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Home My WebLink AboutPermit D18-0044 - BURK RESIDENCE - NEW SINGLE FAMILY RESIDENCEBURK RESIDENCE 14727 MACADAM RD S D18-0044 Parcel No: Address: City of Tukwila Peosi 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.eov 7661600242 14727 MACADAM RD 5 Project Name: BURK RESIDENCE COMBOSFR PERMIT Permit Number: D18-0044 Issue Date: 6/15/2018 Permit Expires On: 9/3/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: BURK ANGELYN J+RICHARD C 13503 191ST AVE E , BONNEY LAKE, WA, 98391 PATRICK MCHENRY PO BOX 8290 , BONNEY LAKE, WA, 98391 MCHENRY DEVELOPMENT GROUP LLC PO BOX 8290, BONNEY LAKE, WA, 98391 MCHENDG860DM WASHINGTON FEDERAL Address: 855 RAINIER BLVD N , ISSAQUAH, WA, 98027 Phone: (425) 505-3873 Phone: (253) 261-1563 Expiration Date: 3/15/2020 DESCRIPTION OF WORK: NEW SINGLE FAMILY RESIDENCE - 2028 SF LIVING SPACE, 384 SF GARAGE, 218 SF COVERED DECK Public Works ACTIVITIES INCLUDE ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, NEW SSS TAPPED OFF 15" SEWER MAIN, NEW WATER SERVICE TAP, 1" DOMESTIC WM, PAVEMENT RESTORATION. REV.#2 AFTER PERMIT ISSUED APPROVAL COVERS POTHOLING IN 2 LOCATIONS ON MACADAM RD SOUTH TO DETERMINE DEPTH OF EXISTING UTILITIES AND CONSTRUCTION OF A KELLY -BLOCK RETAINING WALL. Project Valuation: $282,153.48 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $22,547.00 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 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: 100 Fill: 600 Number: 0 Yes Permit Center Authorized Signature:)%��2�C.(�C af Date:/aik 1 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 provisiions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a• re- • he con • •ns attached to this permit. Signature: Print N. me: Date: 7 )7/! 9 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: 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) 5: 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) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***BUILDING PERMIT CONDITIONS*** 10: 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. 11: 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. 12: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 13: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 14: 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. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: All wood to remain in placed concrete shall be treated wood. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: 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. 21: 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. 22: 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. 23: 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). 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 25: 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. 26: 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. 27: ***MECHANICAL PERMIT CONDITIONS*** 28: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 29: 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. 30: Manufacturers installation instructions shall be available on the job site at the time of inspection. 31: 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. 32: 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. 33: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 34: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 35: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 36: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 37: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: 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. 44: 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. 45: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 46: 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 47: ***PUBLIC WORKS PERMIT CONDITIONS*** 59: Due to steep slopes and extensive work inside the City Right -of -Way applicant shall contact Public Works at 206 433-0179 to schedule a mandatory PRE -CONSTRUCTION meeting with Public Works Inspector. Contractor shall provide traffic control plan to be approved by Public Works Inspector prior to any work in the Right of Way. Water service line inside the City Right -of -Way shall be perpendicular to the existing water main in Macadam Rd S.Driveway layout in the right of way shall be coordinated with the Public Works Inspector. 81: Applicant shall contact Post Master for approval of mail box location placement. 48: 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. 49: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 50: 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. 51: 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. 52: 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. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 600 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. 57: 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. 58: 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. 60: Prior to final permit approval applicant shall submit a letter from the geotech engineer confirming that the construction was performed in accordance with the March 9, 2017 Migizi Group Geotech Report. 61: Prior to final permit approval applicant shall submit a letter from the geotech engineer confirming that the construction was performed in accordance with the March 9, 2017 Migizi Group Geotech Report. 62: Pre -construction storm drainage patterns shall be met during and after construction. 63: 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. 64: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 65: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 66: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 67: Geotechnical Engineer/Soils Engineer shall provide certification of trench backfill to the Public Works Inspector. Trench backfill shall be per 2012 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. (No native backfill unless approved by the City Engineer.) 68: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 69: Coordinate lane closures that may impact usage of bus zones with King County Construction Information Center (CIC) at (206) 477-1140 or email construction.coord@kingcounty.gov. 70: Within 3 business days of any lane closure(s) within , Contractor shall call Construction Information Coordinator, King County Department of Transportation, Metro Transit Division @ (206) 477- 1140 or email construction.coord@kingcounty.gov. 71: Provide Proctor/Nuclear compaction reports at a minimum of 100 foot intervals. 72: Provide overlay of matching asphalt within trenching. Grind pavement, to include pedestrian path, and provide 2" overlay, if required by the Public Works Inspector. 80: A separate Tukwila Electrical permit is required for installation of the underground power conduit across Macadam Rd. 73: Provide 10 feet minimum one-way access during construction with certified flaggers and two 10 foot minimum access during non -construction, one for each way. 74: 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. 75: 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. 76: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 77: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 78: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 79: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 82: Building Permit may not be issued until approval of L18-0033 (Tree Permit) and 118-0034 (Special Permission). All development is subject to the conditions of approval in L18-0033 and L18-0034. 83: Required tree mitigation activities (L18-0033) may not be started until all site work related to this building permit is completed. Tree planting may begin: 1) once heavy machinery used for site work and home construction is off site and the building mostly completed and 2) it's the planting season (between October 15th and April 15th). 84: Retaining block wall shall be constructed in accordance with Migizi Group, Inc., phone 253-537-9400 Geotechnical Recommendations letter dated March 22, 2019. Migizi Group, Inc. shall be retained to verify soil bearing capacity along the base of the wall alignment, observe construction of the ultra -block wall, and monitor the site to ensure that excavations are sufficiently stabilized. 85: Retaining block wall shall be constructed in accordance with Migizi Group, Inc., phone 253-537-9400 Geotechnical Recommendations letter dated March 22, 2019. Migizi Group, Inc. shall be retained to verify soil bearing capacity along the base of the wall alignment, observe construction of the ultra -block wall, and monitor the site to ensure that excavations are sufficiently stabilized. 86: Prior to final PW permit sign -off the property owner shall execute with notary a Right -of -Way Encroachment Agreement for the proposed Kelly -block retaining wall. The applicant shall pay the recording fee. 87: Prior to final PW permit sign -off the property owner shall execute with notary a Right -of -Way Encroachment Agreement for the proposed Kelly -block retaining wall. The applicant shall pay the recording fee. Q o PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0201 FOOTING 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 8005 ROUGH-IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM Parcel No: Address: D City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.eov 7661600242 14727 MACADAM RD S Project Name: BURK RESIDENCE COMBOSFR PERMIT Permit Number: 018-0044 Issue Date: 6/15/2018 Permit Expires On: 12/12/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BURK ANGELYN J+RICHARD C 13503 191ST AVE E , BONNEY LAKE, WA, 98391 PATRICK MCHENRY PO BOX 8290, BONNEY LAKE, WA, 98391 MCHENRY DEVELOPMENT GROUP LLC PO BOX 8290 , BONNEY LAKE, WA, 98391 MCHENDG860DM WASHINGTON FEDERAL 855 RAINIER BLVD N , ISSAQUAH, WA, 98027 Phone: (425) 505-3873 Phone: (253) 261-1563 Expiration Date: 3/15/2020 DESCRIPTION OF WORK: NEW SINGLE FAMILY RESIDENCE - 2028 SF LIVING SPACE, 384 SF GARAGE, 218 SF COVERED DECK Public Works ACTIVITIES INCLUDE ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, NEW SSS TAPPED OFF 15" SEWER MAIN, NEW WATER SERVICE TAP, 1" DOMESTIC WM, PAVEMENT RESTORATION. Project Valuation: $282,153.48 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $22,404.90 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 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: 100 Fill: 600 Number: 0 Yes Permit Center Authorized Signature: Date: (Z((- 1/O I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: 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) 0 0 5: 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) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***BUILDING PERMIT CONDITIONS*** 10: 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. 11: 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. 12: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 13: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 14: 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. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: All wood to remain in placed concrete shall be treated wood. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: 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. 21: 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. 22: 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. 23: 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). 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 25: 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. 26: 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. 27: ***MECHANICAL PERMIT CONDITIONS*** 28: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 29: 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. 30: Manufacturers installation instructions shall be available on the job site at the time of inspection. 31: 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. 32: 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. 33: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 34: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 35: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 36: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 37: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: 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. 44: 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. 45: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 46: 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 0 Q 47: ***PUBLIC WORKS PERMIT CONDITIONS*** 59: Due to steep slopes and extensive work inside the City Right -of -Way applicant shall contact Public Works at 206 433-0179 to schedule a mandatory PRE -CONSTRUCTION meeting with Public Works Inspector. Contractor shall provide traffic control plan to be approved by Public Works Inspector prior to any work in the Right of Way. Water service line inside the City Right -of -Way shall be perpendicular to the existing water main in Macadam Rd S.Driveway layout in the right of way shall be coordinated with the Public Works Inspector. 81: Applicant shall contact Post Master for approval of mail box location placement. 48: 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. 49: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 50: 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. 51: 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. 52: 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. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 600 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. 57: 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. 58: 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. 60: Prior to final permit approval applicant shall submit a letter from the geotech engineer confirming that the construction was performed in accordance with the March 9, 2017 Migizi Group Geotech Report. 61: Prior to final permit approval applicant shall submit a letter from the geotech engineer confirming that the construction was performed in accordance with the March 9, 2017 Migizi Group Geotech Report. 62: Pre -construction storm drainage patterns shall be met during and after construction. 63: 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. 64: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 65: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 66: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. Oak 67: Geotechnical Engineer/Soils Engineer shall provide certification of trench backfill to the Public Works Inspector. Trench backfill shall be per 2012 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. (No native backfill unless approved by the City Engineer.) 68: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 69: Coordinate lane closures that may impact usage of bus zones with King County Construction Information Center (CIC) at (206) 477-1140 or email construction.coord@kingcounty.gov. 70: Within 3 business days of any lane closure(s) within , Contractor shall call Construction Information Coordinator, King County Department of Transportation, Metro Transit Division @ (206) 477- 1140 or email construction.coord@kingcounty.gov. 71: Provide Proctor/Nuclear compaction reports at a minimum of 100 foot intervals. 72: Provide overlay of matching asphalt within trenching. Grind pavement, to include pedestrian path, and provide 2" overlay, if required by the Public Works Inspector. 80: A separate Tukwila Electrical permit is required for installation of the underground power conduit across Macadam Rd. 73: Provide 10 feet minimum one-way access during construction with certified flaggers and two 10 foot minimum access during non -construction, one for each way. 74: 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. 75: 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. 76: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 77: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 78: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 79: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 82: Building Permit may not be issued until approval of L18-0033 (Tree Permit) and L18-0034 (Special Permission). All development is subject to the conditions of approval in L18-0033 and L18-0034. 83: Required tree mitigation activities (L18-0033) may not be started until all site work related to this building permit is completed. Tree planting may begin: 1) once heavy machinery used for site work and home construction is off site and the building mostly completed and 2) it's the planting season (between October 15th and April 15th). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 520D EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS C �J 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 0 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov 0 Combination Permit No. Project No.: DW, -o0 -}4l - Date Application Accepted: Date Application Expires: % 1 (For office us 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 ,yKing Co Assessor's Tax No.: 766 /G 0C) 2'/L Site Address: 19 727 4'14 c404/11 /41) £ . 4-LA//,% 1.1 ' t16' tnr��l�CJj PROPERTY OWNER / / / Name: /pl Gh /kkk t A kti e �(' &IAA' Address:/35 )3 /9/' vE., L City: /3 oaral isy 1,44t -E, State: ti/4_ Zip: glr 3✓' chi CONTACT PERSON - person receiving all project communication / Name: 7 r•- 6K ' fri,„, �” Address: P'O� 5 �j290 u State: Zip: yr3?1 City: goN, Gk/CL �` W4 Phone: 4/,25 ....56s .`3�73Fax: Email: AE014140•v2ycly£.0t;04i 1p41 -Co l l 1 GENERAL CONTRACTOR INFORMATION Company Name: rLr4/ NLy A ,4. 41.44a.1r6,413, LGG. Address: PC /60)( yz ° City:eoya moire_ State: 0 Zip: ?,s,3 ?( Phone:YL5"SC5-3e75 Fax: Contr Reg No.:Al Lpap 6 y6 E p Date: 3/ 4//,. �' Tukwila Business License No.: ARCHITECT OF RECORD Company Name: R"FfpE ii A6- &Si?, / Architect Name: 1104,/ti d v I '\5r/l Address: 3/i 2'/'of N6 61to City: ,�, %�!/vn State:10 Zip:g3 73 1217_ Phone: 53 zog0 Fax: Email: Co /hetN Av 'PEa/.00rn ENGINEER OF RECORD Company Name: gat 0,4 )ck/ + Engineer Name: 62Fcl 29e HE,/ M Y 6E t 5 Address3/o ;L1 < 57 e% /1/6_ 5TEil /CC City: p ,0,.. //,,..?) State: it4 . Zip: 90,3•• 73- Phone:2 3_2'/ 7_i7OLfo Fax: Email: (44,n., ,e g Iii," lr,//• COM LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: `,/4i -04/17.04/ Address: C}� 5 - 0€4_,A),44._ 8/r O iv City: f55� % ,, 4 State: /iL Zip: It() q H:\Applications\Porus-Applications On Line \ 2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1'of 4 0 0 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 3'/2i 6/ Scope of work (please provide detailed information):/ Cixic su c% AMA) e.. / . 41-sti17 s At er- 4 - ''v 5'i,iif /O r, /t' ' iteCtiAtice- Ta i NG/v 4 2 CL 2. 5,. e F e.:4Ia4,770, /J //of/4f Al -,h€4 DETAILED BUILDING INFORMMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement N/ 1' floor q 1 2nd floor / 06/ IAL j�carport ■ ?QL'41 Deck - covered pi.uncovered ■ / Total square footage 62'i e 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 $ /-61 x/90 furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) bidet dishwasher floor drain 3 lavatory (bathroom sink) sink water heater (.gas)- lawn sprinkler system .2- appliance vent 6*- 2 - fuel type: NI electric ❑ gas Z ventilation fan connected to single duct wood/gas stove �— water heater (electric) other mechanical equipment (5) O ✓ci /a-- $ 1V/, rsyrrOA 414",-5 44) (Z) Le.va sac, ll,�� r rs (tea .3TC' H:\Applications\Forms-Applications On Line \ 2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh clothes washer / shower water closet N/4 gas piping outlets Page 2 of 4 0 0 PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detailed information):// /zytj�i.�-Lj %?a st Ti 57-z p Sir E Pow R-0 4'( .Fd L ?2 10.E 4" 4t- ,1//tVri.40(/ k S /A/74 S.f/ ,y,�.Esr '<- /✓L<<,) /tE5/44.NG. w 1t ii -e64/411 4fiz14l'0ML4;' AA/W/4- r/ /7-5.,,,,44 � ® 74,1-4Z., / y ni.. 1 m CrAw€trC ll before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ...Tukwila ❑...Water District #125 0 ...Letter of water availability provided SEWER DISTRICT ® ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system - for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Civil Plans (Maximum Paper Size - 22" X 34") Technical Information Report (Storm Drainage) 01.. Geotechnical Report 181... Hold Harmless - (SAO) 0 ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) ...Hold Harmless - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ® ...Right -Of -Way Use - Potential disturbance .. Construction/Excavation/Fill - Right -of -Way... ® -or- Non Right -of -Way.. ❑ ...Total Cut ...Total Fill Cubic Yards 0 .. Work In Flood Zone YAP Cubic Yards .. Storm Drainage IX ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control 0 .. Abandon Septic Tank ❑.. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size � " WO # ❑ ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 RT'. Trench Excavation .. Utility Undergrounding f .. Backflow Prevention - Fire Protection %1Z " Irrigation Domestic Water / 0 ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) a....water ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: gNT E/y',i/ Mailing Address: /3,50 3 /7/ ,1 WATER METER REFUND/BILLING: Name: 4/11f,l/•.f/ O v 4.1" Mailing Address: / 3 5 0 3 / ' ,4 V k Day Telephone: 3 o/-291/—.2307 0.tivey i( 1 3? / City State Zip Day Telephone: 36 - 2 - 2 3 &&A/ti47 L.# W4 gY3?state Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWN THORI AGENT: Signature: Date: Print Name: Mailing Address: %70 8©pL g290 &I/vs,/ 14/11, k 9d d 3 / q l City State P4 -172,t /71-/-1g.4,47 Day Telephone: 4'z 5 5-0S -- 3 r 7S H:WpplieationsTorms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # DIS- 0 OL(L( If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization :Z 60 Erosion prevention ‘5g0`.2-.. Water/Sewer/Surface Water meq, 7 Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 511q 7 " , .36. ill q0z� C. 2.0% of amount over $100,000, but Tess than $200,000 of A. A. $ q0 (4) D. 1.5% of amount over $200,000 of A.144 $250 (1) 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume /CO geo cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. CORRECTION LTR#_ QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001-10,000 $49.25 10,001-100,000 $49.25 for I sl. 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the sulBEGEMED application/plan and 2) a follow-up review associated with a correction letter. Each additionCTiMwi i(TUKW1LA attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. APR 20 201d PERMIT CENTER Approved 09.25.02 Last Revised 02/21/17 Dia OOLIL! 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) $ �7v " (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 7. Pavement Mitigation Fee Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $:_7,511, c---10-7(501310-r—C___$5_06---, ___---, 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 iti BILI t 60iwA So f3�vv:A 4,„ file t r% 'X 1/ ' (5p s A04-01.1.4 t) 'x 6 , (K.A. £b /L) r -r; / 71/ Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 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 151 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (9) 0 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 16, /370--- $ 37 - $ %6,/37= (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 1. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / t f !/ F035 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection_ WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -1231.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,13750 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 emporary meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK $70.00 D18-0044 Address: 14727 MACADAM RD S Apn: 7661600242 $70.00 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R17354 R000.345.830.00.00 1.00 $70.00 $70.00 Date Paid: Monday, April 08, 2019 Paid By: MCHENRY DEVELOPMENT GROUP LLC Pay Method: CHECK 8004 Printed: Monday, April 08, 2019 10:07 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $72.10 D18-0044 Address: 14727 MACADAM RD S Apn: 7661600242 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R17099 R000.345.830.00.00 1.00 $70.00 $72.10 Date Paid: Wednesday, March 06, 2019 Paid By: PATRICK MCHENRY Pay Method: CREDIT CARD 006179 Printed: Wednesday, March 06, 2019 2:52 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY PAID PermitTRAK $17,621.41 018-0044 Address: 14727 MACADAM RD S Apn: 7661600242 $17,621.41 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $4,938.90 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $902.98 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $902.98 PERMIT FEE R000.322.100.00.00 0.00 $3,128.44 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,788.72 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 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 $124.50 FILING AND RECORDING FEES R000.345.890.00.00 0.00 $80.00 SEWER SERVICE FEE $397.32 SEWER - HOME/DEVELOP R402.379.002.00.00 0.00 $397.32 TECHNOLOGY FEE $184.70 TECHNOLOGY FEE R000.322.900.04.00 0.00 $184.70 WATER SERVICE FEE $392.77 WATER - HOME/DEVELOP TOTAL FEES PAID BY RECEIPT: R14717 R401.379.002.00.00 0.00 $392.77 $17,621.41 Date Paid: Wednesday, June 13, 2018 Paid By: ANGELYN J BURK Pay Method: CHECK 1743 Printed: Wednesday, June 13, 2018 1:44 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK ,800.00 Apn: 7661600242 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D18-0044 Address: 14727 MACADAM RD S Apn: 7661600242, $2,500.00 PUBLIC WORKS $2,500.00 PEER REVIEW TOTAL FEES PAID BY RECEIPT: R14069 E000.13.543.130.41.00 0.00 $2,500.00 $2,800.00 Date Paid: Friday, March 23, 2018 Paid By: PATRICK MCHENRY Pay Method: CHECK 561 Printed: Friday, March 23, 2018 1:47 PM 1 of 1 CIRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,283.49 D18-0044 Address: Apn: 7661600242 $2,283.49 DEVELOPMENT $2,033.49 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,033.49 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13832 R000.322.100.00.00 0.00 $250.00 $2,283.49 Date Paid: Tuesday, February 20, 2018 Paid By: ANGELYN BURK Pay Method: CHECK 1731 Printed: Tuesday, February 20, 2018 11:11 AM 1 of 1 CriliWSYSTEMS 0 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 03/06/2019 VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: X 02:51:21 PM CREDIT CARD SALE **********5584 K $72.10 006179 000 Bill {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you!, Merchant Copy INSPECTION RECORD Retain a copy with permit NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ecid 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 Permit Inspection Request Line (206) 438-9350 INSPECTION � � ° t fc T Dos�Q�on: ie.A nte Address: JZj 7Z7 Special Instructions: Da ��e r i S p.m. p. Requester: Phone No: NI Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Flloci2 Inspector: 4aCia_f2. 6 REINSPECTION FEE REQUIRED. Prior to next inspection. flee 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 DIS -Gds! url�e., Reg id ce Type of Inspection: G LAz i Address: /147Z 7 tel PorCa9e t. S. St-Y4V V / Owe, rrPij _4 _— -- Special nstructions: r Date Wanted:?.,3.24`7 ap.m. GTOur 0601»- P1A0411 A Requester: KerielcuivicAL AFF CeAr Phone No: VJApproved per applicable codes. Corrections required prior to approval. COMMENTS: St-Y4V V / Owe, rrPij _4 _— -- r GAS Pim roA4.... —C.14.r_.") GTOur 0601»- P1A0411 A 74-DsiL Fee Lott, Pf .e .--.�- KerielcuivicAL AFF CeAr Pkpe..2Cau-<:u.4aimt Patmb Inc ci AlaL., , 0 g rliStsfrel) Inspector: Date: zoi7 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 Dife-009q 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 Prar t�k (`esit/P.nee T of Iris e�jon: I�c� dI #t/IhttL Address: /9777 /giejain Pc/ A , Date Calle Special Instructions: Date Wanted: 7.�� a.m. p.m. 2. „t►/S 6eipa,bie AAnivii... a , Reque ter:•f�. i' -k lo✓ fr 311- 33 " Oroc Phone Ail -.05-387 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ba41/25.- Aingd year _. /1 4/d Addras,fitaryiees idea Ye Cdn >IrA I 2. „t►/S 6eipa,bie AAnivii... a , - i' -k lo✓ fr 311- 33 " Oroc 014 I r / arM6 3) table. &bre ctiWA tenjii•I i'it) Naga ie kge. tiiv -b ria " oAJ i Zec.. S*vc, Inspectorig /e Date: 7�/t "Lci5' 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 1 PECTION 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 • Si' kt i'v. hive �,T Project:21 4.. • 4 i�q Address: Date Called: Special lnstruc onti s: Date Wanted:a.m. +�'206 p.m. Requester? ,wk. Phone CUP. 3 t 7,3 EJApproved per applicable codes. Corrections required prior to approval. OMMENTS:, /1111111/ uv 476 f6s4 exi4erior I S rws �6l kii5cvtvlC tM/JS ,((JC. G ✓ Lim eat elejl `iHs +ob..,`f . Inspector: evil"fll DateG s. Zia/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ,n Q 16 V v Type oft sp�ection: i' tiek. M V/G44II�S Address: /'h2 , /KAMM et/ Date Called: Special Instructions: r"...p / (01 Date Wanted: a.m. Requester:_ f Phone No: proved per applicable codes. Correctio COMMENT& Ittv< er7gp 7dAllitA i AA/Aelvt41-i:M 2jut11) (-; /do a,vw202eYldo.i (147,_ Sgp4k wo2eif- ba/berSierio irte•2 Inspector: Date:q . 2Z _zoo 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) 4311-3670 Permit Inspection Request Line (206) 438-9350 Project:Type � / k of I s coon: coup -4 /As4A.. Address: Date Called: Special Instructions: -Date Wanted: #'n"-19 a.m. f Requester: PA -1 etai- Phone No: lac .6Z25- 3g 7 App applicable codes. El Corrections required prior to approval. COMMENTS: nCr( LG 14-47 ) Rvini*As--7-"a k(e-di.r� of6V, Date: 1‘.z7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD INSPECTION RECORD Retain a copy with permit D/6 (3d -till PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 (Odaeaii-Ol � Type onProject: /Ali Address: /f��/' M A4 1k217 /i/4c I - t . Date Called: pecial In tructions: Date Wanted: ( a.m. 3 -7 -ii N.«,- Requester:p fT- Phone No: -426-503 =3"73 pproved per applicable codes. EJ Corrections required prior to approval. /COMMENTS: Trevi Inspector:— � ,/ c� 'Date _7_ZO(9 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 003L—pii.5 Type of Inspe ti ,.. i 40 0 ► Address: /4 71-1 /17Ac694g-yv i Date Called: Special Instructions: 1 Date Wanted: / .m. 37il p.. Requester: Phone No: Approved per applicable codes. Corrections MENTS: Date: zoI 9 n REINSPECTION FEE REQUIRED. Prior to next inspection, ee 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 bi 00`-iV Project: GK / ZtVe/ � Type of Inspection: vIFFAG,[� hLCS/L/t"r (pirk) Address: ,� �/ A 111721 721 A (�,� ` Pro J , Date Called: 1 ,--,;-4, :Lt.-" e, 14t t � Special Instru ti ns: Date Wanted: 3-"t-1Qj a,m p.m. 'Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i , I ha.,÷7; " , . (pirk) cC.) 1 ,--,;-4, :Lt.-" e, 14t t � / Le T%-? V'''LS / . 4e _TN) tet °PA) aRY'� 4f4;i, zs- r ef-- %CW` (cp Inspector:E Date: 3_4/ • zo ri 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 DO 4atif Project: wad. oc-610.41 Type of In ection: Address: 14121 M#fit 49 ..S, Date Called: Special Instructions: Date Wanted:�.m,', 7-zic ,t p.m. Requester: Phone No: 0 Approved per applicable codes. rections required prior to approval. COMMENTS: mC„..64642 vile (/ `) Gt. r 4-t /44-64 �/ � S //ln% Inspector: LI2 / C _ Date_ �5- z i . t n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1---j-.7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ►'� cb 1 Project:(, -5.-5.9e4--�gMl� G4.i Type of Inspection: r-47.4043.vvti4 SkL7e 0.6144-1-4 yw� i Address: 14 21 MA CA 4v 133 3 Date Called: , (01;ZA/e CatetW'4CIA Ar-Wita Shel. l e tzeila, Special Instructions: p ?, ue.,r- ti� . jz�: Date Wanted: 22,1"I`1 C gyp,. p.m. Requester: Dpi 1'� VeA Phone No: Approved per applicable codes. royal. COMMENTS:EnA yNie 1 !t lag, -1,,,,, //tJ 6ir,,6^// SkL7e 0.6144-1-4 yw� i 3, PO w_, °w7 O it v a - wee..o4- Li .,fes //u�� Ar -Of /JeeI b%<< s�F L , (01;ZA/e CatetW'4CIA Ar-Wita Shel. l e tzeila, '7, i k a4-- %i,8l ` p ?, ue.,r- ti� . jz�: Id %ssrF Litilerped etlif, , aid 7' 1, Ail er = iea QD Date F tato 7-01, [-IRE! PECTION FEE REQUIRED. Prior to next inspection. f must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 07-04-g INSPECTION 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:je �L�/ LAG c -f Type of Inspection: �i /^1' Address: /e72:7 /1%GAl 0 Date Called: 5 Special Instructions: Date Wanted: Ze, /5 � C4•,{�. p.m. Requester: Phone No: ElApproved per applicable codes. D Corrections required prior to approval. COMMENTS: frirafe'd� /nee-Ar-dic> 4 fecaask,-c70 Inspector: Date: C 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 'V I --0ez-/ Project: B tl R39 bob Type of Inspection: rtili b 1J 1/14LERR7 Address: k�C�1/t g> Date Called: Specia Instructions: Date Wante : 621 0��e1 a.m Re ester: P r tti? e' -(i y Phone No: No: 6-7t 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6-77-0 '1 2o'- Al t? GUe447pvc7t o,.) -rte , Pe 'T4i3 (Li -7A A") CoY,& .:j2 &A20‘AA) �j of Liv► Inspector: etc Piet -re -> Date: 197--(of5 zO 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 le/ Project: elais�i� Type of Ins ction: /�f�.}-(� Address: 1727 /PJACl1°Mwt Z,5 Date Called: Speci I Instructions. Date Wanted: `»29»` Requester: Pt eC 4. Phone No:, so-C deig Approved per applicable codes. El Corrections required prior to approval. COMMENTS: .2 T cocci -afq 40102e# UtP ftcPtv6 vc-ft4(4--)a-( Inspector: Date: 1 —09 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: Type o Inspection: Address: /4/747 NhrA , Date Called: s. Special Instructions: Date Wanted: /_ /c i9 � ��....• p.m. Requester: 1 Phone No: 445 jit5' 3$73 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: �P P� — 1/I f * 7r.,,-97" & -- !✓1�5$ i _'_7 a.1 Inspector: P, Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 18 a0415/ 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: AsizK ?-a'S 0€A44.1 Type of Inspection: IJ 44. ihibterMA%GC.shlam Address: ii/p7 414e4,64" ,QD s., Date Called: Special Instructions: Date Wanted: /Z-/ O -/e a.m. P.m. Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. 14/nu- 41499570,4A � Fri sire-cr2s nspector:l�C Date: I 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 per INSPECTION NO. RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e ii?,asieforee T of Ins ec ' : Ao ilig Add ess:. /7 727 ifMatbel Alf Special Instructions: Date Wanted: %Z- 7 _ 2.40/S?p.m. a.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. Inspector: Date/Z _ 7 Z / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit po 0044 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: Ru2k ReJ11)19 is Tye of Inspection: Woce71 /mL 510rolo✓d Address: /I72:7 afit btini AQ .5. Date Called: Special Instructions: egite, 441/a46 Date WanteJd: Qr itequesterd /'� PArgt91-40 Ai Phone No: qu - Sas- 3973 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Pare divi-A44 ./1 1 /4/4U-- ac,1-01.4 Inspector: /3.00 Date,:_ S 2l 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: Type of Inspection: Address: 147.271'21e evit2,h.S. Date Ca led: Special Instructions: Date Wanted: /0 - 05'2.0/9 a.m. A Req er: ` rx Phone No: y267-5-05"-387.3 glApproved per applicable codes. Corrections required prior to approval. COMMENT • Aprtt,e19 Inspector. ao Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. D INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec IP [� / Type f Ins ection: t Date Called: vi Ad[dJress: 14/444a40 /% Special Instructions:1 : o o �' .,/ Date }�yanted: 7 - 2J0/0/ e3-11-. m. rj ` ' iZequestorrp ra Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Aia /( Inspect° . Date: / - 2: 7 -ZO/' n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Dig- a6-%1 (206) 431-3670 Projectrir--C Typespection: %(.J Address: /11727 M 41i ge �aie-Gailo�dLr7� S0.4.14.-%_. pecia Instructions: Date Wanted 5 - Z -I- 2-01rc Re er: Phone No: 7.,C3.37 - (OO ACO MENTS: proved per applicable codes. Corrections required prior to approval. rt,e, Inspector:Cr.,.._) 610 Date: 9_21 _z®" 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:,--7)Type (Ai iJt4Cf of Inspection: -7Z-5C Address: /4q7g-7 ()764e/4.14-1 Date Called: Special Instructions: / Date Wanted: 0 c'//y/l ,- a.�n Reques 6<-1ri»/<'Ac h(Tirl Phone No: _ `fid.'' X5.3 S 73 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: .1±1.15Q)'"' eArr �P 1„„ Insp for 1114119 REINSPECTION FEE REQUIRED. Prior to next ins ection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b)tg-uoity INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P ect: •%Type ;pection: Address: / 1727Njge_, t i/ Date Called: V 9-��-Ir - Zvi')- Special Instructions: r2; 0 t( }irked Ger4A.‘ c i- Date Wanted: a.m. q-`[.i-ofjr, p.rn. � d' oLf2flor 1 rb C L'is Scir pG it ste : Phone No: !- ' -S27-3873 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Q2ofs;lj — 1 ri com l-1! el AJeJ 1o tkvkile C1r Lo r r2; 0 t( }irked Ger4A.‘ c i- f r ,Ss 1 L 4riiss pppyrs.Sct. c. d' oLf2flor 1 rb C L'is Scir pG , ? --(1) ‘StAboit i- ddet4 aptcoi fcliercvb ' .)0 1-40 r SD' 1- p k.w.et tcst1c Inspector: ,(DJ Dater _/Lzinic7" 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) 431-2451 D1 k-ooyy Project:1 Type o Inspection: Address-. /1/7)7 Met( t�nl 6 Date Called: , Special Instructions: Date Wanted PO// Requester: Ph SDS -3'il EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: 'gym aaf .1\001 A, C.4nSODby t D arm � OVA � �Leij2gr'ul 14", Atit Inspe ► Prt Date: —t1to119 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. P� u�Z K I��,S ► ��►� �E. $z 6- ??Rivir1' ,' D1 - 00V/ tkmu-ss 11-1727 MACADAM 1 PAD 51 -ruKvI1 ,WA 'I816S?_ R; M I N o aid P/ k'J R E-YI_ 510/ �()I Aff EL --TED LEvE - MA14 Co_NTIJW.- h_ _�_ Mcf-imrt°i D£VF1,opMEAtr6Rovr Fo ox r2-9 o n14 ci$ 3 9 f 01417\crz PATAi M GHtNRY oN ': 1125-505 -3373 REVISIONS No changes shall be made to the scope of work without prior approval of the Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review. SEPARATE PERMIT REQUIRED FOR: [,Mechanic& 3 Electrical ["Plumbing Gas Piping City of Tukwila BUILDING DIVISION $fogkd-E.- PY Permit No. Lk 001{11 Plan review approval is subject to errors ano omissions Approval of construction documents does G 'tot authorize the violation of any adopted code or Jrdinance Receipt • . • : roved Field Copy and Condir "_ • • - . lb By. City of Tukwila BUILDING DIVISION -APDEb 2x.b WALL. Ett+t .}nfbr oss Hy -alp) A 2i. F6c $ 't L.k ►oma // fir DAIWM iC i`/A LL -5 AppE: FiR�__S NkLER 6x/0 pf SER Tb C.RtiKrE Wi+qa gE4TER ,4LcoVg OPEN kGl- 34 GAL., _Ei.F ►t IG _�l!� H.. TAMIL/ Tpoti REVIEWED FOR CODE COMPLIANCE APPROVED AT -MAR 06 2019 1.144- City of Tukwila BUILDING DIVISION REVISION NOL cScAi• L : RECEIVED CITY OF TUKWILA FEB 2 6 2019 PERMIT CENTER b ooyw 14.0 130 120 !10 100 DIST. 273' - ✓•t'" /77' -15` 267' - /5' 152` - f5` GR. EI-Ei` 115.7 120.0 124.0 /270, 131.2 1337.5 INV. ELE;i 45.95-io%ac 142.50 /11.50 121.50 /74.00 1.30.50 1,4.i4 DEPTH 0.5-/S.2 Proposed point of • 72 •6 7.0 71 72 7.0 150 131 _ ___ b Wel 111:11►1 tap approximately 5' (horizontally) north of M.H. #5 ; . :. - 3 s3.�o. AYE - moo. e ---_ • - - - - - - ---. __ --I 5r0-0178 -- -. _._.. .. __... , lrcass i - .0-5125- ----..._. _ . - ....... - _ _ V.. RE CODE COMPLI --- .- APPROVE F_ WD .... _ = - --- _... --- ----•-------_. _3 C4.-4 s� � ---- __..-. - - --•---.._ _.--------___-- / ------ ---.- _._- -- D1571 35'3' - ",--- /57'-/.i" 995,` -/S" 399' -!4- GR. ELEV. 1575 /4.0.5 137.50 15.5.0 14200 /$7-4, I47. 00 JUN /pi f 31.08- /NV 5LE/. /30.50 AI.H- PEPTII 70 "• 70 13.0 /60 100 - /34 13C 170 /50 /01 Date,. , t Apprevede, . . 218.00 218. C.i )R NCE City DIVISI of Tukwila 8 -.2 240 220 11.0 11.0 8.7 1.90' - 17 •• /28` -- /52' - .t." 0/2' ` G . - .. 10.3. ;58.00- 152.00 /E5.'5 /81.0 .803.3 20/8 220.7 /5850 /74.00-16X OO 194.00 /94.00 212.55 /1G - 10.4 /23 7o - 7.3 7.2 8.2 Ivo yr < 1.110r r, -,e /0I'oli-0A'. 0/,5455 011/14020 70 31H 5 05.4.0,e./78D 3-,;•0 e_ HAItSTAD ASSOCIATES INC CITY OF TUKWILA 1"'" = u WYrii� IT JteaP OW= Or SEWER PROFILE LID. NO. 5 '1 Itt • f 1425',0 I ' I &fa z r 1 4. .7;.."...„..... I _ __.1 ;„,....-....E.ez,---)me- • 1 , , ., '• 1 , 441,, . .,. 425e, I : , .., , • . - --.. • - r--- ; \-----1-----"- •••••••••ft vro_. 1 I 54TH AVE s c. ..womst.44r,e- 17,.Z 1.1 Ye= • i • • - •t• ;31 • Of 24. • • • i I 1 ; I i i 1 i 1 /-; 194.00 - S 4 c=••• ce4silt* e • • - • • • ; 2/ tr. " • tumnoutto .... . spraitgoaLsosatlitinstenimmommulargAtruirostut 7,----r---ti-- i. l• _, ti-- il ---;-- ti zit. ./ NI 1..i' 53RD AVE. S. i N I 4r.p..4,-.cr./.4,0 Q. 61 k/ xi .0 I /#7. 00 ' % \ ••;t,',"••• _ S fiTIA.1/1-0—qrtkisicili7 tfaMilnillMitatUVISratlarntIJMUlttittlt,tri. •4 / "..__ •••0.2.0.0 •„• — • L. 1- • 2.1 1 /4/1.‘ I /.37-17:8 AS EV/4 7 • (JAM /965 • .4 ;IAr.41:.t) AESOCIATE,. .7.1C er, MW. 12 )0 400. 2,9 ht•DED .1,E est0cArt4 - DE-le....R11,7"100.1 $EWCR. CITY OF TUKWILA • • • SEWEH LJ.D. NO 5 3 SCHEOULL7 A 26 11.1 MC MO Als• 111. M, s • cs. I. r- 45.- , _ _ • • te) - OP *4 • ••:;i•f4 rtAl .• ..... WIM- jr 1 .11 P 324 4*.' s eosr a 01.111MIKOMIIIIIIIMMOINVOIMINIMMOMMINUMMON.M.. • ' 4 6 - s /so • 1 .. .. ............ swat 4 - /2 4441•0 ..... i . I ' ... IL -...z,r-7.. 111 _1'!':.:1_11. ).. • I i ,a4, i I - e . . e 134 , 1 Cr • ' 1 ------ .. :31 ...--..t:„.,.-- ......1-c,,,,,,tT...vs* -------17- f- .... ... ',. 441;t:1-'246: • ....1----t ! S -.." . „...."- .. .. ,-..- .......---•-•... .......--• I .a:7,...,......xsutss••••<1.1•14071.-7.17..:•••••••••••- •01.--17-15:••11” ........ .•tvf.tfsesliel147:1, ....,/, ' .. . . ..:' ,.... -.......- • ,........-.-- -.••••?---."' ...-------..''' 6 .6/1 . 4.11.4.1... ------- ..... -----..---- .„...,Eja......,......,...1. ....i..4, ; gi • ---- y/ pir,: ,, , r A --- eff, *.W....57 ye ' ... !....- -1.- ! • % M. *14 • 214.044 i 3, ..... •-•----• ..... ; I • •; . - .0.01•2117, . nni.zAm ofor Proposed sewer main tap approximately 51 (5 ft.) N- NW of M.H. #5 MO Am .. .1•••••••••••••••••••••1•1 6111411114111••06.,- • im,do..000'. ..... —‚4, 0 ...1 • -F.- , "Se ' SO , • . 1• ff'''''":'''' +-,r..d..--i ..-'1. - <• .'S.i4k,.s,I' 1 I .,7,,,\: ,.0. -•...4.7 -.1..;:>i„ -1f... .. .1.. .......:— .•...•.. 7•..... l0. f -': . .--- ' r'- -- 1 iiF ii ii It. :4 , ".. •••' ••••• 12 — 4444 firn.: t_....•••••.••.- cs-.. I - .. . • . .. t' . ' 1 .' 4.401....3/5. or. i 5 ..•.• .000.0 0 •• . ----r • ss , . , ( lirr o•rui,rob.% . " 7,./- C _• i I i , i .,,...011_ 5- _ .P...." _.1. 11' ...../•••••...„...r..........,,,,_•—••••• , ... i i ..: ••,0, Ns t, 1 45 60117 24,13,0A: ef• •• .cke,••14' us. 5 /I*, • ',C. rewsia.: CITY OF TLWL. - • 'el 2€ < •••:17 SEWER_ LtD.O. SCHEDULE A "C. Seu-a)Ut.E •-- \\ OtAXECTIO).3 TO E1t$. Lose CON-017-ACTOSZ -SO PDV'OE OTAREQUED. ,. fiek XIYPIPAIJr / % SSY . .... ;S. e 4.: sr - 1...... j......11,.........._!.....,— ' .._./ -.... 14s. re AMP= A.0.144--, EV ST A.A,A ..-.6"—.- ASUCT44W1*.wee eEWE'- exo-r G.:/// ,,vi.JECTig/V 7 FAIST L /Air •-•\ 6'CL EA,: E:41 --Exerr c'iFE •EArST E -CA • Tas45r.4-Gw. r.•1" 1;5ERS SSM 1l5 SIDE CF. 51-IET 3.4t..Y. UW LUE EXIST. C/-C.I. Tr.; ET 4" APT A: • IV. SC:AM:4Z In ABE UYDIJAN -SS1-- -5-- • • 30S•1` - Cer, \I Z. MOW/LA an, L.I.Aor.s• 01. ,M•yaa.Spille. 9. 11;:wea. - ;Z• - I I ABE t.M3GME/- - A • 1,1 C - iield il •W — — --- ....-- ._ WATER OISTRiCT 3,5 i:hvE --," I 5CUEDULE Z ( F.14. B 6e.7E 0,11#1 .1207 • 40AP r0 kt,..1 - G.- .51_,E.EvG C. MCC S' IMMO, E. PIECE cxCAZ TSE , .). 4' PE PEC6 ExiST G..Q. c..v. r B/W e ,Nr 45" 'EI -4D rTrl-EF-1 ffcr•-.-1- • ,%•,..7 ' o. 1 1 telea TB CSESU 4:1LiTIOJCSIBX RECE604 tBr_ SCHEDULE I a la Ws -WASH -74 CITY OF TUKWILA WATER SYSTEM - NORTH SECTION CONTRACT I - 70 HLL IN(.;\1.\;\ ! `-; N • 3 '/ 4,L _ 8 144 11111 7EZ E" / OA PTEC.... / 4-J Ate....4PTER rbUCie • A -C 2 I 0 j Z ----- • _ ---7 .--7-- ----. ----- ts.,, -,-,...- -- --------.---.......,............_ t I 7-1/,W/Z A/ C, r r t/fvfl7-5.___. A - / 2-6' ---,--1 --- ; ' At?. , Jr z AIMPTpt c1.12,11 iSLAOCCAVOs ---:-.:- FZ.. BE. LOCATED /34 Flew., • ouarkits evvvrievc-nohil PL.iM.XDAPTsiz COL) 54.0CCP.Km 40".•",a. bozerresZ - CR -#.414 4006,7"Ei? • x-as4c 4-sGrXre TEE x4+4J1FL E -R....4./ 44:4P:. CC. S 6-- Xi:SC.24.Y -." 1! -..-- 5-- . -L 7...,1.,.. .-.AFZ: :4, Pt k. me,c: aecte-4.,6- ....-xe,,6./ \N-----____---/ 4.-r-ReOC.V32 FL ,..//rogc. ..c.cdomc / C.0143.5E.-CI" TO EXAT EYS TEM Vtri41YDWIT AI sr - sal. kg, „ilff ,787717171/ 077D0,7707/' diofiff • P • MUD T SCHEDULE III WS -WASH -74 ; CITY OF TUK WI A WATER SYSTEM — NORTH SECTION • I Al.SAt CONTRACT I - 70 LA 111:1- " Z:•< , • • $ "-7 7 4 / - 2 . /18 • • o ,'V) "'_ �e. f 2 / R. 11.74' r / /d Z.. „f' <. V .111 , • i ��.y.. J ii l.;: i - �' t,i (l a, % reel . ;.� a • f � `•- f 1.4•• � l �' • . ` 4'� �yG, t' .jam .. � a '�' .�! `' ,!'•�T . e'';4•.! s-.fS� ►t fir'... . . �•.�'''„!.: rs�''.^ �+ Y�,, / ✓ 5 r 1 7 rar. 4 .i ¢•.044•,,'}4 �„ .7444 i .`$4, ,-!.:Ili •e4• i�;Y r, .�'� - ._. 4•r. E�../1•+i? l � t4•. t 4•s c �1'. �.rr,.( ,g.a +, ,i��. :: �,_. `i. 4,F . _ e. Vfi '. ifF ; o:. a=f� F� AL c.) a. eve i .{ ':G r :.l. a.4• _: 1' % I I1A('. r r 1i A;.;,.. f'� w�E Az 0 4, SEC. 23, T. 23 N., R. 4 E., W.M. ALL DISTURBED AREAS SHALL BE AMENDED PER THE KING COUNTY GUIDELINES. COVER DISTURBED SOILS WITH STRAW AS NEEDED FOR EROSION CONTROL. NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI AND OBSERVATIONS MADE IN THE FIEID. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. SEE NOTES SHEET 4 NOTE: ALL CUT AND FILL SLOPES SHALL BE 2H:1V OR FLATTER. FILL SHALL BE PLACED ACCORDING TO ASTM 01557. CIAtr DATA 013)(C) J»eY40'11' 96137' 1.4•4197' `c.t..,i 20 0 20 40 SCALE IN FEET SEATTLE LAND COS 5 ACRE TRS POR W OF CO RD & LY SLY OF A LN BEG OPPOSITE HWY ENGR STA LW 2578+00 ON LW LN SUR OF ST HWY RT #5 S 178TH ST TO S 126TH ST TH N 80-58-00 E TO PT ON W LY MGN OF MACADAM RD OPPOSITE SD HWY ENGR STA & TERMINUS SD LN P/N 7661600242 Colt 2 Working Days Before You Dig 1--800-424-5555 Utilities Underground Location Center OWNER/APPLICANT: Richard and Angclyn Burk 13509 191s1 Ave E Bonney Lake, WA 98391 eev0'10' 034 10)' eW Summmy SEwn UANNOIC EE041.40 Proposed Impervious Areas Home Roof Onsite Driveway Oft site driveway Total Area To Be Cleared Lot Size 01. COWER TNAC) 13 N eK17D7iNW (TOM)~ w U) (81) % acres 1,720 33.08% 0,039 180 3.46% 0.004 511 0.012 2,411 36.54% 0.055 5,200 100.00% 0.119 5,200 0.119 LOCATION MAP NTS Contractor: The McHenry Group LLC PO Box 8290 Bonney Lake, WA 98391 (425)505-3873 Migizi Group, Inc. 515 S 55th St Tacoma, WA 98408 253-229-8320 425-398-2333 fax www.migizigroup.com PROJECT: 147xx Macadam Rd S Tukwilla, Washington SHEET TITLE: Site Plan for: Tree Removal & Landscpe Modification Permit DESIGNER: CRL JOB NO. P866 -T17 DRAWN BY: CRL SCALE: 1"=20' CHECKED BY: CRL FIGURE:1 DATE: Jan. 31, 2018 _ FILE: sp.dwg t/6 txi3y 5:'„„ek_ Macadam Rd S from S 147th St to S 150th St PROJECT DESCRIPTION This project involves removing existing sidewalk in the southeast portion of the corridor and widening the existing roadway (maintaining existing centerline) to provide two 10' travel lanes and two 5' bike lanes. Curb, gutter, and 5' sidewalk will also be installed on both sides of the corridor. New catch basins will be installed and laterals will connect to the existing storm drain mainline. The addition of bike lanes on both sides of the corridor will allow a connection to the existing bike lanes and transit routes south of the Macadam Rd S and S 150th St intersection. In addition, these improvements will avoid the need t� widen the roadway for the south 150'. Cut retaining walls are assumed to be needed behind the improvements along the east side of the corridor while fill retaining walls are assumed to be needed on the west side. All improvements can be made within ROW without temporary construction easements. There may be impacts to existing landscaping, fire hydrants, and mailboxes. Street lights will be replaced during utility undergrounding. PLANNING LEVEL OPINION OF COST ENGINEERING $270,000 RIGHT-OF-WAY $0 CONSTRUCTION $1,799,000 UTILITY UNDERGROUNDING $790,000 TOTAL COST Typical improved cross section for Option 1; looking south /4 -1- 5n2:6 -•CTS 112 PpooP $2,859,000 £I6O0L1t1 �E 1� b N U?" Macadam Rd S from S 147th St to S 150th St EXISTING CONDITIONS • 25 mph posted speed limit. • Centerline RPMs and fog fine on west side of corridor for entire duration of corridor, fog line on east side of corridor for north 360'. • Average roadway width of 30' for south 150'; 28' for north 410'; and 23' for middle 300'. 11' travel lanes throughout. • Corridor length of 860'. • Asphalt sidewalk on east side of corridor for south 440'. CONTEXT • Adjacent land use on east side is residential, with single family homes and a church. • All land on west side is undeveloped. • Corridor width expands for southernmost 150' to allow for roadway width of 30'. Macadam Rd S, showing 30' roadway width; looking south CONSTRAINTS • ROW* width is 60' (assuming roadway is centered between parcels, despite skewed parcel lines on King County Parcel Viewer). • Utility poles with illumination along east side of corridor for entire duration of corridor. *ROW widths based on King County GIS data OPPORTUNITIES • Connect to existing sidewalk at Macadam Rd S and S 150th St intersection. • Connect to existing bike lanes and transit routes south of Macadam Rd S and S 150th St intersection. • Improve pedestrian connectivity to Southcenter Community Baptist church. l R IMPROVEMENT OPTIONS • Option 1: Remove existing sidewalk where necessary and widen the roadway to 30', to provide two 10' travel lanes and two 5' bike lanes. Install curb, gutter, and 5' sidewalk on both sides of corridor. Install new catch basins and lateral connections to existing storm drainage mainline. Underground overhead utilities and replace light poles. Source: Google Maps Macadam Rd S, showing 23' roadway width with .sidewalk; looking south 111 Typical existing cross section showing 23' roadway width; looking south J On Site Storm System Maintenance Agreement For King County Parcel # 7661600242 (aka: 14727 Macadam Road S., Tukwila, WA 98168) Owner of property located at 14727 Macadam Road S., Tukwila, WA does hereby agree to maintain the stormwater system installed upon said property, including all drains, sediment structure and dispersion elements of the system. Catch basin located in the rear of the property shall be cleaned out annually and monitored regularly to ensure proper operation. Owner Signature: Owner Printed Name: Date: q - / i- o t State of Washington County of ic I Y1C�r, I hereby certify that I know or have satisfactory evidence that )19e1,/ f RkAr 1< is the person who appeared before me, and said person acknowledged that he/she signed' this instrument, on oath stated that he/she was authorized to execute this instrument and acknowledged it to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: oq/ t If() 11J ;S‘►ON !p !471 ( itt +43 V ..