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Permit D18-0147 - 34TH AVE S - LOT 1 - NEW SINGLE FAMILY RESIDENCE
34T" AVE S -LOT 1 14213 34T" AVE S D18-0147 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 5537200116 14205 34 AVE S Project Name: 34TH AVE S - LOT 1 COMBOSFR PERMIT Permit Number: D18-0147 Issue Date: 3/5/2019 Permit Expires On: 9/1/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: DANG PHUC V+MARSHALL ANDREW 14213 34TH AVE S , TUKWILA, WA, 98168 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC Phone: (206) 423-5055 Phone: (206) 423-5055 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2020 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: NEW SFR - 1825 SF DWELLING, 636 SF GARAGE, 60 SF PORCH PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SEWER, WATER, DRIVEWAY ACCESS, PAVEMENT CUT & RESTORATION, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, AND STREET USE. WATER DISTRICT 125 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $410,793.58 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $8,128.49 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniforrn Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 120 Fill: 10 Number: 0 1 1 Permit. Center Authorized Signature: �.��J�/�� Date: ) �' / 17 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and r e to the conditions attached to this permit. Signature: Print Name: Date: 3 -/Y-q This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: `**BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be ,-esubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work And shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. fti 7 i 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. / 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 37: ***PUBLIC WORKS PERMIT CONDITIONS*** 38: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 39: 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. 40: 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. 41: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 42: 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. 43: 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. 44: 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. 45: Any material spilled onto any street shall be cleaned up immediately. 46: temporary erosion control measures shallbe implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 47: 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. 48: The Land Altering Permit Fee is based upon an estimated 120 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 49: 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. r . / \ 50: 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. 51: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final, 52: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 53: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 54: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: 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 sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 68: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 60: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 61: 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). 63: 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) 64: 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) 65: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 62: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 66: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 67: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 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 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH-IN GAS PIPING 0701 ROUGH-IN MECHANICAL 8005 ROUGH-IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0710 TYPE 1 HOOD AND DUCT 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR Parcel No: Address: 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov 5537200116 14213 34 AVE S Project Name: 34TH AVE S - LOT 1 COMBOSFR PERMIT Permit Number: D18-0147 Issue Date: 3/5/2019 Permit Expires On: 9/1/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: DANG PHUC V+MARSHALL ANDREW 14213 34TH AVE S , TUKWILA, WA, 98168 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLC11010F Expiration Date: 9/26/2020 Phone: (206) 423-5055 Phone: (206) 423-5055 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: NEW SFR - 1825 SF DWELLING, 636 SF GARAGE, 60 SF PORCH PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SEWER, WATER, DRIVEWAY ACCESS, PAVEMENT CUT & RESTORATION, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, AND STREET USE. WATER DISTRICT 125 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $410,793.58 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $8,128.49 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 120 Fill: 10 Number: 0 1 1 No D • Permit Center Authorized Signature:t./ Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Date: 3 7C -//i C Signature: Print Name: J This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve -nches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 37: ***PUBLIC WORKS PERMIT CONDITIONS*** 38: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 39: 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. 40: 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. 41: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 42: 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. 43: 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. 44: 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. 45: Any material spilled onto any street shall be cleaned up immediately. 46: Temporary erosvon control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 47: 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. 48: The Land Altering Permit Fee is based upon an estimated 120 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 49: 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. 50: 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. 51: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 52: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 53: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 54: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: 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 sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 68: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 60: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 61: 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). 63: 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) 64: 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) 65: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 62: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 66: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 67: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** \ 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 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 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0710 TYPE 1 HOOD AND DUCT 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKC►..A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. 'd n1 V/ Project No.: Date Application Accepted: N t 0 I v Date Application Expires: 11 0 (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 Site Address: . / King Co Assesso ,Tax No.: 55372 -pal, PROPERTY OWNER Name: Address: 24 ©IS / j (, , 5C4- Name: /'/eg L �( (/ �, Tukwila Business License No.: pq'q L 4/� Address: v City: City: State: Phone: Zip: CONTACT PERSON — person receiving all project communication Name: Address: 24 ©IS / j (, , 5C4- City: 646,41 AA' State: tvA., Zip: 996LS J ! Phone: 20 61 �3�_306gax: Address: Tukwila Business License No.: pq'q L 4/� City: State: City: State: Zip: Phone: Zip: Fax: Fax: Email: 741 GENERAL CON TRACTOR INFORMATION Company Name: (" 4-g 9' ti 4 / CUy � me Address: 24 ©IS / j (, , 5C4- City: 646,41 AA' State: tvA., Zip: 996LS J ! Phone: 20 61 �3�_306gax: Contrt : r Lcl1O16itgpDate: O/ 0 Tukwila Business License No.: pq'q L 4/� ARCHITECT OF RECORD Company Name: , Engineer Name: (Ir-6' Ti► Pss Pivvi+Z Company Name: City: 014ck,p 4hvDN JState: Zip: 9agI1/?I Phone: Fax: Architect Name: City: State: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: , Engineer Name: (Ir-6' Ti► Pss Pivvi+Z Address: 2-2 3? 50- 2i2 Z p City: 014ck,p 4hvDN JState: Zip: 9agI1/?I Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: r Address: City: State: Zip: H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page Iof4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ Z -J 4 0 0 Scope of work (please provide detailed information): ki / t n 45, DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lst floor i 2- 2- 2"d floor Garage] carport ■ ALJ / 3 6 Deck Deck - covered • uncovered • 1.7-_-- P s, e,/,1 6 0 Total square footage 3 5 . ( 0 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 at 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 $ -/ 1 furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ / appliance vent wood/gas stove fuel type: ❑ electric gas ventilation fan connected to single duct water heater (electric) Y other mechanical equipment 3,gOc) bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 1.docx Revised: August 2011 bh 1 2 3 clothes washer shower water closet gas piping outlets Page 2 of 4 / • / �\ PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT Tukwila . Water District #125 Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ..Valley View 0 .. Renton ;21...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0... Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone 0 .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undergrounding 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private ❑ ❑...Water Main Extension Public 0 - or - Private ❑ 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) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 r \ PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 0 R OR AUTHORIZED AGENT: //6//e Signature: ' C� Date: �7 Print Name: Y G �i✓11• Day Telephone: Mailing Address: q �r J 2i?' AveStl/ ' "'t Q ( %(i k 4- / k6Zi City H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh State Zip Page 4 of 4 r ` BULLETIN A2 STYPE C PERMIT FEE ESTIMATE \_/ PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 34"x' A v . ' . < Lot 1) PERMIT # (G)31.�!+ s- 1 If you do not provide contractor bids or an engineer's estithate 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 Tess D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 50o f j/ Sbo / :2 5-00 / 2`Sob than $200,000 of A. 5. Enter total excavation volume I2-0 cubic yards Enter total fill volume /t> cubic yards $ 21 g % (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 ./ 101 — 1,000 V $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 1' 200,000, PLUS $7.25 for each additional 10,000 o actionvihereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION SDs— (1+4+5) $� _y (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 01.01.18 1 / / \ b 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) $ 218'=5 (6) 7. Pavement Mitigation Fee (-f,) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 0 $ 5e- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.18 2 $ 13% (9) r1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ t (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. DuwamishH. $ I. Othes Transportation Mitigation $ nl�,q — x tsen N��s�= `'6 t6troc:iskElj Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ZV4 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) 1. tallation Cascade Water Alliance - RCFC 01.01.2018 -12.3. 011 Total Fee 0.75 $625 $ $6630 1 $1125 '. 5,012.50 $16,137.50 1.5 $2425 / $31,0 $32,450 2 $2825 7 $48,040 $50,865 3 $4425 // $96,080 $100,505 4 $7825 / $150,125 $157,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.18 Temporary Meter 0.75" $300 2.5" $1,500 3 f � DESCRIPTIONS ACCOUNT QUANTITY :. PAID $14,299.88 PermitTRAK D18-0147 Address: 14213 34 AVE S Apn: 5537200116 $5,418.74 DEVELOPMENT $4,173.34 PERMIT FEE R000.322.100.00.00 0.00 $4,168.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $560.25 ADDL PLAN REVIEW R000.345.830.00.00 0.00 $218.75 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $244.15 TECHNOLOGY FEE R000.322.900.04.00 0.00 $244.15 D18-0381 Address: 14211 34TH AVE S Apn: $8,881.14 DEVELOPMENT $4,493.21 PERMIT FEE R000.322.100.00.00 0.00 $4,264.21 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $111.25 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $111.25 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,355.