GAUGE STD STANDARD SW SHEAR WALL C CHAM4EL CBR CAMBER GALv GALVANIZED GL GLU-LAM (BEAM) S.V. SCREEN VENT I*G TOUNGUE AND GROOVE CANT CANTILEVER CJ CEILING JOIST GT GIRDER TRUSS HE HEM -FIR TOG TOP OF CONCRETE TOFF TOP OF FOOTING CJ. CONSTRUCTION JOINT CL. CENTERLINE HGR HANGER HDR HEADER TONS TOP OF STEEL TPL TRIPLE COT CONTINUOUS DOL DOUBLE HT HEIGHT HOR HORIZONTAL TYP, TYPICAL U40 UNLESS NOTED OTHERWISE DET DETAIL DIA. DIAMETER IN. INCH J5T. JOIST VERT VERTICAL W WIDE RANGE STEEL BEAM DF DOIGLAS FIR L ANGLE W/ WITH DO DITTO, THE SAME LVL LAMINATED VENEER W/O WITHOUT EA EACH LUMBER EF EACH FACE NOTE: AREAS N( MINIMUM S PLATE N1 SPACNG. S HEDLL HIS (THIS SHSH' E SOL SCH BLOCKING RE ALL HORIZONT MU EDGES - 5 MAN FLOOR J (NOT READ. AT SLAB CONDITION) ROOF 641G. TRUSSES OR ABUTTING VERTICAL FW EDGE FRAMING - SI2E PER SCHEDULE -� DOUBLE TOP PLATE - MM. LAP SPLICE SHALL BE 1'-0' - NAIL W/ 10d 4 4' C.C. SPECIAL SHEAR WALL PANELS SEE SCHEDULE FOR NAILING AND HOLDOWN TYPES PL ELEV I= Nor MIINFirl . .... - ilormir IMIOI I 111111191I111011 llts=1 HEADER PER PLAN Q§ pi I J �. sT HATCHED REWIRES HEAR NAILING OR SOLE ICING ANCHOR BOLT P e I i® i I I 0 SEE 'SHEAR WALL NOTES' i THRU 9 PW SHEATHING -SEE I S 3 -T) SCHEDULE FOR NAILING 4 5 PLATE PER MULE FM FLR I ■ Itil -® ri 1444 IE PL ELEV........_. Will IRE _.... : I BEAM PERrip I. ,� - I� 11` E ;Att.I I F 100 BLOCKING LS3A24 504 Ir-- pit ABUTTING VERTICAL PW S3 A l ArA ® EDGE FRAMING - SIZE PER SCHEDULE SIMPSON MSTC6663 PRE -BENT STRAP fir QUIRED AT III! AL UNSUPPORTED IZE PER 5040002E FIN. FLR 0 •001.0 PL Ia iii'IIi q 11111111 ,TREATEDSILLPL ■111 fin I �FII� I I I i� E B .OPW . L� 215T5 PER PLAN - y U GRAD 4y' 4 AB''S - EMBED 1' MIN. -SPACE PER SHEAR WALL SCHEDULE -- STRAP HOLOOWI4 AT FOUNDATION NOTE: THIS ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL 100E 0R LOCATION. REFER TO THIS DETAIL FOR VARYING SHEAR WALL CONDITIONS, IE. SHEAR WALL CONNECTION FROM SECOND FLOOR TO MAIN FLOOR SEE TO SHEAR WALL SCHEDULE FOR SPECFIC NAILING, HOLDOWN TYPES, AND FRAMING SIZES. GIRDER TRUSS PER PLAN 2x BLOCKING (TYPJ SIMPSON HI (TYP.) 190Ut4DARY EDGE FRAMING PER SHEAR WALL SCHEDULE ADDITIONAL STUDS BELOW GIRDER TRUSS PER PLAN 44' FLOOR SHTG. MST STRAPS PER PLAN FLOOR JOISTS PER PLAN BOUNDARY EDGEFRAMMG PER SCHEDULE 14' FLOOR SHTG. ADDITIONAL EDGE FRAMING AND HOLDOWN REQUIRED BELOW EDGE OF UPPER FLOOR SHEAR WALL - SEE PLAN IF REOD. O ELVATION - TUJO STORY FAMING OR SHEAR UUALL (HATCHED) Q: TJI OR SAWN.10151 M5121 ABOVE BM. OR SIDE Of PLATE PLATE HT. �_f3) 2x CRIPPLES �_ (24 2x CRIPPLES DROPPED BEAM (3) 2X WILT -UP POST MIN. OR PER PLAN MULTIPLE STUDS - MATCH ABOVE PLATE HT. WILT -UP P05T MATCH ABOVE CASE! - SLKG. BELOW UPPER FLOOR 2X WILT -UP POST SOLID POST PER PLAN TJI JOIST -� L9 MULTIPLE STUDS - MA1CH ABOVE MUDSILL 'STEM WALL CASE 1 - 51.KG. BELOW LOWER FLOOR 0 DETAIL ODETAIL 2 2x CRIPPLES �.-- (3) 2x CRIPPLES FLUSH BEAM REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 05 2010 PERMIT CENTER 8 END WALL BRACE: 2x12' BLKG. m 8'-0' OL. ( 2 BAYS) NAIL FLOOR SHTG. TO BLKG. W/ 8d m 4' 0, NOTE: BLOCKING MAY BE ELIMINATED IF PERPENDICULAR WALL OCCURS WHERE BLOCKING IS REQUIRED, 3/4' T3G PW 688414ING- 2x12 JOISTS A35 (TYPJ 2x8 TREATED SILL PLATE W/ . AB. 4 I/4' x 3Y3' GALV. WASHERS. o (4).4 CONT. W/ CORNER BARS lb dml2' 0, 8d m6'OL. 23(2 CONT. RIM (2) "4 TOP 'Ae2' 4• PEff. DRAM COVER 011 FLIER FABRIC 'B' t3k 'T'4 2' 'A82' 6'-8' to 9'-3' 4'-9' 12' W' 8' *4.9'OL, "4612' D.C. 4'-1' to 6'-1' 3'-5' I2' 10' 8' *4m12' 00 *4.16' OL, 3'-8' to 4'-6' 3'-0' 12' 10. 8' *4612' OC. *4.16' 0.C. up to 3'-1' 2'-8' 0' 104 8' *4m16' 0, "4616' 0, T(G PW SHEATHING - NAIL W/ 8d m 6' 0, EDGES AND 8d m 10' OL. FIELD 2X JOISTS m lb. O.C. 8 STEPPED BASEMENT UJALL EXTERIOR (RICzNT SIDE) SLAB ON GRADE - REINF, PER PLAN *4 m 16. OL. EACH WAT CORNER OR DOOR OR WINDOW PANEL EDGE NAIL SPACING HOEDOWN REQ'D BOTH EDGES OF SHEAR➢ALL NAILING TO STUDS: USE MAX. OIANTITT SPECIFIED PER STRAP TREATED &ILL PLATE W/ axe'. AB, 4 I/4'x353' GALV WASHERS. SEE SHEAR WALL SCHEDULE GENERAL NOTES OSECTION r_EDGE OF SHEARUAL1, • \ SEE FLOOR PLANS — ` 4' TIGHT LINE (2) STUDS MIK m SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d m 12' O.G. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR0ALL NAILING SHEAR WALL SHEATHING, NAIL TO INTERMEDIATE MING m 12' 0, W/ a' x 3' x 3' WASHERS ---_ -_ AT EACH ANCHOR BOLTS - PANEL EDGE NAIL SPACING 4' PEW. DRAM LOVER WRITER FABRIC CORNER BARS SOLE PLATE NAILING PER SHEAR WALL SCHEDULE OGE NAILINN. - SEE GENERAL NOTES 2X RIM JOIST TREATED SILL PLATE W/ . A.B. 4 I/4'x3'x3' GALV. WASHERS. -- GARAGE SLA *4612'00,, BARS 'Ae2' 9'-3' 5'-6' 14' 12' 8' 5610' 0C. *4m12' OC. 8'-6' 5'-0' (4' 12' 8' *4m10' O.C. *4.12' 0, T-6' 4'-4' 12' 12' 8' 4e12' O.C. *4m12' 0, 5'-6' 3'-3' 12• 10' 8' *4e12' 0, *4e16' O.G. 4'-b' 3'-0' 8' I0' 8' *4m16' 00,, ^4e16' 0, 3'-6' 2'-0' 8' 10' 8' *4®I6' 06 4016' 0, OSECTION ASSHO0T.B 40 DIA MIN) TTP ALL(20' CORNER BARS. 40P 208AR DIA LAP TY' MIK 6' MAX (2).4 10' AND ABOVE I'0.R SHEAR WALL SHEATHING (2) STUDS TREATED SILL PLATE TYPICAL REINFORCEMENT PLACING PLAN FOR CONCRETE WALLS OSECTION 10 CORNER OR PANEL EDG NAIL SPACI HOLDOILN REO'D BOTH EDGES OF SHEARWALL NAILING TO STUDS: USE MAX. COANTITY SPECIFIED PER STRAP �'. 'J' BOLT W/ x 3' x 3' WASHERS AT EACH ANCHOR BOLTS (TYP DOOR OR WIND EDGE OF SHEARUALU ° \ SEE FLOOR PLANS NOTES: t VERT. REINS SHORN 15 ADDL. IF NORMAL WALL REINS 15 NOT IN PROPER LOCATION. 2. COWER BARS ARE SAME SIZE AND SPACING AS HORIZ REII.F. 3. WALL DETAILS SHOWN. FOOTING DETAILS SIM. 4. WALLS THICKER THAN 8' TO HAVE DOUBLE MAT. OF REINS. 4 8' AND SMALLER USE &MOLE MAT. (2) STUDS m SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d m 12.0L. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING 4 12' 0.0. PANEL EDGE NAILING TO SILL PLATE HOLDOAN PANEL EDGE NAIL SPACING SHEAR WALL SHEATHING )STUDS SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID ELK. BELOW HOLDOIIIN JOIST TREATED SILL PLATE PEff, DRAIN COVER W/KIER FABRIC (2).4 CONT. 4' SLAB ON GRADE 2x TREATED SILL PLATE W/ 34 . AS. 1 1/4' x 3543' GALV. WASHERS. AB GN GRADE .Awvw,„ „,w I 'Ae2' 4m(2'OL. (3)"4 CON1. W/CO '1Hk'1• 'Ael' '402' 9'-3' S'-6' 14' 12' 8' S610.0L. "4e12.0.C. 8' "4m10' OL. 4.12' O.G. T-6' 4'-4' 12' 12' 8' "4012' 0, "4612' O.G. 5'-6' 3'-3' (2' 10' 8' *4m12' 0.C. *406' OC. 4'-6' 3'-0' 8' 10' 8' 4616'0C. *4.16' 0, 3'-6' 2'-0' 8' 10. 8' *4616'0L. "4016. OC. OE SECTION POST PER PLAN 4' SLAB ON GRADE it SECTION RS TREATED SILL PLATE W/ I/4' x 3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES CONTRACTOR NOTE: OPTIONAL CONSTRICTION: SHORE POST AND BEAM ABOVE. PRIOR TO POURING FOOTING SIMPSON CBSQ66-SOS POST BASE PER PLAN NISH G O mem SEE FIG. SCHEDULE BOTTOM OF FOOTI BEYOND. PIPE PARALL TO WALL OE SECTION 5L NO PIPE THROUGH FOOTINGS PER'i1TTED 6 CONCRETE ALL SIDES CF PIPE. XCAVATION PERMITTED BELOW THIS LINE. STEP FOOTING REQUIRED, 1, THIS DETAIL SHOWS PERMISSIBLE LOCATION OF PIPES OR EXCAVATION. 2. FOR PIPES GREATER THAN 3'-0' BELOW FOOTING, BACKFILL TRENCH WITH 5TRIC1URAL BACKFILL. TYPICAL DETAIL OF PIPE AT CONCRETE FOOTINGS OSECTION TOP OF CONCRETE WAL TOP OF FOOTING \ F(N \Rqp\� FOOTING THICKNESS (2)4BENT BARS - LAP W/ NORMAL REMF. OSECTION STEPPED 12 (2).4 FOOTI REINS. OOT INCz REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 05 2010 PERMIT CENTER CO lY r 10818 Sh t— ODETAIL - STRAP HOEDOWN ®ET4IL - STRAP NOLDOUJN L,IR-m. 0SECTION 2x6 STUDWALL 4' 11G Mil SNEATHING- 2X RIM JOIST 2X JOISTS *16' Oa 8d (2L3') BOX ONE EA. SIDE RIGID INSULATION PER ARCH. 2x NAILER 2X4 FLAT HORIZ. BLOCKING AT ALL UNSUPPORTED PANEL EDGES 2x6 512004LL OSECTION SIMPSON MS1C40 ON OUTSIDE FACE (2 TOTAL REQDJ BEAM PER PLAN 6X6 POST SEE SHEAR WALL SCHEDULE ON SHEET FRAMING PLANS FOR SPECIFIC NAILING SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EE GENERAL NO 4x HEADER EDGE NAILING AS SPECIFIED PER SHEAR WALL SCHEDULE PANEL JOINT 6X6 POST SIMPSON 55 W=555', TOP FLANGE HANGER OFFSET RIGHT OR LEFT DECKING PER ARCH 11141 'FA II 5ECT ION BEAM PER ECCAS-6 EATHNG 2x SOLID BLOCKING OR RAFTERS OR TRUSS _.% RIDGE BEAM AS REQUIRED TYPICAL HIP DETAIL ROOF 55904HIG RAPERS OR TRUSS 2x CONTINUOUS VALLEY DETAIL ®SECTION F SHEATHINGt EXTEND TO COVER FRAMING BELOW OVERFRAIMING. OR OJNECT CONTINUOUS 2X THRU ROOF SHEATHING TO TRUSS/ RAFTER BELOW WITH (2) Rd NAILS END WALL BRACE: BLKG. 0 8'-0' O.G. (2 BAYS) NAIL FLOOR 5H2G TO BLKG. W/ 54 a 4' O.G. NOTE: BLOCKING MAY BE ELIMINATED IF PER PENDICULAR DIGULAR WALL OCCURS WHERE BLOCKI NG 15 REQUIRED. 54 TeGPWSHEATHING- ASS (TYPJ 2XI2 JOISTS '1 PERPENDICULAR WALL 2x6 STUDWALL 54 'MG PW SHEATHING - JOISTS * 16' OL. 8d•6'OL. SOLID BLOCKNG Rd®IS' O.G. HEADER PER PLAN 2x6 STUDWAL 2x6 STUDWALL SOLE PLATE NAILING PER SHEAR WALL SCHEDULE E GENERAL NOTES NO PANEL JOINT ON RIM JOIST LNG AS SPECIFIED AR WALL SCHEDULE PANEL JOINT 2X4 FLAT HORIZ BLOCKING AT ALL UNSUPPORTED PANEL EDGES HEADER PER PLAN 2x6 SHEAR WALL SCHEDULE ON SHEET FRAMING PLANS FOR SPECIFIC NAILING SOLE PLATE NAILING PER SHEAR WALL SCHEDULE GE NAILNG - SEE GENERAL NOTES RIM BOARD MFRD. SIMPSON HI EACH TRUSS HEADER PER PLAN 2X6 BLOCKING - NAIL TO WALL PL. W/ 10d4 S' OL. 8d04'OL. 1/16' 0555 NAIL W/ 5d06'OL. EDGES e Bd0R' O.G. FIELD SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAILING OSECTION 2PRD. TRUSSES SIMPSON CC66 (SIMPSON EGGER a SIM) OSECTION 91MPSOJ HI EACH TR255 2x6 STUDWALL OSECTION 2x6 SIUDWALL 34. 'MG PW SHEATHING- 8d06'O.C. SHEATHING PER PLAN- NAIL W/ 8d ®6' OC. EDGES 3 8d * 12' OL. IN1ER'1EDIATE FRAMING MEMBERS SIMPSON RBC - SPACED AT 6'-0' 00, NQLE DO NOT ATTACH TO BIRDS MOUTH BLOCKING 8d 0 4' Oa PROVIDE 2x SOLID BLOCKING AT'RBG' LOCATIONS ONLY. AILING - SEE GENERAL NOTES EAR WALL SCHEDULE ON 9HEEt SI FOR SPECIFIC NAILING SOLID BLOCKING 16d*16'0.0. 2x6 STUDWALL FLASHING PER URBAN DESIGNS MFRD. TRUSS ON ADJACENT BPL SIMPSON NW: TOP FLANGE HANGER OFFSET RIGHT OR LE EDGE NAILING - SEE GENERAL NOTES HGU5550/10 BEAM PER PLAN DROPPED SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAILING OSECTION PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME A5 EDGE OF SHEARUALL NAILING MST STRAP SHEAR WALL SHEATHING (2) 51UD5 SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID BLK BELOW HOLDOWN D SHEAR WALL DETAIL W! SIMPSON MST STRAP HOLDOWN (PER PLAN) BEAM PER PLAN 6X6 POST MERD. TRUSS 0CQ66 CORNER POST CONNECTION OSECTION 1(14' 055 SHEATHING - 2,4 END WALL BRACE - ATE AT RIDGE THEN SPACE BALANCE s 5''-0' 0L. NOTE: F'¢G5E MAY BE OMITTED IF PERPENDICULAR WALL OCCURS WHERE BRACE IS REQUIRED. PERPENDICULAR WALL I I CORER DOOR OR UNDO DOUBLE STUD 0 SHEAR WALL EDGES PANEL EDGE PACING NAIL S MSTC6653 REQ'D 501H EDGES OF SHEARUALL OSECTION EDGE OF SHEAROALL Z\ SEE PLANS SHEATHING PANEL EDGE NAILING ADER ELOW WALL 8d ®6' 0.G. �2X FLA OU25155ER ®24' O.C. GABLE END TRUSS SIMPSON A35 ®24' 0L. EDGE NAILING - SEE SHEAR WALL SCHEDULE HEADER PER PLAN WALL 5141G. - SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAIL 512E AND SPACNG ODETAIL MSTC AT BEAM/ NAILING - 5 SCHEDULE FLOOR SHEATHING HEADER BELOW WALL R51VFOP CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 05 201B PERMIT CENTER C 108'18 Sh t S3 6' FOUNDATION NOTES: STEP FOOTING PER P/52 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 'A" 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.) ,F35 2 Ek 1117 STEP FOOTING PER 12/52 4' GRANULAR FILL COMPACTED TO e5% DENSITY (ASTM D-1551) SI 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. IY-6' 1 DRAIN 5 BASEMENT LEVEL FOUNDATION PLAN DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or comer of the building nearest the property fine and not necessarily measured from the exterior foundation. WINDOW WELL PER URBAN DESIGN SHEARIUALL SCHEDULE (1)(2)(4) TYPE (5) SHTG (3) EDGE NAILING LENGTH x GAGE) (6)AB. SPACING SOLE PLATE NAILING (GA) ABUTTING VERT. PW EDGES 45421)NG HORIZ FW EDGES (5) SOLE 9I' EDGE FRAMING (vERT)TYPES HHOLDO2N REMARGS / 1-1 FORGE (1) 1/16' O58 )$ (2Bd' X0.13P) 4' OC e' AB s 36' O.C. 2x6 2x6 2x6 2x6 2-2)5 STHDI4 254 plr 2.1 k NOTE FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2. IN 'SHEAR WALL SCHEDULE NOTES' I. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRESSURES. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE 15 PLACED. OVER EXCAVATION SHALL BE FILLED CONCRETE THE SAME STRENGTH AS FOOTINGS. 3. BACKHLL SHALL NOT BE REPLACED AGAINST BASEMENT WALLS UNTIL WALLS AND FOOTIIYS HAVE REACHED DESIGN STRENGTH AND MAIN FLOOR FRAMING AND BASEMENT FLOOR SLAB ARE IN PLACE 4. FINISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAIN OR IRRIGATION WATER 5. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO/TECH. REPORT FOR THE RECO110000D SITE PREPARATIONS BEFORE CONSTRUCTING THE FOUNDATION. 6. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD GUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE -TREATED PER ABRAMS.. 1. ALL FASTENERS < HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON 'ZMAX' (G185 HOS PER ASTM A653). d 8. PROVIDE f2' DIA. GALV. ANCHOR BOLTS EMBED 1' MIN IN CONCRETE PROVIDE GIs x3'X3' 2 GALVANIZED WASHERS AT EACH ANCHOR BOLT. O. ft PROVIDE APPROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLUMBING r ELECTRICAL STUB -OUTS PER ARCH. PLANS. CCORDNATE WITH GENERAL CONTRACTOR 10. FOR TYPICAL PLACEMENT OF HORIZONTAL REIIJF. IN CONCRETE, SEE 14/52. II. FOR TYPICAL DETAIL FOR INSTALLATION OF PIPES NEAR FOOTINGS, SEE 8/52. 12. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY 02 CONCRETE Mix 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. LEGEND F34 INDICATES 6X6, 4X4, OR (X) 2X B.U. POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. INDICATES SPREAD FOOTING PER PLAN AND REINE. PER SCHDULE. INDICATES SHEAR WALLS WITH HOLDOIUNS oR FOUNDATION STRAPS PER PLAN SEE SHEAR WALL SCHEDULE AND ELEVATION. INDICATES INTERIOR BEARING WALL FOOTINGS SEE DETAIL FOOTING SCHEDULE (1500 PSF ISRG.) f'c = 2500 psi TYPE DIMEN61oN(INCHES) REINF. ALLCWABLE 'L' 'W' THK LONGIT. TRANS, LOAD(KIPS) r24' 24' 10' (3)5 (3)5 55K L_ F10' 0 36' 36' 10' (3) "4 (3)5 12.4 K F30 42' 42' 12' (3) ^4 (32 5 165 K F35 45' 46' 12 (3)5 (3)5 216K 0 60' 60' 14' (6) 5 (6) 5 335 K F50 SFIREAD FOOTIN3 DETAIL. r(C012000U rUl4. CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUUKWILA JUN 05 2010 PERMIT CENTER U� O 0m N 0 0 a'O0 N CO J h 0) Q W 0 LU g ? 0 (.',aaY a1- 0 a Project # 10818 Sheet NOTE: TOP OF STEM WALL AT FINISH FLOOR AT SHEAR WALL 12'-6' � � AIR OPENRNG� o r I Alr AV S 4' SLAB OVER 6 MIL VAPOR BARRIER ON 4' GRANULAR FILL COMPACTED TO SEG DENSITY (ASTM D-1551) SLOPE TOWARDS DOOR NOTE: TOP OF STEM WALL AT FINISH FLOOR AT /.2 SHEAR WALL KNEE BRACE EACH END TOP OF BEAM BELOW FINISH FLOOR 2k12 * I6' OL. 8'-0' MAIN FLOOR FRAMING PLAN 2X12 ® b" OL. D X12 GL 10 ® I6'OG 4XId J L_____ 15'-0' DO NOT SCALE DRAWINGS. VERIFT ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. -0 2X8 FLAT BRACE AT BOTTOM OF JOISTS ATTACH EA Eta WITH - SIMPSON L90 TOP OF BEAM 31 BELOW FINISH m FLOOR FOUNDATION 1 MAIN FLOOR FRAMING NOTES: I. ALL FLOOR BEAMS SHALL BE 4XI0 DF R IAILESS NOTED OTHERWISE ON PLAN. NOTE LOCATE BEAMS UNDER BEARING WALL WHERE NOTED ON PLAN, 2, ALL FOOTINGS SHALL BEAR 05 FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRE55URE5. 3. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE 15 PLACED. OVER EXCAVATION SHALL BE FILLED CONCRETE THE SAME STRENGTH AS FOOTINGS. 4. BACKFILL SHALL NOT BE REPLACED AGAINST STEM WALLS UNTIL SUPPORTING WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH. 5. MACNEILL SHALL NOT BE REPLACED AGAINST BASEMENT WALLS UNTIL WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAIN FLOOR FRAMING AND BASEMENT FLOOR SLAB ARE IN PLACE. 6. FINISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAM OR IRRIGATION WATER 1. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO-TECH. REPORT FOR THE RECOMMENDED SITE PREPARATIONS BEFORE CONSTRUCTING THE FOUNDATION. 8. ALL WOOD W CONTACT WITH CONCI2TE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE -TREATED PER AWP0214. 4 ALL FASTENERS t HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON'ZMAX' (GIBS HDG PER ASTI 4653). 10,. PROVIDE DOUBLE JOISTS OR BEAM (PER PLAN) BELOW SHEAR WALL PARALLEL TO TO JOISTS. NAIL WALL SOLE PLATE TO JOISTS OR BEAM PER SHEAR WALL SCHEDULE OR NOTE B. OF SHEAR WALL SCHEDULE NOTES. 11 PROVIDE A' DIA. GALV. ANCHOR BOLTS EMBED 1' MIN IN CONCRETE. PROVIDE VGX3'X3' GALVANIZED WASHERS AT EACH ANCHOR BOLT. 12. PROVIDE APPROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLI&NBING ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDINATE WITH GENERAL CONTRACTOR 13. PROVIDE CRAWL SPACE ACCESS PER IBC AND ARCHITECTURAL PLANS. COORDINATE LOCATION IN SITE WITH CONTRACTOR 14. PROVDE CRAW. SPACE VENTILATION PER IBC AND FOUNDATION PLANS, DO NOT LOCATE VENTS WITHIN 8' OF HOEDOWN STRAPS OR HOEDOWN BOLTS. MAINTAIN 3'-0' CLEAR FROM EACH CORNER 15. FOR TYPICAL PLACEMENT OF HORIZONTAL REUP. IN CONCRETE, SEE 14/52. 16. FOR TYPICAL DETAIL FOR INSTALLATION OF PIPES NEAR FOOTINGS, SEE 8/52. N. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 5000 P51 OR GREATER FOR BUILDING INSPECTOR VERIFICATION. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 1 PERCENT PER IRO TABLE 4022. SEE GENERAL NOTES IN SHEET SI FOR ADDITIONAL REQUIREMENTS. 18. PROVIDE SQUASH BLOCKING BELOW ALL SOLID SALLN OR BUILT-UP 2X POSTS ALONG EXTERIOR OR INTERIOR STEM WALLS PER DETAIL 3/57. 