•+. y4 i NS s A ., (/ 2 s ' 4%0 ""w WAS -=• Name: ki,ttri- Wer Notary Public in and for the State of i -O Residing at: /LAN -01161 - My appointment expires: -��5�-cogy Foe Tester orVvs$er SystemUse Backflow Preventer Inspection and -Field Test Report For Tester or Water System ��® PWS ID Water System Name File # Facility Name Burk residence • Non -Residential K Residential Service Address 14727 Macadam rd. City Tukwila Zip 98168 Contact Person Phone Email Hazard Type (if known) Fire sprinkler • DCVA ■ RPBA ■ PVBA ■ AG ■ Other Preventer Physical Location Garage New ■ Existing • Replacement: Old Ser. # Confined Space Yes • No Q Assembly Make Ames Model 2000B Serial # 41720 Size 1.5" " USC -Approved Yes ►_4 No ■ Proper Install Yes No ■ Proper Orientation Yes i No ■ Initial Test DCVA RPBA PVBA/SVBA Check Valve 1 Relief Valve Air Inlet Valve Passed M Leaked ■ 2•8psid Opened psid/ Not Open ■ Opened at psid Failed ■Check Valve 2 _ Check Valve 2 _ Did Not Open III Leaked ■ 2•8psid Closed Tight • Leaked • Check Opened Fully Yes ■ No ■ Valve psid Check Valve 1 psid Approved Air Gap Yes ■ No ■ Leaked ■ Cleaning, Cleaned • Repaired • Cleaned • Repaired • Cleaned • Repaired • Repairs, & ■ Disc ■ 0-Ring(s) ■ Disc ■ 0-Ring(s) ■ Air Inlet Disc ■ Float ■ Spring ■ Module ■ Spring ■ Module ■ Air Inlet Spring ■ Diaphragm Parts ■ Guide • Rubber Kit ■ Diaphragm • Rubber Kit/Guide • Check Disc • Rubber Kit ■ Seat ■ ■ Seat • ■ Check Spring • Final Test Check Valve 1 Relief Valve Air Inlet Valve Passed • Leaked • _ psid Opened at psid Opened at psid Check Valve 2 _ Check Valve 2 Closed Tight • _ Opened Fully Yes ■ No ■ Failed • Leaked ■ psid Check Valve psid _ Check Valve 1 psid _ _ Air Gap Inspection Pass ■ Fail ■ Supply Pipe Diameter 1.5 " Air Gap Separation " Line Pressure psi Detector Meter Gals ■ CuFt ■ Service Restored Yes M No ■ Remarks* Test Kit Make & Model 845-5 Serial # 07190251 Ver./Cal Date** 7-3-19 By this signature, I certify: 1. I personally inspected and field-tested the backflow assembly using WAC 246-290-490 and test equipment meeting WAC 246-292-034; or gap or AVB. 2. The information in is report is true, complete, and accurate. field test procedures meeting I personally inspected the air BAT Signature (initial test) -7--t__, Cert. # B6996 Date/Time 7-29-19 BAT Name (print) Kate jones BAT Phone # 253-840-9900 Repaired By Date/Time BAT Signature (after repair) Cert. # Date/Time BAT Name (print) BAT Phone # BAT Company Name Address Note unapproved backflow preventer, missing/defective components, repairs made, or conditions that may adversely affect assembly. **The date of the most recent field test kit verification of accuracy or calibration whichever is most recent. r' 0 0 0 0 0 0 0 0 0 0 0 0 0 Private Sewage Pump System Design Proposed Residential Home Fi E 14727 Macadam Rd S Tukwila, Washington P/N 7661600242 June 12, 2019 prepared for: McHenry Group LLC PO Box 8290 Bonney Lake, WA 98391 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 'y. City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P866 -T17 RECEIVED CITY OF TUKWILA JUN 1 2 2019 PERMIT CENTER REVISION NO. 3 Dav0044 r\ 0 0 0 O Burk Home Macadam Rd S Q P866 -T17 0 Pump O E -One A. Velocity=GPM*0.3208/A=32GPM*.3208/PI*1 ^2= 3.27 O A=cross sectional area in inches squared © B. Head Loss 3 38 vertical feet of head and 82 LF of 2" PVC 0 Total Head Loss = 11.41 ft D C. O Frequency and duration Inlet elevation: 132.9 (approximate) O Pump on elevation: 131.4 30" diameter tank O Pump off elevation: 131.07 Storage 3 3 volume of storage= 70 gal 0 3 Flow rate=8GPM Duration= 60 gal/8GPM= 7.5 min 0 O 3 bedrooms = 450 GPD Q Frequency=450/60=8 times per day 0 O %NAL' 0 3 0 3 0 0 0 0 0 0 0 0 0 0 3 a a 3 3 3 3 3 3 a a a a a a a a a a a 3 3 a a a a 3 3 0 3 a a n3 3 3 9 Residual Head=2 ft Friction loss per 100 LF of 2" pvc pipe = 2.18 head loss Equivalent striaght length of pipe per fitting: 90 Degree 45 Degree Gate Valve Quick Coupling Check Valve 60 Degree 9 LF 4 LF 1.4 LF 2 LF 17 LF 6 LF The values used are conservative. Assumed flow rate 32 gpm 90 degree fitting 60 degree fitting 45 degree fitting Gate Valve Check Valve Quick Coupling Equivalent Pipe Length 2" Pipe Length Total Pipe Length Head Loss Maximum Pipe Elevation Minimum Pipe Elevation Max Static Head Total Head Loss 4 1 1 1 1 1 70.4 40 110.4 2.41 137 130 7 11.41 Residual Head=2 ft Friction loss per 100 LF of 2" pvc pipe = 2.18 head loss Equivalent striaght length of pipe per fitting: 90 Degree 45 Degree Gate Valve Quick Coupling Check Valve 60 Degree 9 LF 4 LF 1.4 LF 2 LF 17 LF 6 LF The values used are conservative. Assumed flow rate 32 gpm EIONE SPD PUMP PERFORMANCE CURVE GRINDER PUMP, 1HP, 1725 RPM To 95 1 230 220 90 % 85 % 200 % 190 80 — LOW PRESSURE SYSTEM DESIGN PRESSURE 180 I 75 70 CONSULT FACTORY FOR INTERMITTENT USE ABOVE 80 PSI OR 185 FEET TDH 170 160 TYPICAL OPERATING PRESSURE TOTAL DYNAMIC HEAD (H), pmig � m (-A m '())i 8 e m m - 150 140 130 120 110 it ,-- CP 0 -X- Lu 100 < c4 90 o 80 }- tli Li 70 LL Z 60 0 50 Lij 0 40 < z 41 `i 300>- _J '---- < 2O- 0 1-- 10 -4...) - 0 -10 I - -20 I I - -30 - -40 -50 - -60 0 2 4 6 6, 10 12 14 16 18 DiSdIARGE (Q), GPM J OOOOOOOOOOOOOOOvOOOO00000000OOOOOQO©OOCOOOC Engineering & Design Data FLOW VELOCITY & FRICTION LOSS Flow 005 Comm w„Ltitees Mt F46don (pal (00') flee Windy {M1Vee) F460on 14:44 91. M 70M1 Klan W140419 1W61 flow 94400/ 050(74 Masa _ . Fre1364 'two'htdL 4,040057 10111) 7,16606 flow V40441 it,LOU,,,,, DIOey its Frldbn locs� 10584 flan Y440012 (M+y iikt4n iD.Mq �... 96410n F4dlo+ now ion tatir Vdocity Waskd MKT y[4xry Friction L044(pel 1C44� flaw W47dty 817611:.1 mon FdrPan fMw 4`dltd� Leso(p67 1001 fm81 1Leirj GPM 1/0" 114" 318" 112" 3/4" 1" 1.114" GPM 0.25 1.64 6.54 2.83 088 124 0.59 00.6 0.23 0,12 125 0,50 327 2310 10.23 172 490 2.12 0.01 1.03 015 0.59 5,75 4.91 50,80 21.69 259 10.38 4,50 137 2.20. 0.56 0,75 1 6.55 0518 35,93 3.45 17,68 71« 1,82 475 '12 1.13 116 0.50 063 020 0.12 6.39 0.09 0x4 022 002 0,01 1 2 13.00 30252 43331 ,691 6362 21.87 165 1355 5.00 2.25 4.19 122 126 1,03 0.44 0.77 0,31 0.13 041 7A8 0.03 2 5 ;7.25 .19020 100,96 9.11 7556 3204 5,63 :6.88 9.02 3.16 560 243 093 1.69 0.73 1.10 0.13 0,19 5 7 1276 :3703 5979 1.46 4166 16.49 442 20,44 4.53 2.70 114 1761.55 011 035 7 15 1 06 63.13 35.80 8,31 20.21 876 185 600 211 157 i5 9,47 12.82 18.56 578 1299 Ell 131 132 Eis 20 119111113112:1® 21,88 0.52 4,42 5.65 2.45 20 ICI 164 33.20 14.39 5.52 855 Erna =MEE. 6.02 44,09 EIJI 30 a BEI ISDr 113111 35 40 raj 2041 895 40 45 10211m 11,60 45 50 11,64 30.85 1328 50 GPM 1.112" 2-112" GPM 2 0,32 0,04 C,02 2 5 011 0.20 0.09 0.49 8 26 0 03 5 7 4,13 0.38 0.16 068 0.11 0.05 0.40 3.05 0.03 7 i0 412 0.17 0.37 0.97 021 0,09 058 059 004 0,44 003 0.01 10 15 2.42 1443 0.67 10.6 0.45 020 1.02 0.19 0.66 066 007 0.03 10 323 2.64 1.15 1.95 ... 5,34 137 0.33 0.94 0,98 0.11 0,05 0,51 023 0,01 20 4n1 4,03 173 2444 0.31 171 0.49 021 110 0.17 0.07 064 0.05 0.02 25 30 40.5 5,63 2,43 292 t 1.64`Z 0.71 205 0.69 730 1,32 024 0,10 077 006 0,53 049 0'12 001 30 35 515 7,45 323 351 ( 2.18 0.94 239 092 0,40 1.54 0.32 0.14 00.9 005 0.04 031 0.03 0:1 3S 40 6.40 9.54 4.14 310 2.78 121 273 018 011 1.76 0.41 0.18 1,02 0.11 0.05 0.63 0.04 017 i0 45 777 11.87 5.15 4.39 3.47 1.51 3.87 1.48 0.63 199 0,51 022 115 0,43 205 0.73 093 002 45 50 808 14,43 625 4,97 422 1.83 90.1 1,76 ('7 221 0.61 0.27 126 016 1107 7.81 0.05 002 056 032 001 50 60 9.60 70.22 8.77 585 5 2.56 4.10 2.19 10.9 255 0.65 033' 153 023 0,10 0.97 008 003 085 0.03 004 60 70 603 7.87 141 470 332 1.44 307 115 0.50 1,79 030 0.13 1.14 0.10 004 0/9 0.04 0,02 70 73 7.34 8 4 1.66 5.12 377 1.63 3,31 170 0.56 4.92 034 0.15 122 0.11 0.05 0,24 0.05 0,02 75 90 790 10.08 4,37 5.46 4,15 1.84 153 1.41 094 2,04 039 0,17 130 013 0.06 090 005 00.2 00 90 8,77 12.53 5,44 6,11 5.28 7_29 107 122 079 230 048 021 1,46 016 057 1.11 0.05 0.03 90 100 974 1523 650 6.33 6.42 278 40.1 222 0.95 255 059 0,25 122 0.19 009 1,12 0.08 0,03 100 125 12.15 23 33 9.98 054 9.70 4 71 152 3 35 4 45 110 029 0.38 2.03 079 0.13 140 0.12 0.05 125 130 1924 13 60 5,50 6 62 4 TO 2,21 323 174 0.54 2.43 041 018 1.98 0.17 007 150 175 772 625 2.7) 4.47 105 0.77 2.44 955 0.24 1,98 0.22 0,10 175 200 882 8=0 337 5.11 212 092 3.15 070 0.30 2.25 0.29 0.12 200 250 1103 12,0 524 6.39 3.70 429 4,06 4,06 0.46 2.01 0.43 0,19 250 300 7.66 449 1.93 4..67 149 065 3.37 061 0.26 300 350 8'74 507 709 560 1,98 0.6:, 143 011 0.35 350 420 10.22 764 33: 6,49 2.54 4,10 4.44 1,03 045 400 450 7,39 315 117 5.r' 029 056 450 500 9,1: 3.83 116 061 153 5.68 500 14075: SOgcr t recommends 4h04 flow Vo1o,Ges be marntarred nt or 0elaw 5 tett per 30606d in le,go diameter piping syslem0 (co. 5' defamer end target) E0 nvntrni20 the p04rntt11 lot hydzauge shock Rerer b Spear. engineering ,6(0011 011111104 "hydra do Sho44` for edddi.mal intoaoal:on friction toss rkdn !bayed on utilizing mean Wei 4imensmns t0 dolerrnine average l0: 0(1041 10 may vary. 9 TABLE A Friction Losses Through Plastic Fittings in Terms of Equivalent lengths of Plastic Pipe Type Nominal ize Fitt ng & Pipe of 1-1/4" 1-1/2" 2" 2-1/2" Fitting Equivalent ength f Pipe - Feet 4" 90° STD. Elbow 7.0 8,0 9.0 10.0 12,0 14.0 45° Elbow 3.0 3.0 4.0 4.0 6.0 8.0 STD. Tee (Diversion) 7.0 9.0 11.0 14.0 17.0 22.0 Check Valve 11.0 13.0 17,0 21.0 26.0 33,0 Coupling or Quick Disconnect 1.0 1,0 2.0 3.0 4.0 5.0 Gate Valve 0.9 1,1 1.4 1.7 2.0 2.3 TABLE C Flow Rate as a Function of Operating Head and Hole Diameter in Drilled PVC Pipe Operating Hole Diameter fin.) Head 3/32 1/8 5/32 3/16 7/32 1/4 Ft, PSI -How Rote (GPM) - 1 0.43 0.10 0.18 0.29 0.42 0.56 0.74 2 0.87 0.15 0.26 0.41 0.59 0.80 1.05 3 1.30 0.18 0,32 0.50 0.72 0.98 1.28 4 1.73 0.21 0.37 0.58 0.83 1,13 1.48 5 2.16 0.23 0.41 0.64 0.94 1.26 1.65 NIH CHA ER 6 SIDE SEWER MAINTENANCE RESPONSIBILITY ND PRIVA SIDE SEWER EASEMENT AGREEMENTS 6.1 /NTRODU ION This chapter disco, es the responsibilities between the City of Tacoma nd property owners for maintenance of the s: wer collection system within the City of Tacomhis chapter also discusses the private s e sewer easement agreements for instanc where side sewers cross more than one parcel. 6.2 MAINTENANCE RESPO IBILITY OF THE CITY AND THE ' ROPERTY OWNER The transmission of wastewater $m buildings to the City' treatment facilities is accomplished through a collection system. Collection systems typically - onsist of private side sewers and public sanitary sewer mains. Private side se ers are the seg --nts of pipe that connect a building to the riser, wye, or tee at the City's public sa tary sewer m a'in. Property owners are responsible for constcting service problems, and replacing the private side Connections to public sanitary sewer made w connectors are the responsibility of the prope public rights-of-way shall be performed by a cen Tneefftia business license. TuKwit.fr The City ofeafrer is responsible for o risers, wyes, and tees. The City also p responsibility, d maintaining the side sewer, investigating ewer, if necessary (see Figure 6-1). he use of break-in taps or mechanical wner. All construction work performed in the d and bonded contractor holding a City of 144.1il-e-st. rating and m ntaining the public sanitary sewer mains, rmits and inspec work on the area of private Figure 5-1 shows the area of City sponsibility for the sewer ollection system. Connections other than the typical drawings sr own below will be evaluated 'y the City for jurisdictional responsibilities on a case-by-ce basis. See Figure 6-2 for a flchart of the process described here, in the event that a prope experiences a service problem, the prop: rty owner or designated representative must perf m a due diligence investigation to determine 'f the cause of the problem lies with the private ownership or with the public ownership. Methods th.,. may be used to determine the likely source of the problem include, but are not limited to, tie following: An fixi • Investigate ithin the building being served to see if the problem affe is all fixtures or just a subset; • Perforan investigation of the side sewer through a cleanout with a dev e such as a sew: rooter, jetter or a camera to determine if the source of the problem i• within the pri -.te ownership; or • ►�etermine if adjoining property owners are having problems. i ormational sheet is provided in Appendix C to aid property owners in troubleshootinand problems in private side sewers. Side Sewer and Sanitary Sewer Availability Manual 6-1 )000000000000000000000000000©000G0000000000C CITY OF •TAeOtar "f ')1L1ek- SIDE SEWER AREA OF RESPONSIBILTY VENT STACK ALK CURS & GUTTER ROADWAY AREA OF CITY ESPONSIBILITY NOT TO SCALE PUBLIC SEWER MAIN CLEANOUT TO BUILDING PLUMBING OTE: EANOUTS MAY NOT BE PRESENT I 0 -•LI SYSTEMS. THIS DRAWING IS R".•ESENTATIVE OF SOME OF THE POIBLE CONFIGURATIONS. Figure 6-1: Side Sewer Area of Responsibility PW Katt 00 11/4)02 t5 R.&5P0NStBLG R., SSS m NT6N IPrN c8 JAa.t, U r'Y -1r) o 7µt SEWEZ MPIN. Side Sewer and Sanitary Sewer Availability Manual 6-2 Owner performs due diligence investigation Private Side Sewer Repair Flowchart Owner has a sewer problem dwner etermes the problem i in the private or biic wnershi Public ownership Priv nersh Owner gets a permit to repair/replace side sewer p Owner contacts City with results of due diligence investigation City performs due diligence investigation City contacj owner wi h results ,of due diligence inv,stigation Is the problem in the public owner- ship? Yes Can owner repair side sewer without getting within 10' of public ownership? Owner completes repairs City completes repairs Owner contacts City prior to excavating withi 10' of public ownershhi6 Ci representative determines\if connection can'be made to City owned asset Revision: October 2009 Connection nnot be made Connection can be made Owner makes connection & completes repairs Figure 6-2: Private Side Sewer Repair Flowchart Owner makes a temporary connection Figure 6-2: Private Side Sewer Repair Flowchart Owner makes a temporary connection D0000000000000000000000000000000000000000000 �J ( P. L 'NU- 1 N H C t t i Or 11040145 j D Nat (N 'T'pi-coH I� A. Problem in Private Ownership If the results of the property owner's due diligence indicate the problem is in the private wnership, then the property owner must implement the solution. If the solution requires r •air or replacement of any part of the private side sewer, then a permit must be obtaified the City's Planning and Development Services in accordance with Section 1.2. 4`iey may be •ntacted at r on the web at: tacomapermits.org. If work on tbr€ side sewe requires excavation, then a call must be made to locate underground utile.s. Any work within . e right-of-way must be performed by a licensed and bonded contracto who must have a ♦'ty of Tacoma side sewer contractor license. The property owner or designated ?ubt`c- representative shall schedule an inspection of the side sewer repair 24 ho rs in advance of WALLS excavation contacting the Stitel-I3evelopme• • .. any excavation by i(1o‘) the property .caner or designated representative occurs within 10 feethorizontally in the plan 4;3 •orMiew) of the se er main and the City's representative is not on site, yen the excavation must stop and the property owner (or their representative) shall contact he City Inspector at {253} 494,4748 and req est an inspection. / Zo6 -Y 33.0175 Upon receipt of this .II, the City's representative will respond within 2 to 4 hours during the normal business day. e response by the City may includ /one of the following actions: « Verbal comm 'cation with the excavation co, tractor; • A site visit; or • Other action, as de c med appropriate �by�fhe City. This will ensure that the property ► ners need bt pay for repairs to City -owned structures, and that City -owned structures are ta otected >om damage. In the event a connection cannot be made per the plumbing code due con tion of the City -owned structures, the City's representative will authorize the use o t mporary connection by the best means available with the intent that the City will make a r air to the public portion of the system after the property owner has finished their work./ h property owner (or their representative) may make a temporary patch directly over the oiblic p rtion but shall be responsible for the permanent restoration of any other area affec d by thei xcavation. The City will be responsible for the permanent site restoration over e City owne asset. if the property owner or desi ated representativ chooses to continue the excavation to within 10 feet (horizontally i the plan view) of the wer main without the prior notification to the City, the property ow r will then assume respon. ibility for costs and completion of the work, including replace ent or repair of risers, wyes a d sections of sewer main as necessary to provide n approved connection to serve he premises. B. Problem in P lc Ownership If the results o, he due diligence investigation by the proper owner indicates the problem is in the public •'wnership, then the property owner must contac Environmental Services at (253) 591-.585. The City will then perform a due diligence inv tigation to verify the property owner's etermination of the source of the problem. Bas: • upon the information from the property owner's investigatioand the City's investigation, the City will make a determination of whether the like! source of the problem s within the public or the private ownership. de Sewer and Sanitary Sewer Availability Manual 6-4 0 If the ource of the problem lies within the public ownership, the City will implement the correct] measures. If the source lies within the private ownership, the City will in rm the property o ner (or their representative) of the results of the City's investigate f jurisdiction cannot be f ascertained during the investigation, the City may elect erform an. © excavation etermine jurisdictional responsibility. Any excavatio r repair of the public portion the cyst- under those circumstances shall in no way be onsidered an assumption of responsibility for t ' e service problem. 6.3 PRIVATE SIDE SEW • EASEMENT AGREEMENTS A side sewer crossing separat- •arcels from the onejtserves should be avoided, if possible. The City recognizes that in some circ stances, a crossing cannot be avoided. A private side sewer easement agreement must be obtai ed for a side ewer that crosses a separate parcel that is not owned by the same owner as the par I being served. This agreement shall identify the responsible parties for maintenance of t 'de sewer and provide an access easement to construct and maintain the side sewer. P •.•erty owners are encouraged to seek legal advice (� when entering into private side sewer - .sement agreements. If a side sewer for a parcel must 3 same person or company, the . operty owner cannot assume an easement across the second 3 parcel. Instead, the property . ner must enter into a r orded agreement with the City that states it will provide a future sid ewer easement in the even hat the parcels are sold to separate 3 owners. The Site Oeve •pment Group will coordinate pre ration of this document. The property owner shall record t - document with the Pierce County A essor's Office and provide a copy to the Planning and ►Development permit counter prior to obtaini g a side sewer connection permit. 0 For more infor +.tion regarding agreements between the City ariY the property owner, contact the © Site ©evelo. ent Group at (253) 591-5760. ss a second pl.rcel and the two parcels are owned by the 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O Side Sewer and Sanitary Sewer Availability Manual 6-5 0 1,\VD k.'. i -fNE c tN-Y o Tt cKwILA 1p uor 1-$-coH A tr Ie-Sh ing your Call the CITY if... Call the City immediately if sewage is coming up inside your home when you are not using water. Wastewater crews will eck the City sewer system serving your and will send a maintenance crew 0 d. The crew will notify you of the s soon as possible. Wastewater ce crews are responsible for the City's main sewer lines and to customers' side sewers, sewers themselves, nee. results malnten. maintainin the connecti. but not the si PRIM icier if.,, Cali a private service pro 'der if y slaw drainage or you susp:. a The problem is likely in your =e However, 0 the worker is u the line and you are still h.ving� with your sewer system, all the you incur any more ex ense. have ockage, sewer line. to unblock oblems before Which psi a t service provider td I call? Cempanie .fifer a full range of services includin• nblocking, repairing and replacing lines or pipe, but some specialize only in cert., areas. Make sure to ask which services th ' provide, You can check with the Better siness Bureau (206-431-2222, or etterbusinessbureau.org) to find reputable companies, and you might also want to ask friends and relatives for recommendations. Since companies offer a wide range of prices, it's a good idea to get at least three written estimates before choosing a company, Rooter Services: Drain cleaners or "rooters" unclog plumbing and private side sewers using water pressure or mechanical "snakes." Make sure the rooter service's snake cable is long enough to reach from your side sewer to the City's main sewer fine (typically located underneath the street or alley). Rooter companies may also repair and/or replace side sewers. side Sewer ntracters Side sewer contractors repair and/or replace structural problems such as breaks or holes in side sewers Some contractors may also unclog lines. rrrvriaar5; Plumbers repair leaky or broken xtures and they install systems in new struction and remodeling. If only some f Jr fixtures are not draining, or if your pipare leaking, a plumber may be able to remethe problem. stions 5heLlld I asl4 the set° - c providc,r7 We recomme d having all questions answered in 1 - writing at the time of service with the '•rovider'ssignature and date. where is f hif you have your line rooterehave the service provider write down the sp cific footage where the blockage was fount or where he or she thinks it is. Also haya. the provider mark the rh Tree roots are a common. cause of clogged side -serer lines Roots can easily penetrate apes made of porous concrete such as this one which rs more than 25 ye t3 old Modem side -sewer hnes are made of heavy duty, water --tight plastic and theretbre last much longer continued . back Side Sewer and Sanitary Sewer Availability Manual 8-2 NSA' wo adg.JN `r -%c C ,�,� AND eto i 1-PrGoH spoton the ground. This information is helpful to determine if the problem is within the City's area of responsibility (see drawing). It can also be helpful if the pipe must be dug up to be repaired. atrht is coining the problem? Have the service provider write down what the probable cause of the blockage is. identifying the type of blockage is helpful in determining what method should be used to open it, and in determining if regular maintenance of your side sewer is needed to prevent further back ups. Side -sewer contractors are licensed and bonded to work in the City right-of- way as well as on your side -sewer line Replacing your damaged concrete side sewer with a modem plastic version rs easy with the Oty of Tacoma Sewer Conservation Loan Prograrn for qualified applicants Call 253-591-SS88 for more information condition of you 'f pip" and where future problems mifit turn up. Can f do i ysit €lrtsloggil, Une: A variety of tools and educts can be found at your Iocai,horne improvement` store. Portable rooter machines are available at many rental companies. You'll n10 toeasure the distance between yo r sjde sewer and the City's main line in rder to determine what size machine to rent. Titan i tar pir :ing a broken f irf �t,ti Pt liar' You may work on your own private sewer system, but the City requires you to get a permit so wastewater maintenance crews can keep track of work that may affect the City's main line. Permits start at $125 and are available at the City of Tacoma y '`ding and Land Use Department, 7 Market St., Room 345, during busss hours, M -F, 8 am to 5 pm. Cal 3-591.5030 for more informatio ig How do I hno4(cr where my side .ieoser is a t hooks into the It y' main linr. Check your h se plans for side sewer Iota 'ons or call the previous owner. Ye may also try accessing the permit ecords kept by the City of Tacoma Building and Land Use Department, 253-591-5030. Unfortunately, the City has very little information on homes built before 1950. Also, if previous work on your side sewer was done without a permit, the City will not have record of it. What if the problem lin' in my riven as'sfr newer firm within the City right.Alf, wily? All activity in the City right-of-way must be done by a contractor who is licensed and bonded to work in the City of Tacoma. Check in the phone book under "Sewer Contractors." ow -interest latns available e City offers low-interest loans to alified businesses and homeowners for side sewer repair and replacement. Call ,k3-591-5588 for more informa ion. to 6Ci*�itl Generally, this is not - effective method cf determi ing what is blocking a line. rf cameras usually cannot see un. r water, so if a line is blocked a r. not draining, it won't be ..le to see inside your pipes. C era inspections are most useful after the blockage has been clear d to determine the current Side Sewer and Sanitary Sewer Availability Manual tfliOt -a t ni;: City of Tacoma °ublicwaks, Department Environmental Services/Wastewater Management Business Hours 7 30 am to 4 pm 253-591-5585 (Phone 'entice available 24 hems) ^0 'r.1"..e.=0; B-3 •Nw0 \ cr so, Watch out: when removing a grinder pump of sewage ejector pump from its station, do not lift the pump by its electrical wiring. Doing so risks damaging the O wiring and voiding the pump warranty. Lift the pump by the steel handle or attachment intended for that purpose. An inspection should be made once a year by a licensed O&M firm that is familiar with this type of system to assure the system is working properly. Septic pump damage may occur from certain objects that enter building drains regardless of where and how the pump is used, including in -building sewage ejector pumps (shown at left) or pumps used in septic tanks or septic effluent tanks. Some of the items in this list won't damage the septic tank itself as their volume is small and they don't usually block the septic piping or baffles, but if your septic system or even public sewer connection use a septic pump, grinder pump, or sewage ejector pump, the items listed here can dog and damage or even destroy a sewage pump, leading to costly repairs. Don't Flush These Items Down the Toilet - They Clog or Burn Up the Grinder Pump Cigarette butts are not biodegradable and should not be flushed into the septic system. And the filters on cigarette butts can clog and destroy septic pumps. Clothes dryer sheets used as fabric softener or to make your dry clothes "smell nicer" - the quantity of chemical in these sheets is unlikely to be sufficient to damage the septic tank bacteria, but the synthetic fabric from which dryer sheets are made will not break down in the septic tank. These items not only add to the solid waste in the septic tank, a dryer sheet ) might clog the septic tank inlet at the baffle. ) Condoms won't clog a pipe but like some other debris, because they are ) of modest size and are quite flexible, but condoms are (usually) not bio ) degradable. So we listed condoms, or other latex products such as latex gloves above as "never flush". ) ) A condom in the septic tank will probably join other debris in the tank's ) floating scum layer, and will be removed at the next tank pump -out. Of course, if the septic tank outlet tee baffles are missing, the condom will ) join other floating debris on its way out to clog the drainfield, so ask your ) septic pumper to check the condition of the septic tank baffles when the ) septic tank is next pumped. ) BUT if your system uses a septic pump or grinder pump or sewage ejector D000000000000000000000000000C000000C0000000C pump, this material can clog the pump impeller and cause expensive pump damage or motor burnout. • Cotton swabs (Q -tips®) have been known to clog a drain or two - not biodegradable, though trivial in volume. BUT if your system uses a septic pump or grinder pump or sewage ejector pump, this material can clog the pump impeller and cause expensive pump damage or motor burnout. • Dental floss - is not biodegradable, though trivial in volume • Diapers and similar items which are not biodegradable will simply clog a septic system and are very likely to clog building drains Disposable wipes - such as baby wipes or personal hygiene wipes, even products described as "biodegradable" or "OK for use in septic systems" may NOT be OK: if your system uses a septic pump or grinder pump or sewage ejector pump, this material can clog the pump impeller and cause expensive pump damage or motor burnout. o Latex condoms, gloves, or similar products - we discuss condoms in septic systems further in the next section of this article. • Paper towels and facial tissues (KleenexTM) do not break down easily and should not be flushed into the septic system. Toilet paper breaks down quickly and should not be a problem in an ordinary septic tank system. o Panty liners should never be flushed down a building drain Plastic bags or other plastic scrap or trash of any kind should never be flushed down a building drain o Sanitary napkins should never be flushed down a building drain Tampons should not be flushed down a building drain Any other solid, semi-solid objects that do not dissolve readily in water i ANit LE t 1 a rm In�t�tl at inn stru inns This alarm system monitors liquid levels in lift pump chambers, sump pump basins, holding tanks, sewage, agricultural, and other non -potable water applications. The Tank Alert° I indoor alarm system can serve as a high or low level alarm depending on the float switch model used. The alarm horn sounds when a potentially threatening liquid level condition occurs. The horn can be turned off, but the warning light remains on until the condition is remedied, A green "power on" light indicates power to the alarm panel. TANK, ALERT* 1 ALARM TANICAL itirI • 120 VAC Model Voltage - (circuits not supervised) Primary: 120 VAC, 50/60 Hz, 5 watts maximum (alarm condition) Secondary: 12 VAC 230 VAC Model Voltage - (circuits not supervised) Primary: 230 VAC, 50/60 Hz, 5 watts maximum (alarm condition) Secondary: 12 VAC ■ NEMA 1 enclosure rated for indoor use. ai Red warning light, green "power on" light, alarm test switch, and hom silence switch. Mt Alarm hom sounds at 86 decibels at 10 feet (3 meters). 1 6 foot (1.8 meter) power cord. Can be used with any switching mechanism rated to include 1 amp, 12 VAC toad. ▪ Maximum line impedance for initiating device: 5 ohms. ■ Alarm system (when installed on separate circuit) operates even if the pump circuit fails. ■ Complete package includes standard Sensor Floats' control switch with 15 feet (4.57 meters) of cable (other lengths available) and mounting clamp. • Switching mechanism operates on low voltage and is isolated from the power line to reduce the possibility of shock. ■ Three-year limited warranty. When ordered with the alarm, this system is available with: • alternate float switch models for high or low level warning. • 120 VAC primary voltage or 230 VAC primary voltage. splice kit. PREVENTATIVE MAINTENANCE * Periodically inspect the product. Check that the cable has not become wom or that the housing has not been damaged so as to impair the protection of the product. Replace the product immediately if any damage is found or suspected. • Periodically check to see that the float is free to move and operate the switch. • Use only SJE-Rhombus replacement parts. 5,1E RH+C)MRUS THREE-YEAR LIMITED WARRANTY SJE-RHOMBUS* warrants to the original consumer that this product shall be free of manufacturing defects for three years after the date of consumer purchase. During that time period and subject to the condi- tions set forth below, SJE-RHOMBUS* will repair or replace, for the original consumer, any component which proves to be defective due to defective materials or workmanship of SJE-RHOMBUS*. THIS EXPRESS WARRANTY DOES NOT APPLY TO THE MOTOR START KIT COMPONENT. SJE-RHOMBUS®MAKES NO WARRAN- TIES OF ANY TYPE WITH RESPECT TO THE MOTOR START KIT. ELECTRICAL WIRING AND SERVICING OF THiS PRODUCT MUST BE PERFORMED BY A LICENSED ELECTRICIAN. THIS WARRANTY DOES NOT APPLY: (A) to damage due to lightning or conditions beyond the control of SJE-RHOMBUS®; (B) to defects or ;malfunctions resulting from failure to properly install, operate or main- tain the unit in accordance with printed instructions provided; (C) to failures resulting from abuse, misuse, accident, or negligence; (D) to units which are not installed in accordance with applicable local codes, ordinances, or accepted trade practices, and (E) to units repaired and/ or modified without prior authorization from SJE-RHOMBUS®. Some states do not allow limitations on how long an implied warranty lasts, so the above limitation may not apply to you. Some states do not allow the exclusion or limitation of incidental or consequential damages, so the above limitation or exclusion may not apply to you. This warranty gives you specific legal rights, and you may also have other rights which vary from state to state. TO OBTAIN WARRANTY SERVICE: The consumer shall assume all responsibility and expense for removal, reinstallation, and freight. Any item to be repaired or replaced under this warranty must be returned to SJE-RHOMBUS*, or such place as designated by SJE-RHOMBUS*. ANY IMPLIED WARRANTIES Of MERCHANTABILITY OR FITNESS ARE UNIFIED TOTHE DURATION OF THIS WRITTEN WARRANTY. SJE-RHOM- BUS', SHALL NOT, IN ANY MANNER, BE LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL DAMAGES AS A RESULT OF A BREACH OF THIS WRI t t 01 WARRANTY OR ANY IMPLIED WARRANTY. D00000000000000000000000000000000000 :000000 ( ®WARNIN ELECTRICAL SHOCK HAZARD Disconnect power before installing or servicing this product. A qualified service person must install and service this product according to applicable electricals and plumbing codes. AWAReii� I' l ,. EXPLOSION ORMEN AZARD Do not use this product with flammable liquids. Do not install in hazardous locations as defined by National Electrical Code, ANSI/NFPA 70. Failure to follow these precautions couldresult in serious injury or death. Replace product immediately if switch cable becomes damaged or severed. Keep these instructions with warranty after installation. This product must be installed in accordance with National Electric Code, ANSI/NEPA 70 so as to prevent moisture from entering or accumulating within boxes, conduit bodies, fittings, float housing, or cable. For detailed specifications on this product, or for the complete line of SJE-Rhombus panel, alarm, and switch products, visit our web -site at www.sjerhombus,com. INSTAiLING THE.AI.4RM' FLOAT SWITCH 1. Determine indoor mounting location for alarm panel. 2. Insert screw (supplied) at desired wall location. Note: Screw is to be located over wall stud or used with a wall anchor sized for a #8 x 1.25 self tapping screw. 3. Make sure power to alarm panel is disconnected. 4. Hang alarrn panel using keyhole on panel back. Install second screw between tabs located on bottom of panel. 5. Mount the cord by placing the cord into the clamp as shown in Figure A. 6. Locate the clamp at the desired activation level and secure the clamp to the discharge pipe as shown in Figure A. Note: Do not install cord under hose clamp. 7. Tighten the hose clamp using a screwdriver. Over tightening may result in damage to the plastic clamp. Make sure the float cable is not allowed to touch the excess hose clamp band during operation. 8. Bring cable leads back to alarm device and wire according to Figure B. Note: All hose clamp components are made of 18-8 stainless steel material. See your SJE-Rhombus® supplier for replacements. Note: When used with a pump application. connect alarm to a circuit separate from the pump circuit. This allows the alarm to operate if the pump circuit fails. 9. Plug the panel in to apply power. The green "power on" light should come on. 10. Check installation by manually tipping the float. The hom and warning light should come on. 11. Move the hom silence switch to silence, the horn should silence while the red light stays on. 12. You must manually reset alarm after activation. Push horn button back to horn position and press "push to test" button. The light and hom should activate. 13. Test unit once per week to ensure proper operation. 14. Using the provided cable clasp, secure cord to outlet as shown in Figure C. Use existing receptacle faceplate screw and supplied washer. Figure A Figure 8 low voltage screw terminals (for connection to contactswlthno extemelpower source) do NOT apply power attach float switch here wire size 16-22 AWG Figure C 4 obus 22650 County Highway 6 P.O. Box 1708 al Detroit lakes, Minnesota 56502 USA 1-888-DIAL-SjE (1-888-342-5753) Phone: 218-847-1317 Fax: 218-847-4617 E-mail: sje@sjerhombus.com Intl. instr, PN 1011978G GSJE-Rhombus ModelTA101 04/08 \ \yr• ' 0 \w• ' /Th Sewer System Manual In their most common usage, packaged septic pump systems are sold in a plastic O "can" which contains the grinder pump, a float control to turn the pump on and off, and watertight fittings that permit connection of the system to the building electrical system (to supply power to the pump) and to the building drain waste vent system. The pump manufacturer will provide a table of pumping capacity needed to overcome specific head or lift requirements and length or pipe run from the O pumping station to its destination. 3 3 Sewage Pump Maintenance 3 Not much maintenance is required for these pumps other than clearing a 3 blockage if you ignore our "Don't Flush" list. While at least some ejector pump 3 models can tolerate being run "dry" for some time without damage, the manufacturer(s) recommend adjusting the pump float so that the liquid level in 3 the receiving chamber never drops below the body of the pump motor. 3 Q If your sewage grinder pump or sump pump is not turning on and off correctly, check the holding tank for clogging debris and check the operation of 3 the sewage pump float control switch. 3 O Watch out: even a sewage grinder pump is not immune from becoming blocked or damaged by mineral debris, septic tank or holding tank debris, or solids that 3 people may flush down a drain such as condoms, wipes, even cotton swabs or O perhaps dental floss. Pump Preventive Maintenance 0 O As the motor is oil filled, no lubrication or other maintenance is required, and generally will give very reliable service and can be expected to operate for years on normal sewage pumping without failing. However as with any mechanical O piece of equipment a preventive maintenance program is recommended and O suggested to include the following checks: 1) Inspect motor chamber for oil level and contamination and repair0 ... O 2) Inspect impeller and body for excessive build-up or clogging and repair0 ... 3) Inspect motor and bearings and replace as required O 4) Inspect seal for wear or leakage and repair as required ... [see reference [1]) 0 00 S E R I E S DH071 & DR071 Typical Installation Instructions & Warranty Information Simplex Station 70 -Gal. Capacity f 1 Environment One Grinder Pump Feature Identification 1. GRINDER PUMP BASIN — High density polyethylene (HOPE). 2. ACCESSWAY COVER — HDPE 3. ELECTRICAL QUICK DISCONNECT (EQD) — Cable from pump core terminates here. 4. POWER AND ALARM CABLE — Circuits to be installed in accordance with local codes. 5. ALARM PANEL — NEMA 4X enclosure. Equipped with circuit breakers. Locate according to local codes. 6. ALARM DEVICE — Every installation is to have an alarm device to alert the homeowner of a potential malfunction. Visual devices should be placed in very conspicuous locations. 7. INLET — EPDM grommet (4.5" ID). For 4.5" OD DWV pipe. 8. WET WELL VENT — 2.0" tank vent, supplied by factory in units with accessways. 9. GRAVITY SERVICE LINE — 4" DWV, (4.5" OD). Supplied by others. 9a. STUB -OUT — 4" X 5' Long watertight stub -out, to be installed at time of burial unless the gravity service line is connected during installation. Supplied by others. 10. DISCHARGE VALVE — 1-114" Female pipe thread. 11. DISCHARGE LINE — 1-1/4" Nominal pipe size. Supplied by others. 12. CONCRETE ANCHOR — See Ballast Calculations for specific weight for station height. Supplied by others. 13. BEDDING MATERIAL — 6" minimum depth, round aggregate, (gravel). Supplied by others. 14. FINISHED GRADE — Grade line to be 1" to 4" below removable lid and slope away from the station. 15. VENT — Indoor installation. See section 6, Venting, on page 6. 16. VALVE — Full ported ball valve. Recommended option; for use during service operations. Supplied by others. 17. CONDUIT — 1" or 1-1/4", material and burial depth as required per national and local codes. Conduit must enter panel from bottom and be sealed per NEC section 300.5 & 300.7. Supplied by others. 18. UNION — 1-1/4" or compression type coupling. Supplied by others. (Do not use rubber sleeve and hose clamp type coupling.) 19. VALVE — Ball valve, must provide a full -ported 1-1/4" round passage when open. Supplied by others. 20. REBAR — Required to lift tank after ballast (concrete anchor) has been attached, 4 places, evenly spaced around tank. 2 Figure la OUTSIDE 1 - 4 in SEAL - CONDUIT PER NEC SECTION 300.5 & 300.7 1-1/4 FEMALE PIPE THREAD (DOR® c c L Figure 1 b U 6-12 INCH SETTLING LOOP FAILURE TO COMPLY WITH INSTALLATION INSTRUCTIONS WILL VOID WARRANTY 1 1/4 MALE PIPE THREAD INSIDE. (ON -SLAB) c C C 3 The Environment One grinder pump is a well -engineered, reliable and proven product; proper installation will assure years of trouble-free service. The following instructions define the recommended procedure for installing the grinder pump station. These instructions cover the installation of units with and without accessways. This is a sewage handling pump and must be vented in accordance with local plumbing codes. This pump is not to be installed in locations classified as hazardous in accordance with National Electric Code, ANSI / NFPA 70. All piping and electrical systems must be in compliance with applicable local and state codes. 1. REMOVE PACKING MATERIAL: The User Instructions must be given to the homeowner. Hardware supplied with the unit, if any, will be used at installation. 2. TANK INSTALLATION: The tank is supplied with a standard grommet for connecting the 4" DWV (4.50" outside dia.) incoming sewer drain. Other inlet types and sizes are optional (Caution: 4" DR -35 pipe has a smaller diameter and won't create a watertight joint with the standard grommet). Please confirm that you have the correct inlet before continuing. If concrete ballast is attached to the tank, lift only by the lifting eyes (rebar) embedded in the concrete. Do not drop, roll, or lay tank on its side. This will damage the unit and void the warranty. • If the tank has no accessway (Fig. lb) (Indoor Installation): The pump 4 may be installed on or in the basement floor (see Fig. 1b). If the tank is to be set on the floor, it must be a flat and level bearing surface. If the tank is to go into the basement floor, it must be anchored to prevent unit from floating due to high ground water (see Chart 1, page 13 for weight). • If the tank is to go in the floor: A hole of the correct width and depth should be excavated. The tank must be placed on a 6" bed of gravel made up of naturally rounded aggregate, clean and free flowing, with particle size not less than 1/8" or more than 3/4" in diameter. The wetwell should be leveled and filled with water prior to pouring the concrete to prevent the tank from shifting. Figure 2a If it is necessary to pour the concrete to a level above the inlet, the inlet must be sleeved with an 8" tube before pouring. There must be a minimum clearance of three feet directly above the tank to allow for removal of the pump. • If the tank has an accessway (Fig. la): Excavate a hole to a depth so that the removable cover extends above the finished grade line. The grade should slope away from the unit. The diameter of the hole must be large enough to allow for a concrete anchor. Place the unit on a bed of gravel, naturally rounded aggregate, clean and free flowing, with particles not less than 1/8" or more than 3/4" in diameter. The concrete LEVEL CONTROI 1:10 L, IF THE PUMP TO BE USED HAS WIRELESS (RF) LEVEL CONTROL: MOVE SWITCH TO 'WIRELESS POSITION OPT ONAL F,IOUR METER OPTIONAL RL r: ®TE SENTRY 24 D.C. MAX 2 AMP MAX. 0 0 0 I I— HOPN I I ALARM LAMP RUN LED � O J Z z SILENCE O SWITCH L__IL__I mono eSi--er.w.e 00 GROUND 2 A BAR POVER SOURCE 6 120V g l0 Z A DEDICATED 30A CIRCUIT BREAKER. pup 111111 =02 J Z W K PUMP J 'LT] POWER « „AIL Z ARM L1 N (A9 3 a0 GbaJ Z°C,1z Z ° f -Lia O cn a O (W➢ Z 0 .=4 0 4 PIN FUNCTION L_.MFNUAL RUN SFJ 20005 EXTREME BROWN REO R6 ACK RFD 3 NEUTRAL WHITF 01 ACX "N, 'RFFN NN/en MANUAL 5 AI ARIA 'FFD !*KANDE RUN 6 Al ARM RFTURI` BLUE 120 VOLT WIRING YR I OW BI UE anchor is not optional. (See Chart 1 on page 13 for specific requirements for your unit.) The unit should be leveled and the wetwell filled with water to the bottom of the inlet to help prevent the unit from shifting while the concrete is being poured. The concrete must be vibrated to ensure there are no voids. If it is necessary to pour the concrete to a higher level than the inlet, the inlet must be sleeved with an 8" tube before pouring. If your unit is a model taller than 93" it may be shipped in two sections, requiring field assembly. See Field Joint Assembly Instructions on page 9 for additional information. Figure 2b OPTIONAL IMOUR q LEVEL CONTROL 1 9 3. INLET PIPE INSTALLATION: Mark the inlet pipe 3-1/2" from the end to be inserted. Inlet pipe should be chamfered and lubricated with a soap solution. Lubricate the inlet grommet with soap solution as well. Insert the pipe into the grommet up to the 3-1/2" mark. Inspect to ensure the grommet has remained intact and in place. 4. DISCHARGE: The use of 1-1/4" PVC pressure pipe Schedule 40 and polyethylene pipe SDR 11 or SIDR 7 are recommended. If polyethylene is chosen, use compression - type fittings to provide a smooth inner passage. E/One requires that an E/One Uni-Lateral assembly (E/One part number NB0184PXX IF THE PUMP TO BE USED HAS WIRELESS (RF) LEVEL CONTROL- MOVE SWITCH TO WIRELESS POSITION ETER1 OPTIONAL i REMOTE SENTRY 24 D.0 MAX 2 AMP MAX IPU P I RUN LED O Z HORN ALARM LAMP N2" N'"Mi01 SILENCE SWITCH OO RAM POVER SOURCE II II N Z 240V � F' A DEDICATED 30A CIRCUIT BREAKER. J PULP 111111 U J C W D W PUMP POWER < ALARM MANUAL RUN L1 N Z®®azo o R t ILI < FALYAF- -M=aH-D � ADZ e 240 VOLT WIRING or NC0193GXX) or E/One Redundant Check Valve (EIOne part number PC0051 GXX) be installed in the pipe lateral outside the home between the pump discharge and the street main on all installations. Never use a ball -type valve as a check valve. E/One recommends the valve be installed as close to the public right-of-way as possible. Check local codes for applicable requirements. CAUTION: Redundant check valves on station laterals and anti-siphon/check valve assemblies on grinder pump cores should not be used as system isolation valves during line tests. • If the tank has no accessway: (Indoor Installation) The discharge connection is 1-1/4" male NPT. The discharge piping must incorporate a shut-off valve and a union with a minimum pressure rating of 160 psi, or a suitable piping disconnect to allow for removal of the pump core. The valve should be of the type that provides a full - ported passage (i.e. a ball or gate valve). A standard 1-1/4" union or a compression type coupling should be used as a disconnect joint. • If the tank has an accessway: There is a ball valve and a quick disconnect pre-installed in the accessway. There is a 1-1/4" female NPT discharge connection on the outside of the tank 41" above the bottom of the tank. 5. BACKFILL REQUIREMENTS: Proper backfill is essential to the long term reliability of any underground structure. Several methods of backfill are 5 D000000000000000000000000000 00000000000000C available to produce favorable results with different native soil conditions. The recommended method of backfilling is to surround the unit to grade using Class I or Class II backfill material as defined in ASTM 2321. Class 1A and Class 1B are recommended where frost heave is a concern; Class 1B is a better choice when the native soil is sand or if a high, fluctuating water table is expected. Class I, angular crushed stone, offers an added benefit in that it needs minimal compaction. Class 11, naturally rounded stone, may require more compactive effort, or tamping, to achieve the proper density. If the native soil condition consists of clean, compactible soil with less than 12% fines, free of ice, rocks, roots, and organic material, it may be an acceptable backfill. Such soil must be compacted in lifts not to exceed one foot to reach a final Proctor Density between 85% and 90%. Non- compactable clays and silts are not suitable backfill for this or any underground structure such as inlet or discharge lines. If you are unsure of the consistency of the native soil, it is recommended that a geotechnical evaluation of the material be obtained before specifying backfill. Another option is the use of a flowable fill (i.e., low slump concrete). This is particularly attractive when installing grinder pump stations in augured holes where tight clearances make it difficult to assure proper backfilling and compaction with dry materials. Flowable fills should not be 6 dropped with more than 4 feet between the discharge nozzle and the bottom of the hole because this can cause separation of the constituent materials. 