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 Date Paid: Tuesday, March 05, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26079 Printed: Tuesday, March 05, 2019 9:39 AM 1 of 2 I SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT PAID $14,299.88 D18-0381 Address: 14211 34TH AVE S Apn: $8,881.14 TECHNOLOGY FEE TECHNOLOGY FEE a y TOTAL FEES PAID BY RECEIPT: R17079 R000.322.900.04.00 0.00 $243.55 $243.55 14,299.E Date Paid: Tuesday, March 05, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26079 Printed: Tuesday, March 05, 2019 9:39 AM 2 of 2 SYSTEMS Cash RegisterRecei City of Tukwila r \ eceipt4Num R144 DESCRIPTIONS PermitTRAK $2,709.75 D18-0147 Address: 14213 34 AVE S Apn: 5537200116 $2,709.75 DEVELOPMENT $2,709.75 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R14464 R000.345.830.00.00 0.00 $2,709.75 $2,709.75 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25516 Printed: Thursday, May 10, 2018 11:46 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT Nb. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 0 Permit Inspection Request Line (206) 438-9350 DIS=or417 Project: 3411-4 S. UT 1 Type of Inspection: P1 l LD/N.G ft)" -- Address: 12420 S' 34 Si Date Called: Special Instructions: l—o/ Date Wanted: � S —� I q a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: o {- ,< *L 1 (f£,L'z '* PA-) Inspector: n REINSPECTI7;9:S" ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 8 1Ze —ig INSPECTION NO. INSPECTION RECORD Retain a copy with permit i ERMIT NO. Od, 7 P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project:Type 39 /7 _ A . / of Inspection:" 1%/EZIA > � Address: rL '� 3 > S• Date Called: Spe is Instructio 'Date Wanted:nn G.6'�-��� a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. orrections required prior to approval. COMMENTS: Art, (7,b (O 4,4 )2444/waad 1/1410 4" r ti Inspector: 5? ' Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dig -ON?' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: M‘v..vri hpleld A dress. uu..:4L rit(See Date Called: Special Instructions: IP./tf-- Z. 00 rRequester: Date Wanted: -7-ig - yoF7 a.m. p.m. Phone No: AnApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 0 c 6,64271 meal F-FPAIAP)- Heal F.M./ia. Grkis F, Fla :1 vsu C. -t'ao -- Gree 1k C REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call ction. r Pe- V ,base .2....4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .D Ij 0/'"% Project: Type of Inspection: Address: iq .7 3 va c.., Date Called: Special Instructions. Date Wanted: er-23- t9 , !. p.m. Requester: Phone No: iii OMMENTS: Approved per applicable codes. E3 Corrections required prior to approval. Inspector: 4 Date: 4.1" _`Cyd n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit bib' 01q1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Id 3q -r" Atg 4 1A1 1 Type of Inspection: -Footwu, dz. Address: 14/05 v14 i4.✓e3 Date Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: ficcie 5th"it ig55.57 77;;(j lam_d . _ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D/3 --(W7 Projec iec �f 1 Ty of Inspection: 0 _o h 1� � r,�roil., A Address: , �y20s 3y Date Wed: Special Instructions: / La 1 ,S, Date Wanted: VO - 201, a.m. Pm- .m-L,S Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. r f e l S / J •� 1,fAfryt,W�c � !" l z ,S( .cce4,64 ` Serf.A. -c- 1 t'mm�i,!1' ctfr ✓ Inspector:C__71Date: ,...c --_i in's REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Dib Retain a copy with permit ✓� b 'e INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: ‘,li Address: ,/j Date Ca led: Special Instructions: Date Wanted: %/9 Requester: Phone No: Approved per applicable codes. E3 Corrections required prior to approval. OMMENTS: 4C420,Iti PA -x Inspector: ‘/J Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project✓ ,ii/ ti mac_ /Of/ Type of Ins action: 4'' .131.-./036/ of Address: ��'�LL �y t / "4Z gc 21 4 r'(s�� 3 - Date Called: Special Instructions: Date Wanted: _t_/e7 (27-m: p.m. Requester: Phone No: proved per applicable codes. JJ Corrections required prior to approval. OMMENTS: geid4 4:741 Pew - 411 Date$ ' 0,65 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIV 6300 Southcenter Blvd., #100, T Permit Inspection Re INSPECTION RECORD Retain a copy with permit PERMIT NO. ine (206) 438-9350 (206J1431-3670 Project: G—' pType_qf Inspection: Address. Special Instru ons: Date Wanted:a 1.� -,71 .. lQ r317. p.m. Requester: a1 Phone No: pplicable codes. El Corrections required prior to approval. COMMENTS:14 .66/&-tiorC A)(c_. J44 r Date: Y-z��zo REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit VES -01€{ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 2, If: 4 �7 — i -of 1-j%°�J Type of Inspection: On/CA-1'4E5 Addre s ((IS°C -771(M. S Date Cal ed: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: / 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5+9.,' ,.') tet, NO dtJEr -r P pct ' tt R"' 1 -K ('6 . 1N TAt L r 1 cr ,©ctLy A--( c F217 !-° "Trcat Oar) e-24r44tle-6-S 1 41.9 G LE4-fes. Li tiPitT 5 / PPw-tod 4--r irlet- u.) W 4" 3( Pte (IG,AIJ> Ins ector: Date: tZtb (701 q REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project �� ,au S - 4.071 Type of Inspection: 67 A 2-410-)Pre— t0-)Pre-Address: Address: 1 (17'0 .45- 34 AVe-4, Date Called: 05W7-clIq Special Instructions: / Date anted: a.m. Requ ster: Dkv -5`Tue-lam Phone No: Approvea perapplicable codes. Corrections required prior to approval. COMMENTS: qD : F.4917r- 17(1/4-7A) 5 /A) P any o L 1 t 4 --rt f t7,Z To 1 ( '/ Inspector: Date: oa f /7--OCI REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project "� 4ktE 5 _ L Type of Inspection: b( /.SACS Address: (417 -off .-;4/ Xkt S D=1: Special Instructions: Date Wanted: a Requ ster: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: G-Dq0°, 4F-&-74 DR -Ars.) w/e7otit. La) 47-5) f to -r 4`) f cm' --r--rb R y. Inspector: is Pra14 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal,. to schedule reinspection. INSPECTION RECORD Retain a copy with permit 610 i21 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: d 341 144, - Type of Inspection: M v>L-rikvz Address: /4Z as gif /'fir -cam Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: pproved per applicable codes. El Corrections required prior to approval. MMENTS: Inspector: Date: 1../.,..4,. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D16-01 �7 INSPECTION NO. PERMIT N0.! CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type Insp ction: a Address: h7 -Q5 .39itt. Date Called: Special Instructions: Lo+l Date Wanted: Requester: Phone Ngo^: rn /� �] J _ Ti ' 7Vv..g10`'L.. Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ,Z>z_ ;03 Jo.fr Arm i,z. Inspector: Date: 3 z-7 _ 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: spection• Type of !X. FOD � r'wMI5 Addr ss: Date Called:( Special Instructions: LO 4- -- . Date Wanted: 3- z-/-7-447 a.m. p.m. Requester: Phone No: Appro per applicable codes. Corrections required prior to approval. ' COMMENTS: FoLA*Jczko,.4,1A-64r.vn01? Inspecto ray; a Date: 2d /ted, C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan LS2-2825-3 April 12, 2018 Job No.: 13-023 Location: 14213 - 34th Avenue South Tukwila, Washington Copyright 2018, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 7 2018 Cla BUILD NoG DIVISIONDTu dj=t.rii:D CITY OF TUKWILA PERMMfT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 W6' 0141 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral Toads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 03/09/17 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V„ it) KZt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht Z LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2' OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 8/12 pitch = 34 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 33 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential -4�psf Total Deck Load psf DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 GWB 2.2 Copyright 2013, SEGA Engineers 9.5 psf SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. LS2 - L82 - ' 3 -023 FIGURED BY CHECKED BY DATE7 v7, j sHEEtsOF j2.141A 13n e. C-�ai2itg-Aux- 11-c = �p`1� �� �� 11 lj �2�at J� ci 1 ,)(5Se ) . S O OpL 4 p J (4) c 1)1,09 01 PZ=Lt)( p9)(#) 4.1)14,SF)( 4)C \)}( (4°00Ciat) (' z)= S* t'"1- t��� S,i — (1'x'0.7) _ 14.x" `F •T' T/6t. oz. 5�/z•�t 61.4 h,ao, 3Y & (AaI - 2 c, - 2 1,°1' q. s (--rt,lt s-S1'q 1-100 it/F- 4- 'IOC -4° j(P) _ (ocos'`" M= (ia C-Liz,2.-')(0,lk y� 3- ' j 7,1v 7f der L- 73m. e- G- ►Z,4 -U a_ 3 uhL c ) =Ito 1. -SF c0 ),4,F" t ! 1 )l 4°)'J" PI Ln, ><lF) till )7 _ j 3, co )'1 Y +I_ LU 0,11/%) = 4--,/ CIL / l 1' i .S? d SL 01 VJP)(U`)3 o, 4c(7-- 3,o o3k,,�� r;-;11. t�v o c;) /14. 517 ,-»* Copyright 2014, SEGA Engineers 1ck- 912' 5/a41Pr 4 Dk_ SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 koowl — evic +^-it = 3i)( fiL) -(40 (J) (4-opJr) (4) 01(,) -( ) Lpii) ) ` Z -1 7g34 CA) 2:: 11-4,1(4pir) = 3W41? (Z'1)" (3•S90o•L'f ig)(3z) — S'Sk = Z.1 (//, i s -1 :Si' d.("3( 5,44')(fi`)t xJ 3Zfo w t•t S )t r-' e_ 6� Q )1/4. -zit ,1fr fi2�s' �' fi PSS) t' ► 00'U- -c-1)11.c 64i (L)14Apsr) (� 4- ( ( +V\ (14.91 ) + (q)(40p)(4) B$s -37 C ti)(.g'Tn3 ?Ls. ) -t (, (.4,Ln( 401') — 4,21)1- hi zie 11* Z 13y1°A,c.. 51/txto�t �Lo _04.91w yr - of oL JOB NO. LSL— z°6zc- 13—nt3 FIGURED BY to o{?. - CHECKED BY DAeqI SHEET4 OF -- -3k K (psi gcic X103�Nz d/ Z4^ �_ /SO- W hit ` 71111 1)(1 S`)'' IfTA Copyright 2014, SEGA Engineers c0.111'1( of c}Slo ZZ-X11r;r)05‘7 Ok .<l2 . �.- SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 09/17/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F Sos W R where, F = 1.1 Two -Story Building Sos =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof - Wr = Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (55ft) (32ft) (16psf)+ (2) (55ft+ 32ft) (4.Oft) (9.5psf) = 35 kips (55ft) (34ft) (14psf)+ (2) (55ft+ 34ft) (8.5ft) (9.5psf) = 41 kips Design Base Shear , V = ( .169) (75 kip) = 12.7 kip E = 12.7 kip = 9.1 kip 1.4 W total = 75 kips WIND Design Wind Pressure, Ps = X Kn Psso Eq. 28.6-1, Sect. 28.6.3 where, T = 1.00 0 - 15 ft Exposure B Figure 28.6-1 = 1.00 = 1.00 = 1.00 20 ft 25 ft 30 ft Kn = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) PO - 15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pao = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vfft= (55ft) (10ft) (17.7psf) + (55ft) (5ft) (17.7psf) + (55ft) (5ft) (17.7 psf) + (47 ft) (5ft) (17.7 psf) =23.6 x 0.6 =14.2kips Therefore, Vs's= (41 ft) (10ft) (17.7psf) + (35ft) (5ft) (17.7psf) + (32ft) (5ft) (17.7psf) + (12ft) (5ft) (17.7psf) =14.2x0.6=8.5kips Wind Loads Govern for Lateral Design - Front/Back Seismic Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / Project LS2-2825 Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht. 6 LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 9.1 k Fx = wx V (Eq. 12.14-12) W F,of= (34.8) (9.1 k) = 4.2 kip ( 75.3 ) Ffloor = ( 40.6) (9.1 k) = 4.9 kip ( 75.3 ) Fx = 9.1 kip Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT L 5z, - z 5' / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. ' 3 —caZ 3 FIGURED BY C -141 - CHECKED BY DATE �(9 SHEET (40F 10(14cL- \4 u 1 vik.3 ii,:).[(& -.)0o. ni-cD(poi4f "j A--, g- = ,1/10011 Aps-, t„,i (cv f )(pp)... wo,p- I no /S g- • r+ \S`' 4 ji%r� 39376E c> _-<i+FAL \40tc, z 1/12 & Loeb /07 /Z•j T " Vp= 6. Jo4* r -ad if`"! Copyright 2013, SEGA Engineers 20'qj1 j SL / 601.0 (t r tt` t' 40 >< j 2, s IX>d>(L' I 9' 141 SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 sit C C•Arr ��t641L Wim. -41 fr le- 832Y , PROJECT L 52 -- z� • JOB NO. '3 - o23 FIGURED BY 67 -AT CHECKED BY DATE �I /) SHEET 1 OF pot 1/F 3 3 Z" t CV: V i d -Y10• ¢nn ` 714-4,P r 4 s).t \4*tt, f+ zdoo /34s' &l" /14 - tut 5° Uig Z % I K }" C S'1) E,4.1 N J :- 3,/61` �z- WA-tt-15 k 1/P. 44 y - z,4S'` = Zo5c,11/zz, =111 ��- Copyright 2013, SEGA Engineers 1' z) 1rpt,r iL7 SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 sum 441 Al AJ (doter) V/4(4_1' 6 41 -it s z, t V ' Z % �� € 3-l) {4114:1= .3, `,li lc Z1t2t J Copyright 2013, SEGA Engineers JOB NO. L5z-ZSzs 13-02.2. FIGURED BY ( ,- CHECKED BY DA X4S/,3 SHEET tg OF p J) O ><Ie;: SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (380) 886-1017 • FAX 886-1018 PROJECT L52-2525 JOB NO. 13-023 FIGURED BY GAT CHECKED BY DATE 01/25/12 SKEET J OF J SHEAR WALL KE'( PLAN SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) P> 1/2 OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. Qall = 230 plf CDX E> 1/2 OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. Qall = 350 plf CDX I> 1/2 OSB or CDX 8d @ 3" o.c. 5/8" @ 16" o.c. Qall = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 12/S2.0 for Construction 1 1 Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2825 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9'`"" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall°•"' 10/15/21 int + TB 0.042 Slabs R -Value & Depth *T..LJ� PYAnn 10, 2 ft n/a .1.1 and Table R402.1.3 Footnotes included on Page 2. E FOR CODE COMPLIANCE • APPROVED JUN 27 2018 City of Tukwila BUILDING DIVISION 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 Tess than 1500 square feet in conditioned floor area with Tess than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. CI 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3.: Exception:- Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions Tess than 500 square feet: .5 credits Table R406.2 Summary Option Description la Efficient Building Envelope la vl GUIL`J/ 0.5 lb Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope 1 d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 *Please refer to Table R406.2 for complete option descriptions 0.5 ❑ DECEIVED CP( OF TU,KWILA f2:RMIT CENT&P3 0.5 2 1.5 *1200 kwh 0.0 wh50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2-2825 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor 0.20 Ref. U -factor ENTRY 1 0.28 DEN 12.0 0.28 DEN 6.72 0.28 KITCHEN 3 0.28 UTILITY 2 0.28 NOOK 6 0.28 GREAT ROOM 9.24 0.28 UPPER ENTRY 4.5 0.28 UPPER ENTRY 1 0.28 MEDIA ROOM 6 0.28 BEDROOM 3 6 0.28 BATH 0.0 0.28 BEDROOM 2 0.00 0.28 PLAYROOM 2 0.28 MSTR BATH 2 0.28 MSTR BATH 6 0.28 MASTER BEDROOM 6 0.28 5 0.0 4 0.0 1 1 6 3 0.00 1,;. 