1 LEGEND INDICATES SPREAD FOOTING PER PLAN AND REINF. PER SCHCULE. INDICATES 6X6, 4X4, OR (X) 2X BU. POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. F30 / INDICATES SHEAR WALLS WITH HOEDOWNS ////f��/ OR FOUNDATION STRAPS PER PLAN. SEE SHEAR WALL SCHEDULE AND ELEVATION. INDICATES SPECIAL BEAM MARK NUMBER PER PLAN AND STRIICN E CALCULATIONS. SEE WALL ELEVATION ON BEAM PER PLAN 51 FOR FRAMING REQUIREMENTS. INDICATES WALL BELOW INDICATES EIG GIG PLYWOOD - NAIL WITH Bd ® 6' 0,0 EDGES AND 8d o 10' 00. AT INTERIEDIATE FRF MEMBERS BL INDICATES MULTIPLE STUDS ON BEAT4' SUPPORTING POINT LOADS FROM ROOF TRUSSES RECEIVED CITY OF TUKWILA JUN 05 2110 SNEA,RWALL SCHEDULE (u(2)(4) PERMIT CENTER WALL TYPE15451N (5) S.M. (3) EDGE NAILING x GAGE) (6)A13. SPACING SOLE PLATE NAILING (GA) ABUTTING VERT. PW EDGES ABUTTING HDRIL PJI EDGES (B) `'SOLE PL NOUN SILL EDGE FRAMING (VERT) HOLDOWN TTPES REMARKS / DETAILS SHEAR (PLF) UPLIFT' FORCE (T) A DP 1/16' 05D 86 s 6' OL, (2-H X MEIN(3-E' 16d ®8. O.C. X 0135') 2x6 2x6 2x6 2x6 2-2x6 MSTC6683 J 3 21T plf IID k (82 VI6' O58 Bd s 6' OL, (2 V X OBI,) V AB.. 36' 0.C. I6d ® IT0.C. (314 k 0)35') 2x6 2x6 2x6 2x6 2-2x6 ST50I4R) A1101, Tel plf ID k Aed T/16' 096 a 4' OL. (2 . k 0131') a' AB. a 16' 0L. I66 a 12' O.C. (3-V X 005') 2x6 2x6 2x6 2x6 2-2x6 STHDI4RJ STHDI4 101 plf ID k 00 f� 1"6' 050 Ed ®6' O.C. (2 }j'XO)31') »I6d s 12' 0L, D.C. (3)5' X0.B5') 2x6 2x6 2x6 2x6 2-2x6 STHDI4 ® 411, 164 pi( IID k 01 1/16' OSB DL. 'I,' (2-yj6' 'X0.131') %,Ibd2a l2300L (3-N'X0.35') 2x6 2x6 2x6 2x6 2-2x6 NONE X / \ , 223 pH 0.0 k 6 0 Z ❑ 0 C2 G u. 0 RLVIEWED FC7 COEE COWPLIA APPROVED NOV ',, 0 202[ N C ity of Tukwil ILDINC DIVIN CE idell Project # 10818 Sheet S5 NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SC PROVIDE MIN.22'X3m' ATTIC ACCESS IN511LATE AND WEATHER STRIP ROOF FRA" LING PLAN DO NOT SCALE DRAWINGS. VERIFY ALL DIFTEN51ON5 WITH ARCHITECTURAL DRAWINGS. CWOMATIGN OF CONSTRICTION SYLUDSZI VERIFICATION OF DR DISION5 1 MELD CONDITIONS, (5 THE 55BPOi818U-RY OF THE CONTRACTOR ANY DISCREPANCIES SRAM 68 P>r+V4Nt TO THE ATTENTION OF THE DESIGN TEAM PRIOR TO CONSTRICTION ROOF FRAMING NOTES: I. ALL EXTERIOR HEADERS SHALL 5E 6X8 DP2 UNLESS NOTED OTHERWISE ON PLAN. ALL INTERIOR HEADERS SHALL BE 4,10 DP2 UNLESS NOTED OTHERWISE ON PLAN. 2. SEE GENERAL NOTES AND TRUSS NOTES BELOW FOR TRUSS DESIGN SPECIFICATIONS. 3. ALL SAUN ROOF JOISTS SHALL BE 14FT2 OR BETTER AND SPACED AT 24' O.G. UNLESS NOTED OTHERWISE 4. PRE-MFRD. TJI JOISTS SHALL BE OF THE SITE AND SERIES SPECIFIED ON THE PLAN. VERIFY MFRD, PLACEMENT PLAN WITH STRUCTURAL. NOTIFY THIS OFFICE OF ANY CONFLICTS IN LAYOUT BEFORE INSTALLATION 5. PROVIDE ROOF VENTILATION PER CURRENT IRC OR IBC. SEE ARCHITECTURAL FLANS FOR SPECIFIC REQUIREMENTS. 6. PROVIDE ATTIC ACCESS PANEL PER CURRENT IRG, IBC, AND ARCHITECTURAL PLANS FOR SPECIFIC REQUIREMENTS. ILOOD TRU55E5 (IBC 2303.41 SHALL BE: I. DESIGNED PER IBC 2303.4.LI TO CARRY LOADS LISTED IN THE DESIGN CRITERION AND ANY ADDITIONAL POINT LOADS, UNIFORM LOADS, OR DRAG STRUT FORCES NOTED ON FRAMING PLANS. AI 0 2. NON -ATTIC STORAGE TRUSSES SHALL BE DESIGNED WITH A LIVE LOAD OF 20 P8P 2, LOCATED IN THE PLANE OF THE TRI65. THE MAXIMUM STORAGE SPACE ABOVE THE BOTTOM CHORD SHALL BE LESS THAN 42' HIGH AND 24. WIDE. 3. ATTIC TRUSSES SHALL BE DESIGNED FOR FLOOR LOADS LISTED IN THE DESIGN CRITERION AND LOCATED IN AREAS NOTED ON THE FRAMNG PLANS. 4. TRUSS DESIGN DRAWINGS AND DOCUMENT SUBMITTAL (2303.4.1n SHALL INCLUDE STRESS ANALYSIS AND PICTORIAL DEPICTION OF EACH TRUSS TYPE FOR THE PROJECT AND INCLUDING A TRUSS PLACEMENT DIAGRAM (2303.42). TRUSS INSTALLATION DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A LICENSED ENGINEER N THE STATE OF 5ASHINGTON. AI-1'nu3ED TRUSS DOCUMENTS SHALL RE1AN ON THE JOB SITE FOR INSPECTION. 5. ALTERATIONS (2303.451 TRUSS MEMBERS SHALL NOT BE NOTCHED, DRILLED, SPLICED, OR OTHERWISE ALTERED N ANY WAY WITHOUT WRITTEN APPROVAL OF THE TRUSS DESIGNER ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (En. HVAC EQUIPMENT, PIPING, ETC) SHALL NOT BE PERMITTED WITHOUT APPROVAL O TRUSS DESIGNER 6. TPI I SPECIFICATIONS: THE DESIGN, MANUFACTURE, FABRICATION, AND QUALITY ASSURANCE OF METAL -PLATE -CONNECTED WOOD TRUSSES SHALL BE N ACCORDANCE WITH TPI I. 1. TRUSSES SHALL BE BRACED TO MANUFACTURE'S SP00P104TION6. 8. IAJLE63 NOTED OTHERWISE ON PLANE ALL TRUSSES SHALL HAVE SIMPSON H-1 CLIPS AT EXTERIOR BEARING WALLS. AT GABLE END TRUSSES, PROVIDE SIMPSON A35 AT 24' O.G. 9. PROVIDE STC CLIPS AT ALL TRUSSES OVER NON -BEARING WALLS. LEGEND NDIGATES 6X6, 4X4, OR (X) 2X BU. POSTS ORIGINATING AT LOUER LEVEL AND SUPPORTING POINT LOADS FROM THIS LEVEL AND ABOVE. "DILATES SPECIAL POST/BEAM CAP PER PLAN OR GENERAL NOTES. _--s----INDICATES SPECIAL BEAM MARK NUMBER O 6XI0 PER PLAN AND STRUCTURAL CALCULATIONS. SEE WALL ELEVATION ON 2 . 5) FOR FRAMING REQUIREMENTS. DILATES WALL BELOW FLUSH BEAM-a-----.NDIGATES TOP OF BEAM AND JOIST FLUSH. Tr Tr Tr Tr REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION �--INDICATES MANUFACTURED TRUSSES OR 8" SAU.N JOIST SUPPORTED BT FACE MOUNTED SIMP6ON HANGER INDICATES 7{' OSB SHEATHING - NAIL WITH 8,1 6 6' 0C. EDGES AND 04 ® 12' O.C. AT INTERMEDIATE FRAMING MEMBERS (TYR/ RECEIVED CITY OF TUKWILA JUN 05 2010 PERMIT CENTER CONTRACTOR NOTE: REFER TO TRUSS MANUFACTURER DWG. FOR TRUSS LAYOUT AND TYPES. USE THIS DRAWING FOR LOCATION OF SPECIAL BEAM SIZES, GIRDER TRUSS AND BUILT-UP POST LOCATIONS. 6 o3 14a 10 erne ProJoct # 10818 1 NEW ACCESS ROAD AND DRAINAGE PER SHEET 01.4 PROVIDE MIN. (25) FEET -WIDE VEGETATED BUFFER ALONG THE (2)-FEET WIDE ROCKED TRANSITION ZONE GB-01 (TYPE I) 34"x30" WITH OIL/WATER SEPARATOR RIM EL=216.00' INV. EL= 211.00' PIPE IN (6" PVC)= 275.00' PIPE OUT (6" PVC)= 212.00' (FEILD VERIFY ALL ELEVATIONS) T.O. WALL 6 288.00' B.O.W. 4 284.00' • a8 4' MAX. ROOKERY PER DETAIL ON SHEET G1.3 \\ GB-02 (TYPE 1) 34"x30" RIM EL=268.50' NV. EL= 263.50' PIPE IN (6" PVC 0B-0I)= 266.50' PIPE IN (4" PVC ROOF DRAIN/DOWNSPOUTS)= 267.50' PIPE OUT (4" PVC). 