6. VENTING: The unit must be properly vented to assure correct operation of the pump. If you have an indoor unit, it can be vented through the 2" port supplied at the top of the wetwell or through the incoming sewer line with a 2" pipe (the vent must be within 4 feet of the grinder pump, and before the first change of direction fitting). Outdoor units are supplied with a vent pipe from the wetwell to the top of the accessway. Failure to properly vent the tank will result in faulty operation and will void the warranty. 7. ELECTRICAL CONNECTION: (Supply panel to E/One Alarm Panel) Before proceeding, verify that the service voltage is the same as Figure 3 the motor voltage shown on the name plate. An alarm device is to be installed in a conspicuous location where it can be readily seen by the homeowner. An alarm device is required on every installation. There shall be no exceptions. Wiring of supply panel and alarm panel shall be per Figures 2a and 2b, alarm panel wiring diagrams and local codes. A dedicated 30 amp breaker is required before all simplex alarm panels. 8. ELECTRICAL CONNECTION: (Pump to Panel) (Fig. 4) The grinder pump station is provided with a cable for connection between the station and the alarm panel (supply cable). The supply cable is shipped inside the station with a small portion fed through the cable connector mounted on the wail of the fiberglass shroud. The supply cable, a six conductor tray cable, meets NEC requirements for direct FILL TO GRADE WITH CLEAN, COMPACTABLE BACKFILL, SUCH AS PEA GRAVEL OR CRUSHED STONE, 1/8' - 3/4' IN SIZE. CLAY OR SILTS ARE NOT ACCEPTABLE BACKFILL. PRE -CAST cI; I 4 UNDISTURBED EARTH CONCRETE ANCHOR GRAVEL BEDDING POURED IN-PLACE TYPICAL IN -GROUND SECTION VIEW burial as long as a minimum of 24" burial depth is maintained. Those portions of the cable which have less than 24" of cover must be contained in suitable conduit. This includes the vertical portion dropping to a 24" depth at the station and the length rising out of the ground at the control panel. NOTE: Wiring must be installed per national and local codes. Conduit must enter panel from bottom and be sealed per NEC section 300.5 & 300.7. 8a. Installing E/One supply cable: 1) Open the lid of the station. Locate the cable and the feed-thru connector on the wall of the shroud. If the station has a field joint and was delivered in two pieces, be sure both halves of the EQD are securely assembled together. Loosen the nut on the connector and pull the supply cable out through the connector until it hits the crimped -on stop feature on the Figure 4 cable, approximately 24" from the EQD. **IMPORTANT: All but 24" of the cable must be pulled out of the station, and the EQD and Equalizer should be hung as high in the station as possible to ensure that the pump functions properly. Do not leave the excess cable in the station. 2) Retighten the nut. This connection must be tight or ground water will enter the station. 3) Feed the wire through the length of conduit (contractor provided), which will protect it until it is below the 24" burial depth. 4) Position the conduit vertically below the cable connector along side of the station reaching down into the burial depth. Attach the small fiberglass guard (protective shroud) provided with the station to protect the exposed cable where it enters the station. Four self -tapping screws are provided. CABLE HOOK STOP PROTECTIVE SHROUD SUPPLY CABLE CABLE CONNECTOR CONDUIT Power at the station must not drop below 10% of nameplate voltage. Maximum Recommended Length: 120 Volt 60' (min. voltage at pump — 108V) 240 Volt 150' (min. voltage at pump — 216V) Consult factory for longer lengths TYPICAL SUPPLY CABLE CONFIGURATION 5) Run the cable underground, in a trench or tunnel, to the location of the alarm panel. Leave a 6- to 12 - inch loop of cable at each end to allow for shifting and settling. Connections made at the panel are shown in Figures 2a and 2b. 9. DEBRIS REMOVAL: Prior to start-up test procedure, the core must be removed and the incoming sewer line flushed to force all miscellaneous debris into the tank. Next, all liquid and debris must be removed. Once the tank is clean, re- install the pump and proceed with the test. 10. TEST PROCEDURE: When the system is complete and ready for use, the following steps should be taken to verify proper pump and high level alarm operation: a) Make sure that the discharge shutoff valve is fully open. This valve must not be closed when the pump is operating. In some installations there may be a valve, or valves, at the street main that must also be open. (Ignore all Trouble indications, LEDs and/or messages until the panel is reset at the end of this procedure.) For model DH071: b) Turn on the alarm breaker. c) Fill tank with water until the high level alarm turns on. Shut off water. d) Turn on pump breaker; the pump should turn on immediately. Verify that the high level alarm turns off and then the pump turns off. Proceed to Step E. For model DR071: b) Fill tank with 50 gallons of water. 7 D000000000000000000000000000000©00000000000C c) Turn on pump and alarm breakers; the pump and high level alarm should turn on immediately. d) Verify that the high level alarm turns off and then the pump turns off. e) Clear/Reset the alarm panel: Sentry and T260 panels: Reset is not required. Protect panel: Turn pump and alarm breakers off and back on simultaneously. Protect Plus panels: Perform a "cold start" from the Initialize System menu. Any user setting that were previously chosen will not be reset. f) If any Trouble or alarm conditions are indicated after the panel is reset, contact your local service provider. 8 Field Joint Assembly Instructions IT IS EXTREMELY IMPORTANT THAT THE JOINT IS SEALED PROPERLY BEFORE BACKFILLING. EXCAVATING A UNIT FOR REPAIR IS VERY EXPENSIVE AND CAN BE EASILY AVOIDED BY USING PROPER CAUTION DURING THE FOLLOWING PROCEDURE. Parts included in Field Joint Kit: Identify all parts before proceeding with installation. (16) 3/8-16 x 1-1/2 long screws (16) 3/8-16 Elastic Stop Nuts (32) Flat Washers (1) Length Sealant (Sika) Tape (1) Hole Punch (1) Vent Pipe Extension 1) Carefully clean and dry both accessway flanges with solvent. IMPORTANT: Sealing surfaces must be dry to ensure the sealant adheres correctly. 2) Starting at one hole of tank flange, apply two layers of Sika Tape around the inside half of the flange. Align the outside edge of the tape with the bolt circle. Move to the adjacent hole and apply one layer of Sika Tape around the outside of the flange. Align inside of tape with the bolt circle. Remove the backing paper as you lay the adhesive on the flange. Do not stretch Sika tape during application; it may result in a leak. The tape should overlap at the end by approximately 1/2 inch, as shown in Fig. 5a. If a section of Sika Tape is misapplied, the bad section may be cut out and replaced. Cut away the poorly laid portion cleanly with a knife and be sure to over lap the tape at each end about 1/2 inch. 3) Using the tool provided, punch a hole through the tape at each of the 16 existing bolt holes in the flange. Be careful to keep the exposed sealant clean and dry. 4) Insert three of the sixteen 3/8-16 x 1-1/2" long bolts, with a flat washer, into the flange attached to the upper part of the accessway. These will act as guides while aligning the bolt pattern of the two flanges. 5) Support the upper accessway section a few inches over the tank with the green stripes on each lined up. Once aligned, lower the upper section onto the mating flange using the three bolts to guide it to the proper position. See Fig. 5b. 6) Insert the remaining 13 bolts with flat washers into the flanges. Place a flat washer and elastic stop nut on the end of each bolt, turning the nut on just enough to hold the washer in place. 7) Tighten the bolts until the sealant begins to squeeze out from between the flanges. To ensure a consistent, sturdy seal, tighten them in the following sequence: 1, 9; 5, 13; 3, 11; 7, 15; 2, 10; 4, 12; 6, 14; 8, 16. Always be sure Figure 5a BACKING SIKA TAPE PAPER BEGIN 112' BEFORE HOLE (TYP) 2 LAYERS INSIDE BOLT CIRCLE to tighten one bolt and then the bolt at the position 180° from it; see figure 1 for position numbers. 8) Using the same sequence as in Step 7, tighten each bolt to 60 in -lbs. Visually inspect the joint, each bolt and each nut should have a flat washer between it and the flange, and a uniform amount of sealant should be protruding from the seam along the entire perimeter. In the event that there are any voids in the sealant, the joint may leak. Take corrective actions if necessary and be sure that the joint is leak free before continuing. 9) Install the vent pipe extension piece, which was shipped inside the upper piece of the accessway. Push the extension pipe into the bell mouth fitting on the pipe installed in the wet well tank. Be sure the pipe is seated correctly. Slide the top end of the extension pipe into the receptacle on the bottom of the lid. Figure 5b 1 LAYER OUTSIDE 8013 CIRCLE FLANGE SURFACE 10 BE CLEANED WITH SOLVENT BEFORE APPLYING SIKA TAPE VENT PIPE EXTENSION 3/8 STAINLESS STEEL HARDWARE -FIELD A55EMWLE- SIKA TAPE BELL NO0)TN FITTING 9 Lifting Instructions FAILURE TO FOLLOW THESE INSTRUCTIONS COMPLETELY WILL VOID THE WARRANTY. 1. Transporting unit to installation site: Always lift a unit from the bottom for the purpose of transportation. The station should be received attached to a pallet for this purpose. Never roll a station or move it on its side. 2. No Ballast (to be poured in place): If the concrete anchor is to be poured while the station is in place, lift the unit using 2 nylon straps wrapped around the accessway making a sling, as shown below. Keep station oriented vertically to avoid any damage. Only lift from the accessway to put unit in hole, not for moving any distance. A II 10 3. Precast Ballast: Never lift a station that has a ballast attached by any means except the rebar. The weight of the concrete will damage the station if you attempt to lift it from any part of the station. r� r"), w E/One Grinder Pump Station Ballast Calculations `'' Any buried vessel that is submerged, or partially submerged, in water will be acted on by an upward buoyant force that attempts to return the vessel to a non -submerged state. The magnitude of this buoyant force is equal to the volume of the vessel that is submerged multiplied by the density of water. On most in -ground installations a ballast, or concrete anchor, of proper volume and weight is required to resist the buoyant force. The amount of ballast required for a given set of installation site conditions may be calculated as follows. 0 Installation Site Assumptions 1. Low water table — under worst case ground water or flood conditions only the wet well portions of the E/One grinder pump stations will be submerged. 2. Backfill materials are per these installation instructions. 3 3. The consulting engineer should perform a soil test to determine if the assumptions that have been made are valid for the specific installation site. If the site conditions differ from these assumptions, then the consulting engineer must revise the calculations as shown in this document. Physical Constants Q 1. Density of Water = 62.4 lb/cu ft 2. Density of Concrete = 150 lb/cu ft (in air) 3. Density of Concrete = 87.6 Ib/cu ft (in water) 4. Density of Dry Compacted Backfill = 110 Iblcu ft 5. Density of Saturated Backfill = 70 Ib/cu ft 0 Procedure A. Determine The Buoyant Force Exerted On The Station 0 1. Determine the buoyant force that acts on the grinder pump station when the wet well is submerged in water. 2. Subtract the weight of the station from the buoyant force due to the submerged wet well to determine the net buoyant force acting on the station. O B. Determine The Ballast Force Exerted On The Station 0 3 1. Determine the ballast force applied to the station from the concrete, saturated soil and dry soil. 0 C. Subtract The Ballast Force From the Buoyant Force. 1. Note — if the installation site conditions are different from those listed above, the consulting engineer should recalculate the concrete ballast. Ballast Calculations 0 The following calculations are to outline the areas used to determine the volumes of the different materials for the ballast. All sections referred to in the calculations are marked on the accompanying O drawing. Elone Grinder Pump Station Ballast Calculations Sample Calculation O Volume of Station Wet Well = 13.2 cu ft 0 Station Weight = 270 Ib Station Height = 91.8 in O A. Buoyant Force 1. The buoyant force acting on the submerged DH071-93 is equal to the weight of the displaced water for the section of the tank that is submerged (wet well). 0 O Fbuoyant = (density of water)(volume of DH071-93 wet well) = (62.4 Ib/cu. ft)(13.2 cu. ft) = 823.7 Ib O 2. The net buoyant force acting on the station (Fnet-buoyant) is equal to the buoyant force (Fbuoyant) O minus the weight of the grinder pump station. Fnet-buoyant = 823.7 Ib — 270 Ib 3 = 553.7 Ib 3 B. Ballast Force 3 1. Determine the volume of concrete (if applicable) & soil (saturated and dry) 0 Section I: Used To Determine The Volume Of Concrete O Area = (Height)(Width) = (10")[(36" — 26.4")12] 3 = 48in2 Volume= (Area)(Average Perimeter of the cylinder) = (48in2)(n)((36" + 26.4")12) = (4704.8 in3 )(1/1728 ft3/in3) = 2.7 ft3 0 Section II: Used To Determine The Volume Of Saturated Soil O Area = (Height)(Width) = (28.5")[(36" — 26.4")12] = 136.8in2 O Volume = (Area)(Average Perimeter of the cylinder) = (136.8in2)(n)((36" + 26.4")12) = (13408.8in3 )(1/1728 ft3/in3) = 7.8 ft3 0 O O 12 �1 D0000000000000000000000000000000000000000000 E/one Grinder Pump Station Ballast Calculations Sample Calculation, Continued Section III: Used To Determine The Volume Of Dry Soil Area = (Height)(Width) (50.3in)[(36in - 26.4in)/2] = 241.4in2 Volume = (Area)(Average Perimeter of the cylinder) = (241.4in2)(n)((36" + 26.4")/2) = (23661.5 in3 )(1/1728 ft3/in3) = 13.7 ft3 2. Determine the combined ballast Ballast (total) = Ballast (concrete) + Ballast (saturated soil) + Ballast (dry soil) = (Vconcrete)(density concrete in water) + (Vso0)(density wet soil) + (Vsad)(density dry soil) • = (2.7 cu ft)(87.6 Ib/ft3) + (7.8 cu ft)(70 Ib/ft3) + (13.7 cu ft)(110 Ib/ft3) = 236.5 Ib + 546.0 Ib + 1507.0 Ib = 2289.5 Ib C. Subtract the buoyant force from the ballast force to determine the final condition Final Condition = Ballast Force - Buoyant Force = 2289.5 lb - 553.7 lb = 1735.8 Ib The approach outlined above may be used to calculate the ballast requirements listed below. Chart 1 Station Height (in) Wetwell Volume (cu ft) FNet- Buoyant Y (Ib) Station Weight (Ib) Fballast (Ib} Volume Concrete (cu ft) Weight Concrete in Air (Ib) 61 inches 13.2 582.7 241 1332.5 2.7 405 74 inches 13.2 569.7 254 1717.5 2.7 405 93 inches 13.2 553.7 270 2289.5 2.7 405 124 inches 13.2 543.7 280 3213.5 2.7 405 129 inches 13.2 523.7 300 3367.5 2.7 405 158 inches 13.2 498.7 325 4236.5 2.7 405 160 inches 13.2 494.7 329 4291.5 2.7 405 13 D000000000000000000000000000000000000000000f ANGLE OF —7 REPOSE / SOIL CONTRIBUTION TO BALLAST 026.4 ANGLE OF REPOSE \- //4 LTA ii jq/\�//\\ UNDISTURBED -..-- EARTH -EARTH 1%\%\r _.. _ ^1 \/ SECTION A 4..i �-i--4 -f-+-1:p 44 444t* a ow o a to.o, • 44, lilr wax vv.. It** 0 0 \- � (�.41--,/s.' \• SECTION II -,1-1 /4/-"- 28.5 SECTION I v> \ (405NCRETE LBS./2.7NCU ANCHOR 78.8 10.0 91.8 036.0 SECTION III — DRY SOIL (ACCESS WAY) SECTION II — SATURATED SOIL (WET WELL) SECTION I — CONCRETE ANCHOR ROUND AGGREGATE (GRAVEL) AD DR BY CH 07/19/07 CHK'D DATE ISSUE 1/16 SCALE SEWER SYSTEMS BALLAST INFORMATION 14 0 0 fTh 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O REDUCING STATION HEIGHT (Fig. 7) 7. Using a hand saw, cut the tank in the valley O between the two corrugations at grade. O 8. Cut vent pipe 4 3/4' above the cut made on the 0 tank. Proceed to step 16. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n Adjusting the Height of the Grinder Pump Station TO INCREASE STATION HEIGHT 6 INCHES 1. Increasing station height can be done without cutting the station. Use the E/One Extender cover shroud kit (ND0082G01) and follow the instructions that are included with the kit. TO INCREASE STATION HEIGHT MORE THAN 6 INCHES or TO REDUCE THE STATION HEIGHT: REMOVE EXISTING COVER ASSEMBLY (Fig. 6) If your existing station has a welded -on cover shroud you will need the appropriate replacement cover kit (see Table 2). 1. Turn off all power to the grinder pump station. 2. Remove the tank lid and the electrical shroud. 3. Unplug the electrical quick disconnect (EQD) and remove the EQD from the supply cable. Note: DO NOT CUT CABLE. Loosen liquid tight cable connector and pull the supply cable out through the connector on the side of tank. 4. Tape the pump breather cable to the vent pipe in the tank. 5. Remove the soil around the tank, exposing three of the tank corrugations below grade. Use caution not to CUT VENT SO IT E%TENDS 4 3/4' damage buried cable. ABOVE TAMC 6. Remove existing cover shroud. 6a. Welded -on shroud (standard) - Using a hand saw, GRADE cut the tank in the valley between the two corrugations at grade, discard existing welded -on shroud and attached corrugations (shroud is not to be reused). Caution: Be careful not to cut either the vent pipe or the pump breather cable. 6b. Clamped -on shroud - Remove band clamp and cover shroud. GRADE INCREASING STATION HEIGHT (Fig. 8 and Fig. 9) 9. Remove the soil around the tank exposing it 18" deeper than the extension being installed. For example, if you have a 2' extension (not including the coupler) you must dig down 3'6" minimum from grade; if you have a 4' extension (not including the coupler) you must dig down 5'6" minimum from grade. Use caution not to damage buried cable. 10. Measure from grade down 2' (for a 2' extension) or 4' (for a 4' extension) and mark accessway. Using a hand saw, cut the tank in the EXTENSION valley between the two corrugations that are closest COUPLER to your mark. Note: Make sure the welded -on shroud of the extension will be at grade level. Be sure you are not cutting into the wet well and you must have two corrugations below your cut, if there 2 C REOIIC�IREDIONS �� l are less than two corrugations, this extension kit can not be used. —s Caution: Be careful not to cut either the vent pipe or the pump breather cable. PVC 2' VENT COUPLING Figure 7 CUT ACCESSWAY IN CORRUGATION VALLEY LEVEL WITH FINISHED GRADE GRADE VENT PIPE EXTENSION HEIGHT OF EXTENSION Figure 8 ACCESSWAY EXTENSION HEIGHT 2 FOOT OR 4 FOOT Figure 9 GRADE -INSTALL COUPLER 0 -RING IN BETWEEN THE TOP TWO CURRGATIONS WITH THE LINE ON TOP 15 D0000000000000000000000000000000000000000000 11. Attach the vent pipe extension with the 2" vent coupling, bringing the vent well above grade. 12. Clean all dirt and debris from top four corrugations on tank. Install the 24" coupler 0 -ring on the tank between the top two corrugations with the white or yellow line facing out and on top. 13. Lube extension coupler and coupler 0 -ring with pipe lube or dish soap. 14. Manually press coupling evenly over lubricated 0 -ring. If additional force is needed, place a plywood cover over the accessway and apply gentle mechanical pressure to the coupler. Note: Care must be used when pushing down on the coupler. Excessive force or impact may result in damage and leakage. 15. Frequent visual inspections during installation must be performed to determine when the tank has fully engage the coupler. ELECTRICAL SHROUD. INSTALL REPLACEMENT COVER ASSEMBLY (Fig. 10) ORIGINAL TANK LID 16. Clean top corrugation on accessway extension and mating surface of replacement shroud with acetone. SS BAS CLAMP.--- �� INSTALLED FROM BOTTOM 17. Liberally apply the silicone sealer provided to the under side of the replacement shroud where it will come in SS VENT• contact with the accessway extension. LIQUID TIGHT 18. Lube wet well vent grommet and vent pipe extension SHROUD. "T q CABLE CONNECTOR* with pipe lube, non -grit hand cleaner or dish soap and SURFACES TO BE CLEANED slide vent pipe through grommet until tank shroud seats to VENT EXTENSION. 50 IT EXTENDS 4 MC 3/4' AND SEALED WITH SILICONE ABOVE TABEFORE ASSEMBLY accessway. 19. Place SS band clamp around top corrugation and the GRAS replacement shroud. Tap with a mallet around clamp to help seat the clamp. Torque stud assembly on band clamp to a ACCESSWAY EXTENSION* ONON maximum 125 inlb. 20. Reinstall the supply cable, EQD**, tank lid and electrical shroud and tighten cable connector. (**See "EQD wiring order," Table 1) 21. Follow start-up procedures to ensure proper pump operation (you will find the start-up instructions in our service manual or the station installation instruction guide). Table 2 DESCRIPTION PART NO. Simplex station NC0022G15 Simplex, flood plain config NC0022G16 Duplex station NC0022G17 Duplex, flood plain config NC0022G18 n 550' 16 1 J Figure 11 2 5' RADIUS CUT OUT Oven DISCHARGE NOTE: IF EXISTING ACCESSWAY HAS ONLY 2 CORRUGATIONS (Fig. 11) - If the coupler will not engage completely because the discharge piping is in the way, and it doesn't have a cut out, you will need to cut a slot in the coupler. - Using a hand, reciprocating or hole saw, cut an arch in the coupler; the cut-out is not to exceed 5.50" tall or 5.00" wide. Figure 10 GRADE GRADE **EQD wiring order PIN # COLOR 1 Brown 2 Red 3 Black 4 Grn/Yellow 5 Yellow 6 Blue Table 1 NC0028... G01 = 2' SLIP-ON G02 = 4' SLIP-ON 003 = 2' FLANGE (FOR FIELD JOINT -NOT SHOWN) G04 = 4' FLANGE (FOR FIELD JOINT -NOT SHOWN) 005 - 7' SLIP-ON FOR AN EXISTING ACCESSWAY WITH 2 CORR. COG = 4' SLIP-ON 00R AN EXISTING ACCESSWAY WI IN 2 CORK Figure 12 17 e one A Precision Castparts Company Environment One Corporation 2773 Balltown Road Niskayuna, New York 12309-1090 Voice: (01) 518.346.6161 Fax: 518.346.6188 www.eone.com 18 NA0061P01 Rev D 10/18 1)OOOOOOO©OOOOOOOOOO©OOOOOOOO©OOOOOQOOOOOOOOC User Instructions for the Environment One Grinder Pump General Information Your home is served by a low pressure sewer system; the key element is an Environment One grinder pump. The tank collects all solid materials and wastewater from the house. The solid materials are then ground to a small size suitable for pumping as a slurry with the wastewater. The grinder pump generates sufficient pressure to pump this slurry from your home to the wastewater treatment receiving line and/or disposal plant. This device complies with Part 15 of the FCC rules. Operation is subject to the following two conditions: 1) this device may not cause harmful interference; and 2) this device must accept any interference received, including interference that may cause undesired operation. Any changes or modifications not expressly approved by the party responsible for compliance could void the user's authority to operate this equipment. Care and Use of your Grinder Pump The Environment One grinder pump is capable of accepting and pumping a wide range of materials, and an extensive grind test is required in order to obtain NSF approval. However, regulatory agencies advise that the following items should not be introduced into any sewer, either directly or through a kitchen waste disposal unit: Glass Seafood shells Diapers, socks, rags or cloth Syringes Cotton swabs Personal/cleaning wipes & sponges Disposable toothbrushes Latex/vinyl items Metal Plastic objects (toys, utensils, etc.) Kitty litter Dental floss Aquarium gravel Sanitary napkins or tampons Cigarette butts Caution: Kitchen garbage disposals do not keep grease/oil out of the plumbing system In addition, you must never introduce into any sewer: Explosives Strong chemicals Lubricating oil and/or grease Flammable material Gasoline Items introduced into the sewer system from your home can potentially impact the water environment. Proper disposal of household wastes such as window cleaners, unused/expired pharmaceuticals, paint thinners, fats, fruit labels, etc. is important. For more information, visit http://www.wef.org. Periods of Disuse If your home or building is left unoccupied for longer than a couple of weeks, perform the following procedure: Purge the System. Run clean water into the unit until the pump activates. immediately tum off the water and allow the grinder pump to run until it shuts off automatically. Duplex Units. Special attention must be taken to ensure that both pumps turn on when clean water is added to the tank. Caution: Do not disconnect power to the unit Power Failure Your grinder pump cannot dispose of wastewater without electrical power. If electrical power service is interrupted, keep water usage to a minimum. Pump Failure Alarm Your Environment One grinder pump has been manufactured to produce an alarm signal (120 volt) in the event of a high water level in the basin. The installer must see that the alarm signal provided is connected to an audible and/or visual alarm in such a manner as to provide adequate warning to the user that service is required. During the interim prior to the arrival of an authorized service technician, water usage must be limited to the reserve capacity of the tank. For service, please call your local distributor: 19 D000000000000000000000000000000000000000000 C 4/' Model Number: Serial Number: Installation Date: Limited Warranty For E/One Extreme D -Series, W Series & Upgrade Environment One Corporation offers a limited warranty that guarantees its product to be free from defects in material and factory workmanship for a period of two years from the date of installation, or 27 months from the date of shipment, whichever occurs first, provided the product is properly installed, serviced and operated under normal conditions and according to manufacturer's instructions. Repair or parts replacement required as a result of such defect will be made free of charge during this period upon return of the defective parts or equipment to the manufacturer or its nearest authorized service center. one SEWER SYSTEMS 2773 Balltown Rd • Niskayuna NY USA 12309 (01) 518.346.6161 • www.eone.com NSF ;i SR M • / I I 11 I I Ci r % =,71= SERIES D -Series Wetwell/Drywell Grinder Pump Station with Wired Level Sensor Typical Specifications Semi -Positive Displacement Type Grinder Pump Stations 0 1.0 GENERAL 1.01 GENERAL DESCRIPTION: The MANUFACTURER shall furnish complete factory -built and tested Wetwell/Drywell Grinder Pump Station(s), each consisting of grinder pump(s) suitably mounted in a basin constructed of high density polyethylene (HDPE) for simplex stations and HDPE or Fiberglass Reinforced Polyester Resin for duplex stations with dimensions and capacities as show on the Contract Drawings, NEMA 6P electrical quick disconnect (EQD), pump removal system, stainless steel discharge assembly/shut-off valve, anti -siphon valve/check valve, each assembled in the basin, electrical alarm panel and all necessary intemal wiring and controls. Component type grinder pump systems that require field assembly will not be acceptable due to the potential problems that can occur O during field assembly. All components and materials shall be in accordance with section 2.0 of this Product Specification. For ease of serviceability, all pump, motor/grinder units shall be of like type and horsepower throughout the system. 1.02 SUBMITTALS: After receipt of notice to proceed, the MANUFACTURER shall furnish a minimum of Q six sets of shop drawings detailing the equipment to be furnished including dimensional data and materials of construction. The ENGINEER shall promptly review this data, and return two copies as accepted, or with requested modifications. Upon receipt of accepted shop drawings, the MANUFACTURER shall proceed immediately with fabrication of the equipment. © 1.03 MANUFACTURER: Grinder pump stations, complete with all appurtenances, form an integral system, and as such, shall be supplied by one grinder pump station manufacturer. The CONTRACTOR shall be responsible for the satisfactory operation of the entire system. The equipment specified shall be a product of a company experienced in the design and manufacture of grinder pumps for specific use in low pressure sewage systems. The company shall submit detailed installation and user instructions for © its product, submit evidence of an established service program including complete parts and service manuals, and be responsible for maintaining a continuing inventory of grinder pump replacement parts. The MANUFACTURER shall provide, upon request, a reference and contact list from ten of its largest contiguous grinder pump installations of the type of grinder pumps described within this specification. © The MANUFACTURER of the grinder pump station shall be Environment One Corporation (or Proposed Alternate). 0 Attention is directed to the fact that the drawings and overall system design are based on a particular piece of equipment from a particular manufacturer. These specifications are intended to provide O guidelines for standard equipment of a recognized manufacturer who already meets all the requirements of this specification. 1.03a ALTERNATE EQUIPMENT: In the event that the CONTRACTOR or another supplier proposes an Alternate to the specified MANUFACTURER, the ENGINEER recognizes that it will be difficult to conform to certain details of this Specification due to different manufacturing techniques or grinder O pump station designs. If proposing an Alternate, the CONTRACTOR (supplier) must submit, no less than 15 business days in advance of the bid date, a complete description of any changes that will be O necessary to the system design, a complete submittal package as outlined in Section 1.02 O SUBMITTALS, a system hydraulic analysis based on the proposed pump (including pipe sizes, flows, velocities, retention times and number and location of recommended valves and cleanouts, if any), a list of exceptions to this specification, and demonstration of compliance to Section 1.04 EXPERIENCE CLAUSE of this specification. The CONTRACTOR (supplier) must also complete the Manufacturer Disclosure Statement found at the end of this specification. This information must be submitted to the ENGINEER for pre -approval of the alternate equipment being proposed and determination of compliance with these Contract Documents. If the equipment differs materially or differs from the dimensions given on the Drawings, the CONTRACTOR (supplier) shall submit complete drawings showing elevations, dimensions, or any necessary changes to the Contract Documents for the proposed equipment and its installation. Pre -approval, if granted, will be provided in writing by the O ENGINEER to the CONTRACTOR (supplier) at least five business days in advance of the bid date. If O the ENGINEER'S approval is obtained for Alternate Equipment, the CONTRACTOR (supplier) must make any needed changes in the structures, system design, piping or electrical systems necessary to accommodate the proposed equipment at the expense of the CONTRACTOR (supplier). 2 0 0 0 1.04 EXPERIENCE CLAUSE: The equipment fumished hereunder shall be the product of a company experienced in the design and manufacture of grinder pumps specifically designed for use in low 0 pressure systems. All manufacturers proposing equipment for this project shall have at least 10 years of experience in the design and manufacture of units of identical size(s) and performance to the specified units. All manufacturers proposing equipment for this project must also have not less than 500 successful installations of low pressure sewer systems utilizing grinder pumps of like type to the grinder pumps specified herein. An installation is defined as a minimum of 25 pumps discharging into a common force main which forms a low pressure sewer system. The CONTRACTOR (supplier) proposing alternate equipment shall also submit, as part of the bid schedule, an installation list with contact person(s), phone number(s) and date(s) of at least 10 installations of the type of pump specified 3 herein that have been in operation for at least 10 years. 3 In lieu of this experience clause, the CONTRACTOR (supplier) of alternate equipment will be required to submit a 5 -year performance bond for 100 percent of the stipulated cost of the equipment as bid and as shown in the Bid Schedule. This performance bond will be used to guarantee the replacement of the equipment in the event that it fails within the bond period. 1.05 OPERATING CONDITIONS: The pumps shall be capable of delivering 15 GPM against a rated total dynamic head of 0 feet (0 PSIG), 11 GPM against a rated total dynamic head of 92 feet (40 PSIG), and 7.8 GPM against a rated total dynamic head of 185 feet (80 PSIG). The pump(s) must also be capable of operating at negative total dynamic head without overloading the motor(s). Under no conditions shall in-line piping or valving be allowed to create a false apparent head. 1.06 WARRANTY: The grinder pump MANUFACTURER shall provide a part(s) and labor warranty on the complete station and accessories, including, but not limited to, the panel for a period of 24 months after notice of OWNER'S acceptance, but no greater than 27 months after receipt of shipment. Any manufacturing defects found during the warranty period will be reported to the MANUFACTURER by the OWNER and will be corrected by the MANUFACTURER at no cost to the OWNER. (OPTIONAL) Certified Installation Program — In lieu of the above warranty, at no charge, the Certified Installation Program with the same coverage as E/One's standard warranty will be granted for residential applications of the DH071 and DH151 grinder pump stations when the installation uses an E/One Uni-Lateral Stainless Steel Curb Stop Assembly (Section 2.12); E/One Sentry Protect Plus alarm panel (Section 2.13); and the E/One Certified Installation and Start -Up forms located at apps.eone.com have been successfully completed and submitted. 3 Only after the installation and start-up data have been successfully completed and submitted via apps.eone.com will the OWNER be issued a 5 -Year Certified Installation Program certificate for each applicable DH071 or DH151 grinder pump station. This certificate is the proof of the program coverage. If submissions are not received, no additional coverage has been applied. 1.07 WARRANTY PERFORMANCE CERTIFICATION: As a bid certification requirement, each bidder shall provide with their bid schedule a Warranty Performance Certification statement executed by the most senior executive officer of the grinder pump MANUFACTURER, which certifies a minimum of a 24- D month warranty. They must further detail any exclusions from the warranty or additional cost items required to maintain the equipment in warrantable condition, including all associated labor and shipping fees, and certify that the MANUFACTURER will bear all costs to correct any original equipment deficiency for the effective period of the warranty. All preventive maintenance type requirements shall be included in this form as exclusions. These requirements include, but are not limited to, unjamming of grinder mechanism, periodic motor maintenance, and periodic cleaning of liquid level controls. Should the CONTRACTOR (supplier) elect to submit a performance bond in lieu of the experience clause outlined above, this Warranty Performance Certification shall also be used as a criterion to evaluate the CONTRACTOR'S (supplier's) performance over the warranty period. A Warranty Performance Certification form is included with the bid schedule and must be completed and submitted as part of the bid package. Bids with incomplete forms or missing forms will be considered nonresponsive. 3 r 0 2.0 PRODUCT 2.01 PUMP: The pump shall be a custom designed, integral, vertical rotor, motor driven, solids handling pump of the progressing cavity type with a single mechanical seal. Double radial 0 -ring seals are required at all casting joints to minimize corrosion and create a protective barrier. All pump castings shall be cast iron, fully epoxy coated to 8-10 mil Nominal dry thickness, wet applied. The rotor shall be through -hardened, highly polished, precipitation hardened stainless steel. The stator shall be of a specifically compounded ethylene propylene synthetic elastomer. This material shall be suitable for domestic wastewater service. Its physical properties shall include high tear and abrasion resistance, O grease resistance, water and detergent resistance, temperature stability, excellent aging properties, and outstanding wear resistance. Buna-N is not acceptable as a stator material because it does not exhibit the properties as outlined above and required for wastewater service. 2.02 GRINDER: The grinder shall be placed immediately below the pumping elements and shall be direct - 3 driven by a single, one-piece motor shaft. The grinder impeller (cutter wheel) assembly shall be securely fastened to the pump motor shaft by means of a threaded connection attaching the grinder impeller to the motor shaft. Attachment by means of pins or keys will not be acceptable. The grinder impeller shall be a one-piece, 4140 cutter wheel of the rotating type with inductively hardened cutter teeth. The cutter teeth shall be inductively hardened to Rockwell 50 — 60c for abrasion resistance. The shredder ring shall be of the stationary type and the material shall be white cast iron. The teeth shall be ground into the material to achieve effective grinding. The shredder ring shall have a staggered tooth pattern with only one edge engaged at a time, maximizing the cutting torque. These materials have been chosen for their capacity to perform in the intended environment as they are materials with wear and corrosive resistant properties. 3 This assembly shall be dynamically balanced and operate without objectionable noise or vibration over the entire range of recommended operating pressures. The grinder shall be constructed so as to minimize clogging and jamming under all normal operating conditions including starting. Sufficient vortex action shall be created to scour the tank free of deposits or sludge banks which would impair the operation of the pump. These requirements shall be accomplished by the following, in conjunction with the pump: 1. The grinder shall be positioned in such a way that solids are fed in an upward flow direction. 2. The maximum flow rate through the cutting mechanism must not exceed 4 feet per second. This is a critical design element to minimize jamming and as such must be adhered to. O 3. The inlet shroud shall have a diameter of no less than 5 inches. Inlet shrouds that are less than 5 inches in diameter will not be accepted due to their inability to maintain the specified 4 feet per second maximum inlet velocity which by design prevents unnecessary jamming of the cutter mechanism and minimizes blinding of the pump by large objects that block the inlet shroud. O 4. The impeller mechanism must rotate at a nominal speed of no greater than 1800 rpm. The grinder shall be capable of reducing all components in normal domestic sewage, including a reasonable amount of "foreign objects," such as paper, wood, plastic, glass, wipes, rubber and the like, to finely -divided particles which will pass freely through the passages of the pump and the 1-1/4" diameter stainless steel discharge piping. O 2.03 ELECTRIC MOTOR: As a maximum, the motor shall be a 1 HP, 1725 RPM, 240 Volt 60 Hertz, 1 Phase, capacitor start, ball bearing, air-cooled induction type with Class F installation, low starting O current not to exceed 30 amperes and high starting torque of 8.4 foot pounds. The motor shall be press-fit into the casting for better heat transfer and longer winding life. Inherent protection against running overloads or locked rotor conditions for the pump motor shall be provided by the use of an automatic -reset, integral thermal overload protector incorporated into the motor. This motor protector combination shall have been specifically investigated and listed by Underwriters Laboratories, Inc., for the application. Non -capacitor start motors or permanent split capacitor motors will not be accepted O 4 0 rl 0 because of their reduced starting torque and consequent diminished grinding capability. The wet portion of the motor armature must be 300 Series stainless. To reduce the potential of environmental concerns, 0 the expense of handling and disposing of oil, and the associated maintenance costs, oil -filled motors will not be accepted. 0 2.04 MECHANICAL SEAL: The pump/core shall be provided with a mechanical shaft seal to prevent 3 leakage between the motor and pump. The seal shall have a stationary ceramic seat and carbon O rotating surface with faces precision lapped and held in position by a stainless steel spring. O 2.05 TANK AND INTEGRAL ACCESSWAY: (Model DH071) High Density Polyethylene Construction. 0 The tank shall be a Wetwell/Drywell design made of high density polyethylene, with a grade selected to provide the necessary environmental stress cracking resistance. Corrugated sections are to be made of 3 a double wall construction with the internal wall being generally smooth to promote scouring. The corrugations of the outside wall are to be a minimum amplitude of 1-1/2" to provide necessary 0 transverse stiffness. Any incidental sections of a single wall construction are to be 0.250" thick O (minimum). All seams created during tank construction are to be thermally welded and factory tested for 0 leak tightness. The tank wall and bottom must withstand the pressure exerted by saturated soil loading at maximum burial depth. All station components must function normally when exposed to 150 percent 3 of the maximum extemal soil and hydrostatic pressure. 3 The tank shall be furnished with one EPDM grommet fitting to accept a 4.50" OD DWV or Schedule 40 0 pipe. The tank capacities shall be as shown on the contract drawings. O The Drywell accessway shall be an integral extension of the Wetwell assembly and shall include a 3 lockable cover assembly providing low profile mounting and watertight capability. The accessway O design and construction shall enable field adjustment of the station height in increments of 4" or less without the use of any adhesives or sealants requiring cure time before installation can be completed. 0 O The station shall have all necessary penetrations molded in and factory sealed. To ensure a leak free installation no field penetrations will be acceptable. 0 O All discharge piping shall be constructed of 304 stainless steel. The discharge shall terminate outside the accessway bulkhead with a stainless steel, 1-1/4" Female NPT fitting. The discharge piping shall O include a stainless steel ball valve rated for 235 psi WOG; PVC ball valves or brass ball/gate will not be O accepted. The bulkhead penetration shall be factory installed and warranted by the manufacturer to be watertight. 0 O The accessway shall include a single NEMA 6P Electrical Quick Disconnect (EQD) for all power and control functions, factory installed with accessway penetrations warranted by the manufacturer to be O watertight. The EQD will be supplied with 32', 25' of useable Electrical Supply Cable (ESC) outside the station, to connect to the alarm panel. The ESC shall be installed in the basin by the manufacturer. Field assembly of the ESC into the basin is not acceptable because of potential workmanship issues. O The EQD shall require no tools for connecting, seal against water before the electrical connection is O made, and include radial seals to assure a watertight seal regardless of tightening torque. Plug -type connections of the power cable onto the pump housing will not be acceptable due to the potential for O leaks and electrical shorts. A junction box shall not be permitted in the accessway due to the large O number of potential leak points. The EQD shall be so designed to be conducive to field wiring as required. The accessway shall also include an integral 2 -inch vent to prevent sewage gases from O accumulating in the tank. O 2.06 TANK & INTEGRAL ACCESSWAY: (Models DH151 150 Gallon Simplex & DH152 150 Gallon O Duplex) High Density Polyethylene Construction. The tank shall be a Wetwell/Drywell design made O of high density polyethylene, with a grade selected to provide the necessary environmental stress cracking resistance. Corrugated sections are to be made of a double wall construction with the internal O wall being generally smooth to promote scouring. The corrugations of the outside wall are to be a O minimum amplitude of 1-1/2" to provide necessary transverse stiffness. Any incidental sections of a O single wall construction are to be 0.250" thick (minimum). All seams created during tank construction 5 0 fl are to be thermally welded and factory tested for leak tightness. The tank wall and bottom must withstand the pressure exerted by saturated soil loading at maximum burial depth. All station components must function normally when exposed to 150 percent of the maximum external soil and hydrostatic pressure. The tank shall be furnished with one EPDM grommet fitting to accept a 4.50" OD DWV or Schedule 40 pipe. The tank capacities shall be as shown on the contract drawings. O The Drywell accessway shall be an integral extension of the Wetwell assembly and shall include a 3 lockable cover assembly providing low profile mounting and watertight capability. The cover shall be high density polyethylene, green in color, with a load rating of 150 lbs per square foot. The accessway design and construction shall enable field adjustment of the station height in increments of 3" or less without the use of any adhesives or sealants requiring cure time before installation can be completed. The station shall have all necessary penetrations molded in and factory sealed. To ensure a leak free installation no field penetrations will be acceptable. All discharge piping shall be constructed of 304 stainless steel. The discharge shall terminate outside 3-4 the accessway bulkhead with a stainless steel, 1-1/4" Female NPT fitting. The discharge piping shall include a stainless steel ball valve rated for 235 psi WOG; PVC ball valves or brass ball/gate will not be accepted. The bulkhead penetration shall be factory installed and warranted by the manufacturer to be w watertight. \m' The accessway shall include a single NEMA 6P Electrical Quick Disconnect (EQD) for all power and control functions, factory installed with accessway penetrations warranted by the manufacturer to be watertight. The EQD will be supplied with 32', 25' of useable Electrical Supply Cable (ESC) outside the station, to connect to the alarm panel. The ESC shall be installed in the basin by the manufacturer. O Field assembly of the ESC into the basin is not acceptable because of potential workmanship issues. The EQD shall require no tools for connecting, seal against water before the electrical connection is made, and include radial seals to assure a watertight seal regardless of tightening torque. Plug -type connections of the power cable onto the pump housing will not be acceptable due to the potential for leaks and electrical shorts. A junction box shall not be permitted in the accessway due to the large number of potential leak points. The EQD shall be so designed to be conducive to field wiring as required. The accessway shall also include an integral 2 -inch vent to prevent sewage gases from accumulating in the tank. 2.07 TANK & INTEGRAL ACCESSWAY: (DH272, 275 -Gallon Duplex & DH502, 500 -Gallon Duplex) Fiberglass reinforced polyester resin. The tank shall be a wetwell/drywell design constructed of fiberglass reinforced polyester resin with a high density polyethylene accessway. Accessway corrugated sections are to be made of a double wall construction with the internal wall being generally O smooth to promote scouring. The corrugations of the outside wall are to be a minimum amplitude of 1- 1/2" to provide necessary transverse stiffness. Any incidental sections of a single wall construction are to be 0.250" thick (minimum). All polyethylene seams created during tank construction are to be thermally welded and factory tested for leak tightness. The tank wall and bottom must withstand the pressure exerted by saturated soil loading at maximum burial depth. All station components must w function normally when exposed to 150 percent of the maximum external soil and hydrostatic pressure. The tank shall be furnished with one EPDM grommet fitting to accept a 4.50" OD DWV or Schedule 40 O pipe. The tank capacities shall be as shown on the contract drawings. The drywell accessway shall be an integral extension of the wetwell assembly and shall include a lockable cover assembly providing low profile mounting and watertight capability. The cover shall be high density polyethylene, green in color, with a load rating of 150 lbs per square foot. The accessway design and construction shall enable field adjustment of the station height in increments of 4" or less without the use of any adhesives or sealants requiring cure time before installation can be completed. 