5 0.0 4 0.0 1 6 4 1 4 4 1 2 2 1 8 5 6 Width Height Qt. Feet Inch Feet Inch 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 1 0.0 8 12.0 1 6 6.72 6 2.24 3 2 72.0 2 12.0 1 6 2.24 4 9.24 1 2 4.5 4 20.0 1 6 6.72 6 4.48 2 6 44.0 6 0.0 1 2 0.00 6 0.00 2 2 0.0 2 0.0 1 6 0.00 5 6 1 5 0.0 4 0.0 1 1 6 3 0.00 1,;. 5 0.0 4 0.0 1 6 4 1 4 4 1 2 2 1 8 5 6 I 1 Area UA 20.0 4.00 0.0 0.00 Area UA 8.0 2.24 36.0 10.08 12.0 3.36 24.0 6.72 8.0 2.24 36.0 10.08 72.0 20.16 12.0 3.36 8.0 2.24 33.0 9.24 20.0 5.60 4.5 1.26 20.0 5.60 24.0 6.72 16.0 4.48 4.0 1.12 44.0 12.32 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 381.5 106.82 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 401.5 110.82 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2825 Heating System Tvpe: o All Other Systems Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions ()Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions 10,1R-49 Single Rafter or Joist Vaulted Ceilings Instructions Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) _ Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Unconditioned Space Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,825 8.5 U -Factor 0.30 U -Factor 0.50 Conditioned Volume 24,013 X Area = UA 114.60 382 X Area = UA U -Factor X Area = UA 0.026 1,791 46.57 U -Factor X No selection U -Factor X 0.056 Area Area 2,668 UA UA 149.41 U -Factor X Area UA 0.025 U -Factor No selection 1,790 X Area 44.75 UA F -Factor X Length UA No selection -- F-Factor X Length UA No selection -- Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 11,929 Btu / Hour VolumeX 0.6X AT X.018 Building Design Heat Load 28,274 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,102 Btu / Hour Duds in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,542 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 46 355.32 16,345 Btu / Hour JI t Geotechnical Engineering Report Residential Development 14213 34th Ave S Tukwila, Washingt P/N 5537200116 April 26, 2018 prepared for: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 7 2018 City of Tukwila BUILDING DIVISION Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1276 -T18 RECEIVED MAY 16 2018 TUKWILA PUBLIC WORKS RECEIVED Ci'( OF TUKWILA 1 0 2010 REd hi r CENTER Dropri TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 8 4.4 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -2 A -2...A-3 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 April 26, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Residential Development 14213 34th Ave S Tukwila, Washington P/N 5537200116 MGI Project P1276 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of an irregularly-shaped, 0.57 -acre, residential parcel situated in close proximity to the transition between the city limits of SeaTac and Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcel has previously been developed, with the central portions of the site being occupied by an existing single-family residence, originally constructed in 1902. Access to the site is gained through 34th Ave S, along an existing driveway towards the north end of the parcel. The remainder of the parcel is relegated as yard space. Past grading activities have evidently taken place onsite, with the west end of the parcel residing at a higher relative grade than that of adjacent residential sites immediately to the west. Improvement plans involve the clearing/stripping of the subject property, demolition of existing site features, and the redevelopment of the site for residential purposes. It is our understanding that a short -plat of the property is currently proposed, which would result in three developable lots. Roof -runoff from the proposed residences will be retained onsite if feasible. Page 1 of 11 Cary Lang Construction Residential Development, 14213 34"k Ave 8, Tukwila, WA Geotechnical Engineering Report .April 26, 2018 P1276 -T18 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on April 6, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP -1 and TP -2), advanced on April 6, 2018; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 West of the existing residence South of the existing residence; towards the south end of the parcel 9 10' The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-3. Migizi Group, Inc. Page 2 of 11 Cary Lang Construction - Residential Development, 14213 34'11 Ave S, Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276 -T18 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of an irregularly-shaped, 0.57 -acre, residential parcel. The subject property is located within a densely populated residential area between Military Rd S and Tukwila International Blvd; approximately one -mile northeast of the Seattle -Tacoma International Airport. The east side of the parcel is bound by 34th Ave S, with its remaining sides contacting developed residential sites. The subject property has previously been developed, with the central portion of the site being occupied by an existing residence originally constructed in 1902. The remainder of the property is relegated as yard space. Topographically, the footprint of the existing residence resides within the relative high spot of the parcel, with the remainder of the property descending away from this location. Upwards of 10 feet of elevation change is observed over the extent of the parcel, with localized grade changes being less than 10 percent. Vegetation onsite is sparse, with the majority of the parcel having been resurfaced with recycled concrete. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. As noted above, a seasonal ancillary stream channel is present immediately offsite to the east. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a variable amount of fill material overlying native, glacial till soils. Fill soils were generally encountered through a depth of ± 7 feet of both of our explorations, with the material ranging in composition between gravelly silty sand and fine sand with silt. Fill soils were generally encountered in medium dense condition. Glacial till soils were observed towards the lower reaches of both of our explorations, generally consisting of very dense gravelly silty sand. Tacoma, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tacoma area are either directly associated with or have been physically altered by the Vashon glacial event. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition and is commonly underlain by advance outwash soils. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvt, or Vashon-aged glacial till. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. Migizi Group, Inc. Page 3 of 11 Cary Lang Construction -- Residential Development, 14213 34"' Ave S, Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276-Ti8 The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We encountered moderate groundwater seepage at a depth of 10 feet in test pit exploration TP -2, which was performed towards the south end of the parcel. This depth corresponds with the contact with native, glacial till soils. Given the topographic location of the project area, we do not believe that this is indicative of actual groundwater elevations, but rather indicative of seasonally perched groundwater, trapped atop the relatively impervious glacial till soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions As indicated in the Soil Conditions section of this report, the site is underlain by upwards of 71 feet of imported fill material, transitioning to relatively impermeable glacial till soils with depth. As such, we do not interpret full or limited infiltration as being feasible for this project. Roof -runoff water from the proposed residences should be managed through dispersion, diverted to an existing system along 34th Ave S, or managed through another appropriate method. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.494 g SMs = 1.494 g SDs = 0.996 g Si = 0.560 g SMI = 0.839 g SD] = 0.560 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.00 g and Sa at a period of 1.0 seconds is 0.56 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. Migizi Group, Inc. Page 4 of 11 Cart/ Lang Construction - Residential Development, 14213 34th Ave S, Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276 -T18 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject property, demolition of existing site features, and the redevelopment of the site for residential purposes. It is our understanding that a short -plat of the property is currently proposed, which would result in three developable lots. Roof -runoff from the proposed residences will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser fill or native soils, or on structural fill bearing pads extending down to these soils. In our opinion, existing fill soils are suitable for foundation support and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser fill or native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Migizi Group, Inc. Page 5 of 11 Cary Lang Construction- Residential Development, 14213 34"' Ave S, "Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276 -T18 Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that there is a minimal organic horizon across the project site, and we do not anticipate that significant stripping will be necessary. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and densely consolidated glacial till soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations encountered moderate seepage in the vicinity of test pit exploration TP -2, at a depth of 10 feet, along the contact with glacial till soils. We anticipate that this is indicative of seasonally perched groundwater and not representative of actual groundwater elevations. We do not expect groundwater to be encountered in project excavations, however, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1i H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residences should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 6 of 11 Cary Lang Construction - Residential Development, 14213 34th Ave S, Tukwila, INA Geotechnical Engineering Report April 26, 2018 P1276 -T18 Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand and fine sand with silt, extending upwards of 71/2 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser fill or native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads. In our opinion, existing fill soils are suitable for foundation support, and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. Migizi Group, Inc. Page 7 of 11 Cary Lang Construction - Residential Development, 14213 341" Ave S, Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276-118 In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser fill or native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Migizi Group, Inc. Page 8 of 11 Cary Lang Construction - Residential Development, 1.1213 34'" Ave S, Tukwila, WDA Geotechnical Engineering Report April 26, 2018 P1276-1'18 Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to a void puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel Migizi Group, Inc. Page 9 of 11 Cary Lang Construction - Residential Development, 14213 34'" Ave S, Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276 -T18 before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Cary Lang Construction - Residential Development, 14213 34th Ave S, Tukwila, WA Geotechnical Engineering Report April 26, 2018 P1276 -T18 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach . Logan Staff eologist Migizi Group, Inc. Page 11 of 11 James E. Brigham, P.E. Principal Engineer z 0 0 0 N z 0 0 n 122°20.000' W look OWN Man Trrni- iii FPRIM•��•II�II elk 122°19.000' W TOPO' map panted on 04f2618 from'Undded.tpo' 122°18,000' W 121°17.000' 4J 122°16.009' W 122°15,000' W WGS84122°14.000' W 122°20,000' W 77.'N 122 19.000' W 122°18.000' W a _ 0 In FEU 0 122°17.000 W 1001 KIM 1 rAwd7O?O:E`'ul\a:cm;0::Nw ar�:aicsts:e.t. 122°16.000' W 122°15 000' VI WGS84 122°14.000' W z 0 00 z 0 0 0 N ° Location 14213 34th Ave S Tukwila, WA P/N 5537200116 Job Number P1276 -T18 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 04/26/18 PROJECT: SHEET TITLE: Sit, SHEET TITLE: S Migizi Group, co co o� d Q op x m o E m o O ro APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 a 0 rm 5 z Z 0 z z z Q 0 J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW 0.7'iii !'I j O.