265.50' (FEILD VERIFY ALL ELEVATIONS) PROVIDE 2'-0" WIDE X 50'-0" LONG X 4'-0" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.0 (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVG-SOH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO BE 15" MINIMUM BELOW TOP. OF TRENCH AND EXISTING GRADE 260 270 v• • PROVIDE A MINIMUM OF 38 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A BHP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC.) PER BHP T5.13 OR BETTER TOP: 262,50' ' \ 50T: 261.00', TO 250.00' E39T.:_246.00' .0. WALL $ 286.50' 5.0.01. ® 286.0' TOP: 262 2' ya2, / .,a0 39 LF ---- o2% MIN. SLOPE --DOWNSPOUT W/ GLEAN OU —,S01°45'2'5 E V 150' ,��2ETAINI NG WALL / \\ DRAIN. FILL DRY WELL w/ "ELL / PER DETAIL/GP.� WASHED ROCK. TOP OF DRYI/2W (TYPy\ \\ -TO BE 1'-0" BELOW FINISH GRAD! \ \ 30 ti / / /Y // / / /- i2�o / / / / / / / / // / / / / // // // / / / / / / / / / / i 202/ 260 / /273 /�.-..moo h6 2 / G 26s.50' T: 766.00y DRAINAGE CONTROL FLAN SCALE : 1" = 10-0' --PROVIDE 72" DIA. x 48" DEEP 0 20 40 80 WA LK //(U 0-0 G AMI Y ESIDENCE' MT 9 265.00' AIN 6/2'11.5' // TOP-/244.5m' 50/T: 249).50' / / /r 0// -200 NEW WATER METER BOX FOR LOT 3. INSTALL. WATER SERVICE 4 FIRE LINE PER DETAIL AS-19 OR AS-20 ON SHEET G1.5 NEW 2"dla. FORGE LINE FOR LOT 3 SEWER CONNECTION. CONNECT TO EXISTING 2" FORCE MAIN WITHIN 5 IIITH ST PROVIDE (2) FEET WIDE BY 6" DEEP TRANSITION ZONE FOR CONCRETE DRIVEWAY 4 WALK AREA FOR SHEET FLOW DISPERSION. USE i" TO 12" WASHED ROCK. PROVIDE MIN. DRIVEWAY GROSS SLOPE OF 2% FROM THE OPPOSITE SIDE OF TRANSITION ZONE TOP: 2.76.50' B• 212.50 /6" CONTINUOUS TRENCH DRAIN TOPS 276.50' E30T: 261.00' / // TOP: 6250' E30.7 260.00' / PROVIDE 6" DIA SOLID PVG FROM FOUNDATION DRAINS TO THE DRYWELL / /SEINER LIFT STATION PUMP -TO BE ZOELLER GRINDER PUMP: /'2 HP MODEL NUMBER 4 HEW-! WITH I-I/4' DISCHARGE NPT WITH VERTICAL SWITG FLOAT GAST IRON, I PHASE, 240V AC. _SEE DETAILS ON SHEET GI.3 UNCOv'D PATIO (PAVERS) -250 -RETAINING WALL PER DETAIL 1/CI.2 (TYP) 264.50' r/ 80T: 264267- '-1 TOP 246.00' �• : 242.00' TOP: 243.50' 1 BOT: 240.00' \/IC TY 4P PARCEL NUMBER 6814201005 SITE ADDRESS 10911 50TH AVE 5 TUKWILA, WA 95175 LEGAL DESCRIPTION PO ItRY WORKS ADD PLat Block: 9 Plat Lot: 19 THRU 23 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION IMP/' R/IOUS COV' IJC LOT REA: 10,530 SF NO6E ROOF AREA: 2,292 5F D IVEWAY 4 WALKS: 642 5F ,TOTAL IMPERVIOUS AREA: 2,934 SF OF LOT AREA: .21.90% DISPERSION TRENCH SIZING CALCULATIONS TOTAL IMPERVIOUS AREA= 2,934 5F USE 10' LONG TRENCH PER 700 50 FT. OF MPERVIOUS SURFACE. DISPERSION TRENCH I IMPERVIOUS AREA= 2,934 5F 2,934/700= 4.19 4.19x10'= 41.91' USE (1) 50'-0' LONG DISPERSION TRENCH CORRECTION MN 0 RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER ' cneoma Dote Sheet .1 Job RECOMMENDED CONSTRUCTION SEQUENCE A DETAILED CONSTRUCTION SEQUENCE 15 NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEQUENCE 15 PROVIDED BELOW: I. HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST SIGN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN AS REQUIRED). 5. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC). T. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUIRED. 5. GRADE AND STABILIZE CONSTRUCTION ROADS. R. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. II. RELOCATE EROSION CONTROL MEASURE OR INSTALL NEW MEASURES 50 THAT AS SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY EROSION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THEN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC, SHEETING, OR EQUIVALENT. 15. STABILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THIS PROJECT STABILIZE DISTURBED AREAS AND REMOVE BMP'S 15 APPROPRIATE. 16. FOLLOW 2015 KING COUNTY SURFACE WATER DESIGN MANUAL (KGSWDM) FOR ALL STANDARDS INSTALLATION OF DRAINAGE STRUCTURES. STORM DRAIN NOTES: I. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT SURVEYED AND NOT SHOWN ON THIS FLAN. CONTRACTOR 15 RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS CALL BEFORE YOU DIG I-800-424-SSES 5. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTING DRAIN LINES SHALL BE 2.00% 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5. ALL PVC, SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. 6. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. TYPE I CATCH BASIN NOTES: I. CATCH BASINS SHALL. BE CONSTRUCTED IN ACCORDANCE WITH ASTM G-478 (AASHO M-IRR) ABD IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENTS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SG SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. 6. EDGE OF RISER OR ERICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BASIN WALL. GRAVEL FILLED DISPERSION TRENCH NOTES: I. THE TRENCH WIDTHS ARE SHOWN ON THE PLAN. 2. THE TRENCHES MUST BE FILLED WITH AT LEAST 15" OF y" TO 1 " WASHED DRAIN ROCK. THE DRAIN ROCKS MAY NOT BE COVERED WITH ANY BACKFILL MATERIAL. 3. FILTER FABRIC MUST BE PLACED ON BOTTOM AND SIDES OF THE TRENCH PRIOR TO BE FILLED WITH DRAIN ROCK. 4. THE RUNOFF FROM THE IMPERVIOUS SURFACES SHALL PASS THROUGH A YARD DRAIN OR CATCH BASIN FI1 1LD WITH A DOWN TURNED ELBOW PRIOR TO ENTERING THE INFILTRATION TRENCHES. THE ELBOW 15 INTENDED TO TRAP SPILLED MATERIAL IN CATCH BASIN SUMP 50 THAT THE SPILLED MATERIAL AND SEDIMENTS GAB BE REMOVED AND/OR CLEANED BY HOMEOWNER AS ROUTINE MAINTENANCE. 4" DIA PERF. FOOTING - DRAM TYP. "TOWLINE TO STORM SYSTEM (TYP) Til 4" DIA ROOF DRAIN 8Y LINE To STORM FIGURE G.2.I.D. 50-FOOT DISPERSAL TRENCH w NOTCHED BOARD PIPE O.D 1'-0" MIN. I'-0" MIN. NOTCHED GRADE BOARD 2"X2" NOTCHES 15" 0.0 PRIYEWAY APPROACH 11. I. SARCUT JOINT. AND TACK ROAD TO DRIVERAY APPROACH Dg n Y APPROACH ro 9E .. HMA cLA3s K° ASPHALT Iry a' uPrS. 9. iq Mix �FHALT CR wNCREiE iO BE PLACED 0V5R BUB6RADE AND a^ OF Csrc CgMPAciED TO 5.. 4. APPROACH DNS i0 BE DEERMNE,' SLOPE THE EN61 5. MAXIMUM S....Dr a eE roNARD o TABLE 1. 