0 6 F1 0 The station shall have all necessary penetrations molded in and factory sealed. To ensure a leak -free installation, no field penetrations will be acceptable. 0 All discharge piping shall be constructed of 304 Series stainless steel. The discharge shall terminate outside the accessway bulkhead with a stainless steel, 1-1/4" Female NPT fitting. The discharge piping shall include a stainless steel ball valve rated for 235 psi WOG; PVC ball valves or brass ball/gate will not be accepted. The bulkhead penetration shall be factory installed and warranted by the manufacturer O to be watertight. O The accessway shall include a single NEMA 6P Electrical Quick Disconnect (EQD) for all power and control functions, factory installed with accessway penetrations warranted by the manufacturer to be watertight. The EQD will be supplied with 32', 25' of useable Electrical Supply Cable (ESC) outside the station, to connect to the alarm panel. The ESC shall be installed in the basin by the manufacturer. Field assembly of the ESC into the basin is not acceptable because of potential workmanship issues. 3 The EQD shall require no tools for connecting, seal against water before the electrical connection is O made, and include radial seals to assure a watertight seal regardless of tightening torque. Plug -type connections of the power cable onto the pump housing will not be acceptable due to the potential for leaks and electrical shorts. A junction box shall not be permitted in the accessway due to the large O number of potential leak points. The EQD shall be so designed to be conducive to field wiring as 3 required. The accessway shall also include an integral 2 -inch vent to prevent sewage gases from accumulating in the tank. 3 2.08 CHECK VALVE: The pump discharge shall be equipped with a factory installed, gravity operated, flapper -type integral check valve built into the stainless steel discharge piping. The check valve will provide a full -ported passageway when open, and shall introduce a friction loss of less than 6 inches of water at maximum rated flow. Moving parts will be made of a 300 Series stainless steel and fabric reinforced synthetic elastomer to ensure corrosion resistance, dimensional stability, and fatigue strength. A nonmetallic hinge shall be an integral part of the flapper assembly providing a maximum degree of freedom to assure seating even at a very low back -pressure. The valve body shall be an injection molded part made of an engineered thermoplastic resin. The valve shall be rated for continuous operating pressure of 235 psi. Ball -type check valves are unacceptable due to their limited 3 sealing capacity in slurry applications. 3 2.09 ANTI -SIPHON VALVE: The pump discharge shall be equipped with a factory -installed, gravity- operated, flapper -type integral anti -siphon valve built into the stainless steel discharge piping. Moving parts will be made of 300 Series stainless steel and fabric -reinforced synthetic elastomer to ensure corrosion resistance, dimensional stability, and fatigue strength. A nonmetallic hinge shall be an integral O part of the flapper assembly, providing a maximum degree of freedom to ensure proper operation even at a very low pressure. The valve body shall be injection -molded from an engineered thermoplastic resin. Holes or ports in the discharge piping are not acceptable anti -siphon devices due to their tendency to clog from the solids in the slurry being pumped. The anti -siphon port diameter shall be no less than 60% of the inside diameter of the pump discharge piping. 0 2.10 CORE UNIT: The grinder pump station shall have a cartridge type, easily removable core assembly consisting of pump, motor, grinder, all motor controls, check valve, anti -siphon valve, level controls, electrical quick disconnect and wiring. The core unit shall be installed in the basin by the manufacturer. Field assembly of the pump and controls into the basin is not acceptable because of potential workmanship issues and increased installation time. In some cases, stations taller than 96" may be shipped on their side without the cores assembled in the basin for freight purposes but this is the only exception. The core unit shall seal to the tank deck with a stainless steel latch assembly. The latch assembly must be actuated utilizing a single quick release mechanism requiring no more than a half turn of a wrench. The watertight integrity of each core unit shall be established by a 100 percent factory test at a minimum of 5 PSIG. 2.11 CONTROLS: All necessary motor starting controls shall be located in the cast iron enclosure of the core unit secured by stainless steel fasteners. Locating the motor starting controls in a plastic enclosure (Th is not acceptable. The wastewater level sensing controls shall be housed in a separate enclosure from 7 0 D0000000000000000000000000000000000000000000 motor starting controls. The level sensor housing must be sealed via a radial type seal; solvents or glues are not acceptable. The level sensing control housing must be integrally attached to pump assembly so that it may be removed from the station with the pump and in such a way as to minimize the potential for the accumulation of grease and debris accumulation, etc. The level sensing housing must be a high -impact thermoplastic copolymer over -molded with a thermo plastic elastomer. The use of PVC for the level sensing housing is not acceptable. Non -fouling wastewater level controls for controlling pump operation shall be accomplished by monitoring the pressure changes in an integral air column connected to a pressure switch. The air column shall be integrally molded from a thermoplastic elastomer suitable for use in wastewater and with excellent impact resistance. The air column shall have only a single connection between the water level being monitored and the pressure switch. Any connections are to be sealed radially with redundant O -rings. The level detection device shall have no moving parts in direct contact with the wastewater and shall be integral to the pump core assembly in a single, readily -exchanged unit. Depressing the push to run button must operate the pump even with the level sensor housing removed from the pump. All fasteners throughout the assembly shall be 300 Series stainless steel. High-level sensing will be accomplished in the manner detailed above by a separate air column sensor and pressure switch of the same type. Closure of the high-level sensing device will energize an alarm circuit as well as a redundant pump -on circuit. For increased reliability, pump ON/OFF and high-level alarm functions shall not be controlled by the same switch. Float switches of any kind, including float trees, will not be accepted due to the periodic need to maintain (rinsing, cleaning) such devices and their tendency to malfunction because of incorrect wiring, tangling, grease buildup, and mechanical cord fatigue. To assure reliable operation of the pressure switches, each core shall be equipped with a factory installed equalizer diaphragm that compensates for any atmospheric pressure or temperature changes. Tube or piping runs outside of the station tank or into tank -mounted junction boxes providing pressure switch equalization will not be permitted due to their susceptibility to condensation, kinking, pinching, and insect infestation. The grinder pump will be furnished with a 6 conductor 14 gauge, type SJOW cable, pre -wired and watertight to meet UL requirements with a FACTORY INSTALLED NEMA 6P EQD half attached to it. 2.12 STAINLESS STEEL CURB STOP/CHECK VALVE ASSEMBLY (UNI -LATERAL): The curb stop shall be pressure -tight in both directions. The ball valve actuator shall include position stop features at the fully opened and closed positions. The curb stop/check valve assembly shall be designed to withstand a working pressure of 235 psi. The stainless steel check valve shall be integral with the curb stop valve. The check valve will provide a full -ported 1-1/4" passageway and shall introduce minimal friction loss at maximum rated flow. The flapper hinge design shall provide a maximum degree of freedom and ensure seating at low back pressure. Engineered Thermoplastic Fittings — All plastic fitting components are to be in compliance with applicable ASTM standards. All pipe connections shall be made using compression fitting connections including a Buna-N 0 -ring for sealing to the outside diameter of the pipe. A split -collet locking device shall be integrated into all pipe connection fittings to securely restrain the pipe from hydraulic pressure and external loading caused by shifting and settling. Curb Boxes — Curb boxes shall be constructed of ABS, conforming to ASTM -D 1788. Lid top casting shall be cast iron, conforming to ASTM A-48 Class 25, providing magnetic detectability, and be painted black. All components shall be inherently corrosion -resistant to ensure durability in the ground. Curb boxes shall provide height adjustment downward (shorter) from their nominal height. High Density Polyethylene Pipe (Supplied by others) — Pipe shall be have a working pressure of 160 psi minimum and shall be classified SDR per ASTM D 3035. 8 D0OOOOOOOOOOOOOOOOOOOOOOOO00000000000000000C Pipe Dimensions — The SDR (Standard Dimension Ratio) of the pipe supplied shall be as specified by the SPECIFYING ENGINEER. SDR 7, 9 and 11 fittings are available from the MANUFACTURER. Factory Test — The stainless steel, combination curb stop/check valve component shall be 100 percent hydrostatically tested to 150 psi in the factory. Construction Practices — Pipe shall be stored on clean, level ground to prevent undue scratching or gouging of the pipe. If the pipe must be stacked for storage, such stacking should be in accordance with the pipe manufacturer's recommendations. The pipe should be handled in such a manner that it is not damaged by being dragged over sharp objects or cut by chokers or lifting equipment. Segments of pipe having cuts or gouges in excess of 10 percent of the wall thickness of the pipe shall be cut out and removed. The undamaged portions of the pipe shall be rejoined using the butt fusion joining method. Sections of polyethylene pipe should be joined into continuous lengths on the job site above ground. The joining method shall be the butt -fusion method and shall be performed in strict accordance with the pipe manufacturer's recommendations. The butt -fusion equipment used in the joining procedure shall be capable of meeting all conditions recommended by the pipe manufacturer, including, but not limited to, fusion temperature, alignment, and fusion pressure. Fused segments of pipe shall be handled so as to avoid damage to the pipe. When lifting fused sections of pipe, chains or cable -type chokers should be avoided. Nylon slings are preferred. Spreader bars should be used when lifting long, fused sections. Care should be exercised to avoid cutting or gouging the pipe. Installation — Assemble the compression fittings according to the fitting manufacturer's recommendations. The trench and trench bottom should be constructed in accordance with ASTM D 2321. Embedment materials should be Class I, Class II or Class III materials as defined in ASTM D 2321. The use of Class IV and/or Class V materials for embedment is not recommended and should be allowed only with the approval of the SPECIFYING ENGINEER. Bedding of the pipe should be performed in accordance with ASTM D 2321. Compaction should be as specified in ASTM D 2321. Deviations from the specified compaction shall be approved by the SPECIFYING ENGINEER. Haunching and initial backfill should be as specified in ASTM D 2321 using Class I, Class II or Class III materials. Materials used and compaction shall be as specified by the SPECIFYING ENGINEER. In cases where a compaction of 85 percent Standard Proctor Density is not attainable, the SPECIFYING ENGINEER may wish to increase the SDR of the pipe to provide adequate stiffness. ASTM D 2321 sections titled "Minimum Cover for Load Application," "Use of Compaction Equipment" and "Removal of Trench Protection" should apply unless directed otherwise by the SPECIFYING ENGINEER. 2.13 ALARM PANEL: Each grinder pump station shall include a NEMA 4X, UL -listed alarm panel suitable for wall or pole mounting. The NEMA 4X enclosure shall be manufactured of thermoplastic polyester to ensure corrosion resistance. The enclosure shall include a hinged, lockable cover with padlock, preventing access to electrical components, and creating a secured safety front to allow access only to authorized personnel. The enclosure shall not exceed 10.5" W x 14" H x 7" D, or 12.5" W x 16" H x 7.5" D if certain options are included. The alarm panel shall contain one 15 -amp, double -pole circuit breaker for the pump core's power circuit and one 15 -amp, single -pole circuit breaker for the alarm circuit. The panel shall contain a push -to -run feature, an intemal run indicator, and a complete alarm circuit. All circuit boards in the alarm panel are to be protected with a conformal coating on both sides and the AC power circuit shall include an auto resetting fuse. The alarm panel shall include the following features: external audible and visual alarm; push -to -run switch; push -to -silence switch; redundant pump start; and high level alarm capability. The alarm sequence is to be as follows when the pump and alarm breakers are on: 1. When liquid level in the sewage wet -well rises above the alarm level, the contacts on the alarm 9 D00000000000OO000O0000000000000©000000000000 pressure switch activate, audible and visual alarms are activated, and the redundant pump starting system is energized. 2. The audible alarm may be silenced by means of the externally mounted, push -to -silence button. 3. Visual alarm remains illuminated until the sewage level in the wet -well drops below the "off' setting of the alarm pressure switch. The visual alarm lamp shall be inside a red, oblong lens at least 3.75" L x 2.38" W x 1.5" H. Visual alarm shall be mounted to the top of the enclosure in such a manner as to maintain NEMA 4X rating. The audible alarm shall be extemally mounted on the bottom of the enclosure, capable of 93 dB @ 2 feet. The audible alarm shall be capable of being deactivated by depressing a push -type switch that is encapsulated in a weatherproof silicone boot and mounted on the bottom of the enclosure (push -to - silence button). The entire alarm panel, as manufactured and including any of the following options shall be listed by Underwriters Laboratories, Inc. (OPTIONAL) Alarm Contacts Package • Alarm Activated Dry Contacts — Normally open relay contact closes upon alarm activation. • Alarm Activated Contacts for Remote Sentry Indoor Alarm Module — Will work with or without power to the alarm panel and is designed to work with E/One's Remote Sentry. (OPTIONAL) Generator Receptacle and Auto Transfer — The alarm panel shall include a 20 amp, 250 VAC generator receptacle with a spring-loaded, gasketed cover suitably mounted to provide access for connection of an external generator while maintaining a NEMA 4X rating. An automatic transfer switch shall be provided, which automatically switches from AC power to generator power. Power shall be provided to that alarm panel through the generator receptacle whenever power is present at the receptacle, allowing the audible and visual alarms to function normally in generator mode. When power is no longer applied to the generator receptacle, the panel is automatically switched back to the AC Mains power. (No manual switching within the panel enclosure is necessary to switch from generator power back to AC Mains, so the mode cannot be inadvertently left in the generator position after pumping down the station in generator mode as is the case with a manual transfer switch). (OPTIONAL) Service Equipment/Main Service Disconnect Breaker — A separate, internal breaker rated and approved for use as "service equipment" and acts as a main service disconnect of the grinder pump station shall be provided. (OPTIONAL) Remote Sentry Indoor Alarm Module — A separate, remote indoor alarm module shall be provided to indicate a high level alarm with or without AC power to the grinder pump station. The Remote Sentry indoor alarm module shall have an internal power source enabling its continued operation without AC power. The Remote Sentry shall have an audible alarm and a visual alarm, both of which shall automatically reset if the high level alarm condition is eliminated. The Remote Sentry indoor alarm module shall include a Silence button for the audible alarm and a Test button. (OPTIONAL) Run-time/Hour Meter — A run-time or hour meter to display the total run-time or operation time for the pump core shall be provided. (OPTIONAL) Event/Cycle Counter — An event or cycle counter to display the number of operations of the pump core shall be provided. (OPTIONAL) SENTRY SIMPLEX PROTECT Provides protection from the following operating conditions: • Low Voltage (Brownout) Protection — A lockout cycle will prevent the motor from operating 10 0000000000000000000000000000000000000000000() and will illuminate an LED if: o the incoming AC Mains voltage drops below a predetermined minimum, typically 12% of nameplate (211 volts for a 240 volt system) for 2 to 3 seconds, regardless of whether the motor is running o the lockout cycle will end if the incoming AC Mains voltage returns to a predetermined value, typically 10% of nameplate (216 volts for a 240 volt system) The system continues to retest the voltage every second indefinitely. If the lockout cycle has been initiated and the voltage comes back above the predetermined starting voltage, the system will function normally. The LED remains illuminated during a Brownout condition and remains latched until the pump breaker is turned off and then on again (reset). The audible and visual alarm will not be activated unless there is a high wastewater level in the tank. • Run Dry Protection – A 20 -minute lockout cycle will prevent the motor from operating and will illuminate an LED when the wastewater level in the tank is below the pump inlet level. The condition is rechecked every 20 minutes. If the lockout cycle has been initiated and the condition is satisfied, the pump is not allowed to cycle normally but the LED remains latched. The LED will remain latched until the pump breaker is turned off and then on again (reset). If the condition is not satisfied after 3 consecutive attempts, the visual alarm will be activated until the pump breaker is turned off and on (reset) or until there is one cycle of normal operation. If a high level condition is presented at any time, a pump run cycle will be activated. • High System Pressure Protection – A 20 -minute lockout cycle will prevent the motor from operating and will illuminate an LED when the pressure in the discharge line is atypically high (closed valve or abnormal line plug). The condition is rechecked every 20 minutes. If the condition is satisfied, the pump is allowed to cycle normally but the LED remains latched. If the condition is not satisfied after 3 consecutive attempts, the pump is locked out indefinitely until the condition is removed and power is reset. The LED will remain latched until the pump breaker is turned off and then on again (reset). The audible and visual alarm will be activated. In all of the above cases, if more than one error condition is presented, the LED depicting the most recent error condition will be displayed. Other included features: • Alarm Activated Dry Contacts – Normally open relay contact closes upon alarm activation. • Alarm Activated Contacts for Remote Indoor Alarm Module – Will work with or without power to the alarm panel and is designed to work with E/One's Remote Sentry. • Includes Inner Door Dead Front • Separate LED's for each condition (OPTIONAL) SENTRY SIMPLEX PROTECT PLUS: • All Sentry Protect features (as detailed above) • High/Low Voltage monitoring with Trouble indication • High/Low Wattage (wattage is used instead of current because it is a better indicator of pump performance) monitoring with Trouble indication • Extended Run Time monitoring with Trouble indication • Cycle/Event Counter • Run Time Counter (Hour Meter) • Run Time Limit — time adjustable, user -selected options: 10 minutes (default) to 120 minutes in 1 -minute intervals • Power -up Delay — time adjustable, user -selected options: None (default), to 300 minutes in 1 - minute intervals • Alarm Delay — time adjustable, user -selected options: None (default) or adjustable in 1 -minute intervals • System self -test diagnostic • User -selectable Alarm latch • User -selectable Protect Mode disable • User -selectable buzzer timer 11 Specific Protect PLUS indicators and programming features shall include: • Ready LED to indicate AC power to the station is satisfactory • Pump Run LED to indicate pump is operating • Trouble LED indicator and predictive Visual Alarm notification ("blinking" alarm Tamp; clears on Normal cycle) • High Level Alarm LED indicator • Manual Run switch to manually activate pump • Menu -driven programmable controller with navigation overlay -type buttons (Enter, Scroll, Up, Down) • Normal Operation LED and Mode button for Mode status • Pump Performance menu LED with LCD Display of the following pump performance statistics: o Real-time Voltage o Real-time Amperage o Real-time Wattage o Minimum/Maximum/Average Voltage o Minimum/Maximum/Average Amperage o Minimum/Maximum/Average Wattage o Minimum/Maximum Run-time o Average Run-time o Last Run-time o Cycle/Event Counter o Run Time Counter (Hour Meter) • Diagnostics Menu LED • Initialize System Menu LED • Run Limit Menu LED • Alarm Delay Menu LED • Power Delay Menu LED DUPLEX STATIONS MOD T260 DUPLEX: Each grinder pump station shall include a NEMA 4X, UL -listed alarm panel suitable for wall or pole mounting. The NEMA 4X enclosure shall be manufactured of thermoplastic to ensure corrosion resistance. The enclosure shall include a hinged, lockable cover with padlock, preventing access to electrical components, and creating a secured safety front to allow access only to authorized personnel. The standard enclosure shall not exceed 12.5" W x 16" H x 7.5" D. The panel shall contain one 15 -amp single pole circuit breaker for the alarm circuit and one 15 -amp double pole circuit breaker per core for the power circuit. The panel shall contain a push -to -run feature, an internal run indicator, and a complete alarm circuit. All circuit boards in the alarm panel are to be protected with a conformal coating on both sides and the AC power circuit shall include an auto resetting fuse. The visual alarm lamp shall be inside a red, oblong lens at least 3.75" L x 2.38" W x 1.5" H. Visual alarm shall be mounted to the top of the enclosure in such a manner as to maintain NEMA 4X rating. The audible alarm shall be externally mounted on the bottom of the enclosure, capable of 93 dB @ 2 feet. The audible alarm shall be capable of being deactivated by depressing a push -type switch that is encapsulated in a weatherproof silicone boot and mounted on the bottom of the enclosure (push -to - silence button). The high-level alarm system shall operate as follows: 1. The panel will go into alarm mode if either pump's alarm switch closes. During the initial alarm mode both pumps will run and the alarm light and buzzer will be delayed for a period of time based on user settings (default is 3-1/2 minutes). If the station is still in high-level alarm after the delay, the Tight and buzzer will be activated. 2. The audible alarm may be silenced by means of the externally mounted push -to -silence button. 12 / 1 3. The visual alarm remains illuminated until the sewage level in the wet well drops below the "off' `'y• ' setting of the alarm switch for both pumps. The entire alarm panel, as manufactured and including any of the following options shall be listed by Underwriters Laboratories, Inc. 0 (OPTIONAL) Generator Receptacle and Auto Transfer – The alarm panel shall include a 20 amp, 250 VAC generator receptacle with a spring-loaded, gasketed cover suitably mounted to provide access for connection of an extemal generator while maintaining a NEMA 4X rating. An automatic transfer switch shall be provided, which automatically switches from AC power to generator power. Power shall be provided to the alarm panel through the generator receptacle whenever power is present at the receptacle, allowing the audible and visual alarms to function normally in generator mode. When power is no longer applied to the generator receptacle, the panel is automatically switched back to the AC Mains power. (No manual switching within the panel enclosure is necessary to switch © from generator power back to AC Mains, so the mode cannot be inadvertently left in the generator ® position after pumping down the station in generator mode as is the case with a manual transfer switch). 0 (OPTIONAL) Service Equipment/Main Service Disconnect Breaker – A separate, internal breaker rated and approved for use as "service equipment" and acts as *a main service disconnect of the grinder pump station shall be provided. (OPTIONAL) Remote Sentry Indoor Alarm Module – A separate, remote indoor alarm module shall O be provided to indicate a high level alarm with or without AC power to the grinder pump station. The Remote Sentry indoor alarm module shall have an internal power source enabling its continued operation without AC power. The Remote Sentry shall have an audible alarm and a visual alarm, both O of which shall automatically reset if the high level alarm condition is eliminated. The Remote Sentry indoor alarm module shall include a Silence button for the audible alarm and a Test button. O (OPTIONAL) Run-time/Hour Meter – A run-time or hour meter to display the total run-time or Q operation time for the pump core shall be provided. O (OPTIONAL) Event/Cycle Counter – An event or cycle counter to display the number of operations of the pump core shall be provided. O (OPTIONAL) External Autodialer – • Four separate voice message alarm zones • Calls up to 8 telephones, cell phones or pagers 0 • Built-in line seizure • Remote Turn Off feature allows termination of activated channel a • EEPROM Memory retains program despite power loss 0 • Listen -in verification and communication • Universal dial tone • Built-in auxiliary output to drive external siren, strobe or relay ® • Five optional settings for notifications of a power loss occurrence — instantaneous, 15 minutes, 2 hours, 12 hours or 24 hours ® • One channel for power -loss sensing, three hardwired channels for additional input 0 • Dialer senses Toss of power and based on setting; will notify parties of loss condition only ® when specified time has elapsed • If power restores before set time has elapsed, no call will be made 0 • Package includes battery backup and transformer O DUPLEX PROTECT PLUS: ® Each grinder pump station shall include a NEMA 4X, UL -listed alarm panel suitable for wall or pole ® mounting. The NEMA 4X enclosure shall be manufactured of thermoplastic to ensure corrosion resistance. The enclosure shall include a hinged, lockable cover with padlock, preventing access to 13 O n i tsse t•/ 0 f1 electrical components, and creating a secured safety front to allow access only to authorized personnel. The standard enclosure shall not exceed 12.5" W x 16" H x 7.5" D. Q The panel shall contain one 15 -amp single pole circuit breaker for the alarm circuit and one 15 -amp double pole circuit breaker per core for the power circuit. The panel shall contain a push -to -run feature, a an internal run indicator, and a complete alarm circuit. All circuit boards in the alarm panel are to be protected with a conformal coating on both sides and the AC power circuit shall include an auto resetting fuse. Q Q The visual alarm lamp shall be inside a red, oblong Tens at least 3.75" L x 2.38" W x 1.5" H. Visual alarm shall be mounted to the top of the enclosure in such a manner as to maintain NEMA 4X rating. Q The audible alarm shall be externally mounted on the bottom of the enclosure, capable of 93 dB @ 2 feet. The audible alarm shall be capable of being deactivated by depressing a push -type switch that is encapsulated in a weatherproof silicone boot and mounted on the bottom of the enclosure (push -to - silence button). Q The high-level alarm system shall operate as follows: Q 1. The panel will go into alarm mode if either pump's alarm switch closes. During the initial alarm mode both pumps will run and the alarm light and buzzer will be delayed for a period of time ® based on user settings (default is 3-1/2 minutes). If the station is still in high-level alarm after the Q delay, the light and buzzer will be activated. 2. The audible alarm may be silenced by means of the externally mounted push -to -silence button. Q 3. The visual alarm remains illuminated until the sewage level in the wet well drops below the "off' Q setting of the alarm switch for both pumps. Q The entire alarm panel, as manufactured and including any of the following options shall be listed by Underwriters Laboratories, Inc. Q Contains the following features: Q • Alarm Activated Dry Contacts — Normally open relay contact closes upon alarm activation. Q 0 • Alarm Activated Contacts for Remote Indoor Alarm Module — Will work with or without power to the alarm panel and is designed to work with E/One's Remote Sentry. 0 Q • Includes Inner Door Dead Front Q • Separate LED's for each condition 0 Q Provides protection from the following operating conditions: Q • Low Voltage (Brownout) Protection — A lockout cycle will prevent the motor from operating Q and will illuminate the Trouble LED if: Q o the incoming AC Mains voltage drops below a predetermined minimum, typically 12% of nameplate (211 volts for a 240 volt system) for 2 to 3 seconds, regardless of whether the fQ motor is running O the lockout cycle will end if the incoming AC Mains voltage returns to a predetermined value, typically 10% of nameplate (216 volts for a 240 volt system). Q The system continues to retest the voltage every second indefinitely. If the lockout cycle has been initiated and the voltage comes back above the predetermined starting voltage, the Q system will function normally. The Trouble LED remains illuminated during a Brownout Q condition and a corresponding Brownout message will be displayed on the LCD screen. The LED will turn off when the Brownout condition ends and the LCD message remains latched until Q the panel is reset. The audible and visual alarm will not be activated unless there is a high ® wastewater level in the tank. ® • Run Dry Protection — A 20 -minute lockout cycle will prevent the motor from operating and will 0 14 0 D00000000000000000000©00®00©©0000 000000000f illuminate the Trouble LED when the wastewater level in the tank is below the pump inlet shroud. A corresponding Run Dry message will be displayed on the LCD screen. The condition is rechecked every 20 minutes and the LCD message remains latched. If the condition is satisfied, the pump is allowed to cycle normally and the Trouble LED will go out, but the LCD message remains latched. The LCD message will remain latched until the panel is reset. If the condition is not satisfied after 3 consecutive attempts, the visual alarm will be activated until the panel is reset or until there is one cycle of normal operation. If a high level condition is presented at any time, a pump run cycle will be activated. • High System Pressure Protection – A 20 -minute lockout cycle will prevent the motor from operating and will illuminate the Trouble LED when the pressure in the discharge line is atypically high (closed valve or abnormal line plug). A corresponding Overpressure message will be displayed on the LCD screen. The condition is rechecked every 20 minutes. If the condition is satisfied, the pump is allowed to cycle normally and the Trouble LED will turn off, but the LCD message remains latched. The LCD message will remain latched until the panel is reset. If the condition is not satisfied after 3 consecutive attempts, the pump is locked out indefinitely and the audible and visual alarm will be activated. The LCD message and alarms will remain latched until the condition is removed and the panel is reset. In all of the above cases, if more than one error condition is presented, the LCD message depicting the most recent error condition will be displayed. PROTECT PLUS FEATURES: • High/Low Voltage monitoring with Trouble indication • High/Low Wattage (wattage is used instead of current because it is a better indicator of pump performance) monitoring with Trouble indication • Extended Run Time monitoring with Trouble indication • Cycle/Event Counter • Run Time Counter (Hour Meter) • Run Time Limit — time adjustable, user -selected options: 10 minutes (default) to 120 minutes in 1 -minute intervals • Power -up Delay — time adjustable, user -selected options: None (default), to 300 minutes in 1 - minute intervals • Alarm Delay — time adjustable, user -selected options: zero to 10 minutes in 30 -second increments; 4 minutes is default • System self -test diagnostic • User -selectable Alarm latch • User -selectable Protect Mode disable • User -selectable buzzer timer Specific Duplex Protect PLUS indicators and programming features shall include: • Ready LED to indicate AC power to the station is satisfactory • Pump Run LED to indicate pump is operating (LCD indicates which pump is running) • Trouble LED indicator and predictive Visual Alarm notification ("blinking" alarm lamp; clears on Normal cycle) • High Level Alarm LED indicator (LCD indicates which pump is in alarm) • Manual Run switch to manually activate pumps • Lead/Lag indication (LCD indicates which pump is lead) • Menu -driven programmable controller with navigation overlay -type buttons (Enter, Scroll, Up, Down) • Normal Operation LED and Mode button for Mode status • Pump Performance menu LED with LCD display of the following pump performance statistics: o Real-time Voltage o Real-time Amperage o Real-time Wattage o Minimum/Maximum/Average Voltage o Minimum/Maximum/Average Amperage o Minimum/Maximum/Average Wattage 15 r -N r� o Minimum/Maximum Run-time o Average Run-time o Last Run-time o Cycle/Event Counter o Run Time Counter (Hour Meter) f • Diagnostics Menu LED • Initialize System Menu LED • Run Limit Menu LED • Alarm Delay Menu LED • Power Delay Menu LED f. • Pump alternating options (no alternation, adjustable time based and test) • Pump alternating time options — 24 hours to 72 hours in 12 -hour increments 3 (OPTIONAL) Generator Receptacle and Auto Transfer – The alarm panel shall include a 20 amp, 3 250 VAC generator receptacle with a spring-loaded, gasketed cover suitably mounted to provide 3 access for connection of an external generator while maintaining a NEMA 4X rating. An automatic transfer switch shall be provided, which automatically switches from AC power to generator power. Power shall be provided to the alarm panel through the generator receptacle whenever power is 3 present at the receptacle, allowing the audible and visual alarms to function normally in generator mode. When power is no longer applied to the generator receptacle, the panel is automatically switched back to the AC Mains power. (No manual switching within the panel enclosure is necessary to switch O from generator power back to AC Mains, so the mode cannot be inadvertently left in the generator position after pumping down the station in generator mode as is the case with a manual transfer switch). 3 3 (OPTIONAL) Service Equipment/Main Service Disconnect Breaker – A separate, internal breaker that is rated and approved for use as "service equipment" and acts as a main service disconnect of the 3 grinder pump station shall be provided. (OPTIONAL) Remote Sentry Indoor Alarm Module – A separate, remote indoor alarm module shall O be provided to indicate a high level alarm with or without AC power to the grinder pump station. The Remote Sentry indoor alarm module shall have an internal power source enabling its continued operation without AC power. The Remote Sentry shall have an audible alarm and a visual alarm, both O of which shall automatically reset if the high level alarm condition is eliminated. The Remote Sentry indoor alarm module shall include a Silence button for the audible alarm and a Test button. 0 (OPTIONAL) External Autodialer– • Four separate voice message alarm zones 3 • Calls up to 8 telephones, cell phones or pagers 0 • Built-in line seizure • Remote Turn Off feature allows termination of activated channel 3 • EEPROM Memory retains program despite power loss 0 • Listen -in verification and communication • Universal dial tone • Built-in auxiliary output to drive external siren, strobe or relay 0 • Five optional settings for notifications of a power loss occurrence — instantaneous, 15 minutes, 2 hours, 12 hours or 24 hours • One channel for power -loss sensing, three hardwired channels for additional input 3 • Dialer senses Toss of power and based on setting; will notify parties of loss condition only when specified time has elapsed • If power restores before set time has elapsed, no call will be made 3 • Package includes battery backup and transformer Q 2.14 SERVICEABILITY: The grinder pump core, including level sensor assembly, shall have two lifting 3 hooks complete with lift -out harness connected to its top housing to facilitate easy core removal when necessary. The level sensor assembly must be easily removed from the pump assembly for service or replacement. All mechanical and electrical connections must provide easy disconnect capability for core 16 0 �1 r\ " unit removal and installation. Each EQD half must include a water -tight cover to protect the internal electrical pins while the EQD is unplugged. A pump push -to -run feature will be provided for field trouble shooting. The push -to -run feature must operate the pump even if the level sensor assembly has been removed from the pump assembly. All motor control components shall be mounted on a readily replaceable bracket for ease of field service. 3 2.15 OSHA CONFINED SPACE: All maintenance tasks for the grinder pump station must be possible without entry into the grinder pump station (as per OSHA 1910.146, permit -required confined spaces). 0 "Entry means the action by which a person passes through an opening into a permit -required confined space. Entry includes ensuing work activities in that space and is considered to have occurred as soon as any part of the entrant's body breaks the plane of an opening into the space." 2.16 SAFETY: The grinder pump shall be free from electrical and fire hazards as required in a residential environment. As evidence of compliance with this requirement, the completely assembled and wired grinder pump station shall be listed by Underwriters Laboratories, Inc. to be safe and appropriate for the intended use. UL listing of components of the station, or third -party testing to UL standard are not acceptable. 3 The grinder pump shall meet accepted standards for plumbing equipment for use in or near residences, shall be free from noise, odor, or health hazards, and shall have been tested by an independent 0 laboratory to certify its capability to perform as specified in either individual or low pressure sewer system applications. As evidence of compliance with this requirement, the grinder pump shall bear the seal of NSF International. Third -party testing to NSF standard is not acceptable. 3.0 EXECUTION 0 3.01 FACTORY TEST: Each grinder pump shall be submerged and operated for 1.5 minutes (minimum). Included in this procedure will be the testing of all ancillary components such as, the anti -siphon valve, check valve, discharge assembly and each unit's dedicated level controls and motor controls. All factory tests shall incorporate each of the above listed items. Actual appurtenances and controls which will be installed in the field shall be particular to the tested pump only. A common set of appurtenances and controls for all pumps is not acceptable. Certified test results shall be available upon request showing the operation of each grinder pump at two different points on its curve. Additional validation tests include: integral level control performance, continuity to ground and acoustic tests of the rotating components. The ENGINEER reserves the right to inspect such testing procedures with representatives of the OWNER, at the GRINDER PUMP MANUFACTURER'S facility. 3.02 CERTIFIED SERVICE PROGRAM: The grinder pump MANUFACTURER shall provide a program implemented by the MANUFACTURER'S personnel as described in this specification to certify the service company as an authorized serviced center. As evidence of this, the MANUFACTURER shall provide, when requested, sufficient evidence that they have maintained their r� own service department for a minimum of 30 years and currently employ a minimum of five employees specifically in the service department. 0 As part of this program, the MANUFACTURER shall evaluate the service technicians as well as the service organization annually. The service company will be authorized by the MANUFACTURER to make independent warranty judgments. The areas covered by the program shall include, as a C.) minimum: 1. Pump Population Information — The service company will maintain a detailed database for the grinder pumps in the territory that tracks serial numbers by address. 2. Inventory Management — The service company must maintain an appropriate level of inventory (pumps, tanks, panels, service parts, etc.) including regular inventory review and proper inventory 17 0 f C labeling. Service technicians will also maintain appropriate parts inventory and spare core(s) on service vehicles. 3. Service Personnel Certification — Service technicians will maintain their level -specific certification annually. The certifications are given in field troubleshooting, repair, and training. 4. Service Documentation and Records — Start up sheets, service call records, and customer feedback will be recorded and available by the service company. 5. Shop Organization — The service company will keep its service shop organized and pumps will be tagged with site information at all times. The shop will have all required equipment, a test tank, and cleaning tools necessary to service pumps properly. 0 3.03 DELIVERY: All grinder pump units will be delivered to the job site 100 percent completely assembled, including testing, ready for installation. Field installation of the pump in tanks under 96 inches is not allowed. Field installation of the level sensor into the tank is not allowed. Grinder pump stations will be individually mounted on wooden pallets. 3.04 INSTALLATION: Earth excavation and backfill are specified under SITE WORK, but are also to be done as a part of the work under this section, including any necessary sheeting and bracing. The CONTRACTOR shall be responsible for handling ground water to provide a firm, dry subgrade for 3 the structure, and shall guard against flotation or other damage resulting from general water or flooding. 3 The grinder pump stations shall not be set into the excavation until the installation procedures and excavation have been approved by the ENGINEER. ti Remove packing material. User instructions MUST be given to the OWNER. Hardware supplied with the unit, if required, will be used at installation. The basin will be supplied with a standard 4" inlet grommet (4.50" OD) for connecting the incoming sewer line. Appropriate inlet piping must be used. The 3 basin may not be dropped, rolled or laid on its side for any reason. Installation shall be accomplished so that 1 inch to 4 inches of accessway, below the bottom of the lid, extends above the finished grade line. The finished grade shall slope away from the unit. The diameter of the excavated hole must be large enough to allow for the concrete anchor. A 6" inch (minimum) layer of naturally rounded aggregate, clean and free flowing, with particle size of r� not less than 1/8" or more than 3/4" shall be used as bedding material under each unit. A concrete anti -flotation collar, as detailed on the drawings, and sized according to the manufacturer's 3 instructions, shall be required and shall be pre -cast to the grinder pump or poured in place. Each grinder pump station with its pre -cast anti -flotation collar shall have a minimum of three lifting eyes for loading and unloading purposes. ® If the concrete is poured in place, the unit shall be leveled, and filled with water, to the bottom of the O inlet, to help prevent the unit from shifting while the concrete is being poured. The concrete must be manually vibrated to ensure there are no voids. If it is necessary to pour the concrete to a level higher than the inlet piping, an 8" sleeve is required over the inlet prior to the concrete being poured. The CONTRACTOR will provide and install a 4 -foot piece of 4 -inch SCH 40 PVC pipe with water tight cap, to stub -out the inlet for the property owners' installation contractor, as depicted on the contract ® drawings. E/One requires that an E/One Uni-Lateral assembly (E/One part number NB0184PXX or NC0193GXX) or E/One Redundant Check Valve (E/One part number PC0051GXX) be installed in the pipe lateral O outside the home between the pump discharge and the street main on all installations. 18 0 rh J0(D00U0000000000000000000000000©000000000000 The electrical enclosure shall be furnished, installed and wired to the grinder pump station by the CONTRACTOR. An alarm device is required on every installation, there shall be NO EXCEPTIONS. It will be the responsibility of the CONTRACTOR and the ENGINEER to coordinate with the individual property owner(s) to determine the optimum location for the Alarm Panel. The CONTRACTOR shall mount the alarm device in a conspicuous location, as per national and local codes. The alarm panel will be connected to the grinder pump station by a length of 6 -conductor type TC cable as shown on the contract drawings. The power and alarm circuits must be on separate power circuits. The grinder pump stations will be provided with 32 feet, 25 feet of useable, electrical supply cable to connect the station to the alarm panel. This cable shall be supplied with a FACTORY INSTALLED EQD half to connect to the mating EQD half on the core. 3.05 BACKFILL REQUIREMENTS: Proper backfill is essential to the long-term reliability of any underground structure. Several methods of backfill are available to produce favorable results with different native soil conditions. The most highly recommended method of backfilling is to surround the unit to grade using Class I or Class II backfill material as defined in ASTM 2321. Class 1A and Class 1B are recommended where frost heave is a concern, Class 1B is a better choice when the native soil is sand or if a high, fluctuating water table is expected. Class 1, angular crushed stone offers an added benefit in that it doesn't need to be compacted. Class II, naturally rounded stone, may require more compactive effort, or tamping, to achieve the proper density. If the native soil condition consists of clean compactible soil, with less than 12 percent fines, free of ice, rocks, roots and organic material, it may be an acceptable backfill. Soil must be compacted in lifts not to exceed one foot to reach a final Proctor Density of between 85 percent and 90 percent. Heavy, non -compactible clays and silts are not suitable backfill for this or any underground structure such as inlet or discharge lines. If you are unsure of the consistency of the native soil, it is recommended that a geotechnical evaluation of the material is obtained before specifying backfill. Another option is the use of a flowable fill (i.e., low slump concrete). This is particularly attractive when installing grinder pump stations in augured holes where tight clearances make it difficult to assure proper backfilling and compaction with dry materials. Flowable fills should not be dropped more than 4 feet from the discharge to the bottom of the hole to avoid separation of the constituent materials. Backfill of clean native earth, free of rocks, roots, and foreign objects shall be thoroughly compacted in lifts not exceeding 12" to a final Proctor Density of not less than 85 percent. Improper backfilling may result in damaged accessways. The grinder pump station shall be installed at a minimum depth from grade to the top of the 1 1/4" discharge line, to assure maximum frost protection. The finish grade line shall be 1" to 4" below the bottom of the lid, and final grade shall slope away from the grinder pump station. All restoration will be the responsibility of the CONTRACTOR. Per unit costs for this item shall be included in the CONTRACTOR'S bid price for the individual grinder pump stations. The properties shall be restored to their original condition in all respects, including, but not limited to, curb and sidewalk replacement, landscaping, loaming and seeding, and restoration of the traveled ways, as directed by the ENGINEER. 