•1' WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP o'er' 6. < )A •D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH C'M o > o SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT < MIXTURES OVER 15% FINES GC CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW °.°.°: WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP ,'. POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH SM '• SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC r CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS. OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL z INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL — = = ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50. CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH M .` ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,, �, i, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R -Value // Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial [CI Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. I 2=2131t==1 CLIENT Cary Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 Tacoma, WA 98448 PAGE 1 1 Telephone: 253-537-9400 Figuree A-2 Fax: 253-537-9401 Lang Construction PROJECT NAME 14213 34th Ave S Tukwila Geotech PROJECT NUMBER P1276 -T18 PROJECT LOCATION 14213 34th Ave S, Tukwila, WA DATE STARTED 4/6/18 COMPLETED 4/6/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER vi U rn GRAPHIC LOG MATERIAL DESCRIPTION - - 2.5 GB S-1 GP GM f�° — c (GP -GM) Gray crushed concrete with silt and sand (medium dense, moist) (Recycled Concrete) 1.5 SM :�:. ;x • (SM) Gray/brown silty sand with gravel (dense, moist) (Fill) 3.5 5.0 SM (SM) Dark brown fine silty sand with some organic material (medium dense, moist) (Fill) 4.0 SP SM (SP -SM) Light brown fine sand with silt and some gravel (medium dense, moist) (Fill) 7.5 7.5 - - - - SM I I I (SM) Gray silty sand with gravel (very dense, moist) (Glacial Till) 9.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 9.0 feet. 4 40 fl p Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 Tacoma, WA 98448 PAGE 1 1 Telephone: 253-537-9400 Figure A-3 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 14213 34th Ave S Tukwila Geotech PROJECT NUMBER P1276 -T18 PROJECT LOCATION 14213 34th Ave S, Tukwila, WA DATE STARTED 4/6/18 COMPLETED 4/6/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe -- AT TIME OF EXCAVATION 10.00 ft Moderate seepage LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- to DEPTH Io (ft) SAMPLE TYPE NUMBER vi U ui GRAPHIC LOG MATERIAL DESCRIPTION - - 2.5 GP- GM � , l ,�i 1 . (GP -GM) Gray crushed concrete with silt and sand (medium dense, moist) (Recycled Concrete) 0.8 SM :-,7.0 (SM) Gray/brown silty sand with gravel (medium dense, moist) (Fill) 4.5 - 5.0 SM (SM) Dark gray silty sand with gravel, roots, and some organic material (medium dense, moist) (Fill) 7.5 SM 11 � Fibrous peat (soft, wet) 10.0 10.0 I (SM) Blue/gray silty sand with gravel (dense, moist) (Glacial Till) 10.5 No caving observed Moderate groundwater seepage observed at 10 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.5 feet. MiTek$ Re: B1802008 LS2-2825 -3 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4486235 thru K4486261 My license renewal date for the state of Washington is September 28, 2018. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision REVIEWED FOR CODE COMPLIANCE APPROVED JUN27 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA PERMIT CENTER April 11,2018 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engi r, per ANSI/TPI-1, Chapter 2. •0141 'Job L81802008 'Truss A01 Truss Type GABLE ProBuild Arlington, Arlington,WA 98223 16-0-0 16-0-0 3x6 = 12 Qty 1 Ply 1 LS2-2825 -3 K4486235 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:32 2018 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-M FJgOp_L1 gvdmVddgjVgAIJYy8_hT5arTpWwfczRjVz 32-0-0 13 16-0-0 3x6 = 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x8 = 32-0-0 32-0-0 3x6 = Iq 0 Scale = 1:68.3 Plate Offsets (X Y)--_12:0-3-9 0-1-8] 16:0-0-4 Edge]. 112:0-3-0 Edge). [18:0-0-4,Edoel. [22:0-3-9.0-1-8],.j28:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TPI2014 CSI. TC 0.12 BC 0.06 WB 0.18 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.01 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 192 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud *Except* WEBS 1 Row at midpt 11-31, 13-30, 10-32, 14-29 11-31,13-30,10-32,9-33,14-29,15-28: 2x4 HF No.2 REACTIONS. All bearings 32-0-0. (Ib) - Max Horz 2=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 Max Gray All reactions 250 Ib or less at joint(s) 22, 31, 30, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 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 20.0psf 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) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. W03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI NM MI Is MiTek" 250 Klug Circle Corona, CA 92880 Job Truss r f [61802008 IA02 ProBuild Arlington, Arlington,WA 98223 Truss Type Common Qty I Ply LS2-2825 -3 K4486236 9 1 1 1Job Reference (optional) 5-8-1 10-8-12 + 16-0-0 5-0-12 5-3-4 1-0-0 5-8-1 3x6 8.00 2x4 II 3x6 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:33 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gSt2b9?zo_1 UNfCpOQ13iWreyY6dCUS?iTGUB3zRjVy 21-3-4 + 26-3-15 + 32-0-0 5-3-4 5-0-12 5-8-1 4x6 I 6 2x4 II 3x6 8 3x6 = 14 2x4 I I 5-8-1 5-8-1 Plate Offsets (X.Y)-- X2:0-3-9.0-1-8], [9:0-3-9.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-11,6-13: 2x4 HF No.2 OTHERS 2x4 HF Stud 10-9-10 13 15 12 16 4x8 = 5-1-9 5x8 WB = 21-2-6 10-4-12 11 4x8 = 10 2x4 1I 3x6 = + 26-3-15 .32-0-0 5-1-9 5-8-1 Iq Scale = 1:68.8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 REACTIONS. (Ib/size) 9=1359/Mechanical, 2=1448/0-5-8 Max Horz 2=197(LC 5) Max Uplift9=-27(LC 9), 2=-42(LC 8) CSI. TC 0.42 BC 0.98 WB 0.39 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.54 11-13 >703 240 Vert(CT) -0.84 11-13 >453 180 Horz(CT) 0.08 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 151 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2105/53, 3-4=-1732/38, 4-5=-1558/69, 5-6=-1743/189, 6-7=-1753/190, 7-8=-1744/71, 8-9=-2137/58 BOT CHORD 2-14=-103/1690, 13-14=-103/1690, 13-15=0/1043, 12-15=0/1043, 12-16=0/1043, 11-16=0/1043, 10-11=0/1676, 9-10=0/1676 WEBS 6-11=-143/941, 7-11=-366/152, 8-11=-388/110, 6-13=-142/924, 5-13=-370/153, 3-13=-350/106 Structural wood sheathing directly applied or 3-4-5 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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 = 8.0psf. 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) 9, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 IJob :Truss B1802008 A03 Truss Type COMMON ProBuild Arlington, Arlington,WA 98223 Qty 5 Ply 1 LS2-2825 -3 K4486237 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:33 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gSt2b9?zo 1UNfCpOQ13iWrdXYA5CSY?iTGUB3zRjVy t -0-Q 5-8-1 10-8-12 116-0-0 21-3-4 1 26-3-15 32-0-0 3-0-9 1-0-0 5-8-1 5-0-12 5-3-4 5-3-4 5-0-12 5-8-1 -0-0 8.00 12 4x6 11 6 3x6 3x6 3x6 = 18 17 25 26 16 27 28 2x4 4x8 = 5x12 MT20HS WB = 5-8-1 - .�_ _10-9-10 21-2-6 x` 81 5. - — - -- -- - - 10-4-12 15 4x8 = 14 4x6 = 2x4 :1 26-3-15 31-0-0 5-1-9 4-8-1 -0-6 Scale = 1:73.1 Plate Offsets (X Y)-- [2:0-3-9.0-1-8] [11:0-3-9.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.45 BC 0.76 WB 0.52 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.35 15-17 >999 240 Vert(CT) -0.79 15-17 >462 180 Horz(CT) 0.04 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 174 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD WEBS 2x4 HF Stud "Except` 6-15,6-17,19-23: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1492/0-5-8, 13=1597/0-5-8 Max Horz 2=-201(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2166/0, 3-4=-1835/0, 4-5=-1671/0, 5-6=-1855/0, 6-7=-1773/0, 7-8=-1580/0, 8-9=-1744/0, 9-10=-1754/0 BOT CHORD 2-18=0/1754, 17-18=0/1754, 17-25=0/1087, 25-26=0/1087, 16-26=0/1087, 16-27=0/1087, 27-28=0/1087, 15-28=0/1087, 14-15=0/1388 WEBS 6-15=-24/897, 7-15=-383/158, 9-14=-341/0, 6-17=-18/1048, 5-17=-369/154, 3-17=-306/153, 10-14=0/1372, 10-13=-1431/30 Structural wood sheathing directly applied or 3-5-2 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) 200.0Ib AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 4-6-0 apart. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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 = 8.0psf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 861-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 [Job B1802008 Truss :A04A ProBuild Arlington, Arlington,WA 98223 Truss Type Common Girder Qty 1 Ply 2 LS2-2825 -3 Job Reference (optional 1-0-0 6-3 6-3-3 3x6 K4486238 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:35 2018 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-mq?oOrODKbHCdzMC Wr3XnxxxOMoHgH019nIaGxzRjVw 12-0-0 16-0-0 17-5-121 23-0-0 27-6-0 32-0-0__i 5-8-13 4-0-0 1-5-12 5-6-4 4-6-0 4-6-0 8.00 [12 3x6 = 6 2x4 h 4x8 3x6 3x8 _- 16 2x4 1 ! 6-3-3 . 12-0-0 15 14 18 3x8 = 4x8 = 13 19 20 21 2 22 23 3x10 II 8x8 11 2x4 I 24 4x12 16-0-0 17-5-121 23-0-0 27-6-0 32-0-0 1z3 5-8-13 4-0-0 1-5-12 5-6-4 4-6-0 4-6-0 Iq Scale = 1:68.8 Plate Offsets (X Y)-- X2:0-8-0.0-0-141. [6:0-3-0 Edge] [10:0-2-3 0-2-5] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. DEFL. in (loc) 1/deft L/d TC 0.56 Vert(LL) -0.20 12-13 >999 240 BC 0.90 Vert(CT) -0.33 12-13 >999 180 WB 0.84 Horz(CT) 0.12 10 n/a n/a (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 10-14: 2x6 DF No.2 WEBS 2x4 HF Stud *Except* 5-15,12-17: 2x4 HF No.2, 7-13: 2x6 DF No.2, 8-17: 2x4 DF No.2 15-17: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 10=5767/0-5-8, 2=3635/0-5-8 Max Horz 2=197(LC 5) Max Upliftl0=-369(LC 9), 2=-273(LC 8) PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5904/452, 3-4=-5472/452, 4-5=-5354/486, 5-6=-350/33, 7-8=-536/76, 8-9=-8111/621, 9-10=-9384/628 BOT CHORD 2-16=-426/4743, 15-16=-426/4743, 14-15=-471/6146, 14-18=-472/6147, 13-18=-471/6148, 13-19=-467/6103, 19-20=-467/6103, 20-21=-467/6103, 12-21=-467/6103, 12-22=-463/7653, 22-23=-463/7653, 11-23=-463/7653, 11-24=-463/7653, 10-24=-463/7653 WEBS 8-12=-123/1630, 9-12=-1149/95, 9-11=-3/1214, 5-15=-252/2588, 3-15=-448/157, 13-17=-408/3645, 7-17=-276/260, 12-17=-16/1032, 8-17=-6718/686, 5-17=-4227/464, 15-17=-2960/382 Structural wood sheathing directly applied or 3-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 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 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 7) * This truss has been designed for a live load of 20.0psf 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 = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=369, 2=273. Continued on page 2 April 11,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Qty LS2-2825 -3 B1802008 IA04A 1 L 1 Job Reference (optional ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:35 2018 Page 2 I D:TZasPCUn FyXNprGI Hu3H_Xyn5tu-mq?oOrODKbHCdzMC Wr3XnxxxOMoHg H019nlaGxzRjVw Truss Type Common Girder Ply K4486238 NOTES - 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2980 Ib down and 450 Ib up at 17-5-12, 604 Ib down and 28 Ib up at 19-5-4 , 604 Ib down and 28 Ib up at 21-5-4, 604 Ib down and 28 Ib up at 23-5-4, 604 Ib down and 28 Ib up at 25-5-4, and 604 Ib down and 28 Ib up at 27-5-4, and 604 Ib down and 28 Ib up at 29-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70, 6-10=-70, 2-10=-16 Concentrated Loads (Ib) Vert: 11= -604(B)13= -2980(B)19= -604(B)21= -604(B)22= -604(B)23= -604(B)24= -604(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job B1802008 'Truss A04B Truss Type Common Girder Qty 1 Ply 2 ProBuild Arlington, Arlington,WA 98223 0-4 1-0-0 01 0 6-3-3 6-3-3 129Q 5-8-13 LS2-2825 -3 Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:37 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-jD7ZRX2UsCXwsHVbdG5?tM0Ev9Uh8COad5EhKgzRjVu 16-0-0 17-5-121 23-4-10 21-0-12 27-10-10 32-0-0 4-0-0 1-5-12 5-10-14 0-8- 3-9-14 4-1-6 K44862391 3x6 2x4 I 3x8 17 2x4 I 16 15 19 3x8 = 4x8 = 8 8x8 =2x4 ;0== 11r1 14 20 21 2213 23 3x10 6x6 = 2412 25 26 1 27 10x10 — 5x12 MT2OHS I I 6-3-3 + 12-0-0 + 16-0-0 1.7-5-121 22-0-0 33-4-111 27-10-10 6-3-3 5-8-13 4-0-0 1-5-12 4-6-4 1-4-10 4-6-0 32-0-0 4-1-6 N Scale = 1:69.8 Plate Offsets (X.Y)-- [2:0-8-0 0-0-14] [6:0-3-0 Edge] X8:0-4-0 0-2-8] [10:Edge,0-1-8], [11:0-5-8,Edge], [13:0-3-0,0-4-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0_ LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 11-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 9-12,3-16,3-17,5-18,8-13: 2x4 HF Stud, 7-14: 2x6 DF No.2 8-18: 2x4 DF No.2, 16-18: 2x4 DF 1800F 1.6E SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.75 BC 0.91 WB 0.81 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.18 13-14 -0.31 13-14 0.11 11 I/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 423 Ib FT = 20% REACTIONS. (Ib/size) 2=3770/0-5-8, 11=6509/Mechanical Max Horz 2=246(LC 21) Max Uplift2=-324(LC 8), 11=-566(LC 9) 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=-6137/541, 3-4=-5713/541, 4-5=-5594/576, 5-6=-279/54, 7-8=-512/135, 8-9=-4240/374, 9-10=-4240/374, 10-11=-5814/524 BOT CHORD 2-17=-510/4934, 16-17=-510/4934, 15-16=-666/6439, 15-19=-666/6439, 14-19=-665/6441, 14-20=-659/6392, 20-21=-659/6392, 21-22=-659/6392, 13-22=-659/6392, 13-23=-671/6968, 23-24=-671/6968, 24-25=-671/6968, 12-25=-671/6968 WEBS 8-12=-4656/466, 9-12=-253/100, 5-16=-303/2769, 3-16=-449/164, 14-18=-453/3643, 7-18=-419/322, 13-18=-75/1556, 8-18=-7348/827, 5-18=-4484/545, 16-18=-3129/455, 10-12=-621/7094, 8-13=-106/584 Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-9 max.): 8-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. 