5 SSLANDING. E. R2293A CIN6A, 5212I.I. Tor Doer*. " PERVIOUS CONC. 3LA6 0 DRIVEWAY WIDE AR DRAIN ROAR. ETAININ4 WALL DIMENSION 4 REIBAR GGHG17,4L6 I'-0" MIN $g0TIOH A -A 15% MAX FOR FLOW CONTROL/WATER QUALITY TREATMENTS IN RURAL AREAS. y MAX WALL HT. (FT) MAX. FILL HT. (F1) WALL THICK.SS <N) FOOTN4 WIDTH <M) FOOTN4 TOE FT4. DEPTH WALL REBAR (VERTICAL) WALL RE5AR <HORIU HOOK LEN IR' INTO FT4 FT4 DOWEL SPLICE FM REBAR (124319VER2E FT4 RERAR LW41T1DNAL HT. BF T W TOE 0 AV AH L J AT AF UP TO 3,6, 3'-0" S" 2(43 1'-4" 10" 1,4616" O.. •4016" O. 12" 24" 94012" OL. (3)-"4 3'-1" TO 51-0u 4' 6" 8" 3'-4" 1'-9" ID" "4012" O.C. "4012" 0. 12 24" "4012" O.C. (4)-M 6'-0" 5'-6" 8" 3'-6" 11-9" 10" 91010" O.C. 54012E 0.C. 12" 24" "4012" O. (4)-"4 1,0E 6'-6" 8" 3'-9" 2'-0" (0" "408° O. "4010" 00. 5" 30" "4010" 00. (49"4 8'-0" 11-6" 8" 4'-0" 2'-4" ID" MI2" OL. 50¢" 00. 18" 36" "4010" 0.0 la)-"4 9'-0" 4'-3" 2'-6" 10" 5010E O.C. 5012E 0L. UP 36" "4010" 00 <59"4 10'-0" 99-6° 13, 5'-3" 2'-9" 12" 508E OL. 5012" OG 15" 36" 0408" O.C. 11'-0" 10-6" B" 5'26° 5,0" 14" 506E O.C. 5612" OL. 24, 42" 5012E O.. . 5 12'-0" 11'-6" i0" 5'-9, 3'-4" 14" 906E O.C. 5012" O.G. 24" 42" 5010" O. <595 SITE RETAINING WALL S ND GAP OR PLUG LEAN OUT WYE FROM PIPE ' OR 6" PERFORATED PIPE LAID FLAT/LEVEL ENT PIPE (MAX DESIGN OW < OS CF5 PER 1RENCH) EAN OUT WYE FROM PIPE FLAN NTS PIPE 0.D 1'-0" MIN. 200/ 2XI2 PRESSURE TREATED GRADE BOARD X4 SUPPORT POST ' OR 6" PERFORATED PIPE LAID FLAT LEAN (< 596 FINES) I"-5/4" WASHED ROCK LTER FABRIC SECTION A -A NTS 0 AFTER POST INSTALLATION GROUT FILL THE SPACE WITH 800 PSI NON-SHRWKASLE NON METALLIC 100/ FLOWAELE GROUT Fa" CHAMFE M1} 1 6&� w -• 3" DIA. (INSIDE DIA. ID) ASTM-A53 x 9" TALL EMBEDDED Ye" DOWN FROM TOP OF WALL 0 48" O.C. MAX. OLR •4'3012" O.C. HORIL "5'30I3" OA. VERT NOTE= FOR aALANCE OF RETAINING WALL INFORMATION SEE RETAINING WALL DTL THIS SHEET 8" WALL 200 LSO POINT LOAD 2" DIA (OUTSIDE DIA. OD) ASTM-A53 8 4'-0" O.G. AS PEDESTRIAN FENCE POST " RECESS (4) .4x2'-0" LONG WELDED TO PIPE (SOCKET/ EMOED) GRADE 40 PARS (WELDABLE) (4) "3 RESAR HAIRPINS (2) EA. SIDE OF PIPE SOCKET(EM0ED 0 6" 0.G. 12" RAILING! GONN. AT SITE RETAINING WALLS E PLAN FOR STEP LOCATION LOCATE 5OTTOM OF UNDIBTURRED BOIL FLOW TO SECOND DISPERSAL TRENCH 15 NECESSARY FLOW TO OTHER BRANCHING CB'S AS NECESSARY T 2"GRADE BOARD NOTCHES NOTE: i15oNLEVEL, \`\ TYP MULTI -STEPPED FOOTING I. THIS TRENCH SHALL 5E CONSTRUCTED 50 AS TO PREVENT POINT DISCHARGE AND/OR EROSION 2. TRENCHES MAY BE PLACED NO CLOSER THAN 50 FEET TO ONE ANOTHER.(100 FEET ALONG FLOWLINE), 5. TRENCH AND GRADE 00ARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 4. SUPPORT POST SPACING AS REQUIRED 0Y SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. TOP OF WALL BEE PLAN EA R 0 I6" OL, S1U5 L f4B EAR DIAMETERS). ,OF BAR AND ALTERNATE 1.4 0 3o1TGM OF WALL REVIEWED FOR CODE COMPLIANC APPROVED NOV 30 2020 GP. (/14/,013 0 -J 0 IX Z C9 W & DETAILS DRAINAGE CONTROL PLAN NO RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER City of Tukwila BUILDING DIVISION 1 D RHO .2 3/8" = 1'-0" 11/2" 1'-0" 3/8" IS" OF 2-4" DIA. FILTERED DRAIN ROCKS, EXTEND ALONG ENTIRE LENGTH OF ROCKERY DENSE, UNDISTURBED SO L _SLOP__-,_,E 0 MIN. 6" PERFPVC DRAIN PIP FILTER FABRIC NOTE, FoR TIERED ccNFIGURATIoN UPPER TIER SHALL PE SET PACK A DISTANCE EQUAL TO AT LEAST THE HEIGHT OF THE LOWER WALL FINISH GRADE SLOPE AWAY FROM PACK OF ROCKERY AT (2) % FOR A DISTANCE OF 10' OR 45 APPROVED BY THE GEOTECHNIC.L ENGINEER SLOPE SJRCHARyE /IV A5 4PPLIC40LE NATIVE CUT NTS ACCESS BOX (ttP) CCPIQQPE TCCOTT SERVICE P.VNC ESCH 40 GLUE MATERIALS IIST Q 24" 0IA GALVANIZED COVER Q POWER CONDUIT e 0 1-1/4" PVC TRUE UNION BALL VALVE (SS) HAYWARD OR EQUAL ® 1-1/4" GALVANIZED UNION 0 1-1/4' GALVANIZED NIPPLES d CHECK VALVE AND PUMP DISCONNECT HYDROMATIC, 11 GOULD 0R EQUAL. SINGLE FAMILY LIFT STATION 1" VENT GRINDER IIETCTA DETAIL NTT /4" RIGID CONDUIT HUB NEMA 4X NON-METALLIC JUNCTION BOX LLIa -BOTTOM ENTRY WATER TIGHT STRAIN RELIEF CONNECTORS (FOR USE WITH ( UNDERGROUND CABLES) ATTACH USING LOCK -NUT WI1H SEALING FITTING 2 HP GRINDER PUMP - SEE NOTES i-1/4" GALVANIZED PIPING. APPROXIMATELY 1.2' LONG HOT DIPPED GALVANIZED STEEL RAIL GUIDE SYSTEM HOT DIPPED GALVANIZED PUMP TECH SHORT RAIL 24* X 60" FIBERGLASS TANK PEA GRAVEL OF DIRECT BURY CABLE TO CONTROL BOX NO. 10 AWG THWN WIRE FOR PUMP (1 WIRE) NO, 14 AWG THWN WIRE FOR FLOAT CONTROLS (3 WIRES) NOTES 1. 10P OF TANK CAN BE SET FLUSH WITH GROUND, IF A CONCRETE PAD IS POURED AROUND THE UFT STATION AND SLOPED AWAY FROM THE STATION. KEEP ROCKS AND DEBRIS OUT OF STATION. 2. ACCESS BOX: TRAFFIC AREAS - EQUAL TO CARSON MODEL 1419-14B WITH 1419-2B COVER TRAFFIC AREAS- H-20 RATED CONCRETE BOX EQUAL TO FOGTITE B9-1/2 METER BOX LIDS SHALL BE MARKED ELECTRICAL OR SEWER RESPECTIVELY OR HAVE NO MARKINGS AT ALL, 3. CONTROL FLOATS NOT SHOWN FOR CLARITY. NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5'-0". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) &ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3, REBAR WELDED WIRE FABRIC HAVINGA ,.vc aax uooP 8"RISER SECTION MINIMUM AREA OF0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4, THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE 1' A WALL THICKNESS OF 2" MINIMUM. Y 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". z.ns...0Ps KNOCKOUTS MAY BE EITHER ROUND OR'D' 12" RISER SECTION SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. , laeaR.cxWA PRECAST a emrv. t BASE SECTION 8. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCHBASIN WALLTHICKNESS. wIN 1. THETAPERLNOTESIDESOFTHE PRECASTBASE SECTION ANDRISER SECTION SHALL NOT EXCEED illPERF00T. \ 8. CATCH BASIN FRAMEAND GRATE SHALL BE INACCORDANCE WITH STANDARD REQUIREMEINTS FFEDERND LHE STRENGTH SPEUIRCAENTS OF FEDERAL SPECIFICATION SSHALLEFINI. MATING v SURFACES SHALLBE FINISHEDTOASSURE NON -ROCKING FIT. \ 9. FRAME AND GRATE MAYBE INSTALLED 4. WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS-06. (,EA9UREMENT AT TOP OFT.E PAS I 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TOSCALE CATCH BASIN 4' City of TYPE1 a e s * DS-01 .y Tukwila REINSION Ni. 08.03 APPROVAL. B. SHELTON 2 CA PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. B( CORPORATION STOP, AW WA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL N0. B-29690R EQUAL AS NEEDED. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H-15451 OR EQUAL. !COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. TRACING TAPE FOR POLYETHYLENE PIPE. F MUELLER B2423 OR APPROVED EQUAL. NOTES: 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. 5. BRASS FITTINGS SHALL BE LEAD FREE. NOT TO SCALE City of Tukwila SERVICE WS-03 02-2014 ION APPROVAL.. R. TISCHMAK, CITY ENGINEER PLAN VIEW THE WmTEu axUiR iSI.Ti ov assi Si F Owe s 19 ro miw sau.roeuw Euxc sEcon..cex E4IMe ERI� . rv:-wxErevEs TO I FITTINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 1)O TYPE FITTINGS OR EQUAL. nwsH_o0900we SECTION wPueaRs. r,u RnVeacxxEcnov nS�VICE ,vPExn070 =EP+"PE "°`"`"""" 1" FIRE SERVICE PARTS LIST: FEVE CODE ., AF F', 1-8-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 -TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: BUI i\MIV City 0 _DI 4 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/B" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP 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 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. 6. ALL BRASS FITTINGS SHALL BE LEAD FREE AND METER. TO scAL $ .y, City of y, _ Tukwila 1" FIRE I DOMESTIC SERVICE SHEET: WSA9 1: 02-2014 I LAST REVISION: PP ..., R. TISCHMAK, CITY ENGINEER NED FOR MPLIANCE EOVED 3 0 2020 Tukwila DIVISION 5/I&/2.9 SAZEI DESIGN GROUP, LLC DRAINAGE CONTROL PLAN NOTES & DETAILS RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER sheet Job 20' WIDE MIN. ASPHALT ACCESS ROAD PER DETAIL THIS SHEET 6" ASPHALT BERM 101 LF 12" GONG. ® 4% SLOPE NEW G5-01 (IN -STREET) (TYPE I) 34"x30" RIM EL=288.04' IE (5)= 254.50' (12" GONG) (FEILD VERIFY ALL. ELEVATIONS) 3002Ao a�/ 8" COMPACTED DEPTH CLASS "B' A.C. PAVING 8` COMPACTED DEPTH CRUSNA'D RODE NAM ETR'L ME OF TOPSOIL d ORGANIC MTR'L PO roar mw,, ITIDTN 1N RIO PAVEMENT DETAIL MOT ro SCALE 00 240 230 270 260 240 250 270 26 25 24 23 22 zz . 09 0 Niv zz 00 O N N NEW WATER METER BOX FOR LOT 3. INSTALL WATER SERVICE 4 FIRE LINE PER DETAIL WS-14 OR W5-20 ON SHEET C1.3 NEW GB-02 (IN -STREET) (ITHE I) 34"x30" ___ RIM 275.25' IE (5)=274.25' (12"GONG) IE (N)=275.25' (I2"GONG) (FEILD VERIFY ALL ELEVATIONS) 50THAVE. _ 2862E 262 26?�. 2"10 2.1b" -IA' 212 2�0 235 NEW 2"dla. FORGE LINE FOR LOT 3 SEWER CONNECTION, CONNECT TO EXISTING 2" FORGE MAIN WITHIN 5 IIITH ST LOT #3 NEW WATER METER BOX FOR LOT 2. INSTALL. WATER SERVICE 4 FIRE LINE PER DETAIL WS-14 OR W5-20 ON SHEET G1.5 _ ,_ ��� in i(1'� _ rN iV trV IN --� oar ' �__ U FIN GRADE w';ms ws6�m U1'>Nz /2:1 MAX SLOPE }bN n I,v Oto n u ')IC w c--==______ W NZ ROW CATCH BASIN BEYOND 5OTH AVE. S. ROAD PROF SCALE : 1" = 20'-0" 52 LF 12" GONG 5 2% SLOPE 6" ASPHALT/ BERM 24 LF 12" GONG. 5 I I% SLOP LOT #2 NEW 2"dlo. FORGE LINE FOR LOT 2 SEWER CONNECTION. CONNECT TO EXISTING 2" FORGE MAIN WITHIN 5 IIITH ST 20' WIDE FIRE DEPARTMENT ACCESS LE N u0QX C N S :=, 2I0 200 30' NEW GB-03 (IN -STREET) (TYPE I) 34"x30" RIM 266.16' IE (5)=262.15' (12"GONG).. IE (N)=263.25' (12"GONG) (FEILD VERIFY ALL ELEVATIONS) NEW G5-04 (IN -STREET) --- --- (TYPE I) 34"x3O" RIM 266.00' IE (5)=261.60' (12"GONG) IE (N)=261.65' (12"GONG) (FEILD VERIFY ALL ELEVATIONS)... _EXISTING 2" FORGE SEWER MAIN 30' Ck 41TH]AVE. 5. VERIFY EXISTING GAS LINE AND EXTEND/CONNECT TO LOTS 2 4 3 PER PSE b STANDARDS M M EXISTING 5" DI WATER MAIN EXTEND TO LOTS 2 45 VERIFY EXISTING FIRE HYDRANT 4 INSTALL NEW IF NOT PREVIOUSLY INSTALLED LOT #1 NEW G13-05 (IN-5TREET) (TYPE I) 34"x30" IE (E)=254.25' (12"GONG) IE (Nu=255.50' (12"GONG) (FEILD VERIFY ALL ELEVATIONS) 20' WIDE MIN. ASPHALT ACCESS ROAD PER DETAIL THIS SHEET LINE OF EXISTING CONCRETE DRIVEWAY TO BE REPLACED EXISTING ASPHALT EXIST CATCH BASIN (TYPE I) RIM EL=213.50' INV. EL= 211.00' PIPE OUT (EXIST)= 211.00' (FEILD VERIFY ALL ELEVATIONS) ROAD/DRAINAGE IMPROVEMENT PLAN SCALE : 1" = 20'-0" EXIST. POWER POLE EXTEND POWER TO LOTS 2 4 3 UNDERGROUND 4 CONNECT PER P5E STANDARDS IIMP._8ERVIOUS GO V'C1I ram. eF N 0 20 40 80 RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER EVIEV/ED r0R DE COMPLIANCE APPROVED NOV 30 2020 City of Tukwila BL4LDING DIVISION cn=" SSP M Sheet ROW S. III Tf- STREET ROAD i=ROF I LE: SCALE I" = 20-0" ROW Scale 30, NEW ACCESS ROAD AND DRAINAGE PER SHEET GI.4 PROVIDE MIN. (25) FEET -WIDE VEGETATED BUFFER ALONG THE (2)-FEET WIDE ROCKED TRANSITION ZONE GB-0I (TYPE 1) 34"x30" WITH OIL/WATER SEPARATOR RIM EL=276.00' INV. EL= 271.00' PIPE IN (6" PVC). 275.00' PIPE OUT (6" PVC). 272.00' (FEILD VERIFY ALL ELEVATIONS) T.O. WALL 4233.00 B.O.W. 4 234.00' 4' MAX, ROOKERY PER \ DETAIL ON SHEET 01,3 GB-02 (TYPE I) 34"x30" RIM EL=26S.50' INV. EL= 263.50' PIPE IN (6" PVG GB-01)= 266.50' PIPE IN (4" PVC ROOF DRAIN/DOWNSPOUTS). 267.50' PIPE OUT (4" PVC)= 265.50' (FEILD VERIFY ALL ELEVATIONS) PROVIDE 2'-0" WIDE X 50'-0" LONG X 4'-0" DEEP DISPERSION TRENCH PER FIGURE 4.2.2.G (TYP. FLOW DISPERSION TRENCH) OF 2016 KING COUNTY SURFACE WATER DESIGN MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED PVG-SOH 40 PIPE AS DISPERSAL PIPE (WITHIN TRENCH) WITH IE TO 5E 10" MINIMUM BELOW TOP OF TRENCH AND EXISTING GRADE PROVIDE A MINIMUM OF 30 FEET VEGETATED FLOW PATH ON DOWNSTREAM OF DISPERSION TRENCH AS A BMP TO ALLOW DISPERSION THROUGH VEGETATION (LAWN, ETC) PER BMP 75.13 OR BETTER .270 \ \ 260, TOP: 262.50' \ BOT: 261.00', TOP: 256.50' BOT: 256.00 250 T TOP: 250.00 BOI:_246. .0. N{ALL 8 286.50' B.O.W. 8 286.0' SILT FENCE DOWNSPOUT N'V CLEAN Oil TYR) — -,501°48'2&'E 15� �v A --PROVIDE 12" DIA. x 45" DEEP ,o / / ;� /' / ▪ /'/ / / / ▪ / ' / / / / / / /,/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 260 / 216 / / -----; -'7^ ENT 26=.50' 00 0 D 4M1 Y NC ' MT to 65.00' AIN 5 itS' / SILT FENC \DETAINING WALL \ DRY WELL FOR FOUNDATION 2 ✓ TOP'/244.50' PER DETAIL /GT.