3.06 START-UP AND FIELD TESTING: The MANUFACTURER shall provide the services of qualified factory trained technician(s) who shall inspect the placement and wiring of each station, perform field tests as specified herein, and instruct the OWNER'S personnel in the operation and maintenance of the equipment before the stations are accepted by the OWNER. All equipment and materials necessary to perform testing shall be the responsibility of the INSTALLING CONTRACTOR. This includes, as a minimum, a portable generator and power cable (if temporary power is required), water in each basin (filled to a depth sufficient to verify the high level alarm is 19 D000000000000000000000000000000000000000000() operating), and opening of all valves in the system. These steps shall be completed prior to the qualified factory trained technician(s) arrival on site. The services of a trained factory -authorized technician shall be provided at a rate of 40 hours for every 100 grinder pump stations supplied. Upon completion of the installation, the authorized factory technician(s) will perform the following test on each station: 1. Make certain the discharge shut-off valve in the station is fully open. 2. Turn ON the alarm power circuit and verify the alarm is functioning properly. 3. Turn ON the pump power circuit. Initiate the pump operation to verify automatic "on/off' controls are operative. The pump should immediately tum ON. 4. Consult the Manufacturer's Service Manual for detailed start-up procedures. Upon completion of the start-up and testing, the MANUFACTURER shall submit to the ENGINEER the start-up authorization form describing the results of the tests performed for each grinder pump station. Final acceptance of the system will not occur until authorization forms have been received for each pump station installed and any installation deficiencies corrected. 4.0 OPERATION AND MAINTENANCE 4.01 SPARE CORE: The MANUFACTURER will supply one spare grinder pump core for every 50 grinder pump stations installed, complete with all operational controls, level sensors, check valve, anti -siphon valve, pump/motor unit, and grinder. 4.02 MANUALS: The MANUFACTURER shall supply four copies of Operation and Maintenance Manuals to the OWNER, and one copy of the same to the ENGINEER. END OF SECTION 20 WARRANTY PERFORMANCE CERTIFICATION O As a pre-bid certification requirement, each bidder shall provide a Warranty Performance Certification executed by the most senior executive officer, which certifies a minimum of a two (2) year warranty. They must further detail any exclusions from the warranty or additional cost items required to maintain the equipment in warrantable condition, including all associated labor and shipping fees, and certify that the manufacturer will bear all costs to correct original equipment deficiency for the effective period of the warranty. I, , by and through my duly authorized signature below as its most senior operating executive, certify that will provide a two (2) year warranty on grinder pump equipment manufactured and supplied by for the O project. I further certify that, other than 0 failure to install equipment in accordance with manufacturer's instructions, no exclusions and/or cost items to maintain said equipment in warrantable condition, including labor, travel and shipping fees, exist except as O detailed immediately below: 0 EXCLUSIONS: 1. O 2. O 3. O COST ITEMS TO MAINTAIN EQUIPMENT Required Avg. monthly cost ($) O IN WARRANTABLE CONDITION: Frequency (mos) times warranty period O 1. $ O 2. $ O 3. $ 4. $ O 5. $ Total Tabor/material cost to maintain equipment in warrantable condition for warranty period ($): 0 0 For any items not identified as exclusions or additional cost items above, OR for additional labor & material costs required to maintain equipment in warrantable condition that exceed the Avg. monthly cost ($) detailed above, will bear all costs to correct such original equipment deficiency for the effective period of the warranty including all applicable labor, travel and shipping fees. 0 Signature Date 0 0 Title 0 0 0 0 0 ("1 0 MANUFACTURER'S DISCLOSURE STATEMENT Note: To be completed if proposing an altemate O 1.0 GENERAL: 0 1.01 General Description Describe all non -conforming aspects to the specification: 0 3 0 3 0 O 1.04 Experience List 10 low pressure sewer system installations of the type of pump/station specified (progressive cavity type) that have been in operation for a period of no less than ten years with a minimum of 100 pumps pumping into a "common" low pressure sewer system. Provide Name and Location, Contact Name, Phone 3 0 0 0 f> Number, Number of Pumps, and Install Date for each. 0 1.05 Operating Conditions Describe all non -conforming aspects to the specification: 0 0 O 1.06 Warranty O Fully state the manufacturer's warranty: 3 0 0 0 O 2.0 PRODUCT: O 2.01 Pump Describe all non -conforming aspects to the specification: 3 3 2.02 Grinder O Describe all non -conforming aspects to the specification: 0 22 0 2.03 Motor Describe all non -conforming aspects to the specification: 0 3 0 2.05 Tank Describe all non -conforming aspects to the specification: 3 3 0 2.07 Electrical Quick Disconnect Describe all non -conforming aspects to the specification: 0 0 0 0 2.08 Check Valve 0 Describe all non -conforming aspects to the specification: 0 3 0 3 2.09 Anti -Siphon Valve Describe all non -conforming aspects to the specification: 0 0 2.11 Controls Describe all non -conforming aspects to the specification: 0 0 0 0 2.16 Safety Describe all non -conforming aspects to the specification: 0 0 0 0 0 0 0 0 0 n 3.0 EXECUTION: 3.01 Factory Test Describe all non -conforming aspects to the specification: 23 0 0 I attest that all questions are answered truthfully and all non -conforming aspects to the specifications have been described where requested. tThl Manufacturer: 3 By: Date: Name of Corporate Officer Signature 0 0 Title of Corporate Officer 3 Witness: Date: Name Signature 0 0 3 0 0 3 3 0 0 0 0 0 0 3 3 0 3 0 3 3 3 0 0 24 / �1 0000000000000000000000000000000©000000000000 LM000354 Rev M 9/18 Environment One Corporation 2773 Balltown Road Niskayuna, New York 12309 www.eone.com A PCC Company 25 MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 March 22, 2019 McHenry Development Group, LL PO Box 8290 Bonney Lake, Washington 98391 Attention: Pat McHenry REVIEWED FOR CODE COMPLIANCE .: APPROVED MAR 2 9 2019 City of Tukwila BUILDING DIVISION Subject: Geotechnical Design Recommendations Residential Development 147XX Macadam Rd S Tukwila, Washington 98168 P/N 7661600242 MGI Project P866 -T17 Dear Mr. McHenry: CORRECTION LTR# I FILE RECEIVED MAR 15 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 2 5 2019 PERMIT CENTER Migizi Group, Inc. (MGI) is pleased to submit this letter providing geotechnical design criterion for the construction of a Kelly -block or similar block wall to allow the driveway slope to be reduced to construct the proposed residence. MGI has been working in conjunction with the client (Pat McHenry) to develop a design which adequately addresses site conditions and is acceptable by applicable governing bodies within the City of Tukwila. MGI previously performed soils explorations, prepared the civil plans for the site, and made several site visits to support the construction activities. The project is nearing completion with the home and utilities in place as approved by the City. The site slopes steeply down to the home from Macadam Rd necessitating a retaining wall of less than 4 feet in height to allow for a reduced slope of 14 percent towards the home. This will allow the resident to access the home. If existing grades were maintained, it would be nearly impossible to enter the garage. It is our opinion that the wall as proposed and shown on the attached site plan is appropriate and will not endanger neighboring sites provided the wall is installed correctly according to the recommendations found in the attached Figure 2 and stated below. Wall Foundations: In our opinion, conventional spread footings will provide adequate support for the proposed wall if the subgrade is properly prepared. A 12 -inch crushed rock base, such as "Crushed Surfacing" per WSDOT Standard Specification 9-03.9(3) should be placed along the REVISIONNOI2P Pagel' K01 oo McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA Geotechnical Design Recommendations March 22, 2019 P866 -T17 keyway of the wall alignment. The rock base should extend a minimum of 12 inches in front and behind the block members. The bottom of the wall should be embedded a minimum of 18 inches below adjacent grades. Wall Drainage: Drainage should be provided behind subgrade and retaining walls by placing a zone of drain rock containing less than 3 percent fines (material passing No. 200 sieve) against the wall. This drainage zone should be at least 12 inches wide (measured horizontally) and extend from the base of the wall to within 1 foot of the finished grade behind the wall. Smooth- walled perforated PVC drainpipe having a minimum diameter of 4 inches should be embedded within the sand and gravel at the base of the wall along its entire length. This drainpipe should discharge into a tightline leading to an appropriate collection and disposal system. Backfill Soil: Ideally, all subgrade wall backfill would consist of clean, free -draining, granular material, such as "Gravel Backfill for Walls" per WSDOT Standard Specification 9-03.12(2). A non -woven geotextile should be placed between the drainage zone and the backfill soil to prevent drain clogging. Backfill Compaction: Because soil compactors place significant lateral pressures on subgrade walls, we recommend that only small, hand -operated compaction equipment be used within 2 feet of a backfilled wall. Also, all backfill should be compacted to a density as close as possible to 90 percent of the maximum dry density (based on ASTM:D-1557); a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post -construction settlements. Grading and Capping: To retard the infiltration of surface water into the backfill soils, we recommend that the backfill surface of exterior walls be adequately sloped to drain away from the wall. Ideally, the backfill surface directly behind the wall would be capped with asphalt, concrete, or 12 inches of low -permeability (silty) soils to minimize or preclude surface water infiltration. Maximum Wall Height: A review of site plans indicate that the ultra -block wall will need to be upwards of 3.9 feet to support the proposed grading. In our opinion, this is feasible utilizing Kelley -block members. Vertical Slope of Wall Face: The wall should be designed using a vertical inclination between 1:6 (H:V). Wall Construction: The proposed Kelley -block wall should be constructed utilizing a staged excavation. The excavation shall not start until blocks are available on site, and personnel are prepared to begin wall construction. No open cuts shall be left open at the end of the work day. These areas shall be buttressed with soil or other material until work can resume. Migizi Group, Inc. Page 2 of 3 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA Geotechnical Design Recommendations March 22, 2019 P866 -T17 Wall Settlements: We estimate that the settlement of the wall foundation, constructed as recommended, will be on the order of 1 inch or less. Most of this settlement is expected to occur as soon as the loads are applied. Differential settlement along the walls is expected to be 1 inch or less over a 50 -foot span. CONCLUSIONS AND RECOMMENDATIONS As highlighted in the onset of this letter, MGI has been working in conjunction with the client to develop a design which adequately addresses site conditions and is acceptable by applicable governing bodies within the City of Tukwila. Recommendations contained within this letter have been adequately incorporated into the proposed shoring plan, and the system should function as designed. In our opinion, all portions of the site and adjacent properties that are disturbed or impacted by the proposed development will be stable or stabilized during construction and will continue to be stable after construction, provided that our geotechnical design recommendations are properly incorporated. CLOSURE We appreciate the opportunity to be of continued service on this project. MGI should be retained to verify soil bearing capacity along the base of the wall alignment, observe construction of the ultra -block wall, and to monitor the site to ensure that excavations are sufficiently stabilized. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, IN Casey R. Lowe, P.E. Principal Engineer Attachment: Site Plans Wall Design Drainage Profile Migizi Group, Inc. Page 3 of 3 12" WIDE MIN. SILTY SOILS OR OTHER IMPERMEABLE MATERIAL. FIRM AND UNYIELDING SUBGRADE. TO BE VERIFIED BY GEOTECHNICAL ENGINEER. ALLOWABLE BEARING PRESSURE 1,500 PSF. SLOPE 2H:1V OR FLATTER. 12" WIDE 3/4" WASHED DRAIN ROCK. BLOCK WALL NTS 1 6" PERFORATED DRAIN PIPE SURROUNDED BY 3" MIN DRAIN ROCK. DIRECT TO APPROVED DISCHARGE POINT. 12" MIN. %" CRUSHED ROCK OR APPROVED EQUAL. NOTES: 1. REFER TO CIVIL GRADING PLAN FOR WALL ALIGNMENTS AND HEIGHTS. 2. ULTRA—BLOCK WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURER'S RECOMMENDATIONS. 3. ALL STRUCTURAL FILL SHALL AND SUBGRADE SHALL BE COMPACTED TO 95% DRY DENSITY PER ASTM 01557. HEAVY EQUIPMENT SHALL NOT OPERATE WITHIN 5' OF BACK OF WALL. ANY; COMPACTED ILL SHALL BE A MAXIMUM OF 8" LOOSE LIFTS. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 147xx Macadam Rd S Seattle, Washington SHEET TITLE: Wall Design Drainage Profile DESIGNER: JEB JOB NO. P866 -T17 DRAWN BY: CRL SCALE: NTS CHECKED BY: JEB FIGURE:2 DATE: Mar. 22, 2019 FILE: ubw.dwg tjr.K ) (e!,..)) r-rfV_, 6), 4•• K cY 3 01 A ;' tri L I cs:/0221<i5 ,4('33z1,1--20G- LI c) 955.31 9 36 9 0 0 c-1 IFIL 0 5cAt•-6 = __-D183*.-001111 I °F2 RCW 35.44.040: Assessmene per square foot. RCW 35.44.040 Page 1 of 1 Assessment rate per square foot. The rate of assessment per square foot in each subdivision of an improvement district shall be fixed on the basis that the special benefits conferred on a square foot of land in subdivisions first, second, third, fourth and fifth, respectively, are related to each other as are the numbers, forty-five, twenty-five, twenty, ten, and five, respectively, and shall be ascertained in the following manner: (1) The products of the number of square feet in subdivisions first, second, third, fourth, and fifth, respectively, and the numbers forty-five, twenty-five, twenty, ten, and five, respectively, shall be ascertained; (2) The aggregate sum thereof shall be divided into the total cost and expense of the improvement; (3) The resultant quotient multiplied by forty-five, twenty-five, twenty, ten, and five, respectively, shall be the respective rate of assessment per square foot for subdivisions first, second, third, fourth and fifth: PROVIDED, That in lieu of the above formula the rate of assessment per square foot in each subdivision of an improvement district may be fixed on the basis that the special benefits conferred on a square foot of land in subdivisions first, second, third, fourth and fifth, respectively, are related to each other as are the numbers 0.015000, 0.008333, 0.006666, 0.003333, and 0.001666, respectively; and the method of determining the assessment on each lot, tract, or parcel of land in the improvement district may be ascertained in the following manner: (1) The products of the number of square feet in subdivisions first, second, third, fourth and fifth, respectively, for each lot, tract or parcel of land in the improvement district and the numbers 0.015000, 0.008333, 0.006666, 0.003333 and 0.001666, respectively, shall be ascertained. The sum of all such products for each such lot, tract or parcel of land shall be the number of "assessable units of frontage" therein; (2) The rate for each assessable unit of frontage shall be determined by dividing that portion of the total cost of the improvement representing special benefits by the aggregate sum of all assessable units of frontage; (3) The assessment for each lot, tract or parcel of land in the improvement district shall be the product of the assessable units of frontage therefor, multiplied by the rate per assessable unit of frontage. [ 1965 c 7 § 35.44.040. Prior: 1957 c 144 § 18; prior: 1947 c 155 § 1, part; 1941 c 90 § 1, part; 1915 c 168 § 2, part; 1911 c 98 § 13, part; Rem. Supp. 1947 § 9365, part.] http://apps.leg.wa.gov/RCW/default.aspx?cite=35.44.040 5/2/2018 2 OF & a31N33 iW1/1133d = 71-1110r0 cn'iz _ n "m-4-IZrl z''(.11 ZA D °Vm, e 1 N v^Zgm, 73,0_,- 0Z - c1 r A .A = CI epg 0' Om A'-' 0 r,Tr Dv 0 n( �3 fl) 0Z mrmm 4I-XO1 t -t LS o I e NZzvmn ' ow0= o til 11 a K CV- �� C31 g �W<tn 'A_c DOZX mn O 3M d-4Am rZNm O 3 -1 y m r -Is'o .T'69 aD ZDAZ G[7 �fe E e E E C, 4 4 Co 0 oyro -r1=�� Z {Zo �. 1 0�E r`_ S��TE ,yTJ O A N£ A A f,i z g p21 E /( E E •-'r r"" to) 2 z DJ l �v,va .� -' -I �� 1 124. W 1 .. c Z M v,,c0,-, )I ,-, Mr201i'AAI yc ."� d m y( A \ 8 v '- 2ZZb fZ7 E W m m A i pi £ a� tl O O my r ZWr-C ZCI 1 Z DmAO till W2.0n D 1 _ -p �0 (3 . a1�O �D� lie -T'o 18g.: ❑tea �W z Z o e x n ,c c n /.n,... pox& rlo„ . a ' C !7^-d 5,--123,-, n D``Csl G> DIM - C/1 Oc `nVJr 20Z�1 1C: so O n t4.0-,1 ♦D C1� > \- ��—�--9C1 Ica E/ �- 3 n'1 -P N --I Cil K --1- -� I3° _ T" N 01 O-1. /�' U1 W 0 U1 (Q / — m two N ID N. '� 5/ SIJ cQ N Oo5.._--1 C O W W < O c co w o 3> CD c MI Co 2 zizi FP -7 c 03 � e ocmi v o a m! z - 15 0 2 2 v 0 p?1 uDpv»W M. 0 0 m 00 0 0 Po 8 8 o 0 m w m o 0 0 000al. 00.0e. n0 a b N H1S�p5 01011 ciago lFl41 •Ys 9 oa, Krol 11Z 1-0r _.. D r r mo mD 0 0 O ?i O r Om 0 A0 -U v Z `n c —1 OD Dr Km N c-1< 0 .ZI 4- D m ?1_7'O WZ mmAOO rr0 c-4 vv<zm a o . CrLnicIZI moo p � 1v 0Z C) 0724 > I CD 0m� 224> oam mom 0Z> W opo Do 00Z 2-M 2- 02> -� A Wim° m D COVER DISTURBED SOILS WITH STRAW AS NEEDED FOR EROSION CONTROL. z FINISH GRADE 24" MIN. SEE WS -02 ® PAINTED HIGH TENSILE D.1. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. © CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. 13-2969 OR EQUAL AS NEEDED. © COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H-15451 OR EQUAL. DOCOPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. © TRACING TAPE FOR POLYETHYLENE PIPE. RECEIVED CITY OF TUKWILA APR 2 0 2018 NOTES: PERMIT CENTER 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. NOT TO SCALE • City of Tukwila SERVICE DOMESTIC SHEET: WS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON I PROPERTY LINE PROPERTY LINE 150' MAX. 30" PLUGGED CLEAN OUT (TOTAL 90° REQUIRES CLEAN OUT) LONG SWEEP BEND PLUGGED CLEAN OUT (WYE) 0 0 ADDRESS 4" MIN. SEWER PIPE EXISTING Ti� SOIL PIPE ADAPTER WATER LINE PROPERTY LINE INSPECTION TEE AT CITY RNV LINE CLEAN OUT 6" PLUG 6"x6"x4"WYE 6" SEWER PIPE =1-1Th NOTES: 40,0 STREET SEWER MAIN SADDLE AT EXISTING MAIN t N CITY RNV LINE RECEIVED CITY 0►= TUKWILA (22D18 PERMIT CENTER 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. 4. STANDARDS FOR SEWER MAIN APPLY TO CONNECTIONS LONGER THAN 150' FROM THE MAIN. SEE CHAPTER 8. NOT TO SCALE • City of Tukwila SANITARY SIDE SEWER RESIDENTIAL SHEET: SS -02 REVISION #1: 08.03 LAST REVISION: 12.04 APPROVAL: B. SHELTON • 1/2" LABELED C.O. -1/8" RAISE -1/2" WIDE BORDER PLAN VIEW 10" 8-3/4" 1-1/4"il � \ pE L/8" 2 7/8" 4" / I!NEMIl l 7-33 14" 8" 15" ELEVATION CAST IRON RING AND COVER 2' FINISH GRADE FIBRE JOINT PACKING 1 1 -111 -111 -111 - NOT 11 -111 -111 - PLUG 43/4" NOT TO SCALE • City of Tukwila SANITARY SIDE SEWER CLEAN-OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON I i PROPERTY LINE w z J w 0 a 150' MAX. 3300" t 'PLUGGED CLEAN OUT (TOTAL 90" REQUIRES CLEAN OUT) LONG SWEEP BEND PLUGGED CLEAN OUT (WYE) 4" MIN. SEWER PIPE EXISTING SEPTI,C) ADDRESS SOIL PIPE ADAPTER w z ww f - S PROPERTY UNE CITY RAN INSPECTION TEE AT CITY R/W LINE CLEAN OUT 6" PLUG I I 6" x 6" x 4" WYE 6" SEWER PIPE b �l NOTES: SADDLE AT EXISTING MAIN STREET SEWER MAIN REVIE CODE C APP LINE N D FOR PLIANCE VED JUN 2018 City of OUILDiN kwila IVISION 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS. SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. 4. STANDARDS FOR SEWER MAIN APPLY TO CONNECTIONS LONGER THAN 150' FROM THE MAIN. SEE CHAPTER 8. NOT TO SCALE City of Tukwila SANITARY SIDE SEWER RESIDENTIAL SHEET: SS -02 REVISION #1: 08.03 LAST REVISION: 12.04 APPROVAL: B. SHELTON s. - f **CONSTRUCTION OF SIDE SEWER/SEWER MAIN TAP SHALL UTILIZE PIPE & FITTING DETAIL SHOWN TO MEET CITY OF TUKWILA STANDARD** CB SEWER SADDLE SEWER SADDLE SUBMITTAL INFORMATION * Patent #4494780 MATERIALS CASTING The saddle body is cast from ductile (nodular) iron, meeting or exceeding ASTM A 536, Grade 65-45-12. GASKET Gasket is made from virgin Styrene Butadiene Rubber (SBR) compounded for water and sewer service in ac- cordance with ASTM D 2000 MBA 710. PIPE STOP A pipe stop is molded into the inside wall of the gasket. This pipe stop can hold up to 1000 lbs of force along the branch. STRAP Type 304 (18-8) Stainless Steel, 3 1/2 inches wide to PRESSURE spread out clamping forces on the pipe. M.I.G. and T.I.G welds. Passivated for corrosion resistance. BOLTS AND NUTS Type 304 (18-8) Stainless Steel, passivated for resistance to corrosion. 1/2" National Coarse roll thread. Nuts coated to prevent galling. COATINGS Shop coat applied to cast parts for corrosion protection in transit. Fusion bonded epoxy, liquid epoxy and other coatings available on request. WASHERS Acetyl and stainless steel washers are used to reduce friction. Designed for sewer service, the Style CB saddle will hold a 7 psi air test when properly installed on a pipe within the correct outside diameter range. DEFLECTION TWhen the CB saddle is installed properly the branch can accommodate u Document # 20-8-0011 See catalog. o 3 degrees of deflection. REVIEWED FOR C . E COMPLIAN PROVE JU ity of Tukwi UILDING DIVISI This information is based on the best data available at the date printed above. Please check with Romac for any updates or changes. ROMAC V INDUSTRIES, INC. www.romac.com 21919 20th Avenue SE • Suite 100 • Bothell, WA 98021 Phone (425) 951-6200 • 1-800-426-9341 • Fax (425) 951-6201 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION NOTE: HVAC WORK PLATFORM 32-00-00 7-06-00 21-00-00 Y 4 -_ 512 (0 z 0 8 8 4.4 3-06-00 •O♦ 32-00-00 = OVERFRAMING DONE BY OTHERS. VERIFY ALL BEFORE PRODUCTION DIMENSIONS: OVERHANG: ROOF PITCH: 5 /12 4 /12 ROOFING MATERIALS: HVAC LOCATION: ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF -II -SS) 4 TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS MCHENRY DEVEL. GROUP LLC BURK RES �.� 2022 tthe USSco.M1KE LARIMORL ,a PSS I 037/181 5 68 03096 N.T.S.I CORRECTION RECEIVED CITY CITY OF TUKWILA APR 20 2018 !....FIT"PERMR CENTER Di 8- o otiti I russ Type Monopitch Girder Job SB8030 96 russ H01 Truss Co, Sumner, WA, Mike Larimore -1-0-a7-5-0 1-0-0 Qty • y McHenry Development / Burk Residence 2 Job Reference (optional) 5-1-5 4x10 = 17-5-0 5-1-5 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:06 2018 Page 1 I D:NI UTTCnLDxkP6yAFCrkCESzbd07-_QRbn_?JPxyJBIOIIIF?IOUHGLvEvCGdCtbw6zTLwt 8-10-15 13-0-0 14-6-0 I 3-9-9 4-1-1 1-6-0 4.00 12 6x6 1' 4 5x6 1.5x4 II 6 Scale = 1:28.8 5 J / ddi \`W2 a NI B1 11 11 7 _il ill 1 13 MUS26 12 MUS26 5-1-5 5-1-5 Plate Offsets (X,Y)-- [2:0-1-14,0-0-2], [4:0-2-12,Edge], [8:0-4-8,0-2-12] 9 14 15 8 3x10 II MUS26 MUS26 6x6 II 8-10-15 3-9-9 ,r, 16 MUS26 13-0-0 17 MUS26 7 5x6- 17-5-0 4-1-1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud CSI. TC 0.64 BC 0.86 WB 0.77 Matrix -MP DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.13 9-11 >999 360 MT20 185/148 Vert(CT) -0.21 9-11 >730 240 Horz(CT) 0.04 7 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=3586/0-5-8 (min. 0-2-15), 7=4299/0-5-8 (min. 0-3-10) Max Horz 2=149(LC 7) Max Uplift2=-330(LC 6), 7=-411(LC 10) Max Grav2=3599(LC 17), 7=4431(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8353/705, 3-4=-4378/366, 5-7=-344/71 BOT CHORD 2-12=-711/7917, 12-13=-711/7917, 9-13=-711/7917, 9-14=-711/7917, 14-15=-711/7917, 8-15=-711/7917, 8-16=-350/4118, 16-17=-350/4118, 7-17=-350/4118 WEBS 3-9=-188/2595, 3-8=-4150/394, 4-8=-322/4117, 4-7=-5121/470 Weight: 131 Ib FT = 20% Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 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 0-8-0 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 Ib uplift at joint 2 and 411 Ib uplift at joint 7. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Use USP MUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 12-0-12 to connect truss(es) T02 (1 ply 2x4 HF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 Job rwss SB803Q96 H01 Truss Co, Sumner, WA, Mike Larimore Truss Type Monopitch Girder Qty Ply McHenry Development / Burk Residence 1 , 2 Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:06 2018 Page 2 I D:NIUTTCnLDxkP6yAFCrkCESzbd07-_QRbn_?J PxyJBIOu E2 Wo?IO U HGLvEvCGdCtbw6zTLwt LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-6=-66, 2-7=-14 Concentrated Loads (Ib) Vert: 12= -1113(B)13= -1113(B)14= -1113(B)15= -1113(B)16= -1113(B)17= -1115(B) Job SB803Q96 bMSS Truss Type MX01 Monopitch Supported Gable Qty Truss Co, Sumner, WA, Mike Larimore -1-0-017-,5-0 1-0-0 • i 1 r McHenry Development / Burk Residence 1 1 Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:07 2018 Paye 1 ID:47EPeXfBGgc0kICV58e_pmzbfPw-Sd?z_K0xAF4AoSz4om21XyZmNftmzYdPssd9SYzTLws 13-0-0 14-6-0 13-0-0 1-6-0 4.00 12 • 1 T 1 T5 WiI o.•or000.. o. 00000. 000;oo.•o.•. o. o. o..•..❖.•.... oo.❖.. oo.•......•..•..❖.❖..•..❖..❖0000. o,. o..•..•..•..❖.❖.❖a ... ............................................... ................... ............... 3dW-5-0 14 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPl2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud CSI. TC 0.24 BC 0.12 WB 0.06 Matrix -P 13 12 11 10 3x6 = 9,=1:25.7 DEFL. in (loc) I/defl Ud Vert(LL) 0.01 9 n/r 120 Vert(CT) -0.00 9 n/r 90 Horz(CT) -0.00 10 n/a n/a REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 2=150(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 10, 2, 13, 14, 12, 11 Max Gray All reactions 250 Ib or less at joint(s) 2, 13, 12, 11 except 10=318(LC 17), 14=356(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 8-10=-334/84 WEBS 3-14=-290/95 PLATES GRIP MT20 185/148 Weight: 54 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2, 13, 14, 12, 11. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ,Job , buss SB803896 MX02 (Truss Type Monopitch Truss Co, Sumner, WA, Mike Larimore 10 1.0.0 7-5-0 1-0-0 i 4x4 = 17-5-0 6-9-2 6-9-2 771Y McHenry Development / Burk Residence Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:08 2018 Page 1 ID:47EPeXfBGgc0kICV58epmzbfPw-xpZLCg1ZxZC1QbYH132 4A6sN37jippZSWMi_zTLwr 13-0-0 14-6-0 6-2-14 1-6-0 4.00 12 11 4x4 % 3 j W1 1.5x4 4 5 Scale = 1:27.5 W3 7 1.5x4 II 6-9-2 6-9-2 Plate Offsets (X,Y)-- [2:0-3-2,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 3x4 17-5-0 13-0-0 6-2-14 CSI. TC 0.54 BC 0.46 WB 0.83 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl -0.08 7-10 >999 -0.14 7-10 >999 0.02 6 n/a REACTIONS. (Ib/size) 2=576/0-5-8 (min. 0-1-8), 6=627/0-5-8 (min. 0-1-8) Max Horz 2=150(LC 7) Max Uplift2=-75(LC 6), 6=-101(LC 10) Max Grav2=590(LC 17), 6=762(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-985/75, 4-6=-395/77 BOT CHORD 2-7=-104/902, 6-7=-104/902 WEBS 3-7=0/259, 3-6=-963/142 BRACING - TOP CHORD BOT CHORD Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 49 Ib FT = 20% Structural wood sheathing directly applied or 5-1-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer j Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 6=101. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job S13803096 Truss MX03 russ Type Monopitch Supported Gable Truss Co, Sumner, WA, Mike Larimore 8-1-2 W1� 13Ty TMcHenry Development / Burk Residence 1 1 Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Appr 6 16:44:09 2018 Page 1 I D:47EPeXfBGgcOkI CV58e_pmzbfPw-P?7kP02BisKu217TvB4VcNe6HTZnRSBIJA6F W RzTLwq 7-8-0 9-2-0 7-8-0 1-6-0 ST1 1:1 B1 ••.•e••• •• .e•••••••.••••••••.•.•.•• •••••••••%•••••••••••••••••••• ••••••••••••••••••.•.•.••••••.• • •••• .Vete.• 3x4 = 3x8 I 8-1-2 8 1.5x4 II 7 1.5x4 II 6 1.5x4 11 Plate Offsets (X,Y)-- [1:Edge,0-1-6], [1:0-3-4,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud WEDGE Left: 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.21 BC 0.09 WB 0.06 Matrix -P 5 Scale = 1:17.5 DEFL. in (loc) I/defl Ud Vert(LL) 0.00 5 n/r 120 Vert(CT) -0.00 5 n/r 90 Horz(CT) -0.00 6 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 7-8-0. (Ib) - Max Horz 1=74(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 6, 8, 7, 1 Max Gray All reactions 250 Ib or less at joint(s) 7, 1 except 6=285(LC 17), 8=329(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-6=-274/61 WEBS 2-8=-274/85 PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof Live load of 20.0 psf or 1.00 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8, 7, 1. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job S88030,96 'Truss MX04 Truss Co, Sumner, WA, Mike Larimore 8-1-2 -Truss Type Monopitch 4x5 = 8-1-2 3x8 II Oty 2 Ply 6-8-0 McHenry Development / Burk Residence Job Reference(optional 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:09 2018 Page 1 I D:47 EPeXfBGgc0kICV58e_pmzbfPw-P?7kP02BisKu217TvB4ViVn1 TSVRS2iJA6FW RzTLwq 6-8-0 3.00 12 7 Ti 81 6-8-0 6-8-0 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 [1:0-0-4,0-1-14],[1:0-3-4,Edge] LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Left: 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20151TP12014 CSI. TC 0.61 BC 0.55 WB 0.00 Matrix -MP DEFL. in (loc) Vert(LL) -0.13 3-6 Vert(CT) -0.22 3-6 Horz(CT) 0.03 1 3 1.5x4 8-1-2 Scale =1:14.1 1/dell L/d >592 360 >361 240 n/a n/a REACTIONS. (lb/size) 3=261/Mechanical, 1=261/Mechanical Max Horz 3=53(LC 9) Max Uplift3=-35(LC 10), 1=-28(LC 6) Max Grav3=284(LC 16), 1=267(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 1. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard 'ob russ Truss type City Ply McHenry Development / Burk Residence SB803096 MX05 Monopitch Supported Gable 1 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Lanmore 17-5-0 r 13-9-8 13-9-8 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:10 2018 Page 1 I D:NI UTTCnLDxkP6yAFCrkCESzbd07-tCg6dM3pTASlfvifTubk9bBHhtwdAuosYgrp3tzTLwp 15-3-8 1-6-0 kale = 1:26.8 8 / J' 4.00 12 17 i 5T5 •O••95•i•O••O•••OOOO•O%%•0••••••••445iiiiiiVMSiiiiiiiiii!55•;iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii;55•;iiiiii 3x147-0 16 15 14 13 12 11 10 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 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 IRC2015/TPI2014 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.23 Vert(LL) 0.00 9 n/r 120 MT20 185/148 BC 0.05 Vert(CT) -0.00 9 n/r 90 WB 0.06 Horz(CT) -0.00 10 n/a n/a Matrix -P REACTIONS. All bearings 13-9-8. (Ib) - Max Horz 1=154(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 10, 14, 15, 16, 13, 12, 11 Max Gray All reactions 250 Ib or less at joint(s) 1, 14, 15, 16, 13, 12, 11 except 10=317(LC 17) Weight: 57 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. MTTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 8-10=-316/81 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 14, 15, 16, 13, 12 , 11. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 'ob SB803096 buss T01 Truss Co, Sumner, WA, Mike Larimore 1-6-b7-5-0 7-5-6 16i Type GABLE 1-6-0 7-5-6 14-3-0 6-9-10 Qty Ply McHenry Development / Burk Residence 1 1 Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:12 2018 Page 1 I D:47EPeXfBGgcOkICV58e�1mzbfPw-paos1144?niSvDs2aJdCEOGUog Wgei P9?8Kv7lzTLwn 21-0-10 28-3-0 6-9-10 7-2-6 3x4 = 5x6 = 4 Scale: 1/4".1' T1 rau B 0`g '1•'%.••• . • ••••..••••••Wee•• 4 .•••... ••.••We ••• ••O•••.•••••• .•• •• •••••••••••...•••••.. ••• L •• 7••••••••••••• ..•••••..•••••••••.... ••••..••• ••••. •A•••.•• ••• 3x6 17-5-0 20 19 18 17 16 3x4 1541 14 13 12 3x6 = 7-8-12 9-8-10 18-9-6 7-8-12 1-11-14 9-0-13 11 10 3x4 = 9 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-2-0,0-0-4], [6:0-1-14,0-2-0], [13:0-2-4,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W1: 2x4 HF Stud OTHERS 2x4 HF Stud CSI. TC 0.77 BC 0.45 WB 0.41 Matrix -SH 8 28-3-0 7 4x5 = 9-5-10 DEFL. in (loc) Vert(LL) -0.00 1 Vert(CT) 0.01 1 Horz(CT) 0.01 6 BRACING - TOP CHORD BOT CHORD I/deft n/r n/r n/a Ud 120 90 n/a PLATES GRIP MT20 185/148 Weight: 140 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-3-0. (Ib) - Max Horz 2=85(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 19, 20, 8, 7 except 11=-147(LC 11), 16=-161(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 6, 14, 15, 17, 18, 19, 20, 12, 10, 9, 8, 7 except 2=321(LC 17), 11=772(LC 18), 16=761(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-269/56, 4-39=-5/281, 4-40=0/284, 5-6=-274/54 WEBS 4-11=-375/37, 5-11=-557/170, 4-16=-370/53, 3-16=-548/172 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) " This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 19, 20, 8, 7 except (jt=lb) 11=147, 16=161. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 'Job SB803096 Truss jTuuss Type T01 GE Common Supported Gable Truss Co, Sumner, WA, Mike Larimore Qty Ply McHenry Development / Burk Residence Job Reference (optional) 17-5-0 -1-6-0 4-0-0 1-6-0 4.00 r12 2x4 = 17-5-0 4-0-0 4x4 3 ST1 6 1.5x4 '! 8-0-0 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:12 2018 Page 1 ID:47EPeXfBGgcOkICV58e_1mzbfPw-paos1144?niSvDs2aJdCEOGd7gb_eo59?8Kv71zTLwn 8-0-0 9-6-0 4-0-0 1-6-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud CSI. TC 0.24 BC 0.12 WB 0.04 Matrix -P 8-0-0 Scale = 1:19.8 ,un -o 2x4 = DEFL. in (Ioc) I/defl Lid Vert(LL) -0.00 5 n/r 120 Vert(CT) 0.00 5 n/r 90 Horz(CT) 0.00 4 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=274/8-0-0 (min. 0-1-8), 4=274/8-0-0 (min. 0-1-8), 6=290/8-0-0 (min. 0-1-8) Max Horz 2=22(LC 6) Max Uplift2=-75(LC 6), 4=-79(LC 7) Max Grav2=278(LC 17), 4=278(LC 18), 6=290(LC 1) PLATES GRIP MT20 185/148 Weight: 24 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 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; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard rJob SB803096 I Russ T02 Truss Co, Sumner, WA, Mike Lalrimore 1-6-67-5-0 7-5-6 1-6-0 -F- 7-5-6 —Tru�ype Common Qty 6 14-3-0 6-9-10 Pfy McHenry Development / Burk Residence Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:14 2018 Pae 1 ID:47EPeXfBGgc0klCV58e pmzbfPw-IzwcSj6KXPyA8W?RikggJRMphU6o6fDRTRpOC�z bwl 21-0-10 28-3-0 6-9-10 7-2-6 5x6 4 Scale = 1:46.9 17-5-0 H 3x6 4x4 = 9-8-10 _ 18-9-6 9-8-10 9-0-13 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [6:0-0-15,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2: 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except` W1: 2x4 HF Stud 3x6 = 4x4 3x6 ttztt 17-5-0 28-3-0 9-5-10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.87 BC 0.74 WB 0.20 Matrix -MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) l/defl -0.33 7-9 >999 -0.45 7-9 >752 0.08 6 n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 6=1127/Mechanical, 2=1232/0-5-8 (min. 0-2-0) Max Horz2=87(LC 10) Max Uplift6=-86(LC 11), 2=-109(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2284/183, 3-16=-2005/144, 4-16=-1907/167, 4-17=-1875/167, 5-17=-1971/144, 5-6=-2262/183 BOT CHORD 2-9=-186/2060, 9-18=-45/1347, 8-18=-45/1347, 7-8=-45/1347, 6-7=-116/2018 WEBS 4-7=-71/714, 5-7=-554/164, 4-9=-70/740, 3-9=-555/164 Ltd 360 240 n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=Ib) 2=109. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard fob SB803096 Truss TO2M 'fuss Type Common Truss Co, Sumner, WA, Mike Larimore 7-5-0 6-11-0 7y-5- 9-8-10 12-5-3 1-6-0 6-1 1-0 0-6- 2-3-3 2-8-9 <a 0 1.5x4 3 5.00 12 4x4 11 1.5x4 3x10 6 Qty 3 Pty ' McHenry Development / Burk Residence 1' ;Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:15 2018 Pae 1 ID:47EPeXfBGgcOkICV58e_pmzbfPw-D9U?g36y1i41mgadGRBvseuzxuUdrxabi5Za�C1z wk 14-3-0 14-11-0 21-0-10 28-3-0 1-9-13 0-8-t 6-1-10 7-2-6 5x6 = 7 1.5x4 Scale: 1/4".1' 4x5 = 17-5-0 15 14 3x10 = 4x4 = 6-11-0 + 9-8-10 1 6-11-0 2-9-10 Plate Offsets (X,Y)-- [9:0-0-15,0-1-8],[12:0-3-8,0-1-8],121:0-4-4,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W11,W4: 2x4 HF No.2 13 12 4x4 = 12-5-3 14-11-0 2-8-9 2-5-13 3x8= 4x10 = 11 10 3x6 = 3x4 I E 18-9-6 28-3-0 3x6 17-5-0 3-10-6 9-5-10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.90 BC 0.63 WB 0.96 Matrix -MSH DEFL. in (loc) I/dell Vert(LL) -0.21 15 >999 Vert(CT) -0.3710-25 >918 Horz(CT) 0.07 9 n/a BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. (Ib/size) 9=1127/Mechanical, 2=1232/0-5-8 (min. 0-2-0) Max Horz 2=87(LC 10) Max Uplift9=-86(LC 11), 2=-109(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2534/201, 3-4=-2210/157, 4-29=-2031/182, 5-29=-1961/184, 5-6=-1309/152, 6-7=-1243/163, 7-30=-1868/169, 8-30=-1965/146, 8-9=-2255/184 BOT CHORD 2-15=-231/2320, 14-15=-11/1460, 13-14=0/764, 12-13=-483/244, 11-12=-22/1320, 10-11=-22/1320, 9-10=-117/2012 WEBS 7-20=-42/1021, 19-20=-434/256, 10-19=-80/676, 8-10=-543/161, 14-17=-271/64, 17-18=-396/69, 17-22=-123/422, 21-22=-285/1346, 19-21=-345/2194, 20-21=-108/974, 5-16=-695/76, 16-20=-785/132, 12-21=-78/593, 12-19=-1693/249, 15-17=-203/864, 3-15=-349/77, 13-22=-317/58, 13-21=-67/937, 14-22=-173/985 Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 137 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Brace at Jt(s): 17, 21, 22 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 2=109. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 'Job SB803096 Truss T03 Truss type Common Truss Co, Sumner, WA, Mike Larimore 1-6-5-0 7-5-6 1-6-0 7-5-6 14-3-0 Ltty 3 Ply McHenry Development / Burk Residence Job Reference (optional) 6-9-10 4x6 = 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri A r 6 16:44:16 2018 Page 1 ID:47EPeXfBGgc0klCV58e_pmzbfPw-iL2NtP7a30CuNg9pp9i8Osf tMci 1aaxkw117GXzTLw' 20-5-12 27-0-0 30-0-0 6-2-12 6-6-4 3-0-0 I Scale = 1:49.3 4x4 = 17-5-0 9-4-1 4x4 9-4-1 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [7:0-6-0,0-0-91 3x6 = 18-0-4 3x4 = 8-8-4 7x10 MT18HS 17-5-0 27-0-0 8-11-12 LOADING (psf) TCLL 25.0 j (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W2: 2x4 HF No.2 SLIDER Right 2x8 DF SS 2-6-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.78 BC 0.73 WB 0.18 Matrix -MSH DEFL. in (loc) Vert(LL) -0.31 9-11 Vert(CT) -0.44 9-11 Horz(CT) 0.11 7 1/deft >999 >733 n/a Ud 360 240 n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=1171/0-5-8 (min. 0-1-15), 7=1286/0-5-8 (min. 0-2-2) Max Horz 2=81(LC 10) Max Uplift2=-108(LC 10), 7=-122(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2135/177, 3-19=-1899/152, 4-19=-1802/175, 4-20=-1486/124, 5-20=-1543/103, 5-6=-1733/134, 6-7=-247/390 BOT CHORD 2-11=-175/1923, 11-21=-34/1200, 21-22=-34/1200, 10-22=-34/1200, 9-10=-34/1200, 7-9=-40/1518 WEBS 3-11=-559/162, 4-11=-85/804, 4-9=-35/403, 5-9=-329/129 PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 110 Ib FT = 20% Structural wood sheathing directly applied or 2-9-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=108, 7=122. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard rJab SB6030.96 Truss T04 Truss Co, Sumner, WA, Mike Larimore -1-617-5.° 1-6-0 I 4i1 0 7-5-6 Ti0 Type JGABLE 14-3-0 .Qty 1PIy 1 1 Job Reference (optional) McHenry Development / Burk Residence 7-5-6 5.00 12 32 6-9-10 I/ 3x4 = 5x6 = 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:17 2018 Page 1 ID:NIUTTCnLDxkP6yAFCrkCESzbd07-AYd518CgKLI?_k?NsDNx3zLshBCJzZu9P2gozzTLwi 21-0-10 28-4-8 6-9-10 7-3-14 \ST10 1 6 j 4 a 2x4 II [i T6 ______.------\\ 4 WS 2x4 W4, \ / S 5 2x4 , � T2 W1 W 2x4 2x4 li W2 �hI/ 3x10 2x4 [� . i B2 g V•. � •jtip ,.•••.• •p&•y•••••.• .....*•••••• ,*••• D•..*•..,,•J•••.•..• ... 0•.......•••• ••••....•••••.....�.v• 33 5 Scale = 1:50.9 3x6 17-5-0 ST1 13 12 11 102x4 1 2x4 9 3x4 2x4 I 7-8-12 9-8-10 18-9-6 7-8-12 1-11-14 9-0-13 8 3x6 = 7 3x4 = Plate Offsets(X,Y)--J2:0-3-0,0-1-8],L0-2-0,0-0-4],114:0-1-11,0-1-0], [15:0-2-0,0-1-8], [16:0-1-11,0-1-0] 2 3x4 28-4-8 9-7-2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x6 DF SS *Except* W4: 2x4 HF No.2, W2: 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 IRC2015/TP12014 CSI. TC 0.81 BC 0.56 WB 0.41 Matrix -SH DEFL. in Vert(LL) -0.00 Vert(CT) 0.01 Horz(CT) 0.01 BRACING - TOP CHORD BOT CHORD (loc) 1 1 6 I/defl n/r n/r n/a Ud 120 90 n/a PLATES GRIP MT20 185/148 Weight: 140 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-4-8. (Ib) - Max Horz2=85(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, 10, 12, 13 except 9=-111(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 11, 12, 13 except 6=311(LC 18), 2=321(LC 17), 7=935(LC 18), 9=832(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-268/56, 4-32=-5/284, 4-33=0/293, 5-6=-257/54 WEBS 4-7=-380/37, 5-7=-591/171, 4-9=-365/54, 3-9=-550/172 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load 0116.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7, 10, 12, 13 except (jt=lb) 9=111. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply McHenry Development / Burk Residence SB803096 TO4GE Common Supported Gable 1 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore -1-6-0 8-1-2 1-6-0 5.00 12 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:18 2018 Page 1 I D:47EPeXfBGgcOkICV58e_pmzbfPwek97159gbdTcd8JCxakcU H Wfu5fR2 Wh 1 O3n ELPzTLwh 5-0-0 10-0-0 11-6-0 5-0-0 l 5-0-0 1 1-6-0 1.5x4 II 3 Sit Scale = 1:23.1 4x4 ST 1.5x4 11 5 Ti J. 2x4 = 8-1-2 10 1.5x4 11 9 8 1.5x4 II 10-0-0 1.5x4 11 2x4 = 10-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.05 WB 0.04 Matrix -P DEFL. in (loc) 1/deft Ud Vert(LL) 0.01 7 n/r 120 Vert(CT) 0.00 7 n/r 90 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 10-0-0. (Ib) - Max Horz 2=-32(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, 10, 8 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 'Job I cuss 158803006 T05 Truss Type Common Truss Co, Sumner, WA, Mike Larimore 7-5-6 1-6-0 I 7-5-6 0 Qty 7 Ply McHenry Development / Burk Residence Job Reference (optional) 14-3-0 6-9-10 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:19 2018 Pae 1 ID:NIUTTCnLDxkP6yAFCrkCESzbd07-6wjVVRATLxbTEIuOVHFr0U3dgVp2nwOBcjXr]tn. wg 21-0-10 28-4-8 6-9-10 7-3-14 5x6 = Scale 1:47.3 3x6 17-5-0 9-8-10 4x4 -v- 9-8-10 9-8-10 3x6 = 18-9-6 4x4 = 28-4-8 3x6 6 17-5-0 9-0-13 Plate Offsets tX,Y) - L0-3-0,0-1-8],[6:0-1-7,0-1-8] 9-7-2 T7 0 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress lncr YES BOLL 0.0 * Code IRC2015/TP12014 BCDL 7.0 CSI. TC 0.98 BC 0.73 WB 0.20 Matrix -MSH LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except` W1: 2x4 HF Stud DEFL. in (loc) I/defl L/d Vert(LL) -0.34 7-9 >999 360 Vert(CT) -0.46 7-9 >745 240 Horz(CT) 0.08 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 97 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 6=1132/0-4-0 (min. 0-1-14), 2=1237/0-5-8 (min. 0-2-1) Max Horz 2=87(LC 10) Max Uplift6=-87(LC 11), 2=-109(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2295/183, 3-16=-2016/144, 4-16=-1918/167, 4-17=-1908/169, 5-17=-2006/146, 5-6=-2300/186 BOT CHORD 2-9=-186/2071, 9-18=-44/1359, 8-18=-44/1359, 7-8=-44/1359, 6-7=-118/2058 WEBS 4-7=-72/741, 5-7=-566/165, 4-9=-70/742, 3-9=-559/164 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 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 Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=109. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard SB803096 Truss T06 Truss Type Common Qty 1 Ply I McHenry Development / Burk Residence 11 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore 8210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:20 2018 Page 1 5-ID:47EPeXfBGgc0kICV58e_pmzbfPw-a7HujmA56EjKsRTa2_m4ZibxjvDCWNXKrN plzTLwf -1-6-017-0 5-6-14 10-6-0 15-5-2 21-0-0 112TA-10 1-6-0 5-6-14 4-11-2 4-11-2 5-6-14 0-8-16 Scale =1:36.3 4x5 4 4x4 = 17-5-0 3x4 = 7-2-10 13-9-6 7-2-10 6-6-13 4x4 = 17-5-0 21-0-0 7-2-10 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/fP12014 CSI. TC 0.39 BC 0.48 WB 0.21 Matrix -MSH DEFL. in (loc) I/defl Vert(LL) -0.09 8-16 >999 Vert(CT) -0.16 8-16 >999 Horz(CT) 0.05 6 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 73 Ib FT = 20% REACTIONS. (Ib/size) 2=942/0-5-8 (min. 0-1-9), 6=885/0-5-8 (min. 0-1-8) Max Horz2=64(LC 10) Max Uplift2=-87(LC 10), 6=-75(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1664/130, 3-17=-1467/103, 4-17=-1396/120, 4-18=-1407/124, 5-18=-1478/108, 5-6=-1678/135 BOT CHORD 2-10=-127/1501, 9-10=-27/1002, 8-9=-27/1002, 6-8=-76/1516 WEBS 4-8=-54/551, 5-8=-417/120, 4-10=-49/527, 3-10=-401/118 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard !Jab —Truss SB803896 1T07 truss type Common Qty 4 Ply McHenry Development / Burk Residence Truss Co, Sumner, WA, Mike Larimore -1-6-017-5-0 5-6-14 r 1-6-0 5-6-14 10-6-0 4-11-2 job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:20 2018 Page 1 ID:47EPeXfBGgc0kICV56e_pmzbfPw-a7HujmA56EjKsRTa2_m4ZibygvEjW Kt(JGLPIzTLwf 15-5-2 21-0-0 2-6-0 4-11-2 5-6-14 1-6-0 4x5 = 4 Scale = 1:37.5 17-5-0 7-2-10 7-2-10 13-9-6 6-6-13 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.38 BC 0.45 WB 0.20 Matrix -MSH LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 17-5-0 21-0-0 7-2-10 DEFL. in (loc) Vert(LL) -0.08 8 Vert(CT) -0.1510-13 Horz(CT) 0.05 6 I/deft >999 >999 n/a Ud 360 240 n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=939/0-5-8 (min. 0-1-9), 6=939/0-5-8 (min. 0-1-9) Max Horz2=-60(LC 11) Max Uplift2=-86(LC 10), 6=-86(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1657/130, 3-17=-1460/103, 4-17=-1390/119, 4-18=-1390/119, 5-18=-1460/103, 5-6=-1657/130 BOT CHORD 2-10=-122/1494, 9-10=-22/995, 8-9=-22/995, 6-8=-63/1494 WEBS 4-8=-49/535, 5-8=-408/118, 4-10=-49/535, 3-10=-408/117 PLATES GRIP MT20 185/148 Weight: 74 Ib FT = 20% Structural wood sheathing directly applied or 4-1-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss SB803a96 T08 — Tru�ype Common Truss Co, Sumner, WA, Mike Larimore -1-6-0 8-1-2 1-6-0 N cv 5-0-0 Uty Pry McHenry Development / Burk Residence Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:21 2018 Page 1 I D:47EPeXfBGgc0kICV58e_pmzbfPw-2JrGw6BjtYrBUD?1nNi IJ5v87WJc4FsyT410uxkzTLwe 10-0-0 11-6-0 5-0-0 4x4 = 5-0-0 1-6-0 8-1-2 5-0-0 5-0-0 Plate Offsets (X,Y)-- 3x4 10-0-0 8-1-2 5-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr YES BCLL 0.0 Code IRC2015/TPI2014 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud CSI. DEFL. in (loc) I/dell Ud TC 0.32 Vert(LL) -0.03 6-12 >999 360 BC 0.31 Vert(CT) -0.05 6-12 >999 240 WB 0.07 Horz(CT) 0.01 4 n/a n/a Matrix -MP REACTIONS. (lb/size) 2=499/0-5-8 (min. 0-1-8), 4=499/0-5-8 (min. 0-1-8) Max Horz 2=-32(LC 11) Max Uplift2=-53(LC 10), 4=-53(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-577/26, 3-13=-515/33, 3-14=-515/32, 4-14=-577/26 BOT CHORD 2-6=0/476, 4-6=0/476 BRACING - TOP CHORD BOT CHORD Scale = 1:23.1 PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Iruss Truss Type SB803C•96 Common Girder Truss Co, Sumner, WA, Mike Larimore 17-5-0 4-0-0 Qty ' y McHenry Development / Burk Residence 2 Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:23 2018 Page 1 ID:NIUTTCnLDxkP6yAFCrkCESzbd07-?izOLoDzP95vjvB9k7KnBKDU16Frj y )6LV?OdzTLwc 8-0-0 H 4-0-0 4.00 12 4x5 = 10 4-0-0 Scale = 1:14.4 3 11 4x10 = 17-5-0 4-0-0 MUS26 4 12 3x10 II MUS26 8-0-0 MUS26 4x10 17-5-0 4-0-0 4-0-0 Plate Offsets (X,Y)-- [1:0-1-14,0-0-2], [3:0-1-14,0-0-2] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 i BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.26 BC 0.48 WB 0.45 Matrix -MP ci 0 DEFL. in (loc) I/defl Ud Vert(LL) -0.05 4-8 >999 360 Vert(CT) -0.08 4-8 >999 240 Horz(CT) 0.02 3 n/a n/a REACTIONS. (Ib/size) 1=1784/0-5-8 (min. 0-1-8), 3=2196/0-5-8 (min. 0-1-13) Max Horz 1=16(LC 31) Max Upliftl=-153(LC 6), 3=-188(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-4219/352, 2-9=-4192/356, 2-10=-4187/356, 3-10=-4214/352 BOT CHORD 1-11=-319/3994, 4-11=-319/3994, 4-12=-319/3994, 3-12=-319/3994 WEBS 2-4=-182/2387 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 56 Ib FT = 20% Structural wood sheathing directly applied or 5-7-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1=153, 3=188. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Use USP MUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-4-12 from the left end to 6-4-12 to connect truss(es) TO2M (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-3=-66, 1-3=-14 Continued on page 2 "Jab S6803006 Truss T09 Truss Type 'Common Girder Truss Co, Sumner, WA, Mike Larimore LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:8=-1113(B) 11=-1113(B) 12=-1113(B) Qty McHenry Development / Burk Residence 1 2 Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:23 2018 Page 2 ID:NI UTTCnLDxkP6yAFCrkCESzbd07-?izOLoDzP95vjvB9k7KnBKD U16 FrjgVmXLV?OdzTLwc b S6803496 Truss T1OM Truss Co, Sumner,�r,WA, Mike Larimore -1-6-0 5-0 6-11-0 1-6-0 6-11-0 111 0 1.5x4 3 Truss Type Common 'C]ty Ply 1 5.00 ,12 4x4 I I 3x10 3x4 5 29 McHenry Development / Burk Residence Job Reference (optional) 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 6 16:44:24 2018 Page 1 ID:47EPeXfBGgc0kICV58e_pmzbfPw-TuXOZ8DbATDIL3mMHgr0jYmVgWZkSOow o 3zTLwb 14-3-0 21-0-10 28-3-0 �7- �0 7-4-0 6-9-10 7-2-6 30 1.5x4 .' 