1 Row at midpt 8-18 NOTES - 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 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 20.0psf 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 = 8.0psf. 10) Refer to girder(s) for truss to truss connections. Continued on page 2 April 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek' 250 Klug Circle Corona, CA 92880 Job I Truss 1B1802008 iAO4B i ProBuild Arlington, Arlington,WA 98223 Truss Type TQty (Ply ' I Common Girder 11 LS2-2825 -3 ,Job Reference (optional) K4486239 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:37 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-jD7ZRX2UsCXwsHVbdG5?tM0Ev9Uh8COad5EhKgzRjVu NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=324, 11=566. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3242 Ib down and 484 Ib up at 17-5-12, 604 Ib down and 54 Ib up at 19-5-4 , 604 Ib down and 54 Ib up at 21-5-4, 604 Ib down and 54 Ib up at 23-5-4, 604 Ib down and 54 Ib up at 25-5-4, 604 Ib down and 54 Ib up at 27-5-4, and 604 Ib down and 54 Ib up at 29-5-4, and 609 Ib down and 49 Ib up at 31-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70, 6-8=-70, 2-11=-16, 8-10=-70 Concentrated Loads (Ib) Vert: 14=-3242(F) 20=-604(F) 22=-604(F) 23=-604(F) 24=-604(F) 25=-604(F) 26=-604(F) 27=-609(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 !Job B1802008 ProBuild Arlington, [Truss A05 Arlington,WA 98223 Plate Offsets (X,Y)-- 12:0-3-9,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS 1 Truss Type Common Qty Ply 11-0-q 1-0-0 LS2-2825 -3 K4486240 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:37 2018 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-jD7ZRX2UsCXwsHVbdG5?tMOK19cr8HCad5EhKgzRjVu 5-8-1 10-8-12 + 16-0-0 17-5-01 5-8-1 5-0-12 5-3-4 1-5-0 5-8-1 5-8,1 10-9-10 5-1-9 17-5-0 6-7-6 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.37 BC 0.39 WB 0.47 (Matrix) 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 *Except* 5-9,3-9,3-10: 2x4 HF Stud REACTIONS. (Ib/size) 2=822/0-5-8, 8=730/Mechanical Max Horz 2=289(LC 5) Max Uplift2=-20(LC 8), 8=-83(LC 8) Max Grav2=822(LC 1), 8=809(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1026/11, 3-4=-639/9, 4-5=-493/39, 5-6=-637/158 BOT CHORD 2-10=-91/794, 9-10=-91/794 WEBS 6-9=-174/845, 5-9=-379/152, 3-9=-400/95, 6-8=-744/137 R N Scale = 1:67.6 DEFL. in (loc) 1/dell Vert(LL) -0.11 8-9 >999 Vert(CT) -0.17 8-9 >999 Horz(CT) 0.01 8 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 103 Ib FT = 20% BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-8, 6-8 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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 = 8.0psf. 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) 2, 8. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job ,81802008 ProBuild Arlington, Truss jA06 Arlington, WA 98223 -,)ro q i -o -o 0 Truss Type GABLE Qty 1 Ply LS2-2825 -3 K4486241' Job Reference o•tional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:38 2018 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-BPhxft36dWfnUQ4nB_cEPZZXsZxgtp9krIzFsGzRjVt 15-3-0 1 19 6-0 28-0-0 —t 32-0-0 15-3-0 o-9-0 3-6-0 8-6-0 4-0-0 3x6 3x6 12 11 3x6 - 14 3x6 26 34 33 32 31 30 29 28 273x6 5x8 — 15-6-0 15-6-0 23-9-0 8-3-0 25 3x8 = + 32-0-0 8-3-0 Plate Offsets (X Y)-- [2:0-3-9 0-1-81_16:0-0-4 Edge] [12:0-3-0.Edge] [22:0-3-9 Edge] [24:0-3-9.0-1-8] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 Iq 3x6 CSI. TC 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.08 25-27 >999 Vert(CT) -0.16 24-25 >999 Horz(CT) -0.02 27 n/a L/d 240 180 n/a Scale = 1:72.0 PLATES GRIP MT20 185/148 Weight: 205 Ib FT = 20% 2x4 HF No.2 *Except* 22-27: 2x6 DF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud *Except* 11-27,13-14,10-28,9-29,15-16: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS REACTIONS. All bearings 15-6-0 except (jt=length) 24=0-5-8. (Ib) - Max Horz 24=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except 28=-133(LC 17) Max Gray All reactions 250 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34 except 24=634(LC 1), 27=1132(LC 1), 27=1132(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 22-23=-634/56, 23-24=-874/40, 13-27=-1032/213, 13-16=-977/219, 16-17=-909/199, 17-19=-777/165, 19-21=-685/131, 21-22=-635/111 BOT CHORD 26-27=-79/752, 25-26=-79/752, 24-25=-98/718 WEBS 22-25=-9/436, 23-25=-258/100, 17-25=-307/77, 11-27=-255/0 Structural wood sheathing directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. 1 Row at midpt 11-27, 13-14, 10-28 1 Brace at Jt(s): 17, 13, 21 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 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 20.0psf 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) 24, 27, 29, 30, 31, 32, 33, 34 except (jt=lb) 28=133. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 CSI. TC 0.69 BC 0.50 WB 0.25 (Matrix) 23-0-0 8-5-8 N Scale = 1:52.4 ,Job B1802008 ProBuild Arlington, ,Truss B01 Arlington, WA 98223 r19-91- 1-0-0 5-11-7 5-11-7 Truss Type 'GABLE Qty 1 Ply 1 11-6-0 5-6-9 4x4 = LS2-2825 -3 Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:39 2018 Page 1 I D:TZasPCUn FyXNprGIHu3H_Xyn5tu-fcFJsD3kOgnd6afzlh7Tyn5bEzHScFCt4PjoPizRjVs 14-6-8 23-0-0 24-0-01 3-0-8 8-5-8 1-0-0 K4486242 7-6-0 1 14-6-8 7-6-0 7-0-6 Plate Offsets (X,Y)-- [2:0-0-13.Edoej [3:0-3-9.Edgel. [11:0-3-9 0-1-8] [16:0-6-12 0-5-1i LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 1BC2015/TP12014 2x4 HF No.2 *Except* 3-16: 2x6 DF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud DEFL. in (loc) I/deft Vert(LL) -0.11 2-17 >999 Vert(CT) -0.23 2-17 >743 Horz(CT) 0.07 16 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 112 Ib FT = 20% BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 8-0-0 except (jt=length) 2=0-5-8, 16=0-5-8. (Ib) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 13, 16 except 15=-111(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 11, 15, 14 except 2=650(LC 1), 13=285(LC 1), 16=938(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1116/0, 3-4=-1034/116, 4-6=-1196/134, 6-16=-1306/148 BOT CHORD 2-17=-25/911, 16-17=-26/884 WEBS 4-5=-292/34, 3-17=0/686 Structural wood sheathing directly applied or 4-2-11 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 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 20.0psf 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) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 13, 16 except (jt=lb) 15=111. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 11,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job ri [61802008 ProBuild Arlington, Truss 'B02 Arlington,WA 98223 Truss Type MONOPITCH GIRDER Qty 1 4-3-7 4-3-7 Ply LS2-2825 -3 K4486243' 4 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:40 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7ooh3Z4M97vUjkEAIPfiU_evIN1ALgK1J3SLx9zRjVr 8-5-8 - H 4-2-1 2x4 3 4-3-7 8-5-8 4-3-� LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BSL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.07 BC 0.15 WB 0.32 (Matrix) 2x4 HF No.2 2x8 DF SS 2x4 HF Stud *Except* 3-4: 2x6 DF No.2 REACTIONS. (Ib/size) 1=2426/0-5-8, 4=8787/0-3-8 Max Horz 1=145(LC 22) Max Upliftl=-56(LC 8), 4=-678(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2915/65 BOT CHORD 1-6=-96/2373, 5-6=-96/2373, 5-7=-96/2373, 4-7=-96/2373 WEBS 2-5=-40/2928, 2-4=-2893/151 Scale = 1:36.2 '5) DEFL. in Vert(LL) -0.01 Vert(CT) -0.02 Horz(CT) 0.00 (loc) 5 5 4 I/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% 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. Alternate to 1/2" dia. Bolts & Washers specified in note 1: USP WS6, SIMPSON SDS25600,SDW22638 OR TRUSSLOK TSLZ006, 1/4" X 6" LONG WOOD SCREWS SPACED @ 24" OC, 2 ROWS (ONE ROW -2X4) DRIVEN FROM EITHER SIDE OF 4 -PLY GIRDER TRUSS CAN REPLACE THE 1/2" BOLTS @ 48" OC IN CHORD MEMBERS AS SHOWN IN THE NOTE SECTION. NOTES - 1) 4 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 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 20.0psf 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) 1 except (jt=lb) 4=678. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, and 1343 Ib down and 43 Ib up at 6-0-0, and 6495 Ib down and 580 Ib up at 8-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 iJob ;Truss L61802008 ng602 ProBuild Arlington, Arlington,WA 98223 Truss Type MONOPITCH GIRDER Qty 1 Ply 4 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 1-4=-16 Concentrated Loads (Ib) Vert: 4=-6495(F) 5=-1343(F) 6=-1343(F) 7=-1343(F) LS2-2825 -3 Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:40 2018 Page 2 I D:TZasPCUn FyXNprG IHu3H_Xyn5tu-7ooh3Z4M97vUjkEAI PfiU_evjN iALg K1 J3SLx9zRjVr K4486243 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an ind.vidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek' 250 Klug Circle Corona, CA 92880 .Job 'Truss [91802008 'LB03 l ProBuild Arlington, Arlington,WA 98223 Truss Type Scissor 5-9-3 5-9-3 Qty 7 Ply LS2-2825 -3 K4486244 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:40 2018 Page I D:TZasPC Un FyXNprG I Hu3H_Xyn5tu-7ooh3Z4M97vUjkEAI PfiU_epM NaJLgV 1 J3SLx9zRjVr 11-3-12 14-7-8 5-6-9 3-3-12 4x8 = 3x6 4.00 12 7-3-12 14-7-8 5 3x4 7-3-12 7-3-12 Scale = 1:49.4 Plate Offsets jX.Y)-- [1:0-0-14.0-0-15] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.48 BC 0.66 WB 0.37 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.20 1-6 >874 240 Vert(CT) -0.37 1-6 >470 180 Horz(CT) 0.08 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5: 2x4 HF No.2 WEBS 1 Row at midpt 3-5 REACTIONS. (Ib/size) 1=620/Mechanical, 5=620/Mechanical Max Horz 1=190(LC 5) Max Upliftl=-12(LC 8), 5=-38(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/136, 2-3=-1107/136 BOT CHORD 1-6=-172/1162, 5-6=-65/255 WEBS 2-6=-367/166, 3-6=-108/1002, 3-5=-565/56 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job 4 Truss 'Truss Type B1802008 C01 GABLE ProBuild Arlington, Arlington,WA 98223 1-0-0 3x6 8-3-0 8-3-0 Qty Ply 1 LS2-2825 -3 Job Reference (optional) K4486245 3x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:41 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-b_M4Hu5_vR1LLupMs6Ax1CB4hn4t4BwAYjCvTbzRjVq 16-6-0 +17-6-0 8-3-0 1-0-0 11 Scale = 1:35.4 21 20 19 18 16-6-0 17 16 15 16-6-0 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8]. [7:0-3-0.Edgej,[12:0-3-9 0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.04 (Matrix) DEFL. in (loc) Udefl L/d Vert(LL) 0.00 13 n/r 180 Vert(CT) 0.00 12 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 75 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 16-6-0. (Ib) - Max Horz 2=109(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 19, 20, 21, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 17, 19, 20, 21, 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 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 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 20.0psf 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) 19, 20, 21, 16, 15, 14. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 Mil MiTek' 250 Klug Circle Corona, CA 92880 {Job B1802008 L— ProBuild Arlington, Truss Truss Type CO2 !Common Arlington,WA 98223 Qty 3 Ply 1 LS2-2825 -3 Job Reference (optional) -1-0-0 4-0-0 1-0-0 4-0-0 8-3-0 4-3-0 4x4 — K4486246 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:41 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-b_M4Hu5_vR1LLupMs6Ax1CB2GnzP49DAYjCvTbzRjVq 12-6-0 16-6-0 17-6-0 4-3-0 4-0-0 1-0-0 3x8 = 8-3-0 16-6-0 8-3-0 8-3-0 Scale = 1:36.6 Plate Offsets PLY} - [2:0-3-9,0-1-8] [6:0-3-9 0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC BC WB 0.21 0.47 0.15 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.08 2-8 >999 Vert(CT) -0.15 2-8 >999 Horz(CT) 0.02 6 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=776/0-5-8, 6=776/0-5-8 Max Horz 2=-109(LC 6) Max Uplift2=-28(LC 8), 6=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-955/46, 3-4=-714/48, 4-5=-714/48, 5-6=-955/47 BOT CHORD 2-8=-49/740, 6-8=0/740 WEBS 4-8=0/418, 5-8=-262/107, 3-8=-261/106 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job B1802008 ProBuild Arlington, Truss D01 Truss Type Scissor Supported Gable Qty 1 Arlington, WA 98223 4,0_4 Ply 1 LS2-2825 -3 K4486247 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:42 2018 Page 1 I DiTZasPCUnFyXNprG I Hu3H_Xyn5tu-3BwSU E6dg19Cz20YQphAaPjFLA0ope8JmNxS?1 zRjVp 7-6-0 15-0-0 16-0-0 1-0-0 7-6-0 7-6-0 1-0-0 4x4 = 7-6-0 7-6-0 Plate Offsets (X Y)-=[2:0-0-13 Edge] [8:0-0-13 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 1 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud 15-0-0 7-6-0 Scale = 1:33.4 N SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 9 n/r 180 Vert(CT) -0.00 8 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=100(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 8, 13, 11 except 14=281(LC 1), 10=281(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 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 20.0psf 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, 8, 13, 14, 11, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12, 8, 13, 14, 11, 10. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss 161802008 F01 ProBuild Arlington, Arlington,WA 98223 9 Truss Type Scissor Supported Gable Qty 1 'Ply I LS2-2825 -3 1 Job Reference (optional) 6-3-0 1-0-0 6-3-0 4x4 K4486248 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:42 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-3BwSUE6dg19Cz2OYQphAaPjDgAOBpewJmNxS?1 zRjVp 12-6-0 4. 13-6-0 6-3-0 1-0-0 6-3-0 6-3-0 Plate Offsets0 Y)-- [2:0-0-13 Edge] [_6:0-0-13,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 12-6-0 skit 6-3-0 In 0 Scale = 1:28.6 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.22 Vert(LL) -0.01 7 n/r 180 MT20 185/148 BC 0.12 Vert(CT) -0.00 7 n/r 120 WB 0.06 Horz(CT) 0.00 6 n/a n/a (Matrix) Weight: 42 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 12-6-0. (Ib) - Max Horz 2=-86(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 9, 6 except 10=358(LC 1), 8=358(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-289/123, 5-8=-289/122 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job '61802008 Truss F02 ProBuild Arlington, Arlington,WA 98223 00 + 1-0-0 Truss Type Scissor Qty 1 Ply 1 LS2-2825 -3 Job Reference (optional) K44862491 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:43 2018 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-XNUqua7FR2H3aCzk_XCP6dGEHafIY2xT? 1 h?YUzRjVo 6-3-0 12-6-0 + 13-6-0 6-3-0 6-3-0 1-0-0 4x4 Scale = 1:28.4 6-3-0 12-6-0 6-3-0 6-3-0 Plate Offsets (X, Y-- J2:0-0-13,Edg4),[4:0-0-13,Edge] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 * Code IBC2015/TP12014 BCDL 8.0 CSI. TC 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.10 4-6 >999 240 Vert(CT) -0.18 4-6 >793 180 Horz(CT) 0.06 4 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=604/0-5-8, 4=604/0-5-8 Max Horz 2=-86(LC 6) Max Uplift2=-25(LC 8), 4=-25(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-914/0, 3-4=-914/0 BOT CHORD 2-6=0/709, 4-6=0/709 WEBS 3-6=0/537 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 :Job :Truss B1802008 F03 ProBuild Arlington, Arlington,WA 98223 -1-0-0 i Truss Type Common Girder 6-3-0 1-0-0 6-3-0 Qty Ply 2 LS2-2825 -3 Job Reference (optional) K4486250 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:44 2018 Page 1 I D:TZasPCUnFyXN prGI Hu3H_Xyn5tu-0Z2Cvw7tCMPwCLYxXEjefgpP?_xPHKpcEhQZ4wzRjVn + _ _ 12-6-0 6-3-0 4x6 11 3 6-3-0 6-3-0 Plate Offsets (X Y)-- [2:0-2-8 0-2-1], [4:0-2-8 0-2-1] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.1&Btr BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=5109/0-5-8, 2=4078/0-5-8 Max Horz 2=81(LC 23) Max Uplift4=-132(LC 9), 2=-121(LC 8) Scale = 1:28.0 6-3-0 CSI. TC 0.88 BC 0.65 WB 0.93 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-5 >999 240 Vert(CT) -0.14 2-5 >997 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 101 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4833/137, 3-4=-4828/135 BOT CHORD 2-6=-65/3902, 6-7=-65/3902, 5-7=-65/3902, 5-8=-65/3902, 8-9=-65/3902, 4-9=-65/3902 WEBS 3-5=-63/4945 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 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 0-7-0 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=6.Opsf; BCDL=4.8psf; 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 8; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=132, 2=121. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, 1343 Ib down and 43 Ib up at 6-0-0, 1343 Ib down and 43 lb up at 8-0-0, and 1343 Ib down and 43 Ib up at 10-0-0, and 1349 Ib down and 37 Ib up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MEM mit MiTek' 250 Klug Circle Corona, CA 92880 Job !Truss Truss Type B1802008 F03 Common Girder TQty Ply 2 LS2-2825 -3 Job Reference (optional) K4486250 ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:44 2018 Page 2 I D:TZasPCUn FyXNprG IHu3H_Xyn5tu-OZ2Cvw7tCM PwCLYxXEjefgpP?_xPHKpcEhQZ4wzRjVn LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 4=-1349(B) 5=-1343(B) 6=-1343(B) 7=-1343(B) 8=-1343(B) 9=-1343(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek" 250 Klug Circle Corona, CA 92880 1Job i 61802008 Truss I G01 ProBuild Arlington, Arlington,WA 98223 -1-0-0----{- 1-0-0 2 Truss Type Common Supported Gable 6-0-0 4.00 X12 11 6-0-0 2x4 11 3 4x4 = Qty 1 Ply 1 LS2-2825 -3 K4486251 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:44 2018 Page I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-OZ2Cvw7tCM PwCLYxXEjefgpaq_4zHYNcEhQZ4wzRjVn 12-0-0 l 13-0-0 5 2x4 I I 6-0-0 12 3x6 - 10 2x4 I I 9 2x4 I I 12-0-0 8 2x4 I 3x6 - 12-0-0 1-0-0 Scale = 1:23.0 0 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 7 n/r 180 Vert(CT) 0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a 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 12-0-0. (Ib) - Max Horz 2=-28(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 9 except 10=375(LC 17), 8=375(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-306/74, 5-8=-306/74 PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 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 20.0psf 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, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job TTruss t B1802008 G02 ProBuild Arlington, Arlington,WA 98223 M N 1-0-0 Truss Type Common Oty Ply I LS2-2825 -3 1 ,Job Reference (optional) 6-0-0 6-0-0 K4486252 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:45 2018 Page 1 I D:TZasPCUnFyXN prGI Hu3H_Xyn5tu-UIca7G8VzgXngV775yEtB2LbJOMdO_CmSKA6cMzRjVm 12-0-0 + 13-0-0 6-0-0 1-0-0 4x4 = Scale = 1:23.0 g 3x6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8 0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 6-0-0 12-0-0 6-0-0 6-0-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.04 4-6 >999 240 MT20 185/148 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.08 4-6 >999 180 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a Code IBC2015/TPI2014 (Matrix) REACTIONS. (Ib/size) 2=582/0-5-8, 4=582/0-5-8 Max Horz 2=-28(LC 11) Max Uplift2=-53(LC 6), 4=-53(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-803/0, 3-7=-747/2, 3-8=-747/0, 4-8=-803/0 BOT CHORD 2-6=0/705, 4-6=0/705 WEBS 3-6=0/255 BRACING - TOP CHORD BOT CHORD Weight: 33 Ib FT = 20% Structural wood sheathing directly applied or 3-7-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 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 20.0psf 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 4-2-0 DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a ,Job 3 Truss 161802008 H01 Common Structural Gable 1 1 , ,Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:45 2018 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-UIca7G8VzgXngV775yEtB2LjEOPQO?dmSKA6cMzRjVm -1-0-0 + 4-2-0 -8440- --- --- + 9-4-0 .1 1-0-0 4-2-0 4-2-0 1-0-0 Truss Type Qty 'Ply LS2-2825 -3 ProBuild Arlington, Arlington,WA 98223 K4486253 8.00 12 2x4 4x4 - Scale = 1:21.6 2x4 I LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ADL $.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud 2x4 I 6 2x4 1 2x4 I I 3x4 3x4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 REACTIONS. (Ib/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-21(LC 8), 4=-21(LC 9) 4-2-0 8-4-0 4-2-0 CSI. TC 0.28 BC 0.15 WB 0.06 (Matrix) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-380/11, 3-4=-380/11 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MOM Mil MiTek' 250 Klug Circle Corona, CA 92880 -Job 'Truss 1 L[131802008 II -102 ProBuild Arlington, Arlington,WA 98223 nl O; _ -19, ,_ 1-0-0 Truss Type Common 8.00 [12 Qty 3 Ply 1 LS2-2825 -3 Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:46 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-yyAzKc97kzfeRfhJffm6kFuvGoldlS7vh_vg8pzRjVI K4486254 4-2-0 7-7-8 4-2-0 3-5-8 4x4 = 3x4 H 4 6 5 2x4 I 3x4 = 2x4 I! LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL _0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-5: 2x6 DF No.2 4-2-0 7-7-8 4-2-0 3-5-8 H SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.19 BC 0.15 WB 0.05 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.03 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a REACTIONS. (Ib/size) 2=398/0-3-8, 5=305/Mechanical Max Horz 2=64(LC 7) Max Uplift2=-22(LC 8), 5=-3(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-339/26, 3-4=-318/27, 4-5=-263/23 Scale = 1:21.4 PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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) 2, 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111 MiTek' 250 Klug Circle Corona, CA 92880 'Job B1802008 'Truss Truss Type HRK !RAFTER ProBuild Arlington, Arlington,WA 98223 Plate Offsets LX Y)-- j2:0-2-8 Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC20151TP12014 -1-6-8 1-6-8 Qty 1 Ply 1 LS2-2825 -3 Job Reference (optional) K4486255 J 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:46 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-yyAzKc97kzfeRfhJffm6kFuxRonzlSgvh_vg8pzRjVl 4-9-15 1 4-9-15 3x4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 4-9-15 4-9-15 rn 0 Scale = 1:17.4 CSL TC 0.12 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.02 2-3 >999 240 Vert(CT) -0.02 2-3 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=157/Mechanical, 2=289/0-4-9 Max Horz 2=76(LC 10) Max Uplift3=-56(LC 10), 2=-52(LC 10) Max Gray 3=186(LC 16), 2=299(LC 16) FORCES. (Ib) - Max, Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 47 Ib up at 2-9-8, and 55 Ib down and 33 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 April 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 [Job B1802008 Truss Truss Type Qty Ply LS2-2825 -3 1 J01 Jack -Partial 1 ProBuild Arlington, Arlington,WA 98223 1-0-0 1-0-0 8.00 ft2 Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:47 2018 Page 1 ID:TZasPCU nFyXNprGI H u3HXyn5tu-Q8jLYyAIVHoV3pG WDNH LGTR5eB5fUv43wefDhFzRjVk 1-1-9 1-10-15 3-5-8 1-1-9 0-9-7 1-6-9 K4486256 1-10-3 1-10-3 5 4 1-18,15 3-5-8 0-0-' 2 1-6-9 Scale: 1"=1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.15 BC 0.16 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 3=71/Mechanical, 2=193/0-3-8, 4=26/Mechanical Max Horz 2=50(LC 8) Max Uplift3=-41(LC 8), 2=-5(LC 8) Max Grav 3=71(LC 1), 2=227(LC 14), 4=58(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.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. 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, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 39 Ib up at 1-10-3 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-39(F) April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI -7473 rev. 10/0312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 Job, 1 B1802008 Truss 'J02 Truss Type JACK ProBuild Arlington, Arlington,WA 98223 -1-0-0 Qty Ply 1 LS2-2825 -3 K44862571 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:47 2018 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-Q8j LYyAIVHoV3pGWDNHLGTR51 B5oUv43wefDhFzRjVk 3-5-8 1-0-0 3-5-8 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets (X,Y)-- [2:0-1-11,0-2-31 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud CSI. TC 0.18 BC 0.15 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a REACTIONS. (Ib/size) 3=94/Mechanical, 2=239/0-5-8, 4=25/Mechanical Max Horz 2=79(LC 8) Max Uplift3=-44(LC 8), 2=-5(LC 8) Max Gray 3=94(LC 1), 2=239(LC 1), 4=57(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% Structural wood sheathing directly applied or 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.