� \ DRAIN. FILL DRY WELL w/ 1 1/2"iii / gp ,_WASHED ROCK. TOP OF DRY WELL / //f: 24.�j.rU-0' / /// (TYPUv \\ TO BE 1'-0° BELOW FINISH GRADE./ // / / /\ : // / i2R, TEMT . EtzzosioN SNTAT I QN GONT OJ_ (TEsG) NEW WATER METER BOX FOR LOT 3. INSTALL WATER SERVICE 6 FIRE LINE PER DETAIL WS-16 OR W5-20 ON SHEET G1.3 NEW 2"clIa. FORGE LINE FOR LOT 3 SEWER CONNECTION. CONNECT TO EXISTING 2" FORGE MAIN WITHIN 5 IIITH ST -0 PROVIDE (2) FEET WIDE BY 6" DEEP TRANSITION ZONE FOR CONCRETE DRIVEWAY 6 WALK AREA FOR SHEET FLOW DISPERSION. USE i" TO I}" WASHED ROCK. PROVIDE MIN. DRIVEWAY GROSS SLOPE OF 2% FROM THE OPPOSITE SIDE OF TRANSITION ZONE 0 TOP�276.5O' PT: 212.50' "6" CONTINUOUS TRENCH DRAIN TO 216.50' BOT: 26 .00 // TOP, 262.50' 50T- 260.00' /PROVIDE 6" DIA SOLID PVC FROM FOUNDATION DRAINS TO THE DRYWELL SEWER LIFT STATION PINTO BE ZOELLER GRINDER PUMP: 2 HP MODEL NUMBER 4 HEW7 WITH I-I/4' DISCHARGE NPT WITH VERTICAL SWITCH FLOAT CAST IRON, I PHASE, 240V AC. ,SEE DETAILS ON SHEET CI.3 UNGOV'D PATIO (PAVERS) 250 RETAINING WALL PER DETAIL I/CI.2 (TYP.) PROVIDE STABILIZED CONSTRUCTION ENTRANCE PER DETAIL ON SHEET C2.2 To 266.50' 150T: 264.25' TOP 246.00' SOT: 242.00' TOP: 243,50' I SOT: 240.00' REVIEWED FOR CODE COMPLIANCE APPROVED N0V 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER 6 TEMP. EROSION & SEDIMENTATION CONTROL PLAN evIslons �ii'" conacnoxs. io- r• 1 err 1 • cn.,e PAWS hoot 2.1 SCALE : I" = 10-0" 0 10 20 40 ItiIO'-P TEMPORARY EROSION AND SEDIMENTATION CONTROL REQUIREMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESL) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS,ADJACENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL GRADING/DRAINAGE ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL. FACILITIES (TESC)(INCLUDING BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BASIN PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW BALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARING/GRADING/ETC, SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESG FACILITIES SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC) STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES. NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THIS PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL ADHERE TO ADDITIONAL REQUIREMENTS AS CONDITIONS WARRANT AND THE PROJECT PROGRESSES, INCLUDING CLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THIS PROJECT. 1- THE IMPLANTATION OF THESE TESL PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESL FACILITIES 15 THE RESPONSIBILITY OF THE OWNER AND/OR THEIR CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 5- THE TESL FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TESL FACILITIES.SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS. 4- DURING THE WET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESL METHODS SUCH AS SEEDING, MULCHING, PLASTIC COVERING, ETC. 5- THE TESL FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED CONTRACTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED (WHERE REQUIRED) AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT CLEAN DURING THE CONSTRUCTION PERIOD. T- ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITT. 5- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 5 INCHES. 9- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THIS PLAN. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL. EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION ALWAYS CALL BEFORE YOU DIG: 1-500-424-5555 EROSION CONTROL SEED MIXTURE TABLE GATGH 9ABIN/-GRATE SOLID WALL = ._ OVERFLO FILTER MEDI FOR DEWATER NOTE: THIS DETAIL IS OILY SOWEMATIG. ANY INSERT IS —I1 L ALLOYED THAT HAS A MIN. OS — G.F. OF STORAGE, THE STORED . l DAN DENEA5 LY MAINTAINED. FLait AND f-11 0 III: jJl PORWODOTTOM =111IL—III1 FIGURE DAL RLTER FAIDRIC PROTECTION STANDARD STRENGTH FILTER FAFRIG :ITE TE ALL CATCH 5ASINS To 55 PROTECTED AND MAINTAINED PER KING COUNTY DETAILS DAL 4 DAM 'E: ONLY TO DE USED WHERE ING OF WATER ADOVE THE CATCH DASIN WILL NOT CAUSE TRAFFIC OVERFLOW WIDLETIS AND LLLL NOT RESULT ENE 'III- ER001ON OF SLOPES FIGURE DAM CATCH ISA51N INSERT 0 R.25' MIN. 5 INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE PITCH PRESENT, AS PER KING COUNTY ROAD STANDARD cATGH DAS 4"-S" QUARRY SPALLS 5E0-TEXTILE FABRIC 12" MIN. THICKNES IT 15 RECOMMENDED THAT THE ENTRANCE 5E CROWNED 50 THAT RUNOFF DRAINS OFF THE 9k PAD. PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ACCESS FILTER FABRIC ON W.W.F I' OF 11/2" WASHED ROCK OR PEA GRAVEL 2" EXCESS OVERLAP FILTER FAT 2 x 4 DOUG.FIR @ 46" o.G. 2" x 2" x 14 GA. W.W.F APLES OR WIRE RINGS OR ECUAL v MATERIAL MIRAFI Imo•°X OR EQUAL SECTION v 6' x 6" TRENC ELEVATION SILTATION FENCE DETAIL REVIEWED i=OR CODE COMPLIANCE - APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER SAZEI DESIGN GROUP, LLC ES & DETAILS ATION CONTROL PLAN NO MP. EROSION & SEDIMEN H !eV 2444) Sheet A- CHEWINGS OR RED FESCUE B- ANNUAL OR PERENNIAL RYE C- REDTOP OR COLONIAL BENTGRASS D- WHITE DUTCH CLOVER 40 (% OF WEIGHT) 40 (% OF WEIGHT) 10 (% OF WEIGHT) 10 (% OF WEIGHT) .2 PROVIDE (3) LIRIODENDRON TULIFIFERA (TULIP TREE) PROVIDE (5) MAGNOLIA LILIIFLORA X SPRENGERI (GALAXT MAGNOLIA) TizZ.= PROVIDE (4) CERCIS CANAPENSIS (EASTERN REDEBUD TFREE) NOTE: ALL NEW TREES SHALL PE4 MINIMUM Q 156 IN DIAMETER li,11:5,71rANtleeefeeerifregifiti'llfifieeddil4.74i•V NOTE: NO EXISTING TR5E5 ON SITE CIRLINATUM (VINE MAPLE) l'EM=NT f=7.LAN 6 OF'OSEP GL F4ML SIP NCE PROVIDE (4) AMELANCHIER CANADENSIS (SERvICEIBERRY TREE) RECEIVED CITY OF TUKWILA DEC 13 2019 PERMIT CENTER CODE RL ViEVV:ceD FOR CCOMPLIANC APPROVED NOV 30 2020 City of Tukwila BUILDING DIVISIO a- _ PLACEMEN Ld r— — J Z ice C3 z o § rr 4 Dreier !Check. 14. 18, 200 rottl.O. Job