8 3�.. Scale = 1:49.2 4x5 = 17-5-0 2 20 �$f4xf4 81 IL W6 rn m 17 9 1✓/ 4x-1911—' 15 14 13 12 3x10 = 4x4 = 4x4 _ 3x8 = 3x6 82 4x10 — 11 10 6-11-0 9-6-14 12-3-7 6-11-0 2-7-14 2-8-9 Plate Offsets (X,Y)-- [9:0-0-15,0-1-8], [12:0-3-8,0-1-8], [19:0-4-4,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 3x4 18-9-6 6-6-0 28-3-0 9-5-10 3x6 17-5-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W11,W4: 2x4 HF No.2 CSI. TC 0.90 BC 0.63 WB 0.96 Matrix -MSH DEFL. in (loc) I/defl Vert(LL) -0.21 15 >999 Vert(CT) -0.3710-25 >918 Horz(CT) 0.07 9 n/a BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. (lb/size) 9=1127/1-6-0 (min. 0-1-14), 2=1232/0-5-8 (min. 0-2-0) Max Horz 2=87(LC 10) Max Uplift9=-86(LC 11), 2=-109(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2534/201, 3-4=-2210/157, 4-29=-2031/182, 5-29=-1961/184, 5-6=-1309/152, 6-7=-1243/163, 7-30=-1868/169, 8-30=-1965/146, 8-9=-2255/184 BOT CHORD 2-15=-231/2320, 14-15=-11/1460, 13-14=0/764, 12-13=-483/244, 11-12=-22/1320, 10-11=-22/1320, 9-10=-117/2012 WEBS 7-16=-42/1021, 16-17=-434/256, 10-17=-80/676, 8-10=-543/161, 5-22=-695/76, 16-22=-785/132, 12-17=-1693/249, 3-15=-349/77, 18-20=-396/69, 20-21=-123/422, 19-21=-285/1346, 17-19=-345/2194, 16-19=-108/974, 12-19=-78/593, 14-20=-271/64, 13-21=-317/58, 15-20=-203/864, 14-21=-173/985, 13-19=-67/937 L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 137 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Brace at Jt(s): 19, 20, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25f1; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 2=109. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard z 0 0 0 6 z 0 0 0 0.0 TN 122°19.000 W 122°18.000' W TOPO! map printed on 03/08/11 from l'Unttled.tpo' 122°17.000' W 122°16.000' W 122°15.000' W 122°14.000' W WGS84 122°13.0001 W t"'"4,' - -•.- ". r% , , ., , i ‘'.7, ( '-.' \ _' .4 -.'('fl':' - •\ ,r. t :---' pi 122°19.0001W 161 122°18.000 W Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 irr 122°17.0001 W 122°16.000' W 0 5 If 0 IOW fEfi 0 A IC IdElin Map need icith TOP01.8 §2003 Na6onil Cographic (wmationalmraptdclomlopo) 122°15.000 W 122°14.0001 W 147XX Macadam Rd S Tukwila, Washington 98168 P/N 7661600242 Topographic and Location Map WGS84 122°13.0001W z 0 0 0 ai z 0 0 0 0 FIGURE 1 P866 -T17 ® (2,5o= )- k§(\ 00 meg zmaa± PROJECT: SHEET TITLE: Site and Exploration Plan JOB NO.P866-T17 SCALE: NTS 0 0 DESIGNER: >- 7 0 CHECKED BY: CRL DATE: Mar. 3, 2017 d / / \ � o 2� m-2 � o9' tr)xakk\ 22§22« E/CVk§ APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 a (0 1- z_ 0 0 z Z 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW :.W! a:I j . •. WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP °• d p: D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH GM o ° ) L ° 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 SIEVEOVER SANDS WITH SM •. j.: SILTY SANDS, POOORLY GRADEDNO.4 15% FINES SC 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 j 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 A INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH LA -A -A- ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt 1r 1 , ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value a Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test Auger Cuttings TC Cyclic Triaxial iig 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 Q 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 ilk MIGIZI foil GROUP Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT McHenry Development Group, LLC TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 PROJECT NAME Residential Development Geotech PROJECT NUMBER P866 -T17 PROJECT LOCATION 147XX Macadam Rd S, Tukwila, WA 98168 DATE STARTED 2/14/17 COMPLETED 2/14/17 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Paulman GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator a AT TIME OF EXCAVATION 3.00 ft LOGGED BY ZLL CHECKED BY JEB NOTES AT END OF EXCAVATION --- AFTER EXCAVATION -- H EL V 0 0.0 U_ 10 MATERIAL DESCRIPTION 2.5 5.0 7.5 GB S-1 1,• /7 .0 /7' 01> ,' 0.9 Forest duff with small roots SM 8.0 (SM) Light brown mottled silty sand with gravel (dense, wet) No caving observed Slow groundwater seepage observed at 3 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 8.0 feet. 1 COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 3/8/17 1 1°1'1# -rim' Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT McHenry Development Group, LLC PROJECT NUMBER P866 -T17 DATE STARTED 2/14/17 COMPLETED 2/14/17 EXCAVATION CONTRACTOR Paulman EXCAVATION METHOD Rubber Tracked Mini Excavator LOGGED BY ZLL CHECKED BY JEB NOTES TEST PIT NUMBER TP -2 PAGE 1 OF 1 Figure A-3 PROJECT NAME Residential Development Geotech PROJECT LOCATION 147XX Macadam Rd S, Tukwila, WA 98168 GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION 3.50 ft AT END OF EXCAVATION --- AFTER EXCAVATION — CL Ov 0.0 w 0 w w m J2 2z (6. (0 U_ Sr op MATERIAL DESCRIPTION 2.5 5.0 GB S-1 Forest duff with small roots 1.0 SM 5.0 (SM) Light brown mottled silty sand with gravel (dense, wet) No caving observed Slow groundwater seepage observed at 3.5 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 5.0 feet. Geotechnical Engineering Report Residential Development 147XX Macadam Rd S Tukwila, Washington 98168 P/N 7661600242 March 9, 2017 Revised April 11, 2018 prepared for: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 112018 City of Tukwila BUILDING DIVISION McHenry Development Group, LLC Attention: Pat McHenry PO Box 8290 Bonney Lake, Washington 98391 prepared by: CORRECT ON Migizi Group, Inc. LTR# PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P866 -T17 b 8.00114 RECEIVED CITY OF T UKWILA APR 20 2018 PERMIT CENTER 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 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 11 4.5 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES 12 6.0 CLOSURE 13 List of Tables Table 1. Approximate Locations and Depth 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 through TP -2 A -2...A-3 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 March 9, 2017 Revised April 11, 2018 McHenry Development Group, LLC PO Box 8290 Bonney Lake, WA 98391 Attention: Pat McHenry Subject Geotechnical Engineering Report Residential Development 147XX Macadam Rd S Tukwila, WA 98168 P/N 7661600242 MGI Project P866 -T17 Dear Mr. McHenry: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the development of your residential parcel in Tukwila, Washington. This report has been prepared for the exclusive use of McHenry Development Group, LLC, 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 undeveloped, 0.12 -acre residential parcel, located on the west side of Macadam Rd S, between the roadway and the I-5 right of way, in Tukwila Washington, as shown on the enclosed Topographic and Location Map (Figure 1). The subject property is irregularly- shaped, spanning on average, 70 feet from east to west, and ± 75 feet from north to south. The eastern margin of the site, that adjacent to Macadam Rd S, is moderately to steeply sloped, descending towards the west at gradients of 50 to 70 percent, over an elevation change of approximately 10 feet. The interior of the site is more gently sloped, generally containing gradients of less than 20 percent. Improvement plans involve the clearing/stripping of the property, and the development of the parcel for residential purposes. The proposed building area is located towards the east side of the Page 1 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 subject parcel. It is our understanding that the proposed residence will be at the base of the slope utilizing a crawl space. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on February 14, 2017. 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 February 14, 2017; 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 DEPTH OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 Northwest corner of the project area Centrally, southern margin of the project area 8 5 The specific number and location 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 -tracked mini -excavator operated by an excavation contractor under subcontract to MGI. 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 Migizi Group, Inc. Page 2 of 13 McHenry Development Group, LLC -147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 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. A summary log of our explorations is included as Figures A-2 and A-3. 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 undeveloped, 0.12 -acre residential parcel, located on the west side of Macadam Rd S, between the roadway and the I-5 right-of-way, in Tukwila, Washington. The eastern margin of the site, that adjacent to Macadam Rd S, is moderately to steeply sloped, descending towards the west at gradients of 50 to 70 percent, over an elevation change of approximately 10 feet. This region is considered a Steep Slope Hazard Area given the fact that it contains gradients in excess of 40 percent, over an elevation change of at least 10 feet. The interior of the site is more gently sloped, generally containing gradients of less than 20 percent; transitioning to the more moderately sloped I-5 right-of-way. No signs of past, recent, or incipient slope instability, such as scarps or tension cracks, were observed within the project area, nor were landslide hazard indicators, such as seeps, hummocky terrain, etc., encountered on site. In our opinion, the slope encountered along the eastern margin of the site is currently stable, and the proposed grading activities will mitigate any potential for future slope instability. Vegetation within the subject parcel consists primarily ivy -laden maple and alder trees. Understory fauna within the subject property has largely been cleared, with surface elevations being littered with leaves, concrete rubble, and other forms of detritus. Understory vegetation becomes thicker as you approach the I-5 right-of-way. No surface hydrologic features, such as stream channels or rill marks were observed, nor were surface expressions of groundwater, such as seeps or springs, present within the project area. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions, generally consisting of a thin surface mantle of forest duff, underlain by native, glacial till soils. Glacial till soils, as encountered on site, were highly weathered and mottled, though densely consolidated; generally consisting of gravelly silty sand. Glacial till soils were encountered within two feet of existing grade within each of our test pit explorations, extending through the termination depth of each exploration as well; a maximum depth of 8 feet below existing grade. Tukwila, 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 Migizi Group, Inc. Page 3 of 13 1 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 soils encountered within the Tukwila 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. In the Geologic Map of the Poverty Bay 7.5' X 15' Quadrangle, King and Pierce Counties, 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 classification of the site performed by the USGS. The enclosed exploration log (Appendix A) provides a detailed description of the soil strata encountered in our subsurface exploration. 3.3 Groundwater Conditions We encountered slow seepage within each of our test pit explorations, at a depth of 3 to 31/s feet below existing grade. We do not interpret this as being indicative of regional groundwater elevations, but rather seasonally perched groundwater transmitted to the site from upslope properties east of the project area. Given the fact that our explorations were performed in what is generally considered the rainy season (November 1 to March 31), we do not expect that groundwater will rise higher than that which we observed. Given the topographic location of the project area, and the poor permeability of site soils, we anticipate that perched groundwater will be encountered on site during much of the year. Groundwater elevations will fluctuate with localized geology and precipitation. 3.4 Infiltration Conditions As indicated in the Soil Conditions section of this report, groundwater seepage and soil mottling was encountered at relatively shallow depths below existing grade surfaces. Given this fact, and adjacent critical areas, we do not interpret limited or full infiltration as being feasible for this project. Site produced stormwater should be redirected to an existing storm system along Macadam Ave S, or other appropriate means. 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: S5= 1.474 g SMs=1.474g SDS =0.983g Si = 0.551 g SMi = 0.826 g SDI = 0.551 g Migizi Group, Inc. Page 4 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 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 1.47 g and Sa at a period of 1.0 seconds is 0.83 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 0.98 g and Sa at a period of 1.0 seconds is 0.55 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 in our subsurface explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the property, and the development of the parcel for residential purposes. The proposed building area is located towards the east side of the subject parcel. It is our understanding that the proposed residence will be constructed with a daylight basement, and that a substantial amount of fill soils will be placed towards the eastern margin of the site, so that the first floor for the proposed residence, and the associated driveway, will be constructed at the same relative grade to that of Macadam Rd S. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation Options: Foundation elements should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads that extend down to medium dense or denser native soils. We anticipate that adequate bearing soils will be encountered at relatively shallow depths (less than 2 feet) across much of the proposed building area. Subgrade conditions should be evaluated at the time of construction. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We anticipate that adequate bearing soils will be encountered at relatively shallow depths (less than 2 feet) at the proposed building area, and we do not foresee the need for a granular fill subbase. Existing fill soil should largely be suitable for support of slab -on -grade floors. Organic laden material should be removed from the slab subgrade. 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). • Buffers and/or Setbacks: As indicated in the body of this report, the eastern margin of the site is classified as a Steep Slope Hazard Area under its current configuration. Migizi Group, Inc. Page 5 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 However, it is our opinion that the proposed grading activities will mitigate any protentional for future slope instability across this region. As such, we do not see the need to implement any buffers and/or setbacks, or other form of developmental constraints addressing this potential geologic hazard. 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 PIans 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. 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 the organic horizon can reach thicknesses of up to 12 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that project excavations will encounter weathered glacial till soils, which can be readily excavated used standard excavation equipment. Dewatering: Our subsurface explorations encountered slow seepage of perched water at a depth of 3 to 31/2 feet below existing grade. Given the topographic location of the project area, and the poor permeability of site soils, we anticipate that perched groundwater will be encountered on site Migizi Group, Inc. Page 6 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 during much of the year. 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 11 H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence 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). 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. • Glacial Till Soils: Underlying a surficial organic layer, native glacial till was encountered; generally consisting of gravelly, fine silty sand. These soils are extremely moisture sensitive and will be difficult, if not impossible, 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 H:1V) would further reduce long-term erosion and facilitate revegetation. Migizi Group, Inc. Page 7 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 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 residences if the subgrades are properly prepared. 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: Foundation elements should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads that extend down to medium dense or denser native soils. We anticipate that adequate bearing soils will be encountered at relatively shallow depths (less than 2 feet) across much of the proposed building area. Subgrade conditions should be evaluated at the time of construction. 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 properly prepared, structural fill bearing pads, or densely consolidated, native, glacial till soils, can be designed for a preliminary allowable soil bearing pressure of 2,000 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 Migizi Group, Inc. Page 8 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 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 if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Structural fill subbases do not appear to be needed under soil -supported slab -on - grade floors at the site. However, the final decision regarding the need for subbases should be based on actual subgrade conditions observed at the time of construction. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). All subgrades should be vigorously surface compacted to a medium dense or denser condition before slab construction begins. 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 avoid 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. Migizi Group, Inc. Page 9 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 4_4 Drainage Systems In our opinion, the proposed residence should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that the building be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: In our opinion subfloor drains are not necessary provided there is a sufficient footing drain system in place and crawl space construction. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the building so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 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. Migizi Group, Inc. Page 10 of 13 McHenry Development Group, LLC — 147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 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 and subgrade wall 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 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 11 of 13 McHenry Development Group, LLC —147XX Macadam Rd S, Tukwila, WA March 9, 2017/Revised April 11, 2018 Geotechnical Engineering Report P866 -T17 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 L. Logan JJll�� Staff Geologist '1 ' Migizi Group, Inc. Page 12 of 13 G -I I- 1 r James E. Brigham, .E. Principal Engineer Stormwater Maintenance Manual 147xx Macadam Rd S Tukwila, Washington P/N 7661600242 P866 -T17 April 11, 2018 Prepared For: Pat McHenry PO Box 8290 Bonney Lake, WA 98391 Prepared By: Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 CORRECTION DIS- OOj*I REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION RECEIVED APR 2 4 2018 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA APR 2 0 2018 PERMIT CENTER Manual Purpose: The purpose of this manual and the enclosed inspection sheets is to provide a maintenance plan to ensure the continued proper operation of all stormwater facilities associated with your property. Lack of maintenance could lead to local flooding, water damage, and costly repairs or replacements of these or other infrastructure. Project Description: The stormwater system that serves this site was designed to accommodate 2,411 sf of runoff from impervious areas. Stormwater System Description: The stormwater system consists of the following items that are labeled on the enclosed site drawing with the following symbols: Sumps 50 LF Dispersion Trench Landscaping Piping Maintenance Intervals: Minimum twice per year or after each large rain event (April and September are recommended). Project Construction Information: Installation Contractor: Name: Address: Phone: Date of Construction: Average annual cost estimate of maintenance: $100/yr MAINTENANCE MANUAL AND SUMMARY POLUTION SOURCE CONTROL PROGRAM What are pollution source controls and why are they needed? Pollution source controls are actions taken by a person to reduce the amount of pollution reaching the surface and groundwater. Controls are also called "best management practices" (BMPs). For this site, we recommend that the owners prevent any oils or grease from entering the system. It is also recommended that any oil spills or other chemical spills be cleaned up immediately and any contaminated water should be prevented from entering the dispersion system to the extent practical. By preventing any pollutants from entering the system, they will be protecting the environment and the drinking water supply. Most pollution sources in residential areas are from vehicles. It is recommended that regular maintenance be performed on any vehicles that will be kept on site to prevent any unnecessary fluid leaks. The best means of prevention is to not let the pollutants enter the system at all. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than '/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Comer of frame extends more than % inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than'/4 inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than % inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than '/2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than '/4 -inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than '/2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than %-inch wide at the joint of the inlet/outlet pipe. 2016 Surface Water Design Manual — Appendix A A-9 4/24/2016 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILI I'IES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. 2016 Surface Water Design Manual — Appendix A A-11 4/24/2016 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 8 - ENERGY DISSIPATERS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed. Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or moved Rock Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil. Rock pad prevents erosion. Dispersion Trench Pipe plugged with sediment Accumulated sediment that exceeds 20% of the design depth. Pipe cleaned/flushed so that it matches design. Not discharging water properly Visual evidence of water discharging at concentrated points along trench (normal condition is a "sheet flow" of water along trench). Water discharges from feature by sheet flow. Perforations plugged. Over 1/4 of perforations in pipe are plugged with debris or sediment. Perforations freely discharge flow. Water flows out top of "distributor" catch basin. Water flows out of distributor catch basin during any storm less than the design storm. No flow discharges from distributor catch basin. Receiving area over- saturated Water in receiving area is causing or has potential of causing landslide problems. No danger of landslides. Gabions Damaged mesh Mesh of gabion broken, twisted or deformed so structure is weakened or rock may fall out. Mesh is intact, no rock missing. Corrosion Gabion mesh shows corrosion through more than 1/4 of its gage. All gabion mesh capable of containing rock and retaining designed form. Collapsed or deformed baskets Gabion basket shape deformed due to any cause. All gabion baskets intact, structure stands as designed. Missing rock Any rock missing that could cause gabion to loose structural integrity. No rock missing. Manhole/Chamber Wom or damaged post, baffles or side of chamber Structure dissipating flow deteriorates to 'A or original size or any concentrated wom spot exceeding one square foot which would make structure unsound. Structure is in no danger of failing. Damage to wall, frame, bottom, and/or top slab Cracks wider than Y2 -inch or any evidence of soil entering the structure through cracks, or maintenance inspection personnel determines that the structure is not structurally sound. Manhole/chamber is sealed and structurally sound. Damaged pipe joints Cracks wider than ''/cinch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No soil or water enters and no water discharges at the joint of inlet/outlet pipes. 2016 Surface Water Design Manual — Appendix A A-13 4/24/2016 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 11 - GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-16 ,APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 15 - FILTER STRIP Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Site Trash and debris Any trash and debris accumulated on the filter strip site. Filter strip site free of any trash or debris Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass Strip Sediment accumulation Sediment accumulation on grass exceeds 2 inches depth. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Grass too tall Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetation have taken over. Grass is between 3 and 4 inches tall, thick and healthy. No clippings left in swale. No nuisance vegetation present. Vegetation ineffective Grass has died out, become excessively tall (greater than 10 inches) or nuisance vegetation is taking over. Grass is healthy, less than 9 inches high and no nuisance vegetation present. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than Y2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than %-inch wide at the joint of the inlet/outlet pipe. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-20 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 27 - GRAVEL FILLED DISPERSION TRENCH BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventative Blocking, obstructions Debris or trash limiting flow to dispersion trench or preventing spreader function. Dispersion trench able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the dispersion trench is evident. No trash or debris that could get into the dispersion trench can be found. Pipes Inlet is plugged The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken joint or joint leaks. Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet to the trench. Cleanout caps Cleanout caps are broken, missing, or buried. Cleanout caps are accessible and intact. Structure Flow not reaching trench Flows are not getting into the trench as designed. Water enters and exits trench as designed. Perforated pipe plugged Flow not able to enter or properly exit from perforated pipe. Water freely enters and exits perforated pipe. Flow not spreading evenly at outlet of trench Outlet flows channelizing or not spreading evenly from trench. Sheet flow occurs at the outlet of the trench. Cleanout/inspection access does not allow cleaning or inspection of perforated pipe The cleanout/inspection access is not available. Cleanout/inspection access is available. Filter Media Filter media plugged Filter media plugged. Flow through filter media is normal. Inspection Frequency Annually and prior to and following significant storms. Inspect dispersion trench system for any defects of deficiencies. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-36 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 28 - NATIVE VEGETATED SURFACE / NATIVE VEGETATED LANDSCAPE BMP Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Site Trash and debris Trash and debris accumulated on the native vegetated surface/native vegetated landscape site. Native vegetated surface site free of any trash or debris. Vegetation Native vegetation type Less than two species each of native trees, shrubs, and groundcover occur in the design area. A minimum of two species each of native trees, shrubs, and groundcover is established and healthy. Native vegetated area Less than 90% if the required vegetated area has healthy growth. A minimum of 90% of the required vegetated area has healthy growth. Undesirable vegetation Weeds, blackberry, and other undesirable plants are invading more than 10% of vegetated area. Less than 10% undesirable vegetation occurs in the required native vegetated surface area. Vegetated Area Soil compaction Soil in the native vegetation area compacted. Less than 8% of native vegetation area is compacted. Insufficient area Less than 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. A minimum of 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. Excess slope Slope of native vegetation area greater than 15%. Slope of native growth area does not exceed 15%. Inspection Frequency Annually Inspect native vegetation area for any defects of deficiencies NO. 29 - PERFORATED PIPE CONNECTIONS BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventative Blocking, obstructions Debris or trash limiting flow into perforated pipe system or outfall of BMP is plugged or otherwise nonfunctioning. Outfall of BMP is receiving designed flows from perforated pipe connection. Inflow Inflow impeded Inflow into the perforated pipe is partially or fully blocked or altered to prevent flow from getting into the pipe. Inflow to the perforated pipe is unimpeded. Pipe Trench Area Surface compacted Ground surface over the perforated pipe trench is compacted or covered with impermeable material. Ground surface over the perforated pipe is not compacted and free of any impervious cover. Outflow Outflow impeded Outflow from the perforated pipe into the public drainage system is blocked. Outflow to the public drainage system is unimpeded. Outfall Area Erosion or landslides Existence of the perforated pipe is causing or exasperating erosion or landslides. Perforated pipe system is sealed off and an altemative BMP is implemented. Inspection Frequency Annually and prior to and following significant storms. Perforated pipe system is operating as designed. 2016 Surface Water Design Manual — Appendix A A-37 4/24/2016 ArPPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 32 - RAINWATER HARVESTING BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventative Storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. Inspection Frequency Annually and after large storms Rain harvesting equipment is functioning normally. Maintenance log A Maintenance log must be kept and available for review by KC staff. Maintenance log is kept and is available to KC staff. NO. 33 - ROCK PAD BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris ' Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. Inspection Frequency Annually and after large storms Rock pad is functioning normally. NO. 34 - SHEET FLOW BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. Inspection Frequency Annually and after large storms Rain harvesting equipment is functioning normally. 4/24/2016 A-40 2016 Surface Water Design Manual — Appendix A 1 \ \ \ \ �\\\� 6' TRENCH DRAIN CONNECT Tv\ROOF SYST 50 LF DISPERSION TRENCH SEE DETAIL THIS SHEET VEGETATED FLOW PATH N W— E NW 1/4, NW 11 4' PVC i"CINGT ROOF DOWN SP TS 20 0 20 40 G1 SCALE IN FEET SEATTLE LAND COS 5 ACRE TRS POR W OF CO RD & LY SLY OF A LN BEG OPPOSITE HWY ENGR STA LW 2578+00 ON LW LN SUR OF ST HWY RT #5 S 178TH ST TO S 126TH ST TH N 80-58-00 E TO PT ON W LY MGN OF MACADAM RD OPPOSITE SD HWY ENGR STA & TERMINUS SD LN P/N 7661600242 Cd! 2 Working Dap Before You Dig 1-800-424-5555 Writhe Underground Location Center OWNER/APPLICANT: Richard and Angelyn Burk 13509 19I st Ave E Bonney Lake, WA 98391 Contractor: The McHenry Group LLC PO Box 8290 Bonney lake, WA 98391 (425)505-3873 1/4, SEC. 23, T. 23 N., R. 4 E., W.M. ALL DISTURBED AREAS SHALL BE AMENDED PER THE KING COUNTY GUIDELINES. COVER DISTURBED SOILS WITH STRAW AS NEEDED FOR EROSION CONTROL. NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI AND OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. SEE NOTES SHEET 4 NOTE: ALL CUT AND FILL SLOPES SHALL BE 214: 1V OR FLATTER. FILL SHALL BE PLACED ACCORDING TO ASTM D1557. AMC DAM (UM Fra Proposed Impervious Areas Home Roof Onsite Ddvay 08 site ddtevray Total Area To Be Geared Lot Size .f1. (09 % acres 1,720 33.08% 0.039 180 3.46% 0.004 511 0.012 2,411 36.54% 0.055 5,200 100.00% 0.119 5,200 0.119 LOCATION MAP NTS Migizi Group, Inc. 515 S 55th St Tacoma, WA 98408 253-229-8320 425-398-2333 fax www.migizigroup.com PROJECT: 147xx Macadam Rd S Tukwilla, Washington SHEET TITLE: Site Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL 'nvta DATE: Jan. 31, 2018 JOB NO. P866 -T17 SCALE: 1"=20' FIGURE:1 FILE: sp.dwg _ 01/30/2018 GEORGE GERGIS, P. E. CIVIL-STRUCTURAI,GEOTECHNICAL 12701 111th Ave E Puyallup, Wa 98374 (253)241-3334 STRUCTURAL CALCULATIONS For RUEPPELL HOME DESIGN Plan 2022 (Burke) Exposure C Engineered By: George Gergis, P.E. Architectural Designer: Rueppell Home Design Puyallup, WA Plan 2202 (Burke), Exposure C Project: Two Stories structure Client: Rueppell Home Design Site Address: 147XX Macadam Road S Tukwila, WA 98168 Parcel # 766160-0242 Scope: Structural engineering Code: IBC 2015, ASCE7-10 REVIEWED FOR • CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION Roof: DL: 15psf Comp, Ground Snow 25psf Floor: DL: l Opsf, LL: 44psf Seismic: Zone D Wind: 110 MPH Ultimate (IBC 2015) Kzt=1.00, Exposure C (85 MPH, Exposure C, IRC 2015), Category II Soils: Type D Jurisdiction: City of Tukwila RECEIVED CITY OF TUKWILA FEB 2 0 2018 PERMIT CENTER Note: 1- Calculations are limited to the gravity and Lateral design of the two stoies new structure, residential. 2- They are not valid without original stamp. 3- See plans for details DI tc- ootttf ft -0 41 r" C9602 el C7&orsr - R ay\ r ` (� t H c1 ea d. a t Coal \„"):1_TEkkck t(t,;.HAJP\c:ie160 1. 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A •ed marts- stp-xtz stt- bat sispelisato ut c.srw .'d:a "m--•2,in ts tm ss fa rsfaew sxma. CSa PWs SIA -1 - 1 4. L..vaellas 1 ad. 2 am ..**4a 6:c 26'' .c 0 1 4.1.`. Lad ass 2 triS' is _.-7;1* =4 ft' twect um -x.1 2s4 we .w. . ?ha cis sow esr4 ?,Pros.*;= 2064 wlmtigiadewrit'omeativoifeagis,respecewly- 7crs r--litopec *64E- iat,*s* ***vs tater swapti-is - - rot r.. baimata ketke awle legs tea lbw *ftwakts 41, wwareps =o b 7-4e s & D. Tel= 2..zi 1 se 0 ":.4 m a ft0ovogisr4,o§ tli les slit etteWrita4s,' mac' s 010:e ,itt ;mama xt st4barai vs.*404 sr ta isval, •*=,..;autio.ostis 'arrazi aid W.Isliftes 64 ha. 1..1. ri t;s1s ftaib.aessats *OM. 14tati,c4: c.• Itt przszzeiswomelz,m1 amaxgsim •e? -44, wiskostrip maw: tta: kos tzm e.,...14k1t. - 4'!-6 allass:wrkcazi ftgro,;=, 4-.3.1tCtUts)- k: le.mrszeb4W, t rsos Cams), impale ea% biii, tea *zs tssf4 2,-ksztalts <10:. ez Ang44.4- OrtzvffmsBottootia,k *wogs_ CHAPTER 28 WIND LOADS ON BU1.DLlGS-MWERS (ENVELOPE PROCEDURE) Main Wind Force Resisting System - Method 2 Figure 28.6-1 (cont'd) Enclosed Buildings Design Wind Pressures t.\\ P. h<60ft. Walls & Roofs Sim}:4111E1d Design Wind Pressure , Nu (_psf) s Ex o&.,= B a: h = 30 . with 1=1.0} Zones - Overhangs EMIIMNIEZII MOMIIEIIIIFIOIUIEEIIUEZIIIWEEIIIHIIEUHIISESIHISZIIIIKIXSIEEIEIIIIEEEIII 1MIIMMIIOMIIEIIIIIEIIIEIIIIEIIIIl3� -18.0 1111311® laNNIMMIIMINIEMINIIMI U.8 .7.2 i1.6 11111111MEIMMI =e.6 17.2 11.2 -1 MEI 111105111111111511410111111161111111111111110311 - 4- 3 IIELIMER1111 IIIIIIIIIMIIHUIINIIIEISSIIMNIMIIIMIIIIMMIMXIIIEIIIVIINIIMIZIIIEIINIRIEIIIIIIUEIIIVIIBVIIIIUI 0 -11.9 15.1 -7.0 7.9 MI IE GM I 110 I MIELEMIMMIIIIIMMUMUUSIBM111111311111111131161191111=11111=111 1 sun 25.7 20 0 20 s.6 Es .4 14.0 93 iggii Basic W?n (.,IPS) 110 120 130 140 150 ROC' Ang' • (dress} -30.1 -30.1 10` H 8� -18 1v.3 22:4 -. - �� .25.0 0.2 mai 111102111E2111 '214 11=11111E31111111132311 MOM 10111119111111111171111111BENIIMMOWEN22.4111111111111111111111111Milin 11111. -47.0 _ -15. 20.6 24.0 5.5 mai 0reLli bM �M 2E.D B` •=2.1 ®. 39.0 IMMO26.0 111123111101211111EZ11111MINSIXIIIIM •25.0 •26.0 MEMWM -40.4 11111EIMININIE1111111611 RIM z0 a� vt! 35.0 23.9 27.8 18.1 El -21.2 0.9 111 -10.5 11.7 INE Q < -11:0 -24.4 �, •13.0 32.6 H 224II 0Io 27.6 9.1 Unit Conversions -1.0 ft = 0.3048 at; 1.0 psf = 0.0479 kN/m2 304 /5 MINIMUM DESIGN LOADS Main Wind Force Resisting System - Method 2 Figure 28.6-1 (cont'd) 1 Design Wind Pressures 6560 ft. Enclosed Buildings Walls & Roofs Simplified Design Wind Pressure , ps3o (psf) (Exposure B at h =30 ft.) Basic Wind Speed (mph) Roof Angie (degrees) 8 ,-', C Horizontal Pressures Vertical Pressures Overhangs A 8 C D E F 3 H Eti Ga 30 0 to 5' 1 40.6 -21.1 26.9 -12.5 -48.8 -27.7 -34.0 -21.5 -68.3 -53.5 1.12 10' 1 45.8 -19.0 30.4 -11.1 -48.8 -29.8 -34.0 -22.9 -68.3 -53.5 1.62 15' 1 51.0 -16.9 34.0 -9.6 -48.8 -31.9 -34.0 -24.3 -68.3 -53.5 160 20' 1 56,2 -14.8 37.5 -8.2 -48.8 -34.0 -34.0 -25.8 -68.3 -53.5 25' 1 50.9 82 --- 36.9 8.4 -22.6 -30.8 -16.4 -24.8 -42.1 -35.9 2-. t -8.6 -16.8 -2.3 -10.7 -- --- 30 to 45 1 45.7 31.2 36.3 25.0 3.5 -27.7 ` 1.2 -23.8 -18.0 -18.3 2 45.7 31.2 36.3 25.0 17.6 -13.7 152 -9.8 -16.0 -18.3 0 to 5' 1 51.4 -26.7 34.1 -15.8 -61.7 -35.1 -43.0 -27.2 -86.4 -67.7 10' 1 58.0 -24.0 38.5 -14.0 -61.7 -37.7 -43.0 -29.0 -86.4 -67,7 15' 1 64.5 -21.4 43.0 -12.2 -81.7 -40.3 -43.0 -30.8 -86.4 -87.7 20' 1 71.1 ,, -18.8 47.4 -10.4 -61.7 -43.0 -43.0 -32.6 -85.4 -67.7 180 25' 1 64.8 10.4 46.7 10.6 -28.8 -39.0 -20.7 -31.4 -53.3 -45.4 2 --"^ - -10.9 -21.2 -3.0 -13.6 --- -- 30 to 45 1 57.8 39.5 45.9 31.8 ' 4.4 -35.1 1.5 -30.1 -203 -23.2 2 57.8 39.5 ' 45.9 31.6 222 -17.3 19.3 -12.3 -20.3 -232 0 to 5' 1 63.4 -32.9 42.1 -19.5 -76.2 -43.3 -53.1 -33.6 -108.7 M3S 10' 1 , 71.5 -29.7 47.6 .17.3 -76.2 -46.8 -53.1 -35.8 -106.7 -83.5 16' 1 79.7 -26.4 53.1 -15.0 -76.2 -49.8 53.1 -38.0 -106.7 -83.5 20' 1 . 57.8 -232 58.5 -12.8 -76.2 -53.1 -53.1 -40.2 -106.7 -83.5 200 25' 1 79.8 12.8 57.6 13.1 -35.4 -48.2 -25.6 -38.7 -65.9 56,1 2- --13.4 -26.2 -3.7 -16.8 - -.- - 30 to 45 1 71.3 48.8 56.7 39.0 5.5 -43,3 1.8 -37.2 -25.0 -28.7 2 71.3 48.8 56.7 39.0 27.4 -21.3 23.8 -15.2 -25.0 -28.7 Adjustment Factor for Building H Mean roof heisOf HO Exaasure , 4 C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 - 1.16 1.56 1.81 55 1.19 1.59 1.84 80 1 1.22 1.62 1.87 Unit Conversions -1.0 ft = 0.3048 m; 1.0 psf = 0.0479 kN/m2 305 cHApran WIND LOADS ON Bz CENVELOPE PROCEDURE) leeward net pressures. p, htt be deter ed by the following equation: Pi = A 8 pro (28.6-1) where X = adjustment factor for ceding height and exposure from Fig. 28.6-1 Kr,= topographic factor as deed in Section 26.8 evaluated at mean roof height. h 306 = simplified design wind pis for Exposure B. at h = 30 ft (9.1 m) from Fig. 2$6.4 Motu= Design Wind Loads The load eters of the design whld pressures tom Sec€ion 28.6.3 shall not be less than a minimum load defined by assuming the Immures. p,. for zones Aa d C equal to +16 psf, Zones B and D equal to +8 pf, why assuming p, for Zones E. P. G. aid H a? equal. to 0 psf. FFizoc.t4y- 121%1. Tido S).or, IT (,14.0 104 etiH-{ )Pry ett R 3) Cm- 9 og e (-4 �O�crr� Ria--%111A\ic& 17) ("A\A (224\'(4 wrAik, - r, F0 - „t,5 (0'1C-4- Y 5,76-11X )5)--1-( ' 114‘\ j v;r-Frirl,--.( .164x g.1\)( 1611.(0,4-4)(-t4d3 lc; ) $' f q -0/. i -� ' x ad`) of -6- 49' 194- � 3 x S GOA o o (s\vx-\ siQ C z�(0,1‘1,4 x 47: x . x Via. rettz4te - sAtsj ,(12 -c-�_� .dor c•C)C-6j. (40Z t toy P 5-47 (&M ('%j fib} ate, (6- II '14 Si e led c(d • `3riear. to i Y‘Pi (148)(V) /dc)" d1, (A..uy al 49( COcs'° m r/ ‘d-(3 'G M -�aalfA,9.k 0)o 31.+3.6 -f- t.3) tO �fS734 Gtti (3( " SsAN 0` K �0 - 2�(-vo � 0 0 'g -(70}4 3 30r �3; � ioo:. —3G 2 1` 0, vozs33�- 310, 00666,6 - ip S �'�c�o�� yvi4-S Sg,Ioz2.4 sof e km,,D rr2,,Soy�t 4 -- O 0 N 0 5 C " /ALF. 1 �� t5rOOt4 u,_ RCW 35.44.040: Assessment rate per square foot. Page 1 of 1 RCW 35.44.040 Assessment rate per square foot. The rate of assessment per square foot in each subdivision of an improvement district shall be fixed on the basis that the special benefits conferred on a square foot of land in subdivisions first, second, third, fourth and fifth, respectively, are related to each other as are the numbers, forty-five, twenty-five, twenty, ten, and five, respectively, and shall be ascertained in the following manner: (1) The products of the number of square feet in subdivisions first, second, third, fourth, and fifth, respectively, and the numbers forty-five, twenty-five, twenty, ten, and five, respectively, shall be ascertained; (2) The aggregate sum thereof shall be divided into the total cost and expense of the improvement; (3) The resultant quotient multiplied by forty-five, twenty-five, twenty, ten, and five, respectively, shall be the respective rate of assessment per square foot for subdivisions first, second, third, fourth and fifth: PROVIDED, That in lieu of the above formula the rate of assessment per square foot in each subdivision of an improvement district may be fixed on the basis that the special benefits conferred on a square foot of land in subdivisions first, second, third, fourth and fifth, respectively, are related to each other as are the numbers 0.015000, 0.008333, 0.006666, 0.003333, and 0.001666, respectively; and the method of determining the assessment on each lot, tract, or parcel of land in the improvement district may be ascertained in the following manner: (1) The products of the number of square feet in subdivisions first, second, third, fourth and fifth, respectively, for each lot, tract or parcel of land in the improvement district and the numbers 0.015000, 0.008333, 0.006666, 0.003333 and 0.001666, respectively, shall be ascertained. The sum of all such products for each such lot, tract or parcel of land shall be the number of "assessable units of frontage" therein; (2) The rate for each assessable unit of frontage shall be determined by dividing that portion of the total cost of the improvement representing special benefits by the aggregate sum of all assessable units of frontage; (3) The assessment for each lot, tract or parcel of land in the improvement district shall be the product of the assessable units of frontage therefor, multiplied by the rate per assessable unit of frontage. [ 1965 c 7 § 35.44.040. Prior: 1957 c 144 § 18; prior: 1947 c 155 § 1, part; 1941 c 90 § 1, part; 1915 c 168 § 2, part; 1911 c 98 § 13, part; Rem. Supp. 1947 § 9365, part.] http://apps.leg.wa.gov/RCW/default.aspx?cite=35.44.040 5/2/2018 24L -Hi SHANNON &WILSON, INAND ENVIRONMENTAL C. March 13, 2018 Ms. Joanna Spencer Tukwila Public Works 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION Lr" RE: PROPOSAL FOR GEOTECHNICAL REVIEW AND SUMMARY LETTER REPORT, RESIDENTIAL DEVELOPMENT, 147XX MACADAM ROAD SOUTH, TUKWILA, WASHINGTON Dear Joanna: This letter presents our proposal to provide a review of the geotechnical report and plans for the proposed residential development at 147XX Macadam Road South in Tukwila, Washington. Our understanding of this project is based on the project plans dated January 31, 2018, and the geotechnical engineering report dated March 9, 2017, that you provided to us. We understand that the site has moderate to steep slopes and is adjacent to a Washington State Department of Transportation Interstate 5 (I-5) retaining wall. We propose the following scope of services: • Review the project plans regarding if they are consistent with standard geotechnical practices. • Review the geotechnical engineering report. • Provide a letter report, which will include the results of our review and our recommendations regarding potential concerns related to the I-5 retaining wall. Our services will be provided on lump -sum basis in accordance with the enclosed Standard General Terms and Conditions. Our fee for the above scope of services will be $2,500. In the event additional studies are required to further evaluate potential risks, we would discuss the project with you and seek additional authorization before proceeding. 400 NORTH 34TH STREET, SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103-8636 206-632-8020 FAX: 206-695-6777 www.snannonwilson.com 21-2-65263-001 Dig-Oo1IL Ms. Joanna Spencer Tukwila Public Works March 13, 2018 Page 2 of 2 Please sign in the space provided and return a copy of this letter, which will then serve as an agreement between us. Shannon & Wilson, Inc. has prepared the enclosed, "Important Information About Your Geotechnical/Environmental Proposal," to assist you and others in understanding the use and limitations of our proposals. We appreciate your confidence in our firm and we look forward to working with you. I am available at (206) 695-6775 if you have any questions. Sincerely, SHANNON & WILSON, INC. —)4"- t� Jim Hansen, PE Senior Geotechnical Engineer JRH:MWP/jrh Enc: Standard General Terms and Conditions, SEA -LS -2018 (1/2018) Important Information About Your Geotechnical/Environmental Proposal I accept the above conditions and authorize the above work to proceed. By 1� Y,�� Signature (print) P(JRL�r_ [1,1 )12A/ Organization 21-2-65263-001-LI.doc/wp/lkn Date Li _7_ 21-2-65263-001 ='I SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of our Proposal: 21-2-65263-001 Date: March 13, 2018 Ms. Joanna Spencer To: Tukwila Public Works Re: 147XX Macadam Road South, Tukwila, Washington STANDARD GENERAL TERMS AND CONDITIONS ARTICLE 1 — SERVICES OF SHANNON & WILSON Shannon & Wilson's scope of work (Work) shall be limited to those services expressly set forth in its Proposal and is subject to the terms and conditions set forth herein. Shannon & Wilson shall procure and maintain all business and professional licenses and registrations necessary to provide its services. Upon Client's request (and for additional compensation, if not already included in Shannon & Wilson's Proposal), Shannon & Wilson shall assist Client in attempting to obtain, or on behalf of Client and in Client's name attempt to obtain, those permits and approvals required for the project for which Shannon & Wilson's services are being rendered. Client acknowledges, depending on field conditions encountered and subsurface conditions discovered, the number and location of borings, the number and type of field and laboratory tests, and other similar items, as deemed necessary by Shannon & Wilson in the exercise of due care, may need to be increased or decreased; if such modifications are approved by Client, Shannon & Wilson's compensation and schedule shall be equitably adjusted. If conditions actually encountered at the project site differ materially from those represented by Client and/or shown or indicated in the contract documents, or are of an unusual nature which materially differ from those ordinarily encountered and generally recognized as inherent for the locality and character of the services provided for in Shannon & Wilson's scope of work, Shannon & Wilson's compensation and schedule shall be equitably adjusted. Without increasing the scope of work, price, or schedule contained in Shannon & Wilson's Proposal, Shannon & Wilson may employ such subcontractors as Shannon & Wilson deems necessary to assist in furnishing its services. If Shannon & Wilson's scope of work is increased or decreased by Client, Shannon & Wilson's compensation and schedule shall be equitably adjusted. ARTICLE 2 — TIMES FOR RENDERING SERVICES Shannon & Wilson shall perform its services in accordance with the schedule set forth in its Proposal. If Shannon & Wilson's Proposal sets forth specific periods of time for rendering services, or specific dates by which services are to be completed, and such periods of time or dates are extended or delayed through no fault of Shannon & Wilson, Shannon & Wilson's compensation and schedule shall be equitably adjusted. If Shannon & Wilson's schedule is increased or decreased by Client, Shannon & Wilson's compensation shall be equitably adjusted. ARTICLE 3 — FEES AND EXPENSES FOR RENDERING SERVICES Lump Sum Amount Shannon & Wilson's total fee for performing all of the services described in the Scope of Work shall be the lump sum amount of $2,500. Shannon & Wilson shall be entitled to monthly progress payments in proportion to the percentage of the completed Work bears to all of the services described the Scope of Work. Fees for Additional Professional Services Fees for Shannon & Wilson's services attributable to any additional services provided by Shannon & Wilson which are not specifically included in our Scope of Work will be based on the actual time expended on the project, including travel, by our personnel and will be computed by multiplying the actual number of hours worked times the employee's direct salary rate times 3.3. The hourly rates for the services of our staff will be doubled for time spent actually providing expert testimony in court or depositions. - Additional Reimbursable Expenses Expenses other than salary costs that are directly attributable to any additional services provided by Shannon & Wilson which are not specifically included in our scope of work will be invoiced at our cost plus 15 percent. Examples include, but are not limited to, expenses for out-of-town travel and living, information processing equipment, instrumentation and field equipment rental, special fees and permits, premiums for additional or special insurance where required, telecommunication charges, local mileage and parking, use of rental vehicles, taxi, reproduction, local and out-of-town delivery service, express mail, photographs, laboratory equipment fees, shipping charges, and supplies. ARTICLE 4 — PAYMENTS TO SHANNON & WILSON Invoices shall be prepared in accordance with Shannon & Wilson's standard invoicing practices and shall be submitted to Client by Shannon & Wilson monthly. The amount billed in each invoice shall be calculated as set forth in Shannon & Wilson's Proposal. Unless Shannon & Wilson's Proposal contains a fixed lump -sum price, Shannon & Wilson's actual fees may exceed the estimate contained in its Proposal. Shannon & Wilson shall not exceed the estimate contained in its Proposal by more than ten percent (10%) without the prior written consent of Client; provided however, unless the Client authorizes additional funds in excess of the estimate contained in Shannon & Wilson's Proposal, Shannon & Wilson shall have no obligation to continue work on the project. Invoices are due and payable within 30 days of receipt. If Client fails to pay Shannon & Wilson's invoice within 30 days after receipt, the amounts due Shannon & Wilson shall accrue interest at the rate of one and one-half percent (1.5%) per month (or the maximum rate of interest permitted by law, if less) after the 30th day. In addition, Shannon & Wilson may, after giving seven (7) days written notice to Client, suspend services under this Agreement until Shannon & Wilson has been paid in full. SEA -LS -2018 (1/2018) Page 1 of 6 SHANNON & WILSON, INC. If Client disputes Shannon & Wilson's invoice, only the disputed portion(s) may be withheld from payment, and the undisputed portion(s) shall be paid. Records of Shannon & Wilson's direct and indirect costs and expenses pertinent to its compensation under this Agreement shall be kept in accordance with generally accepted accounting practices and applicable federal, state, or local laws and regulations. Upon request, such records shall be made available to Client for inspection on Shannon & Wilson's premises and copies provided to Client at cost. ARTICLE 5 — CLIENT'S RESPONSIBILITIES Client shall grant or obtain free access to the project site for all equipment and personnel necessary for Shannon & Wilson to perform its services. ARTICLE 6 — STANDARD OF CARE / ABSENCE OF WARRANTIES / NO RESPONSIBILITY FOR SITE SAFETY OR CONTRACTOR'S PERFORMANCE Standard of Care The standard of care for all professional services performed or furnished by Shannon & Wilson under this Agreement shall be the skill and care ordinarily exercised by other members of Shannon & Wilson's profession, providing the same or similar services, under the same or similar circumstances, at the same time and locality as the services were provided by Shannon & Wilson. The construction, alteration, or repair of any object or structure by Shannon & Wilson shall be performed in a good and workmanlike manner in accordance with general industry standards, and conform to this Agreement. Shannon & Wilson warrants for one (1) year from substantial completion of the Work, all goods delivered hereunder shall be new and free from defects in material or workmanship, and shall conform to the specifications, drawings, or sample(s) specified or famished, if any, and shall be merchantable and fit for their intended purpose(s). Shannon & Wilson warrants that Shannon & Wilson has good and marketable title to all goods delivered hereunder, and that all goods delivered hereunder shall be free and clear of all claims of superior title, liens, and encumbrances of any kind. Subsurface explorations and testing identify actual subsurface conditions only at those points where samples are taken, at the time they are taken. Actual conditions at other locations of the project site, including those inferred to exist between the sample points, may differ significantly from conditions that exist at the sampling locations. The passage of time or intervening causes may cause the actual conditions at the sampling locations to change as well. Interpretations and recommendations made by Shannon & Wilson shall be based solely upon information available to Shannon & Wilson at the time the interpretations and recommendations are made. Shannon & Wilson shall be responsible for the technical accuracy of its services, data, interpretations, and recommendations resulting therefrom, and Client shall not be responsible for discovering deficiencies therein. Shannon & Wilson shall correct any substandard work without additional compensation, except to the extent that such inaccuracies are directly attributable to deficiencies in Client -furnished information. No Warranties Shannon & Wilson makes no guarantees or warranties, express or implied, under this Agreement or otherwise, about Shannon & Wilson's professional services. Client -Furnished Documents Shannon & Wilson may use requirements, programs, instructions, reports, data, and information furnished by Client to Shannon & Wilson in performing its services under this Agreement. Shannon & Wilson may rely on the accuracy and completeness of requirements, programs, instructions, reports, data, and other information fumished by Client to Shannon & Wilson. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from Shannon & Wilson's reliance on Client -furnished information, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Site Damage Shannon & Wilson shall take reasonable precautions to minimize damage to the project site, but it is understood by Client that, in the normal course of Shannon & Wilson's services, some project site damage may occur, and the correction of such damage is not part of this Agreement unless so stated in Shannon & Wilson's Proposal. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from any project site damage caused by Shannon & Wilson, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Buried Structures If there are any buried structures and/or utilities on the project site where subsurface explorations are to take place, Client shall provide Shannon & Wilson with a plan showing their existing locations. Shannon & Wilson shall contact a utility locator service to request that they identify any public utilities. Shannon & Wilson shall use reasonable care and diligence to avoid contact with buried structures and/or utilities as shown. Shannon & Wilson shall not be liable for any loss or damage to buried structures and/or utilities resulting from inaccuracy of the plans, or lack of plans, or errors by the locator service relating to the location of buried structures and/or utilities. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify, and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from damage to buried structures and/or utilities caused by Shannon & Wilson's sampling, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Aquifer Cross -Contamination Despite the use of due care, unavoidable contamination of soil or groundwater may occur during subsurface exploration when drilling or sampling tools are advanced through a contaminated area, linking it to an aquifer, underground stream, or other hydrous body not previously contaminated and capable of spreading contaminants off the project site. Because Shannon & Wilson is powerless to totally eliminate this risk despite use of due care, and because sampling is an essential element of Shannon & Wilson's services, Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from cross -contamination caused by Shannon & Wilson's sampling, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Opinions of Probable Construction Costs If opinions of probable construction costs are included in Shannon & Wilson's Proposal, Shannon & Wilson's opinions of probable construction costs shall be made on the basis of its experience and qualifications and represent its judgment as a professional generally familiar with the industry. Opinions of probable construction costs are based, in part, on approximate quantity evaluations that are not accurate enough to permit contractors to prepare bids. Further, since Shannon & Wilson has no control over: the cost of labor, materials, equipment, or services furnished by others; the contractor's actual or proposed construction SEA -LS -2018 (1/2018) Page 2 of 6 SHANNON & WILSON, INC. methods or methods of determining prices; competitive bidding; or market conditions, Shannon & Wilson cannot and does not guarantee that proposals, bids, or actual construction cost will not vary from opinions of the components of probable construction cost prepared by Shannon & Wilson. If Client or any contractor wishes greater assurance as to probable construction cost, Client or contractor shall employ an independent cost estimator. Review of Contractor's Shop Drawings and Submittals If review of a contractor's shop drawings and submittals are included in Shannon & Wilson's Proposal, Shannon & Wilson shall review and take appropriate action on the contractor's submittals, such as shop drawings, product data, samples, and other data, which the contractor is required to submit, but solely for the limited purpose of checking for general overall conformance with Shannon & Wilson's design concept. This review shall not include a review of the accuracy or completeness of details, such as quantities; dimensions; weights or gauges; fabrication processes; construction means, methods, sequences or procedures; coordination of the work with other trades; or construction safety precautions, all of which are the sole responsibility of the contractor. Shannon & Wilson's review shall be conducted with reasonable promptness while allowing sufficient time, in Shannon & Wilson's judgment, to permit adequate review. Review of a specific item shall not be construed to mean that Shannon & Wilson has reviewed the entire assembly of which the item is a component. Shannon & Wilson shall not be responsible for any deviations by the contractor in the shop drawings and submittals from the construction documents, which are not brought to the attention of Shannon & Wilson by the contractor in writing. Construction Observation If construction observation is included in Shannon & Wilson's Proposal, Shannon & Wilson shall visit the project site at intervals Shannon & Wilson deems appropriate, or as otherwise agreed to in writing by Client and Shannon & Wilson, in order to observe and keep Client generally informed of the progress and quality of the work. Such visits and observations are not intended to be an exhaustive check or a detailed inspection of any contractor's work, but rather are to allow Shannon & Wilson, as a professional, to become generally familiar with the work in progress in order to determine, in general, whether the work is progressing in a manner indicating that the work, when fully completed, will be in accordance with Shannon & Wilson's general overall design concept. Shannon & Wilson's authority shall be limited to observing, making technical comments regarding general overall compliance with Shannon & Wilson's design concept, and rejecting any work which it becomes aware of that does not comply with Shannon & Wilson's general overall design concept. Shannon & Wilson's acceptance of any non -conforming work containing latent defects or failure to reject any non -conforming work not inspected by Shannon & Wilson shall not impose any liability on Shannon & Wilson or relieve any contractor from complying with their contract documents. All construction contractors shall be solely responsible for construction site safety, the quality of their work, and adherence to their contract documents. Shannon & Wilson shall have no authority to direct any contractor's actions or stop any contractor's work. If Shannon & Wilson is not retained to provide construction observation of the implementation of its design recommendations, Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson, and indemnify and hold Shannon & Wilson harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from the implementation of Shannon & Wilson's design recommendations, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. No Responsibility for Site Safety Except for its own subcontractors and employees, Shannon & Wilson shall not: supervise, direct, have control over, or authority to stop any contractor's work; have authority over or responsibility for the means, methods, techniques, sequences, or procedures of construction selected by any contractor; be responsible for safety precautions and programs incident to any contractor's work; or be responsible for any failure of any contractor to comply with laws and regulations applicable to the contractor, all of which are the sole responsibility of the construction contractors. This requirement shall apply continuously, regardless of time or place, and shall in no way be altered because a representative of Shannon & Wilson is present at the project site performing his/her duties. Notwithstanding anything to the contrary, Shannon & Wilson shall never be deemed to have assumed responsibility for the project's site safety by either contract or conduct. No act or direction by Shannon & Wilson shall be deemed the exercise of supervision or control of any contractor's employees or the direction of any contractor's performance. Any direction provided by Shannon & Wilson shall be deemed solely to ensure the contractor's general overall compliance with Shannon & Wilson's design concept. No Responsibility for Contractor's Performance Except for its own subcontractors and employees, Shannon & Wilson shall not be responsible for safety precautions, the quality of any contractor's work, or any contractor's failure to furnish or perform their work in accordance with their contract documents. Except Shannon & Wilson's own employees and its subcontractors, Shannon & Wilson shall not: be responsible for the acts or omissions of any contractor, subcontractor or supplier, or other persons at the project site, or otherwise furnishing or performing any work; or for any decision based on interpretations or clarifications of Shannon & Wilson's design concept given without the consultation and concurrence of Shannon & Wilson. Approval of Contractor's Applications for Payment If approval of a contractor's applications for payment are included in Shannon & Wilson's Proposal, Shannon & Wilson shall review the amounts due the contractor and issue a recommendation about payment to Client. Shannon & Wilson's review and approval shall be limited to an evaluation of the general progress of the work and the information contained in the contractor's application for payment and a representation by Shannon & Wilson that to the best of the Shannon & Wilson's knowledge, the contractor has performed work for which payment has been requested, subject to further testing and inspection upon substantial completion. The issuance of a recommendation for payment shall not be construed as a representation that: Shannon & Wilson has made an exhaustive check or a detailed or continuous inspection check of the quality or quantity of the contractor's work; approved the contractors means, methods, sequences, procedures, or safety precautions; or that contractor's subcontractors, laborers, and suppliers have been paid. ARTICLE 7 — CONFIDENTIALITY AND USE OF DOCUMENTS Confidentiality Shannon & Wilson agrees to keep confidential and to not disclose to any person or entity (other than Shannon & Wilson's employees and subcontractors), without the prior consent of Client, all information furnished to Shannon & Wilson by Client or learned by Shannon & Wilson as a result of its work on the project; provided however, that these provisions shall not apply to information that: is in the public domain through no fault of Shannon & Wilson; was previously known to Shannon & Wilson; or was independently acquired by Shannon & Wilson from third -parties who were under no obligation to Client to keep said information confidential. This paragraph shall not be construed to in any way restrict Shannon & Wilson from making any disclosures required by law. Client agrees that Shannon & Wilson may use and publish Client's name and a general description of Shannon & Wilson's services with respect to the project in describing Shannon & Wilson's experience and qualifications to others. Copyrights and Patents — Shannon & Wilson shall indemnify, hold harmless, and defend Client from any and all actions, damages, demands, expenses (including reasonable attorneys' fees and costs), losses, and liabilities arising out of any claims that any goods or services furnished by Subcontractor infringe any patent, trademark, trade name, or copyright. SEA -LS -2018 (1/2018) Page 3 of 6 SHANNON & WILSON, INC. Use of Documents All documents prepared by Shannon & Wilson are instruments of service with respect to the project, and Shannon & Wilson shall retain a copyrighted ownership and property interest therein (including the right of reuse) whether or not the project is completed. Shannon & Wilson grants to Client a non-exclusive, irrevocable, unlimited, royalty -free license to use any documents prepared by Shannon & Wilson for Client. Client may make and retain copies of such documents for their information and use. Such documents are not intended or represented to be suitable for reuse by Client, or others, after the passage of time, on extensions of the project, or on any other project. Any such reuse without written verification or adaptation by Shannon & Wilson, as appropriate for the specific purpose intended, shall be at Client's sole risk, and Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from such reuse, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Any verification or adaptation of the documents for extensions of the project or for any other project by Shannon & Wilson shall entitle Shannon & Wilson to additional compensation to be agreed upon by Client and Shannon & Wilson. Copies of documents that may be relied upon by Client are limited to the printed copies (also known as hard copies) that are signed or sealed by Shannon & Wilson. Text, data, or graphics files in electronic media format are furnished solely for the convenience of Client. Any conclusion or information obtained or derived from such electronic files shall be at the user's sole risk. If there is a discrepancy between the electronic files and the hard copies, the hard copies govern. Because data stored in electronic media can deteriorate or be modified inadvertently or otherwise without authorization of the data's creator, the party receiving an electronic file agrees that it shall perform acceptance tests or procedures within 60 days after its receipt, after which, unless notice of any errors are given in writing to the delivering party, the receiving party shall be deemed to have accepted the data thus transferred. Any errors reported within the 60 -day acceptance period shall be corrected by the party delivering the electronic files at their sole expense. Shannon & Wilson shall not be responsible for maintaining documents stored in electronic media format after acceptance by Client. When transferring documents in electronic media format, neither Client nor Shannon & Wilson makes any representations as to long-term compatibility, usability, or readability of documents resulting from the use of software application packages, operating systems, or computer hardware differing from those used for the document's creation. ARTICLE 8 - INSURANCE Shannon & Wilson shall purchase and maintain during the term of this contract, the following insurance coverage at its sole expense: Commercial General Liability - $1,000,000 each occurrence/$2,000,000 annual aggregate Bodily Injury/Property Damage Combined Single Limit including Blanket Contractual Liability, Broad Form Products and Completed Operations, Explosion/Collapse/Underground (XCU) Exposures, and Washington Stop Gap coverage. Auto Liability - $1,000,000 Bodily Injury/Property Damage Combined Single Limit including Owned, Hired, and Non -Owned Liability coverage. Umbrella Liability - $10,000,000 Bodily Injury/Property Damage combined Single Limit in excess of Commercial General Liability, Auto Liability, and Employers' Liability. Workers' Compensation - Statutory in monopolistic states and $500,000 per accident/$500,000 per disease/$500,000 disease policy aggregate Employers' Liability in non -monopolistic including if applicable, U.S. Longshore & Harbor Workers coverage. Professional Liability - $5,000,000 per claims/$5,000,000 annual aggregate for professional errors and omissions including Pollution Liability coverage. If requested in writing by Client, Shannon & Wilson shall name Client as an additional insured on its Commercial General Liability policy. If requested in writing by Client, Shannon & Wilson shall deliver to Client certificates of insurance evidencing such coverage. Such certificates shall be furnished before commencement of Shannon & Wilson's services. Client shall cause Shannon & Wilson and its subcontractors to be listed as additional insureds on any Commercial General Liability insurance carried by Client that is applicable to the project. Client shall require the project owner to require the general contractor on the project to purchase and maintain Commercial General Liability, Automobile Liability, Workers Compensation, and Employers Liability insurance, with limits no less than set forth above, and to cause Shannon & Wilson and its subcontractors to be listed as additional insureds on that Commercial General Liability insurance. Client shall require the project owner include the substance of this paragraph in the prime construction contract. All insurance policies shall contain a waiver of subrogation. ARTICLE 9 - HAZARDOUS ENVIRONMENTAL CONDITIONS Disclosure of the Existence of Hazardous Environmental Conditions Client has disclosed to Shannon & Wilson all data known to Client concerning known or suspected hazardous environmental conditions, including but not limited to, the existence of all asbestos, PCBs, petroleum, hazardous waste, or radioactive material, if any, located at or near the project site, including its type, quantity, and location, or has represented to Shannon & Wilson that, to the best of Client's knowledge, no hazardous environmental conditions exist at or near the project site. If any hazardous environmental condition is encountered or believed to exist, Shannon & Wilson shall notify Client and, to the extent required by applicable laws and regulations, the project site owner, and appropriate governmental officials. Disposal of Non -Hazardous Samples and Hazardous or Toxic Substances All substances on, in, or under the project site, or obtained from the project site as samples or as byproducts (e.g., drill cuttings and fluids) of the sampling process are the project site owner's property. Shannon & Wilson shall preserve such samples for forty-five (45) calendar days after Shannon & Wilson's issuance to Client of the final instrument of service that relates to the data obtained from them. Shannon & Wilson shall dispose of all non -hazardous samples and sampling process byproducts in accordance with applicable law; provided however, any samples or sampling process byproducts that are, or are believed to be, affected by regulated contaminants shall be packaged by Shannon & Wilson in accordance with applicable law, and turned over to Client or left on the project site. Shannon & Wilson shall not transport store, treat, dispose of, or arrange for the transportation, storage, treatment, or disposal of, any substances known, believed, or suspected to be affected by regulated contaminants, nor shall Shannon & Wilson subcontract for such activities. SEA -LS -2018 (1/2018) Page 4 of 6 SHANNON & WILSON, INC. Shannon & Wilson shall, at Client's request (and for additional compensation, if not already included in Shannon & Wilson's Proposal), help Client or the project site owner identify appropriate alternatives for transportation, storage, treatment, or disposal of such substances, but Shannon & Wilson shall not make "any independent determination about the selection of a transportation, storage, treatment, or disposal facility. Client or the project site owner shall sign all manifests for the transportation, storage, treatment, or disposal of substances affected by regulated contaminants; provided however, notwithstanding any other provisions of this Agreement to the contrary if Client directs Shannon & Wilson, Shannon & Wilson's employees, or Shannon & Wilson's agents to sign such manifests and/or to hire for Client or the project site owner a contractor to transport store, treat, or dispose of the contaminated substances, Shannon & Wilson shall do so only as Client's disclosed agent. Contaminated Equipment and Consumables Client shall reimburse Shannon & Wilson for the cost of decontaminating field or laboratory equipment that is contaminated by regulated materials encountered at the project site and for the cost of disposal and replacement of contaminated consumables. In some instances, the cost of decontamination may exceed the fair market value of the equipment, were it not contaminated, together with the cost of properly transporting and disposing of the equipment. In such instances, Shannon & Wilson will notify Client and give Client the option of paying for decontamination or purchasing the equipment at its fair market value immediately prior to contamination. If Client elects to purchase equipment, Client and Shannon & Wilson will enter into a specific agreement for that purpose. Any equipment that cannot be decontaminated shall be considered a consumable. Client's Liability for Hazardous or Toxic Materials Except to the extent caused by Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract, and only to the maximum extent permitted by law, Client shall: indemnify and hold harmless Shannon & Wilson, its subcontractors and their partners, officers, directors, employees, and agents; from and against any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage (including bodily injury, death, or property damage to Shannon & Wilson's own employees), or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non -economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever; arising from the arrangement for and/or ownership, operation, generation, labeling, transportation, storage, disposal, treatment, release, or threatened release of any hazardous or toxic materials, as defined by CERCLA, MTCA, or similar federal, state, or local environmental laws, on and/or from the project site. ARTICLE 10 - ALLOCATION OF RISK Indemnification of Client To the maximum extent permitted by law, Shannon & Wilson shall: indemnify and hold harmless Client, its appointed and elected officials, partners, officers, directors, employees, and agents; from and against any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage, (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non -economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever; arising from the negligent or wrongful acts, errors, or omissions, or breach of contract or warranty express or implied, by Shannon & Wilson or any of its subcontractors; but only to the extent of Shannon & Wilson's and its subcontractor's relative degree of fault. In furtherance of these obligations, and only with respect to Client, its appointed and elected officials, partners, officers, directors, employees and agents, Shannon & Wilson waives any immunity it may have or limitation on the amount or type of damages imposed under any industrial insurance, worker's compensation, disability, employee benefit, or similar laws. Shannon & Wilson acknowledges that this waiver of immunity was mutually negotiated. Limitation of Shannon & Wilson's Liability A. Total Liability Limited to Insurance Proceeds Notwithstanding any other provisions of this Agreement, and only to the maximum extent permitted by law, the total liability, in the aggregate, of Shannon & Wilson, its subcontractors, and their partners, officers, directors, employees, agents and, or any of them, to Client and/or anyone claiming by, through, or under Client, for any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage, (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non -economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever, arising out of, resulting from, or in any way related to the project or this Agreement, shall be limited to the insurance proceeds payable on behalf of or to Shannon & Wilson by any insurance policies applicable thereto. If you are unwilling or unable to limit our liability in this manner, we will negotiate this limitation and its associated impact on our approach, scope of work, schedule, and price, with you. You must notify us in writing before we commence our work of your intention to negotiate this limitation and its associated impact on our approach, scope of work, schedule, and price. Absent your prior written notification to the contrary, we will proceed on the basis that our total liability is limited as set forth above. B. Professional Liability Limited to $50,000 or 10% of Fee With respect to professional errors or omissions only, notwithstanding any other provisions of this Agreement, and only to the maximum extent permitted by law, the total liability, in the aggregate, of Shannon & Wilson, its subcontractors, and their partners, officers, directors, employees, agents, or any of them, to Client and/or anyone claiming by, through, or under Client, for any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non -economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever, arising out of, resulting from, or in any way related to the professional errors or omissions of Shannon & Wilson, its subcontractors, or their partners, officers, directors, employees, agents or, or any of them, shall not exceed the aggregate total amount of $50,000.00, or ten percent (10%) of the total compensation actually paid to Shannon & Wilson under this Agreement, whichever is greater. If you are unwilling or unable to limit our professional liability to these sums, we will negotiate the amount of this limitation and its associated impact on our approach, scope of work, schedule, and price, with you. You must notify us in writing before we commence our work of your intention to negotiate the amount of this limitation and its associated impact on our approach, scope of work, schedule, and price. Absent your prior written notification to the contrary, we will proceed on the basis that our total professional liability is limited to $50,000.00 or ten percent (10%) of the total compensation actually paid to Shannon & Wilson under this Agreement, whichever is greater. SEA -LS -2018 (1/2018) Page 5 of 6 SHANNON & WILSON, INC. ARTICLE 11 — MISCELLANEOUS Termination This Agreement may be terminated without further obligation or liability by either party, with or without cause (for convenience), upon 30 days prior written notice to the other. Shannon & Wilson shall be entitled to compensation for all services performed prior to the termination of this Agreement. This Agreement may be terminated by the non -breaching party upon any breach of this Agreement that remains uncured after 10 days notice to the breaching party by the non - breaching party. Upon payment of all amounts due Shannon & Wilson, Client shall be entitled to copies of Shannon & Wilson's files and records pertaining to services performed prior to the termination of this Agreement. Successors, Assigns, and Beneficiaries This Agreement shall be binding upon each party's assigns, successors, executors, administrators, and legal representatives. Neither Client nor Shannon & Wilson may assign or transfer any rights under or interest in this Agreement without the written consent of the other. No assignment shall release or discharge the assignor from any duty or responsibility under this Agreement. Nothing in this Agreement shall be construed to create, impose, or give rise to any duty owed by Client or Shannon & Wilson to any third -party. All duties and responsibilities undertaken under this Agreement shall be for the sole and exclusive benefit of Client and Shannon & Wilson. There are no intended third -party beneficiaries. Notwithstanding the foregoing, should a court find a third -party to be a beneficiary of this Agreement, it is the intent of the parties that the judicially created third -party beneficiary be bound by and subject to all of the terms and conditions of this Agreement. Jurisdiction, Venue, and Choice of Law Any applicable Statute of Limitation shall be deemed to commence running on the date which the claimant knew, or should have known, of the facts giving rise to their claims, but in no event later than the date of substantial completion of Shannon & Wilson's services under this Agreement. To the maximum extent permitted by law, as a condition precedent to commencing a judicial proceeding, a party shall give written notice of their claims, including all amounts claimed, and the factual basis for their claims, to the other party within one (I) year of when the claimant knew, or should have known, of the facts giving rise to their claims, but in no event later than one (1) year from the date of substantial completion of Shannon & Wilson's services under this Agreement. As a condition precedent to commencing a judicial proceeding, a party shall first submit their claims to non-binding mediation through and in accordance with the rules of the American Arbitration Association. This Agreement shall be construed in accordance with and governed by the laws (except choice and conflict of law provisions) of the state in which the Project is located. Any judicial action shall be brought in the state in which the Project is located. Attorneys' Fees Should any dispute or claims arise out of this Agreement, whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise, the prevailing party shall be entitled to an award of their reasonable attorneys' fees and costs, including upon appeal and in the enforcement of any judgment. Should neither party prevail on all of their claims or receive all of the relief they sought, then the substantially prevailing party shall be awarded their reasonable attorneys' fees and costs, including upon appeal and in the enforcement of any judgment. Waiver A waiver of any of the terms and conditions or breaches of this Agreement shall not operate as a subsequent waiver. Headings The headings used in this agreement are for general ease of reference only. They have no meaning and are not part of this Agreement. Integration This Agreement, together with all attachments hereto, are incorporated by reference into each other, and supercede all prior written and oral discussions, representations, negotiations, and agreements on the subject matter of this Agreement and represent the parties' complete, entire, and final understanding of the subject matter of this Agreement. Survival Notwithstanding completion or termination of this Agreement for any reason, all representations, warranties, limitations of liability, and indemnification obligations contained in this Agreement shall survive such completion or termination and remain in full force and effect until fulfilled. Severability If any of the terms or conditions of this Agreement are found to be void or unenforceable for any reason, the remainder of this Agreement shall continue in full force and effect, and the court shall attempt to judicially reform the void or unenforceable provisions to the maximum extent possible, consistent with the original intent expressed in the provisions, to render it valid and enforceable. If the court is unable to reform the provisions to render it valid and enforceable, the court shall strike only that portion which is invalid or unenforceable, and this Agreement shall then be construed without reference to the void or unenforceable provisions. SEA -LS -2018 (1/2018) Page 6 of 6 ISHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Proposal 21-2-65263-001 Date: March 13, 2018 To: Ms. Joanna Spencer Tukwila Public Works IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL PROPOSAL More construction problems are caused by site subsurface conditions than any other factor. The following suggestions and observations are offered to help you manage your risks. HAVE REALISTIC EXPECTATIONS. If you have never before dealt with geotechnical or environmental issues, you should recognize that site exploration identifies actual subsurface conditions at those points where samples are taken, at the time they are taken. The data derived are extrapolated by the consultant, who then applies judgment to render an opinion about overall subsurface conditions; their reaction to construction activity; appropriate design of foundations, slopes, impoundments, and recovery wells; and other construction and/or remediation elements. Even under optimal circumstances, actual conditions may differ from those inferred to exist, because no consultant, no matter how qualified, and no subsurface program, no matter how comprehensive, can reveal what is hidden by earth, rock, and time. DEVELOP THE SUBSURFACE EXPLORATION PLAN WITH CARE. The nature of subsurface explorations—the types, quantities, and locations of procedures used—in large measure determines the effectiveness of the geotechnical/environmental report and the design based upon it. The more comprehensive a subsurface exploration and testing program, the more information it provides to the consultant, helping to reduce the risk of unanticipated conditions and the attendant risk of costly delays and disputes. Even the cost of subsurface construction may be lowered. Developing a proper subsurface exploration plan is a basic element of geotechnical/environmental design, which should be accomplished jointly by the consultant and the client (or designated professional representatives). This helps the parties involved recognize mutual concerns and makes the client aware of the technical options available. Clients who develop a subsurface exploration plan without the involvement and concurrence of a consultant may be required to assume responsibility and liability for the plan's adequacy. READ GENERAL CONDITIONS CAREFULLY. Most consultants include standard general contract conditions in their proposals. One of the general conditions most commonly employed is to limit the consulting firm's liability. Known as a "risk allocation" or "limitation of liability," this approach helps prevent problems at the beginning and establishes a fair and reasonable framework for handling them, should they arise. Various other elements of general conditions delineate your consultant's responsibilities. These are used to help eliminate confusion and misunderstandings, thereby helping all parties recognize who is responsible for different tasks. In all cases, read your consultant's general conditions carefully and ask any questions you may have. HAVE YOUR CONSULTANT WORK WITH OTHER DESIGN PROFESSIONALS. Costly problems can occur when other design professionals develop their plans based on misinterpretations of a consultant's report. To help avoid misinterpretations, retain your consultant to work with other project design professionals who are affected by the geotechn- ical/environmental report. This allows a consultant to explain report implications to design professionals affected by them, and to review their plans and specifications so that issues can be dealt with adequately. Although some other design professionals may be familiar with geotechnical/environmental concerns, none knows as much about them as a competent consultant. Page 1 of 2 1/2018 OBTAIN CONSTRUCTION MONITORING SERVICES. Most experienced clients also retain their consultant to serve during the construction phase of their projects. Involvement during the construction phase is particularly important because this permits the consultant to be on hand quickly to evaluate unanticipated conditions, to conduct additional tests if required, and when necessary, to recommend alternative solutions to problems. The consultant can also monitor the geotechnical/environmental work performed by contractors. It is essential to recognize that the construction recommendations included in a report are preliminary, because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual subsurface conditions can be discerned only during earthwork and/or drilling, design consultants need to observe those conditions in order to provide their recommendations. Only the consultant who prepares the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid. The consultant submitting the report cannot assume responsibility or liability for the adequacy of preliminary recommendations if another party is retained to observe construction. REALIZE THAT ENVIRONMENTAL ISSUES MAY NOT HAVE BEEN ADDRESSED. If you have requested only a geotechnical engineering proposal, it will not include services needed to evaluate the likelihood of contamination by hazardous materials or other pollutants. Given the liabilities involved, it is prudent practice to always have a site reviewed from an environmental viewpoint. A consultant cannot be responsible for failing to detect contaminants when the services needed to perform that function are not being provided. ONE OF THE OBLIGATIONS OF YOUR CONSULTANT IS TO PROTECT THE SAFETY, PROPERTY, AND WELFARE OF THE PUBLIC. A geotechnical/environmental investigation will sometimes disclose the existence of conditions that may endanger the safety, health, property, or welfare of the public. Your consultant may be obligated under rules of professional conduct, or statutory or common law, to notify you and others of these conditions. RELY ON YOUR CONSULTANT FOR ADDITIONAL ASSISTANCE. Your consulting firm is familiar with several techniques and approaches that can be used to help reduce risk exposure for all parties to a construction project, from design through construction. Ask your consultant, not only about geotechnical and environmental issues, but others as well, to learn about approaches that may be of genuine benefit. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Finns Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2018 fl 1 SHANNON &WILSON, INC GEOTECHNICAL AND ENVIRONMENTAL CONSULTANT May 7, 2018 Ms. Joanna Spencer Tukwila Public Works 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188-2544 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION RE: GEOTECHNICAL PEER REVIEW FOR PROPOSED RESIDENTIAL DEVELOPMENT, 147XX MACADAM ROAD SOUTH, TUKWILA, WASHINGTON Dear Joanna: We have completed our review of the geotechnical report and design documents for the proposed residential development at 147XX Macadam Road South in Tukwila, Washington. This letter presents our conclusions and recommendations regarding the adequacy of the geotechnical design. Our services were performed in accordance with our proposal dated March 13, 2018, authorized by Henry Hash on April 25, 2018. We based the opinions presented in this letter on the project drawings and geotechnical report prepared by Migizi Group, Inc. SITE AND PROJECT DESCRIPTION The proposed construction is located on the west side of Macadam Road S, north of S 150th Street. Interstate 5 (I-5) is located to the west of the property. The property slopes gently from east to west at a gradient of about 20 percent. The east side of the site slopes down about 10 feet from Macadam Road S at a gradient of about 50 to 70 percent. The proposed construction consists of a new two-story residence. The structure would be founded on spread footings. Regrading via fill placement is proposed along the eastern slope to facilitate access to Macadam Road S. Minor regrading is proposed on the west side of the property to allow for a vegetated flow path. 400 NORTH 34TH STREET, SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206-632-8020 FAX 206-695-6777 TDD 1-800-833-6388 www.shannonwilson.com 100349-001 Ms. Joanna Spencer Tukwila Public Works May 7, 2018 Page 2 of 3 SUBSURFACE CONDITIONS SHANNON &WILSON, INC. Subsurface conditions were determined by Migizi Group by performing two test pit excavations. The subsurface conditions consist of a thin mantle of forest duff underlain by native, glacial till soils. Seepage was encountered in the test pits that is likely a result of perched groundwater above the glacial till. REVIEW AND CONCLUSIONS We have reviewed the recommendations and conclusions from the geotechnical report and the proposed drainage plans prepared by Migizi Group. The design appears to be consistent with typical practice in this area. In particular, we have reached the following conclusions: • Section 4.0 states that the proposed regrading would improve stability of the steep slope along the eastern edge of the site. We agree with this statement, because fill is being placed at the toe of the slope that would act as a buttress. • We understand that there is a concern about slope stability along the western side of the slope that could potentially impact I-5. The report does not specifically address this issue. Based on the recommended 2,000 pounds per square foot bearing pressures; limited regrading along the western slope; and dense, glacially overridden soils encountered at the site, it is our opinion that the probability of instability is minimal. CLOSURE We have included the enclosed, "Important Information About Your Geotechnical/ Environmental Report," to assist you and others in understanding the use and limitations of our reports. 100349-001-L I .docx/wp/aya 100349-001 Ms. Joanna Spencer Tukwila Public Works May 7, 2018 Page 3 of 3 SHANNON &WILSON. INC. Please call me at (206) 695-6775 if you have any questions regarding this letter report. We appreciate the opportunity to be of service. Sincerely, SHANNON & WILSON, INC. James R. Hansen, PE Senior Engineer JRH:MWP/jrh Enc: Important Information About Your Geotechnical/Environmental Report 100349-001-LI.docxhvplaya 100349-001 -11 ISHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 100349-001 Date: May 7, 2018 To: Ms. Joanna Spencer Tukwila Public Works IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANTS REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2018 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports, and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2018 i • NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS. GROUT ALL LIFTING EYE HOLES. 2. REFER TO SS -13 FOR STEP DETAIL. 3. SEE SS -12 FOR LADDER DETAIL. NOTES: MH RING & COVER 8" MIN. TO 18" MAX. PRECAST CONCRETE RINGS PRECAST CONE SECTION 1. INSTALL GU MANHOLE BASE LINER, AVAILABLE THROUGH PREDL GU LINER SYSTEMS (ALDERGROVE, B.C. CANADA (604)607-7755) WHEN INSTALLING NEW SEWER STRUCTURES. 2. INSTALL KOR-N-SEAL CONNECTORS WHEN CONNECTING TO AN EXISTING STRUCTURE. INSIDE DROP (MIN. 0.1' MAX KOR-N-SEAL ACCESS DETAIL GROUT SLOPE SHELF TO PIPE: 4% GU MANHOLE BASE LINER SIDE CHANNEL CHANNELIZATION NOT TO SCALE City of Tukwila MANHOLE ACCESS AND CHANNELIZATION SHEET: SS -08 LAST REVISION: APRIL 2019 APPROVAL: H. PONNEKANTI 1 0 v 0 m PND Bore Profile Log Shot Length in Feet 0 0 a W to 0 n o to 0 Ln 0 In 0 -n 0 Ln 0 un 0 to 0 ,n 0 ry m m Q V ul tf1 LO t0 h h 00 CO 0, 0• 0 ey sapui u! (oda° JT=Joint Trench 0 v 0 z City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 6, 2018 NOTICE OF DECISION TO: Patrick McHenry, applicant Via email: themchenrygroup@gmail.com This letter serves as a notice of decision and is issued pursuant to TMC 18.104.170 on the following project and permit approval. Project File Number: L18-0033 Applicant: Type of Permit: Project Description: Location: Associated Files: I. PROJECT INFORMATION Patrick McHenry, The McHenry Group Tree Permit for removal and mitigation of four trees between 8" and 12" in diameter, four trees 12" to 18" in diameter, and two trees 12" to 18" in diameter. Request to remove ten trees over 8" in diameter to facilitate development of a single-family house on an undeveloped lot with steep slopes/sensitive areas, and approval of the planting of 29 trees as mitigation. If development of the site prevents accommodation of all required 29 replacement trees, the applicant may plant at least 15 trees and pay into the City's Tree Fund for any trees required but unable to be accommodated. 14727 Macadam Road, APN 7661600242 L18-0034 Special Permission Comprehensive Plan Low Density Residential (LDR) Designation/Zoning District: II. DECISION SEPA Determination: The City SEPA Responsible Official has previously determined that this application does not require a SEPA threshold determination because it is categorically exempt. Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Page 2 of 4 Decision on Substantive Permit: The City Planning Supervisor has determined that the application for a Tree Permits does comply with applicable City and State Code requirements and has approved the application with the following conditions: • Trees must be replaced per the replacement ratios established in the Tree Regulations (Ordinance 2570). 29 Trees are required as mitigation for the 9 large trees and one medium tree proposed for removal. • 15 of the required 29 trees must be accommodated onsite; payment into the City's Tree Fund is allowed for up to 14 replacement trees. At the time of this writing, the fee per replacement tree is $124; this fee is subject to change. At the time of initial planting inspection, payment into the City's Tree Fund will be at the rate codified/in place at the time of inspection. • Planting and maintenance shall be in accordance with best management practices for landscaping to ensure the vegetation's long-term health and survival per TMC 18.54.160. • Trees may be planted between October 15th and April 15th; this ensures the best start for tree health and retention for the mitigation monitoring period and beyond. Trees shall be planted after construction of the proposed house, as construction equipment has the potential to damage newly planted trees. • Entire planting area should be mulched with 3-4 inches of medium bark or wood chips. Mulch should not be placed against the trunks of the trees — leave a 4 inch circle around the trunk un - mulched. • The new tree shall be planted according to a planting plan (To be submitted at the time of initial inspection) with trees spaced at least 8' apart. Per TMC 18.54.130.3c.1, evergreen trees must be at least 6' tall at time of planting. • Trees should be watered weekly during the dry months (generally July -September or as necessary depending on conditions) for the first two growing seasons. • The City will perform an initial inspection after planting. Please email Lindsay Brown at the address below to schedule the initial inspection. • Applicant shall submit annual photos of the replacement tree to the city's Urban Environmentalist (Andrea.cummins@tukwilawa.gov) and the project manager (Lindsay.brown@tukwilawa.gov) to ensure proper maintenance and a 100% survival rate for three years following initial landscaping inspection. III. FINDINGS Per TMC 18.54.080, removal of a small tree (up to 500 sf2 of tree canopy) requires 1:1 replacement. Removal of a medium canopy tree (501 sf2- 1,000sf2 tree canopy) requires the replacement with 2 trees. Removal of a large tree (<1,001 sf2 tree canopy) requires replacement with 3 trees. One medium and nine large trees are proposed for removal, requiring 29 replacement trees to be planted. Replacement trees in areas of potential geologic instability shall be a mix of evergreen and deciduous trees, preferably native, and shall be sufficient to provide erosion and stabilization protection, per TMC 18.45.130. Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Page 3 of 4 Ordinance 2570 (TMC 18.54.100) allows payment into the tree fund for required replacement trees not able to be accommodated onsite. The applicant may pay into the Tree Fund for up to 14 trees (trees unable to be accommodated onsite), and must plant at least 15 of the 29 trees required as mitigation for the 10 trees proposed for removal. IV. YOUR APPEAL RIGHTS The Decisions on these Permit Applications are Type 1 decisions pursuant to Tukwila Municipal Code §18.104.010. Other land use applications related to this project may still be pending. One administrative appeal to the City Hearing Examiner of the Decision on the Permits themselves is permitted. A party who is not satisfied with the outcome of the Hearing Examiner appeal process may file an appeal in King County Superior Court from the Hearing Examiner's decision. V. PROCEDURES AND TIME FOR APPEALING In order to appeal the Planning Supervisor's decision on the Permit Applications, a written notice of appeal must be filed with the Department of Community Development within 14 days of the issuance of this Decision. The requirements for such appeals are set forth in Tukwila Municipal Code Ch. 18.116. All appeal materials shall be submitted to the Department of Community Development. Appeal materials MUST include: 1. The name of the appealing party. 2. The address and phone number of the appealing party; and if the appealing party is a corporation, association or other group, the address and phone number of a contact person authorized to receive notices on the appealing party's behalf. 3. A statement identifying the decision being appealed and the alleged errors in the decision, including any specific challenge to an MDNS. 4. The Notice of Appeal shall identify (a) the specific errors of fact or errors in application of the law in the decision being appealed; (b) the harm suffered or anticipated by the appellant, and (c) the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice of Appeal. 5. Appeal fee per the current fee schedule, additional hourly charges may apply. In addition, all hearing examiner costs will be passed through to the appellant. VI. APPEAL HEARINGS PROCESS Any administrative appeal regarding the Permit shall be conducted as a closed record hearing before the Hearing Examiner based on the information presented to the Planning Supervisor who made the original decision. No new evidence or testimony will be permitted during the appeal hearing. Parties will be allowed to present oral argument based on the information presented to the Planning Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov N To U Q 0 O Q C co W _O t 4-1C 'N N(U U _ a) O a) Nci al Q a) Q N Q ate--+ CO p Q a) E � +- _c C 0 c +� 4— W c u U O QO a-' •N Q ^c V as l0 v N m N -o := c N U c s CU C O CU E O c i CO N_ C = X c) 0 w CU _C U O .O .L i I- n, W4-1 a) _ — Q N aJ E N N Fes— X O •- w 47, to �_ W • ( C E a v _ a) C0 N a a) _c }, o ✓ aCD- C N O CLO fD U a N C O a) = v 'N -p c6 = c U NU a CO S O v 'D C a.., ++ O N W 00 Q i a) Oa) C _ LE c = +-I 3 Op (t) a,,, L •N 4-1 X L -o co fa C a) a Q (D >. i c0 N m p C C a) ) a Q2 a✓ 0 Q U J a a w H O O 0 INSPECTION OF CO N�� 03 o woo E etN Q c D s Q U Q v X C a) v O p fa O 4-1 CO '1 = -O ELi ,4 p O ra N CO O Q > W O - O ca 4-1 4-103 L cv v CL L ate+ a) o _c'c M N CU a) 66 4- ip C O Q = a a o c a N ° O cro W +� Lo +� L C v _o N O >.CO m m > CIO C D LL a) O vi E -- ON c m E 4 O ao p p c L i) 4- J CO a--+ `-O >• v N i 4- a-+ co ate-+ a) a) v—i a) -0 C _C L >, E O Ov N L D L iv CO L o_ E >. E o v 0 0 0 4- Ec aa, CO CD 00 O '� Q00 o0 3 •� O CL 00 RI H c N LO C N }' a�..r dA m > N d0 {� C N c ca t >. - 1 c N N O>- p 0 U C Ua.:, C a1 = C U J ` O N Q N fa u cV � 3 N to a) c cu L = c C Y o 1- 2 3 a) O s E a oo E. >. a) a) a) Q ate+ 0 a CD cn 0. a U a✓ c a) 0. 0 v a) 0 c E 0 U a 03 O c a m E N � O C (1te) :-71 0 V Enc: Site Plan depicting trees to be removed Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Phone: 206-433-1800 + Em Joanna Spencer From: Sent: To: Subject: Thank you Joanna. Henry Hash Public Works Director Office: 206-433-0179 Cliff OF TUKWILA Henry Hash Thursday, May 17, 2018 9:57 AM Joanna Spencer RE: Undegrounding requirement for power Burk SFR D18-0044 From: Joanna Spencer Sent: Thursday, May 17, 2018 9:01 AM To: themchenrygroup@gmail.com Cc: Henry Hash <Henry.Hash@TukwilaWA.gov>; Joanna Spencer <Joanna.Spencer@TukwilaWA.gov>; Scott Bates <Scott.Bates@TukwilaWA.gov> Subject: FW: Undegrounding requirement for power Burk SFR D18-0044 Good morning Patrick, Per our May 16, 2018 phone conversation Public Works does not recommend an overhead power installation across Macadam Rd South. However, we believe a better option is available. Since the road will need to be open cut in order to install a new water service tapped of the existing water main running along east side of the road a power & telecommunication conduit can be dropped in at the same time. Appropriate clearance between power conduit and water service line shall be maintained. Applicant shall obtain a Tukwila Electrical permit for conduit placement. Please note that the undergrounding requirement was part of lot variance approval. Using the open cut trench will be safer and Tess costly . Please don't hesitate to call with any questions. Thank you. DONNA SP&VCER Development Engineer Tukwila Public Works 6300 Southcenter Blvd, Suite 100, Tukwila, WA 98188-2544 Phone: 206 431-2440 Fax: 206 431-3665 From: Patrick McHenry < > Sent: Wednesday, May 16, 2018 2:42 PM 1 FILO D19'oOLfLl To: Joanna Spencer<Joanna.Spencer@TukwiiaWA.gov> Subject: Undegrounding requirement for power Hi Joanna, Per our conversation today, would you please send me a brief email regarding the director's decision. I would like to share with the property owner. Thank you and I will look for the permit approval from you in the coming days. Thanks again for the communication. Patrick McHenry McHenry Development Group, LLC (425) 505-3873 2 Joanna Spencer From: Joanna Spencer Sent: Thursday, May 17, 2018 9:01 AM To: 'themchenrygroup@gmail.com' Cc: Henry Hash; Joanna Spencer; Scott Bates Subject: FW: Undegrounding requirement for power Burk SFR Attachments: scan_136.pdf Good morning Patrick, D18-0044 Per our May 16, 2018 phone conversation Public Works does not recommend an overhead power installation across Macadam Rd South. However, we believe a better option is available. Since the road will need to be open cut in order to install a new water service tapped of the existing water main running along east side of the road a power & telecommunication conduit can be dropped in at the same time. Appropriate clearance between power conduit and water service line shall be maintained. Applicant shall obtain a Tukwila Electrical permit for conduit placement. Please note that the undergrounding requirement was part of lot variance approval. Using the open cut trench will be safer and less costly . Please don't hesitate to call with any questions. Thank you. jOANNA SPENCER Development Engineer Tukwila Public Works 6300 Southcenter Blvd, Suite 100, Tukwila, WA 98188-2544 Phone: 206 431-2440 Fax: 206 431-3665 From: Patrick McHenry < > Sent: Wednesday, May 16, 2018 2:42 PM To: Joanna Spencer <Joanna.Spencer@TukwilaWA.gov> Subject: Undegrounding requirement for power Hi Joanna, Per our conversation today, would you please send me a brief email regarding the director's decision. I would like to share with the property owner. Thank you and I will look for the permit approval from you in the coming days. Thanks again for the communication. Patrick McHenry McHenry Development Group, LLC (425) 505-3873 1 DIbOD44 McHenry Development Group, LLC PO Box 8290 Bonney Lake, WA 98391 (425) 505-3873 themchenrygroup@gmail.com March 23, 2018 Attn: Public Works Director Public Works Department City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 RE: Burk Property 14725 Macadam Road South Tukwila, WA 98168 Dear Sir, Our company is working on behalf of Richard & Angelyn Burk in an effort to construct a modest single-family residence within the city limits of Tukwila. The site is small but poses some challenges that have driven the cost up exponentially. It is located on Macadam Road South and is situated along the west side of the roadway, opposite the majority of all development along that particular stretch of Macadam. We are currently in review for public works and building division approval for the Burk's new residence of approximately 2,028 square feet. Although much of the development costs were anticipated, the cost of the utility connections and associated road work far exceeded some of the general estimates obtained early on. The Burks were not familiar with T.M.C. 11.28.070 and the requirement of burying the power under the roadway. The substantial cost of performing that feat along with the engineering costs by Seattle City Lights has become an economic burden that could exceed $30,000 when all is said and done. Additionally, according to Seattle City Lights representation, the engineering, design and installation could be as much as 5-6 months away. This would mean that there would be no electrical power available throughout the entire home construction phase of the home incurring yet additional costs to the Burks and delays to their construction timeline. If the circumstances were different and this was a multi -family project, commercial project or a plat development of multiple SFR sites, we would not be requesting an exception/waiver to the undergrounding requirement. The cost of the undergrounding of power requirement in that type of environment could easily be justified as a cost of profitable development. However, this is a single family modest home that has become financially burdensome to pursue. The Burk's feel that, in this predicament, that it is not economically feasible to substantiate over $30,000 just to have power provided to their new home when their property is situated directly across from existing overhead power. i —OO41 On behalf of Richard and Angelyn Burk, we are hereby requesting the waiver of T.M.C. 11.28.070 pursuant to T.M.C. 11.28.140 due to economic hardship rising from the requirement for this individual circumstance. The Burks are not opposed to sign a no -protest LID agreement to secure the applied waiver. We have attached a site map and highlighted the location of the existing utility pole. We propose installing a power pole of ample height directly across the road from the existing pole/transformer in the R.O.W. The new aerial power line to the new pole would continue vertically down the pole (in conduit) and underground to the meter base of the Burk's new residence. After the cost of the pole and installation, it is estimated that the Burks will conserve an estimated $22,000. The City of Tukwila will benefit for decades to come from the property taxes and other revenue generated from the construction of this home. We only ask that this request for waiver reflect a reciprocal consideration of the facts by the City of Tukwila. Please feel free to call me regarding this matter. Thank you for your consideration. Sincerely, Patrick McHenry McHenry Development Group, LLC (425) 505-3873 .% N D r m z f'l 1 N ""1111M11111111\ Z X69 Hitld M014 Q31d13D3' x -4 vice D 0 z 3 D 17 I5 -n G) C m .OZ ps Wopo0ow Ot 0 N j pp j 1 -As O O + ' 0 0 P W .4' 8 :ix m a-- le ae o 0 0 0000(0 o0S0 n 10 t0 lit N .P (00 Cu m ti NNos G,40 oy�dv+ Zj '_i'!1 VWz 0 0D \ mrm000 0 CrCY rrOc-t 51 51- `� 0P<zm m 00 ' Z1 0 N mD N AmO_< N !nom P1 �oZ m n W O M O W 0 m N O 0 > m), -o to m N 5�DO O > Nu) ZO A N . D co Z ID Dm m m o W D m ti) Z D m z o:0 z m Z • 0mz 0 m V 0z = m m aa NZD 13 17 mo Mm0 A x m z P > 0 o m z W • 4 March 21, 2018 City of Tukwila Department of Community Development PATRICK MCHENRY PO BOX 8290 BONNEY LAKE, WA 98391 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 18-0044 BURK RESIDENCE - 14727 MACADAM RD S Dear PATRICK MCHENRY, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of24x36; all sheets shall be the same size. "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 truss package shall be required for permit submittal of each new building. Please provide the truss package for this house. 2. Show under stair protection of the stairway inside. 3. Special inspection notes are provided on the structural sheet S-0. Please clarify if special inspections are required and indicate in the notes on the plan sheet. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1) Minimum roof pitch must be 5:12 per Tukwila Municipal Code 18.50.050. 2) Site contains environmentally sensitive areas in the form of Class 2 and 3 Steep Slopes. A Tree Removal and Landscape Modification permit will need to be completed and approved prior to Development permit approval. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Applicant shall submit attached Traffic Concurrency Certificate Application and pay $300.00 application fee. 2) Provide sewer service design for pumped sewer and water service design including tap off the main. Please contact Mike Cusick, PE, PW Senior Water & Sewer Engineer @ 206 431-2441 for any water and sewer questions. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 3) Submit a storm drainage maintenance manual that spells out property owners storm system maintenance requirements per KC Surface Water Design Manual 2016 edition. 4) Show length and driveway slope. 5) Contact Post Master @ 1-800-275-8777 for mailbox location. 6) Cross reference the Geotech report on plan (report title/date/company/phone #). 7) Page 11 of your Geotech report calls for Subfloor Drains, however they couldn't be located on plans. 8) Your geotech report will be peer review by a 3 -rd party consultant at your expense. As soon as PW receives the quotation the project owner will need to agree in writing to PW that they will make an advance payment to the City for this peer review. 9) Submit construction cost estimate for site work inside the private property and in the City right of way, in order to determine PW permit fees. Enter cost on page 1 of the attached PW Bulletin A2. 10) Before permit can be issued the following items are required: a) Bond in the amount of 150% construction cost in the right of way b) Ins. Certificate naming Tukwila as additional insured c) Hold Harmless Agreements for right of way work and for Sensitive areas d) King County Residential Sewer Use Certification form 11) I have attached for reference only Macadam Rd S from S 147th St to S 150th Street Rock & Roll Program/Residential Street Periodization sheet, which might affect your property in the future. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, ?en/1 j Bill Rambo Permit Technician File No. D18-0044 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Ms. Joanna Spencer Tukwila Public Works March 13, 2018 Page 2 of 2 Please sign in the space provided and return a copy of this letter, which will then serve as an agreement between us. Shannon & Wilson, Inc. has prepared the enclosed, "Important Information About Your Geotechnical/Environmental Proposal," to assist you and others in understanding the use and limitations of our proposals. We appreciate your confidence in our firm and we look forward to working with you. I am available at (206) 695-6775 if you have any questions. Sincerely, SHANNON & WILSON, INC. Jim Hansen, PE Senior Geotechnical Engineer JRH:MWP/jrh Enc: Standard General Terms and Conditions, SEA -LS -2018 (1/2018) Important Information About Your Geotechnical/Environmental Proposal I accept the above conditions and authorize the above work to proceed. By L/4 ' � &J/ Signature (print) Pl 13L t c . ( 12/L5 Organization 21-2-65263-001-L I . doc/wp/lkn Date u J City of Tukwila Henry Hash Public Works Director Public Works Department 206-433-0179 6300 Southcenter Blvd., Suite 100 - Tukwila, Washington 98188 www.tukwilawa.gov Email: Henry..Hash@TukwilaWA.gov PERMIT COORD OOP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0044 DATE: 06/12/19 PROJECT NAME: BURK RESIDENCE SITE ADDRESS: 14727 MACADAM RD S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 3 after Permit Issued DEPARTMENTS: Building Division n pc 19-i)--(q P'u[Slic Works Fire Prevention Structural n Planning Division nPermit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/13/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required 111 Denied (ie: Zoning Issues) DUE DATE: 07/11/19 Approved with Conditions ge (corrections entered in Reviews) Notation: n 40 -Cr ae{ c(tcoam. REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 O PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0044 DATE: 03/25/19 PROJECT NAME: BURK RESIDENCE SITE ADDRESS: 14727 MACADAM RD S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: Building Division I cbS A C. 3 )71 '1 Public Works111 Fire Prevention Structural Planning Division Permit Coordinator IP PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/26/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/23/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire D Ping D PW ❑ Staff Initials: 12/18/2013 0 0 PERMIT COORS COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0044 DATE: 02/26/19 PROJECT NAME: BURK RESIDENCE SITE ADDRESS: 14727 MACADAM RD S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: AT Corm ��I -11 Building Division 111 Public Works &1 N/4 3S-1'/ Fire Prevention Structural MAY 1Al° Planning Division nPermit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 02/28/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required Denied (ie: Zoning Issues) Approved with Conditions (corrections entered in Reviews) DUE DATE: 03/28/19 n Notation: REVIIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0044 DATE: 02/26/19 PROJECT NAME: BURK RESIDENCE SITE ADDRESS: 14727 MACADAM RD S Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division IN Fire Prevention Public Works n Structural n Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/28/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/28/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire D Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0044 DATE: 04/20/18 PROJECT NAME: BURK RESIDENCE SITE ADDRESS: 14727 MACADAM RD S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Pr3R'WOq\Io% Building Division Sie—te M4totii),sk-- PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) Fire Prevention Structural 00 Planning Division ❑ Permit Coordinator DATE: 04/24/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved n DUE DATE: 05/22/18 Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation % I C'Y— f 4 (Lt'')YI REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire D Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT CO�RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0044 DATE: 02/21/18 PROJECT NAME: BH:UjjRK RESIDENCE SITE ADDRESS: X MACA ('I(DAM RD S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Cove Building Division s C0r1' L Public Works W 4/it Fire Prevention Structural I` as Corry 'a -1W Planning Division ❑ Permit Coordinator ri PRELIMINARY REVIEW: DATE: 02/22/18 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: El DUE DATE: 03/22/18 Approved with Conditions Denied (ie: Zoning Issues) El REVIEWE RoS INITIALS: DATE: Permit Center Use Only 1 Q CORRECTION LETTER MAILED: �--I ( 8 Departments issued corrections: BldgCr Fire ElPing PW ( Staff Initials: fre 12/18/2013 PROJECT NAME: y� (5'eSITE ADDRESS: 147,7 MA1:4)ttil‘ 5 PERMIT NO: C4) t-ooi- ORIG[NAL ISSUE DATE: 6 -(S-( REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI tS 2— 2 — 1 O( lc — 34°`l � 000/1 Summary of Revision: r II __ � to °l � ,..rel t AI p j n r ��, GJa,1 I Nn, --T re icl cavi -►w\ Received byllial4r ii^V; _ ,% k REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE ISSUED DATE STAFF INITIALS 2— ?-7 'fl , 000/1 1-1&41Summary of Revision: con1> "! eca��i ck_ U�T�; (AA Ili 16 ca 4-tV IA -t fii-ed ti V rA'''' poi- 4 -iii ` ` 0 c!ti'� `vt is IL 6 L. !`y I 1J &tT-Gr ser\A-c�. t Received by:. REVISION NO. DATE RECEIVED STAFF INI IALS ISSUED DATE STAFF INITIALS 3 (Q i z - tot , (P -[q t1 Summary of Revision: Summaryit. of Revision: S t,�.`r-Qa C.a1-y.e.-fir S� }�v. ... to -Jo qq fixo-051-t1 � . R.c�alwo �e�r t.�.� c -� Rceived,b ' (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaVVA.,ov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:06/P1/ / C� f� Q ^ �Q 911 Plan Check/Permit Number: v � O ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # [t]( Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: U /L Z9-& 10 git/ RECEIVED CITY OF TUKWILP JUN 12 2019 PERMIT CENTEk Project Address: Contact Person: ��r 111411Ei'a7 Summary of Revision: Phone Number: 4"26 - So 5-3F73 S, -4/€A. 404/NE T?r ,+WL -£ /t PAFSSV/ Pv "0.1416 't4 -i i 6-7-a6 1r5;00 kt 71e 14%W- i3,d #4/ A j) A AJ4 cc cEit') 4, ONS Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: A LO Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form doe Revised: August 2015 Date: 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. Plan Check/Permit Number: oo ❑ Response to Incomplete Letter # Response to Correction Letter # l Revision # Z after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: CJ2Pl IG,� Project Address: f7 2 /474- j.' i. L /ZTAI-cr S Contact Person: Summary of Revision: RECEIVED CITY OF TUKWILA MAR 2 5 2019 PERMIT CENTER Phone Number: yzs — s —) '73 4-4# L- D f Aff- Q� Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: _Entered in TRAKiT on %---.2t7 / W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilawA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2.-21—/of Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 7... after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # DIS2-ooyy Project Name: 46 tide go -Cid iiiiC,e_ Project Address: /1/72:7 / 7 fGA-PAI- i At9.444 5 Contact Person: pq, iy 7/*41 Summary of Revision: / RECEIVED CITY OF TUKWILA FEB 2 7 2019 PERMIT CENTER Phone Number: yes -Sas -74'73 A., Spud el"? oPie /1,4774-zep• w 1,/ cf,.) 21 y' (j47 z Z?,L4-r4- uriL in/CS ..v OAA/ An.o(.Gja 274) 01./A0,4_ /414-6/4/47 33 TDA i, ml by r-�,PkD (7477,( d t4/-., fl v c.e_ Sheet Number(s): // "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on () W:\Permit Center \Templates\Forms \Revision Submittal Form doc Revised: August 2015 A Al 0 0 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: htto:t/www.TukwilaWA.nou Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Z.ZG// Plan Check/Permit Number: PIX- ooVV ❑ 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: C)it &S(Q 61/46_ Project Address: Contact Person: /4/727 444 ,ort RI). 5. p4 -7 - Summary of Revision: Phone Number: 1/25 - So 5 -3(73 fid /a/,¢—e.A. 6t1A-al‘/L (6-o c /. ,e/EG_ AgVI S<arr/ / 5 .9p/o,4w v /p j/ 5 6eAte c t.r,¢JL RECEIVED CITY OF TUKWIL FEB 2 62919 Sheet Number(s): /_ / S" 1f /% t> PERMIT CENTER "Cloud" or highlight all areas of revision including date of revisygn Received at the City of Tukwila Permit Center by: N—tered in TRAKiT on D --.)-to —( 61 W:\Permit Center \Templates\Formsaevision Submittal Formdoc Revised: August 2015 � d 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: — Zp 43 Plan ChecWPermit Number: D 18-0044 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Burk Residence Project Address: 14727 Macadam Rd S Contact Person: =p -y-2_, (/14Wt✓.n Summary of Revision: RECEIVED CITY OF TUKWILA APR 2 0 2018 PERMIT CENTER Phone Number: 0( ,, 4/4/..451.6.:9, %'1,/a=/ At.//jz / .: / 5,,..s4 ° 527,74/44 eft 6 att: ire "4.41,4,1e.:4.1‘ ALE( —Q i'S C/. / e $ :'e/A S f.L j � �✓ <� by J e' 4,, -/ j$S,0ezi..70,r,- S S t7 'J• 4"/A/c/a/44 /r9. U*E- f -• /k ' c). ®So } !41,'# 14 /`W'L ._ ov,�.I l En r, -- ' 5. //Jv f r o 01,17-1/Lin( lair, 4? 6,vEv si6,4, ekAr p Alpl 4A..4A..' pro s OVA_ /� om./ CeAi r , -ecs ,i,� r) / 5-r7; , a, A 4�!1r v4, f— 4,f/Y er1/4 � t J itill156A 5-ir4_ p/a,r/ 41Aa',t4- ./a`J uv -'.y; 9;60. --MLA L 1049/aft , 4-7DN s; r' ,r/4 ;' -re.-4A .A,A t4 ilivij , h .1-/014 i4/.�. 6' 5'dt diti - daIN,C 1 j/ 46r° E .Sj6" AI(? 4/1‘,e/41e4/7/94,)y 412444 ,' iced- 14 /1E .,474; rt,,! (6,,11.1,/, AZ //Y4I4,644; Aid ! .cs , y, ,i 5 t P-- I O 4J ct 50,4"--iriv.s iwizivi ' r fre 45. 5-44,61. t i CL'i// 4 i' WA: 4.y At/ Pe A2,a k- ``,441il iri d4//7 ,Z uca `t P ate! Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �JC� Entered in TRAKiT on C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 7661600242 Address: 14727 MACADAM RD S Applicant: BURK RESIDENCE WATER METER INFORMATION Permit Number: Issue Date: Permit Expires On: D18-0044 6/15/2018 3/26/2019 DESCRIPTION OF WORK: NEW SINGLE FAMILY RESIDENCE - Public Works ACTIVITIES INCLUDE NEW SSS TAPPED OFF 15" SEWER RESTORATION. 2028 SF LIVING SPACE, 384 SF GARAGE, 218 SF COVERED DECK ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, MAIN, NEW WATER SERVICE TAP, 1" DOMESTIC WM, PAVEMENT METER #1 METER #2 METER #3 Water Meter Size: Water Meter Type: Work Order Number: Connection Charge: Installation: Plan Check Fee: Inspection Fee: Turn on Fees: Subtotal: Cascade Water Alliance (RCFC): 1" PERM 21840122 $100.00 $950.00 $10.00 $15.00 $ 50.00 $1,125.00 $6,005.00 TOTAL WATER FEES: $7,130.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Residential Sewer Use mortification Sewage Treatment Capa`'ity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type M27 ROA Si Property Street Address likb4///4 1141 X/1(57 City State ZIP Owner's Name /374 3 /q/ r ,+ i Owner's Mailing Address lAbil 1-4-6-- WA 91371 City State ZIP (36i) zyy- 2301 Owner's Phone Number (with Area Code) (/z s) soS -3 773 Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑Yes ❑ No If yes, will this property have a Homeowner's Association? 11] Yes No 1.6 2.4 3.2 La King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate c171 %rola/A Sewer District Date of Sewer Connection Side Sewer Permit Number 766/CW2 42_ Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name CORRECTION LTR#__, Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ❑ Yesk i No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? RECEIVED CITY OF TUKWILA Request to apply demolition credit to multiA�eRsttrruOcturres�?. ❑ Yes ['No PERMIT CENTER Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. understand that the information given is correct. I rs . nd that the capacity charge levied will be based on this information. I understand that any d -vi- n mai -. ult in a revised capacity charge. d3/ZB/7 Signature of Owner/Representative Print Name of Owner/Representat' 1610_6969w_res_sewer_cap_chg_1057.indd Date White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) •EiEe,e I#• Sewer System Maintenance Agreement For King County Parcel # 7661600242 (aka: 14727 Macadam Road S., Tukwila, WA 98168) Owner of property located at 14727 Macadam Road S., Tukwila, WA does hereby agree to maintain the on-site sewer system installed upon said property, including maintenance on the E - One grinder pump system, as required by manufacturer. Owner also hereby agrees to maintain the sewer manhole installed within the county/city right-of-way directly in front of the SFR (single family residence) constructed upon K.C. parcel number as described herein. Owner shall be responsible for any maintenance of the structure required to ensure continual use of said structure serving only the residence as described above. Owner Signature: Owner Printed Name: Date: C)//- gO! State of Washington County of n I hereby certify that I know or have satisfactory evidence that Plc dr) is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that he/she was authorized to execute this instrument and acknowledged it to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. aa-t-Cla (q""Ce Dated: 0 e//ii // 9 Name:iNa I Ci Notary Public in and for the State of W 0/1 Residing at: My appointment expires: Os(dy1aa Return to: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line reserved for Recorder's use HOLD HARMLESS - SENSITIVE AREA Grantor/Borrower: RICHARD BURK & ANGELYN BURK Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Document Reference Number(s): Section/Township/Range: 04 -23 -23 -NW Assessor's Tax Parcel Number(s): 7661600242 Property Legal Description (abbreviated): *SEE ATTACHED EXHIBIT A COVENANT AND HOLD HARMLESS AGREEMENT— Sensitive Area Page 1of 7 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between RICHARD BURK & ANGELYN BURK , (Individual(s) (Corporation) _INDIVIDUALS_ , ("Grantor), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described in Exhibit A, which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas) as depicted in Exhibit B, which is attached and incorporated by reference. WHEREAS, as a condition of the issuance of subdivision plat approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said subdivision plat approval, land use permits, and/or construction permits for the Property. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained -for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing subdivision plat approval and/or other development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page..of 7 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any Toss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantor will maintain continuous insurance coverage as required by the permit authorizing the development. 5. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 6. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. COVENANT AND HOLD HARMLESS AGREEMENT - Sensitive Area Page 3 of 1 EXHIBIT A LEGAL DESCRIPTION OF PROPERTY SEATTLE LAND COS 5 ACRE TRS POR W OF CO RD & LY SLY OF A LN BEG OPPOSITE HWY ENGR STA LW 2578+00 ON LW LN SUR OF ST HWY RT #5 S 178TH ST TO S 126TH ST TH N 80-58-00 E TO PT ON W LY MGN OF MACADAM RD OPPOSITE SD HWY ENGR STA & TERMINUS SD LN PLAT BLOCK: PLAT LOT: 13 COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page j of 7 EXHIBIT B DEPICTION OF SENSITIVE AREAS \Ns\\ ` \ \ \ \ t \ \\ (`\ \ CLEARING UMITS (TYP.) '. _o1v v \VV\V V V,v;vtv,,• V OVV, .vvvv bvvv bvvv" :v b'v v;v;7V' vvv:v vvvvv vv'vv v v, vv VVVV , vtv'V v vv;v• bV -v, -v' 4TV.77 v v v,viv vvvv 7v' V V v vv'Ivv v v viv Vvvvv vvvv CLOUD' REPRESENTS STEEP SLOPE AREA OF RO.W. EASEMENT AREA THAT WILL BE FILLED/GRADED TO REDUCE SLOPE GRADE AND PROVIDE SAFE CONSTRUCTION VEHICLE INGRESS/EGRESS DURING CONSTRUCTION. ADDITIONALLY, ELEVATION OF NEW FOUNDATION WILL BE SUCH TO ALLOW FOR PERMANENT AND NAVIGABLE VEHICLE ACCESS TO ROADWAY VIA ASPHALT OR CONCRETE DRIVEWAY. } { 1 / / ( 1 SILT FENCE (TVP.) \ SEE DETAIL 71115 SNEET COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area STOCKPILE AREA, AND ENTRANCE Page 5of7 DATED this L day of GRANTOR(s) .0444futti GRANTOR(s): GRANTOR(s): individual(s) STATE OF WASHINGTON COUNTY O On this da Ueicatr ►, itiO an rxf for th Stat f Wa!shington, .: o !ly '! ti1r , V( 14-- , and , to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. ss. 20 i, before me a Notary Public in IN WITNESS WHEREOF, eteunto s my hand and official seal ik the day and year first above writt Notary public State of Washington c ONAJAHa.LEBILLINGSLEY MY COMMISSION EXPIRES August 02, 2018 0 Namear fi . /Lrg /C NOTARY PUBLIC, in and for the State Was in idinPMP gt My commission expires: 1/2--frdir Page of 7 DATED this day of , 20 GRANTEE: CITY OF TUKWILA Mayor ATTEST: City Clerk STATE OF WASHINGTON ) ss. County of King On this day of , 20 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared and , known to me to be the Mayor and City Clerk, respectively, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument_ WITNESS my hand and official seal hereto affixed the day and year above written. print name NOTARY PUBLIC in and for the State of Washington, residing at COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page 7 of 7 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Numbers) of Related Document(s): oIn 00 Grantor/Borrower: _RICHARD BURK & ANGELYN BURK Grantee/Beneficiary: CITY OF TUKWIIA, a municipal corporation of King County, Washington Work Location: 147XX MACADAM ROADS., TUKWILA, WA 98168 KING COUNTY APN: 7661600242 Abbreviated Work Description: CONSTRUCT NEW S.F.R. INCLUDING EXCAVATION & GRADING ON SUBJECT PROPERTY, EXISTING R.O.W. AND ROADWAY AS NECESSARY TO DEVELOP SITE AND CONNECT TO ALL AVAILABLE UTILITIES 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. Page i of EXHIBIT.A DEPICTION OF WORK LOCATION(S) QIA LIMITSCDAT 4 1 i I I / i • • .3 ( \ ; SILT FENCE .=.) SEE DETAIL SHEET Page 7, -of 90 mow REPRESEMEAPPROMATE PENATEISR OF AFFECTED AREA OF EXCAVAI1ON, GRADING MO CONSTRUCTION AMITY. NOTE ROADWAY SVACTED AREAS FOR MEMOIR& nun' CONECTION. CONSIRUCTICti STAGING AREA. STOCKPILE AREA. AND ENTRANCE SEE DUAL THIS SHEET. DATED this day of GRANTOR(s): fe. 64,4A / 14 GRANTOR(s)• e rEw' / AQ J � GRANTORS) al " r individual(s) STATE OF WASHINGTON COUNTY OF ss. On this _ day of I �$ . G.L , 20 1 , before mea NotaryPublic in. and for the State of Washington, • er . on�j IIy appeared A \ tG8h guru_ ,clgarct e -14- , and A/ / A , to me. known. to be the .individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntaryact of said individual(s), for the uses and purposes mentioned in this instrument, and on oath. stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF,. 1 the day and year first above writte Notary Public State of Washington CHRISTINA JANEIiE BILLINGSLEY MY COMMISSION EXPIRES August 02, 2018 hereunto set h rd and official seal Name NOTA 'Y'PUBLIC, in and for t'e S e of Trington, residing at ktA Teir ad, My commission expires: thileir Page of T ATED this G By: NTEE: CITY of TUKWILA day of Print Name. Bob Giberson, P.E. Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me pers. • ally to be the PUBLIC WORKS DIRECTO' fo instrument on behalf of the City of Tukwi DIRECTOR and acknowledged that he i voluntary act and deed, for the uses a ,201 ap• -ared BOB GIBERSON to me known r e City of Tukwila, and executed this in his capacity as PUBLIC WORKS a • theorized to do so at his free and pur•.ses therein mentioned. IN WITNESS WHEREOF, I have and year first above written. reunto set hand and official seal the day Name: NOTARY PUBLIC, in and for e State of Washington, residing at My commission expires: Page 41 of DATED this day of 4 // 96.-1.Gi,t'`-' , 2018. GRANTEE: CITY of,`�`UKWILA By: Print Name: Its: Henry Hash Public Works Director STATE OF WASHINGTON) )SS. 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. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 ,11/(/t -ca �� L Name: 1\07(% .4- We 1-e NOTARY PUBLIC, in and for the State of o/q//8 Washington, residing at My commission expires: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): Dis7.--oovV Grantor/Borrower: RICHARD BURK & ANGELYN BURK Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: 147XX MACADAM ROAD S., TUKWILA, WA 98168 KING COUNTY APN: 7661600242 Abbreviated Work Description: CONSTRUCT NEW S.F.R. INCLUDING EXCAVATION & GRADING ON SUBJECT PROPERTY, EXISTING R.O.W. AND ROADWAY AS NECESSARY TO DEVELOP SITE AND CONNECT TO ALL AVAILABLE UTILITIES 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 sr.)10 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 _' fend 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. Page ,2. of 5 EXHIBIT A DEPICTION OF WORK LOCATION(S) \, \ \\\ \\\\ \'\ \\\\\\ \ CLEARING UMITS (TYP.) \ \ \, \ \\ \ \ \ `. \ vv, A 1. \ \ \ ,17 v\d(v\v v\ ,v\v\v\v •, v, v,v,vv vvv,v • bbvv, b'vvvv vbpbb.2 vvivv0 v•vov,v‘ vvvvv,\ vv\v vvv\v vbbvv v`vvv • i v vlvl• S i v vv -v 4dk v,vo Ivvv\v i v,vdvv vvvbv vvvIvc\ ovivbo :y v vV oov CLOUD- REPRESENTS APPROXIMATE PERINEfER OF AFFECTED AREA OF EXCAVATION, GRADING AND CONSTRUCTION ACTIVITY. NOTE ROADWAY IMPACTED AREAS FOR UNDERGROUND UTILITY CONNECTION. CONSTRUCTION STAGNG AREA. STOCKPILE AREA, AND ENTRANCE SEE DETAIL THIS MEET. SILT FENCE (TYP.) SEE DETAIL THIS SHEET ` I' Page of 5 DATED this GRANTOR(s)4444 c44 6e , GRANTOR(s): day of 2Lj f1 Eufk.. GRANTOR(s): individual(s) STATE OF WASHINGTON COUNTY OF ) ) ss. o�� On this / day of f ,bli. /,,u, 20 , , before me a Notary Public in and for the State of Washington, •er:on Ily appeared !\hr t�v1 ur1L , KlC 6 gu.V'V- ,and N f �} , to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses .and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, ! h/hereunto set • h d and official seal the day and year first above writte Notary Public State of Washington CHR MA JANa.LE BILLINGSLEY MY COMMISSION EXPIRES August 02, 2018 .r !rneji/Iff! NOTAY PUBLIC, in and fort e S-.=�e of W shington, residing at Tea ea,,k,k My commission expires: Page/of 5 4-71 DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: day of , 2018 Henry Hash Public Works Director STATE OF WASHINGTON) )SS. 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. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: /»u6 4Lbier NOTARY PUBLIC, in and for the State of Washington, residing at c.401\ My commission expires: o 1(71q 118 Performance Bond Bond No. PB00499800060 KNOW ALL I(IEN BY THESE PRESENTS, that we Strickland & Sons Excavation LLC as Principal, andphiladelnhia indemnity Insurance Comnanv authorized to do business in the State of "Washi ton �lQltf�1t04 , as Surety, are head and firmly bound unto City of Tukwila us Obligee, in the penal sum of Fiftv-four Thousand One Hundred Seventv-eight And 50/100THS t$ S54418.50 ) DOLLARS, lawful money of the United States of America, for the payment of which well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, Strickland & Sons Excavation LLC has agreed to construct in City of Tukwi la the following improvements: Perform all clearing, grading and excavation necessary to construct new single-family residence. Work to include all necessary asphalt removal & replacement necessary to connect to underground utilities - Project Name: Burk Single Family Site NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall construct, or have constructed, the improvements herein described and shall save the Obligee harmless from any loss, cost or damage by reason of its failure to complete said work, then this obligation shall be null and void; otherwise to remain in full force and effect. Signed, sealed and dated this 20th day of April S•3SBBIGEEF 2195 . 2018 . Strickland & Sons Excavation LLC Philadelphia indemnity Insurance Company BY: r---. a., X 0 .t.,.ria•� Aliceon A. Keltner nttomey-in-Fact 311 PHILADELPHIA INDEMNITY INSURANCE COMPANY One Bala Plaza, Suite 100 Bala Cynwyd, PA 19004-0950 Power of Attorney KNOW ALL PERSONS 13Y THESE PRESENTS: That PHILADELPHIA INDEMNITY INSURANCE COMPANY (the Company), a corporation organized and existing under the laws of the Commonwealth of Pennsylvania, does hereby constitute and appoint Carley Espiritu, Christopher Kinvon, Cynthia L. Jay, Erie A. Zimmerman, .tames R. Binder. Jamie Diemer, Julie R. Truitt, Koren C. Swanson. Kyle Joseph iIowal Aliccon A. Kellner, Tamara A. Rinaeisen, tnnelies M. Richie, heather 1.. Alien, Mari' S. Norreil, Ta4'1or Renae Kornell and Brandon K. Bush of Bratrud 'Middleton Insurance Brokers. Inc. dbn Propel insurance, its true and lawful Attomcy-in-fact with full authority to execute on its behalf bonds, undertakings, recognizances and other contracts of indemnity and writings obligatory in the nature thereof, issued in the course of its business and to bind the Company thereby, in an amount not to exceed S25.000.000.00. This Power of Attorney is granted and is signed and scaled by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of PH1LADELPi11A INDEMNITY INSURANCE COMPANY on the 14`h of November, 2016. RESOLVED: FURTHER RESOLVED: Thai the Board of Directors hereby authorizes the President or any Vice President of the Company: (I) Appoint Attomey(s) in Fact and authorize the Attomey(s) in Fact to execute on behalf of the Company bonds and undertakings, contracts of indemnity and other writings obligatory in the nature thereof and to attach the seal of the Company thereto; and (2) to remove, at any time, any such Attorney -in -Fact and revoke the authority given. And, be it That the signatures of such officers and the seal of the Company may be affixed to any such Power of Attorney or certificate relating thereto by facsimile, and any such Power of Attorney so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached. IN TESTIMONY WHEREOF, PHILADELPHIA INDEMNITY INSURANCE COMPANY HAS CAUSED THIS INSTRUMENT TO BE SIGNED AND ICS CORPORATE SFALTO BE. AFFIXED BY iTS AIJTHORIZED OFFICE THIS 27'r� DAY OF OCTOBER. 2017. (Seal) Robert D. O'Leary Jr., President & CEO Philadelphia Indemnity Insurance Company On this 27'h day of October, 2017, before me came the individual who executed the preceding instrument, to me personally known, and being by me duly sworn said that he is the therein described and authorized officer of the PHILADELPHIA INDEMNITY INSURANCE COMPANY; that the seal affixed to said instrument is the Corporate seal of said Company; that the said Corporate Seal and his signature were duly affixed. tmnrannaurygr s€rcrs.iVAN Bar uczu: vc, MawnraryC 4 lona q/miwE.,r.' n ter, m.44042...64146 (Notary Seal) Notary Public: residing at: My commission expires: Bain Cynwyd. PA September 25.2021 1, Edward Sayago, Corporate Secretary of PHILADELPI IIA INDEMNITY INSURANCE COMPANY, do hereby certify that the foregoing resolution of the Board of Directors and this Power of Attorney issued pursuant thereto on this 27' day of October, 2017 are true and correct and are still in full force and effect. 1 do further certify that Robert D. O'Leary Jr., who executed the Power of Attorney as President, was on the date of execution of the attached Power of Attorney the duly elected President of PHILADELPHIA INDEMNITY INSURANCE COMPANY. itiTestimony Whereof i have subscribed my name and affixedthe facsimile seal of each Company Ibis DoCtliiiy of,, ,t 20 tq Edward Sayago, Corporate Secretary PHILADELPHIA INDEMNITY INSURANCE COMPANY O O b1%,�`I� SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between RICHARD BURK & ANGELYN BURK , (Individual(s) (Corporation) _INDIVIDUALS_ , ("Grantor), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described in Exhibit A, which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas) as depicted in Exhibit 13, which is attached and incorporated by reference_ WHEREAS, as a condition of the issuance of subdivision plat approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred: as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said subdivision plat approval, land use permits, and/or construction permits for the Property. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained -for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing subdivision plat approval and/or other development permits, which constitutes good and valuable consideration the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. COVENANT AND HOW HARMLESS AGREEMENT — Sensitive Area Pagel of _7. Retum to: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line reserved for Recorder's use HOLD HARMLESS - SENSITIVE AREA Grantor/Borrower: RICHARD BURK 8 ANGELYN BURK Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Document Reference Number(s): Section/Township/Range: 04 -23 -23 -NW Assessor's Tax Parcel Number(s):__7661600242 Property Legal Description (abbreviated): *SEE ATTACHED EXHIBIT A COVENANT AND HOLD HARMLESS AGREEMENT—Sensitive Area Page Lof2 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the. Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such tosses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantor will maintain continuous insurance coverage as required by the permit authorizing the development. 5. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 6. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. COVENANT AND HOLD HARMLESS AGREEMENT- Sensitive Area Pageof_% EXHIBIT A LEGAL DESCRIPTION OF PROPERTY SEATTLE LAND COS 5 ACRE TRS POR W OF CO RD & LY SLY OF A LN BEG OPPOSITE HWY ENGR STA LW 2578+00 ON LW LN SUR OF ST HWY RT #5 S 178TH ST TO S 126TH ST TH N 80-58-00 E TO PT ON W LY MGN OF MACADAM RD OPPOSITE SD HWY ENGR STA & TERMINUS SD LN PLAT BLOCK: PLAT LOT: 13 COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page q_ of Client#: 180760 STISNS ACORDT. CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 4/12/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Propel Insurance Tacoma Commercial Insurance 1201 Pacific Ave, Suite 1000 Tacoma, WA 98402 CONTACT Ashlee Wright PHONEFAX (ac, No, Ext): 253 761-3267 (A/c, No); 866 5774326 AE-MAIL D RIESS: ashlee.wright@propelinsurance.com INSURER(S) AFFORDING COVERAGE NAM # INSURER A : Western National Assurance Comp 24465 INSURED Strickland & Sons Excavation LLC PO Box 10 Buckley, WA 98321 INSURER B : CPP117183000 INSURER C : 09/26/2018 INSURER D : $1,000,000 INSURER E : INSURER F : X COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSR SUBR WVD POLICY NUMBER POLICY EFF (MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) LIMITS A X COMMERCIAL GENERAL LIABILITY Y Y CPP117183000 09/26/2017 09/26/2018 $1,000,000 CLAIMS -MADE X OCCUR EEAACCH�OECCCpURRENCE PREMISES (Ea occurr nce) $300,000 MED EXP (Any one person) $10,000 PERSONAL & ADV INJURY $1,000,000 GEN'L AGGREGATE POLICY OTHER: X LIMIT APPLIES PRO - JECT PER: LOC GENERAL AGGREGATE $ 2,000,000 PRODUCTS-COMP/OPAGG $2,000,000 $ A AUTOMOBILE X X LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS X _ SCHEDULED AUTOS NON -OWNED AUTOS Y Y CPP117009500 09/26/2017 09/26/2018 (EO eel tlen SINGLE LIMIT $1,000,000 BODILY INJURY (Per person) $ BODILY INJURY(Per$ accident) PROPERTY DAMAGE (Per accident) $ $ A x UMBRELLA UAB EXCESS LIAB X OCCUR CLAIMS -MADE UMB102885600 09/26/2017 09/26/2018 EACH OCCURRENCE $3,000,000 AGGREGATE $3,000,000 DED X RETENT ON $10,000 $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below Y/ N N / A WA Stop Gap CPP117183000 09/26/2017 STATUTE OTH- ER 09/26/2018 E.L. EACH ACCIDENT $1,000,000 E.L. DISEASE - EA EMPLOYEE $1,000,000 E.L. DISEASE - POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached N more space is required) RE: Operations performed by the Named Insured. CERTIFICATE HOLDER CANCELLATION McHenry Development Group, LLC PO Box 8290 Sumner, WA 98391 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25 (2014/01) 1 of 1 #53138346(M2981262 © 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD DATED this day of GRANTEE: CITY OF TUKWILA Mayor ATTEST: City Clerk STATE OF WASHINGTON ) ss. County of King ,20 On this day of , 20 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared and known to me to be the Mayor and City Clerk, respectively, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument_ WITNESS my hand and official seal hereto affixed the day and year above written. print name NOTARY PUBLIC in and for the State of Washington, residing at COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page/ of 1 DATED this L day of GRANTOR(s)! Juni K GRANTOR(s): GRANTOR(s): N h'C individual(s) STATE OF WASHINGTON ) ) COUNTY 04 ) ss. On this da111 * : EXHIBIT B DEPICTION OF SENSITIVE AREAS • UST REPRESENTS STS DLOPE RFA OF R.O. W. EAS£VBKT AREA Tri LL RE FILLED/GRADED TO atom game AND FROwE P CONSTRUCTION VEHICLE INGRESIEDRESSIMMO ^• .ADDITND1LLY, TION OF NEW FOUNDATION RE SUCH TO ALLOW FOR AND NAVIGABLE ACCESS TO ROADWAY VIA TOR CONCRETE ORNEWAY. COVENANT AND HOLD HARMLESS .AGREEMENT —Sensitive Area STOCKPILE AREA MD ENTRANCE Pageof Homme Espafiol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & 'Industries Search L&I A -Z Index I- fell) ]\4v I F•1 Workplace Rights Trades & Licensing MCHENRY DEVELOPMENT GROUP LLC Owner or tradesperson Principals MCHENRY, JULIE KATHERINE, PARTNER/MEMBER MCHENRY, PATRICK MICHAEL, PARTNER/MEMBER Doing business as MCHENRY DEVELOPMENT GROUP LLC WA UBI No. 603 384 584 PO BOX 8290 BONNEY LAKE, WA 98391 253-261-1563 PIERCE County Business type Limited Liability Company Governing persons PATRICK MCHENRY PATRICK MC HENRY; JULIE K MC HENRY; 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. MCHENDG860DM Effective — expiration 03/1412014— 03/15/2020 Bond Wesco Insurance Co Bond account no. 46WB092745 $12,000.00 Received by L&I Effective date 05/01/2018 03/07/2018 Expiration date Until Canceled Bond history Insurance Nautilus Ins Co $1,000,000.00 Policy no. 0066019b Received by L&I Effective date 03/07/2018 03/07/2016 Expiration date 03/07/2019 Help us improve Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No 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. Account is closed. L&I Account ID 961,772-01 Doing business as MCHENRY DEVELOPMENT GROUP LLC Estimated workers reported N/A L&I account contact TO / KRISTINE HATHAWAY (360)902-4811 - Email: HATK235@Ini.wa.gov 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 of the state of Washington. Help us improve