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. 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, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' 250 Klug Circle Corona, CA 92880 1Job B1802008 ProBuild Arlington, Truss J03 Truss Type JACK Arlington,WA 98223 -1-0-0 Qty 11 Ply 1 LS2-2825 -3 Job Reference (optional) K44862581 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:47 2018 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-Q8j LYyAIVHoV3pG WDNHLGTR50B7PUv43wefDhFzRjVk 1-11-8 1-0-0 1-11-8 Scale = 1:12.4 0 1 1-11-8 1-11-8 Plate Offsets (X.Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d T PLATES GRIP Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 185/148 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 2-4 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a Code IBC2015/TP12014 (Matrix) Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=175/0-5-8, 4=15/Mechanical, 3=46/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-10(LC 8), 3=-22(LC 8) Max Gray 2=194(LC 14), 4=34(LC 3), 3=47(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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) 2, 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 MiTek' 250 Klug Circle Corona, CA 92880 Job „ B1802008 L _ ProBuild Arlington, Truss J04 Arlington, WA 98223 1 Truss Type GABLE 194 + 1-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10,0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 Qty 1 Ply 1 LS2-2825 -3 Job Reference (optional) K4486259 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:48 2018 Page 1 I D:TZasPC UnFyXNprG I Hu3H_Xyn5tu-uKHjIIANGbwMhzrim4oapgzHwbS4DMzC91OmDhzRjVj 3-5-8 3x4 = 8.00 12 3-5-8 2x4 I I 3 2x4 it 4 • ■ �TIPe;* &44 iivii_1 6 5 2x4 I 2x4 I I Scale = 1:17.5 CSI. TC 0.12 BC 0.02 WB 0.02 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% REACTIONS. (Ib/size) 5=40/3-5-8, 2=163/3-5-8, 6=153/3-5-8 Max Horz 2=68(LC 5) Max Uplifts=-9(LC 5), 2=-2(LC 8), 6=-31(LC 8) Max Gray 5=42(LC 16), 2=188(LC 14), 6=153(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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 ll; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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 20.0psf 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) 5, 2, 6. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job , Truss [61802008 ,S01 Truss Type Jack -Open ProBuild Arlington, Arlington,WA 98223 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCQL 8.0. r q 0 Qty 1 Ply 1 LS2-2825 -3 Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:48 2018 Page 1 ID:TZasPCU nFyXNprGI Hu3H_Xyn5tu-uKHjI IANGbwMhzrim4oapgzIgbSaDM KC91 OmDhzRjVj K4486260 1-10-15 2T0-0 1-10-15 0-1-1 3x4 = 3 1-10-15 1-10-15 ---- 01-1 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.06 Lumber DOL 1.15 BC 0.06 Rep Stress Incr YES WB 0.00 Code IBC2015/TP12014 (Matrix) Scale = 1:11.4 M 0 DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 1-3 >999 240 Vert(CT) -0.00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF Stud BOT CHORD REACTIONS. (lb/size) 1=82/Mechanical, 3=16/Mechanical, 2=66/Mechanical Max Horz 1=36(LC 8) Max Uplift2=-27(LC 8) Max Gray 1=82(LC 1), 3=36(LC 3), 2=66(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; 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 8; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi` MiTek" 250 Klug Circle Corona, CA 92880 4Jobr4 Truss Truss Type [81802008 X01 Flat Girder ProBuild Arlington, Arlington,WA 98223 N 9 0 Qty Ply LS2-2825 -3 K4486261 1 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:49 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-MXr5yeB01 u2D17QuKoJpMuWIW?bEydsLNy8K17zRjVi 4-11-12 9-7-12 .�, 14-7-8 4-11-12 4-8-0 4-11-12 11 13 12 3x6 I: 14 1510 16 10x10 = 17 18 9 19 8x8 = 4-11-12 { 9-7-12 14-7-8 4-11-12 4-8-0 4-11-12 Plate Offsets (X.Y)-- (2:0-2-8 0-1-12]. [5:0-2-8 0-1-12]. [9:0-2-8.0-4-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 2087 3x6 Scale = 1:58.7 CSI. TC 0.71 BC 0.86 WB 0.81 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 10-11 >999 240 Vert(CT) -0.12 10-11 >999 180 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 143 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-6, except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 2x4 HF No.2 *Except" WEBS 1 Row at midpt 2-11, 5-8, 3-10, 4-10, 4-9 2-11,5-8: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 11=2996/Mechanical, 8=3258/Mechanical Max Horz 11=247(LC 7) Max Uplift l 1=-434(LC 4), 8=-468(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-2422/385, 2-3=-1111/159, 3-4=-1111/159, 4-5=-1115/161, 5-8=-2427/386 BOT CHORD 10-16=-227/1115, 16-17=-227/1115, 17-18=-227/1115, 9-18=-227/1115 WEBS 2-10=-390/2513, 3-10=-340/85, 4-9=-344/169, 5-9=-392/2523 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; 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; Fully Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 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 20.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, with BCDL = 8.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) except (jt=1b) 11=434, 8=468. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 Ib down and 99 Ib up at 1-8-4, 714 Ib down and 99 Ib up at 3-8-4, 714 Ib down and 99 Ib up at 5-8-4, 714 Ib down and 99 Ib up at 7-8-4, 714 Ib down and 99 Ib up at 9-8-4, and 714 Ib down and 99 Ib up at 11-8-4, and 714 Ib down and 98 Ib up at 13-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-5=-70, 5-6=-70, 7-12=-16 Continued on page 2 April 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 B1802008 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:49 2018 Page 2 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-MXr5yeB01 u2D17QuKoJ pMu WI W?bEydsLNy8K17zRjVi Truss X01 Truss Type Flat Girder Qty Ply 1 LS2-2825 -3 K44862611 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=-714(B) 13=-714(B) 15=-714(B) 16=-714(B) 18=-714(B) 19=-714(B) 20=-714(B) &WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek' 250 Klug Circle Corona, CA 92880 SymboOs PLATE LOCATION AND ORIENTATION 0 - Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. W. For 4 x 2 orientation, locate plates 0- 'hd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or 1 bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Mumbering System 6-4-8 1 dimensions shown in ft -in -sixteenths 1 2 TOP CHORDS (Drawings not to scale) 3 8 C7-8 C6-7 C5-6 BOTTOM CHORDS 7 6 5 TOP CHORD 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, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A Genesi Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 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, erection supervisor, property owner and 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 ANSUTPI 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. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. WJO geld aoeuand •Jo;eo pu! pua :L ei ssnal = • ,6ullla3 POTlnen ZI./t7 pue6a-t goleH o 3-06-00 ►. O J04 C01 16-06-00 41-00-00 8/12 0 o N 6 O 6 O 6 O co 1 6 O 6 O O W n N 8/12 ' 8/12 W O - p) 6 0) O 15-06-00 — 4-00-00 4-00-00 HUS26 HUS26 8/12 8/12 HUS26 HGUS28-2 1-11-04 > J V) N 6 iii A ? 1- - r- 0 •< n C /0 cn'• to • N N d • ¢ C "i { "HGUS26 N :r N\ ..N' // c N cn HUS26 /+.'� to to fn 0 19 9 o 6 0 000)0 0 a a aa5• O O O O A- A to A Q 1 1 lb OD N 00 X X X X. W CO W CO W N O O (Jl O fD 0 0 0 0 O O� 0 P. fD .� in W A N OD ▪ ...S. -0 n a0.aa O O O O a' tp n A - A 0- ) ▪ A 0 CO CO N 0) X X X X pTj 0 W0WWy3 o Oo,o0 3 0 0 0 0 N 0 C 0 'D C C N C Q NS IV 7 IV c a) 0)) N 0) a fn 0) fn 0) 0 • 3 3 3 tin C m m O 0 0 0 7 7 M 7 -, 0) - O) 6 d) 6 0 N 6 O) 0 O O 0) 6 O 0 N 30U00 . ;N 0 N rn 03(7) HUS26 HUS26 HUS26 :. HUS26 17=05-08 \ > HUS26 v. HUS26 c c r - i c <CO /. . N : N , N .tI) rvs. HGUS26 1 AO4A H02(3) ” N 0 co r • V c c IN N cn rn -n O N N \ N/ 4-00-00 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 ca O i my 71 w 14-07-00 j O'a) 8/12 36-00-00 8/12 O W v D O O) A01 N 6 4-00-00 O O 1 0 0 0 t" O 6 O O 6 0 0 0 6 O 6 O A 6 to O 0 ✓ O O O O O 0 0 1\\ -� 20815 67th Ave NE Arlington, WA 98223 � Phone: 1-360-925-4155 Source BUILDER : Subdiv PROJECT LS2-2825 -3 ADDRESS: „WA MODEL: LS2-2825 -3 LOT : #3 JOB 8: THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses arc designed as individual building components to be incorporated into the building design at the specification of the building designer. Sec the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 4. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0147 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 34th Ave. South and adjacent to 14213 34th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, pavement cut & pavement restoration, water service, storm drainage, undergrounding of power, 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 individuals have caused this instrument to be executed this -5 day of fav G1 , 201/$9 STATE OF WASHINGTON) )ss. County of King ) ( Authorized Signature / Grantor I certify that I know or have satisfactory evidence that �LtiI l\Gt n ( a is the person who appeared before me, and said person acknowledged that he signed this instrument, on oathsed that he was authorized to execute the instrument and acknowledged it as the f r' S t (/ P k2e- of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 05/051 / X7/4-/ Int e 4 (Lkd-C Notary Public in and for the State of Washington residing at (-.4c.k.); Cc My appointment expires U 51 xi �� DATED this ! day of Mar( , 2011' GRANTEE: CITY of TUKWILA By: Print Name: Its: Henry Hash Public Works Director STATE OF WASHINGTON) )S S. COUNTY OF KING ) On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. \‘‘‘"`‘‘ ‘it t t AW ►►r ,ssstou I / 0 tp .. • ... N % i % i A S i 4.77 �r►rF°; wAsN‘`'.: Name: t NOTARY PUBLIC, in and for the State of Washington, residing at Ct My commission expires: 05/9•10 4 Rachelle Ripley From: Cary <carylang@hotmail.com> Sent: Thursday, May 23, 2019 11:29 AM To: Rachelle Ripley Cc: Lee Sipe Subject: Re: Revision #1 D18-0147 We do meet all of these requirements. Thanks so much for getting back to me. Have a great day! Get Outlook for Android From: Rachelle Ripley <Rachelle.Ripley@TukwilaWA.gov> Sent: Thursday, May 23, 2019 10:55:10 AM To: Cary Cc: Lee Sipe Subject: RE: Revision #1 D18-0147 Hi Cary, Per the Building Official, as long as you meet the grading and drainage requirements away from the structure you can withdraw this revision. Please confirm the retaining wall meets these requirements. If it does not, we need to proceed with this revision and the comments from the Plans Examiner need to be addressed. Any questions please let me know. Thank you, Rachelle Ripley Permit Coordinator City of Tukwila 206-433-7165 Rachelle. Ripley(a TukwilaWA.gov 1 http://www.TukwilaWA.gov From: Cary <carylang@hotmail.com> Sent: Friday, May 17, 2019 1:46 PM To: Rachelle Ripley <Rachelle.Ripley@TukwilaWA.gov> Subject: Revision #1 D18-0147 Rachelle I have decided to not move forward with this revision can you please cancel? Any questions please let me know. Thanks so much! Get Outlook for Android CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 2 i \ City of Tukwila Allan Ekberg, Mayor Department of Community Development 2908 May 10, 2019 CARY LANG 2981524 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 2 for Revision #1 COMBOSFR Permit Application Number D18-0147 34TH AVE S - LOT 1 - 14213 34 AVE S Dear Cary, 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 - C 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 of 24x36; 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. The wall detail shows the fence and retaining wall encroaching into the required 5 -foot set back. This would restrict the required fire access. The fence is also considered a structure constructed within that set back. Show the retaining wall and fence not encroaching into the required set back. Show the total height of the fence and retaining wall combined. 2. The height of the retaining wall is measured from the base of the footing. A Washington licensed professional engineer shall be required to provide a design with details for retaining walls over four feet with a surcharge. Provide engineered plans with details. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 / Sincerely, Kandace Nichols Permit Technician File No. D18-0147 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 April 22, 2019 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 2 COMBOSFR Permit Application Number D 18-0147 34TH AVE S - LOT 1 - 14213 34 AVE S Dear Cary Lang Construction, Inc., 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 - R 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 of 24x36; 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. Please be more specific and provide details for the retaining wall showing footing, size of footing with specifications, and backfill with sloping grade. Show perforated drainpipe in detail and indicate where it terminates to storm drainage system. Clarify if the retaining wall will be on level ground or slopping grade with the maximum slope for the retaining wall. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 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, 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 a/tlevi Ka dace Nichols Permit Technician File No. D18-0147 6300 Southcenter Boulevard Suite 11100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 t � �vJILQ 1.1, �J qs City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 10, 2018 Cary Lang 29815 24th Ave SW Federal Way, WA 98023 RE: Request for Application Extension #1 Permit Number D18-0147 Dear Mr. Lang, This letter is in response to your written request for an extension to Permit D18-0147. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be granting an extension to the application through May 10, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, \tA Rachelle Ripley Permit Technician File: Permit No. D18-0147 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov r Rachelle Ripley From: Cary <carylang@hotmail.com> Sent: Thursday, October 4, 2018 12:13 PM To: Rachelle Ripley Subject: D18-0147 building permit extension I am requesting a building permit extension for this project. Can you do please? Thanks so much! Cary Lang Get Outlook for Android CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Request for Extension # Current Expiration Date: , . Extension Request: Approved for ____/rd days Denied ;provide explanation) i 1 Signature/Initials 10/1/2018 l 1 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Permit Application No. D18-0147 34TH AVE S - LOT 1 14213 34 AVE S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 5/10/2018, 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 APPROVED and is due to expire on 11/10/2018. 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, ac a le ` 'ple Permit Technician File No: D18-0147 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 13, 2018 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D18-0147 34TH AVE S - LOT 1 - 14213 34 AVE S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. Building appears to be over 30' in height (maximum for LDR zone). Please provide clarification in plans or reduce structure height below 30' maximum. Provide estimated square footage of future lot following short plat on site plans. Include percentage calculations for Development Area and Building Footprint based upon the future plat in addition to those provided for existing property. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D18-0147 P) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERM COORD COQ'( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0147 DATE: 05/08/19 PROJECT NAME: 34TH AVE S - LOT 1 SITE ADDRESS: 14205 34TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 X Revision # 1 after Permit Issued DEPARTMENTS: fr 5L°' 1( Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/09/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/06/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: J Departments issued corrections: Bldg Fire ❑ Ping ❑ PW D Staff Initials: 12/18/2013 r EMT GOORD COE ( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0147 PROJECT NAME: 34TH AVE S - LOT 1 SITE ADDRESS: 14205 34TH AVE S Original Plan Submittal Response to Correction Letter # DATE: 04/09/19 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: k 14-1O'161 Building Division a PA 11 \ c Works t'tVi°11 tCly 1 1 Fire Prevention Structural k1� p13,fr (4((ciiik Planning Division nPermit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) REVIEWER'S INITIALS: DATE: 04/11/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 05/09/19 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: It SVA` Departments issued corrections: Bldg Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 DPERMIT000RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0147 PROJECT NAME: 34TH AVE S - LOT 1 SITE ADDRESS: 14213 34 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # DATE: 06/22/18 before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works El Fire Prevention Structural M13 Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/26/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 07/24/18 El 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 CAN'T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0147 PROJECT NAME: 34TH AVE S — LOT 1 SITE ADDRESS: 14213 34TH AVE S DATE: 05/15/18 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: EVJ Mb41\ Building Divisi p. 4Wc 1 5%-1-f- (? Public Works110 km Pm G I� Fire Prevention Structural PLr 3 cort Planning Division 1111 ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 05/15/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 06/12/18 ❑ Approved with Conditions Corrections Required (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only \92CORRECTION LETTER MAILED: Departments issued corrections: BI g Fire 0 Ping PW 0 Staff Initials: 12/18/2013 PROJECT NAME: 'J ?t_. tAti. PERMIT NO: U / 61SITE ADDRESS: t S .7/.7/4'Acv 'tel ORIGINAL ISSUE DATE: 1611 REVISION LOG REVISION NO.iq DATE RECEIVED STAFF VIALS ISSUED DATE STAFF INITIALS U owwv GAr 041‘Received s y: Summary of Revision: Summary of Revision: :'dLE1 a REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) r 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: 5/07 Plan Check/Permit Number: D18-0147 ❑ Response to Incomplete Letter # ( -RECEIVED • Response to Correction Letter # /2 / '10�5i��1 C17� OF 1,U��/I`-a ❑ Revision # after Permit is Issued MAY 08 2019 ❑ Revision requested by a City Building Inspector or Plans Examiner ElDeferred Submittal # PERMS CEMTFk Project Name: 34TH AVE S — LOT 1 Project Address: 14205 34TH AVE S Contact Person: et/ Summary of Revision: / de[—& o 41.14 `►y w4 11 Phone Number: 2� 4--q 3- s tCS d ec-eg.t tj " l r 51Q 0 T de -Mt 01/4 W 1 V li�j 5 .S'�t Nye `ti -d Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: k'� Entered in TRAKiT on Oslo (5-h W:\Permit Center (Rachelle)\Kandace - Revision Submittal Form.doc Revised: August 2015 / City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.uov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: o'/Q ��%%q Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # [ Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 34114 As -dot I Die—OP/3— RECEIVED ie—DPS% RECEIVED CITY OF iTUKWILA APR 0 9 2019 PERMIT CENTER Project Address: / / z05 3 f A -,:/e Contact Person: CC/ rN1 L,v�, Summary of Revision: Gon -e L7 +z> 5 Tec 44 -- Phone Number: tW a 11 (5& e i /61A-5 J Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [I Entered in TRAKiT on ZW/0//1/9 W:\Permit Center \Templates\Forms\Revision Submittal Form doc Revised: August 2015 Date: / \ City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 00e ❑ Response to Incomplete Letter # Plan Check/Permit Number: Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: /_6( RECEIVED CITY OF TUKWILA JUN 19 2018 't T "ER!TER Project Address: Contact Person: 2_o i Summary of Revision: / ¥l-/ 3 3 t/1 A-ve 5 •7_ u,' /101 - Phone Number: 2o42 -1P-3-503:5 U / V.S 6.D 1;(2:101t p 14 uJ -(- 51-(-0€-• T -c) f h 2tb tit 5 Loss H►eirsi 30' ( Z -54 o [14 ns 5/4-4u�1..5 9reci5 q r - e -(o (I-6) -Q Sheet Number(s): "Cloud" or highlight all areas of revision includin ate sf r'yisio, Received at the City of Tukwila Permjt Center by: gi Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 City, of Tukwila t-r,rc lr I J.. 1pr VV A I LIC 7 AVAILABILITY Depah.4ent of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): 31-041 A-V C S 7 10 5-53-70-011 (� Owner Information Name: C: / -R `"Let h, Coon r Address: 2,913- P sw k.�r%r� /,,/Address: Phone: 2,06_,2. 3' So S j Agent/Contact Person Name: Phone: CA -2 V This certificate is for the purposes of: Residential Building Permit ❑ Preliminary Plat ❑ Commercial/Industrial Building Permit 0 Rezone Estimated number of service connections and water meter size(s): I'hel-rf ❑ Short Subdivision ❑ Other Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): WATER DISTI iICT 125 Owner/Agent Signature Date Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. -rut'C Lid /Kt .. (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control r:quirements: N% (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a flow of s. c- ; fnl' 26 psi residual for a duration of 2 hours at a velocity of i l • fps as documented by the attached calculations., !T ',; o F T i :'K,4,r I A 5. Water availability: L Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. ' > 1 7 ,•..., ! 2ERMi T CENTER I hereby certify that the above information is true and correct. t. (curtly 1,4k -r R 1Z5 N(AiLe -I - 2?)- is Agency/Phone y D1 (t5 011+1 ate 2CC0-2,142.—C159 Es �y—x—ICI) Certificate of Vater Availability The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date W4/1 Date _�"�� •_ cit,'O Ti 0K,y7ILA DI 1C-01 PERMIT CENTER r 3460 5148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 V%ali / lei • - ,u ; ,' , L. •,, r Rcpt. No. - j CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 a Certificate of Sewer Availability OR (' Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: p Building Permit ❑ Preliminary Plat or PUD • Short Division ■ Rezone • Other Proposed Use: • Commercial • Residential Single Family • Residential Multi -Family • Other Applicant's Name Cary Lang Phone Number Property Address 14213 34th Ave s Tax Lot Number 5537200116 Legal Description (Attach Map and legal Description if Necessary ); MILLERS HOME TRS UNREC BEG AT NXN OF W MGN FRAEGER CO RD WITH A LN 115 FT N OF & PLW S LN BLK4 TH W ALG SD LN 163 FTTH N 136.6 FTTH N 50-34-16 E TO W LN FRAEGER CO RD TH SLY ALG SD MGN TO POB TGW POR LOT 6 Part B: (To be Completed by Sewer Agency ) 1 © a. A Sewer Service will be provided by side sewer connection only to an existing 6 size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. of: and/or 11 and/or fOT2. 4. b. Sewer service will require an improvement to the sewer system OR • • (1) feet of sewer trunk or lateral to reach the site; • (2) The construction of a collection system on the site aren't there, new stub may be installed. im (3) Other (describe) Rehab of ex. stub may be needed. If depths 2. Must be completed if 1. b above is checked r, a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C' b. The sewer system improvement will require a sewer comprehensive amendment. 3' a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C a. Annexation or BRB approval will be necessary to provide service. 4. Service a. b. c. I hereby from the By is subject to the following; District Connection Charges due prior to connection: s :(, Permit $ 100 GFC: $ 4,033 SFC: $ Unit: $ Total $ 4,133 (Subject to Change on January 1st) CITY p Ti Sewer District Connection • , ..r 1 f Either a K' ci County/METR apaaty C me, SWSSD or Midway Charge may be due upon connection to sewers. Easements: p Required • May be Requited 1 R''1ti11-r CEi\IT. Other Charges are per lot. Existing home receives GFC credit. Metro credit may be spread to all 3 lots. certify that the above sewer agency information is true. This certification date of 'gnature. shall be valid for one year Title General Managt ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature • a a •1 A y Y Date Washington State Department of Labor & Industries Home Espafiol Contact Safety & Health Claims & Insurance Search L&I A -Z Index Help My I.&1 Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; 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. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-02 Received by L&I Effective date 08/09/2018 09/10/2018 Expiration date 09/1012019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve No lawsuits against the bond or savings acc; ; during the previous 6 year period. L&I Tax debts No L&I 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. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 582,910-01 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported Quarter 4 of Year 2018 "0" Workers L&I account contact T1 / NICHOLE CAROW (360)902-5634 - Email: CAN1235@Ini.wa.gov Track this contractor Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Washington State Dept. of Labor & Industries. Use of this site is subject to the laws 0' the state of WashLogton. Help us improve