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Permit D18-0355 - HIGHLINE WATER DISTRICT - WATER PUMP STATION
HIGHLINE WATER DISTRICT 16032 42ND AVE S FINALED 5/13/2022 DI 8-0355 REVISION N0._L_: City of Tukwila Department of Community Development 0 6300 Southcenter Boulevard, Suite #100 ? Tukwila, Washington 98188 190a Phone: 206-431-3670 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 Web site: http://www.TukwilaWA.gov Parcel No: Address: 5379800009 16032 42ND AVE 5 DEVELOPMENT PERMIT Project Name: HIGHLINE WATER DISTRICT Permit Number: Issue Date: Permit Expires On: D18-0355 10/21/2019 1/30/2022 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: HIGHLINE WATER DISTRICT 23828 30TH AVE S, KENT, WA, 98032 EMILY COBA Phone: (425) 951-5349 22722 29TH DRIVE SE SUITE 210 , BOTHELL, WA, 98021 OWNER AFFIDAVIT Phone: 1// License No: Expiration Date: Lender: Name: HIGHLINE WATER DISTRICT Address: 23828 30TH AVE 5 KENT WA 98032 DESCRIPTION OF WORK: THE PROPOSED PROJECT WILL CONSTRUCT A 1,560 SQUARE FOOT WATER PUMP STATION AND RELATED SITE AND UTILITY IMPROVEMENTS, INCLUDING A RETAINING WALL (5.86' MAX HEIGHT) NEAR THE EAST PROPERTY LINE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, RAIN GARDEN, DISPERSION, INFILTRATION, SWALES, AND RETAINING WALL DRAINAGE. HIGHLINE WATER DISTRICT & VALLEY VIEW SEWER DISTRICT. 42ND AVE. SOUTH ROW IS CITY OF SEATAC. Rev.#1 AFTER PERMIT ISSUED COVERS ADDITION OF SITE INFRASTRUCTURE TO SUPPLY FIRE SUPRESSION FLOW FOR BLDG INTERIOR SPRINKLER SYSTEM: DDCVA WITH CONC VAULT, FIRE DEPT CONNECTION (FDC), POST INDICATOR VALVE (PIV) & TWO RUNNS OF DUCTILE IRON PIPING: ONE TO PROVIDE WATER SERVICE FROM THE WATER MAIN TO THE SPRINKLER SYSTEM CONNECTION POINT (SSCP) & ONE TO CONNECT THE SSCP TO THE FDC/PIV UNIT. Project Valuation: $82,024.80 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Tukwila Fees Collected: $6,816.70 Occupancy per IBC: U Water District: Highline Sewer District: Valley View Current Codes adopted by the City of Tukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2018 2018 2018 2018 2018 2018 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2020 2020 2020 2018 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 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: 778 Fill: 108 Number: 0 1 No All provisions of lave and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 31: The fuel tank for the generator requires a separate tank permit from the Tukwila Fire Marshal's Office. Generator installation requires a separate mechanical permit. 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or Tess. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjectec to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 10: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 13: 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). 11: U.L. central station supervision is required. (City Ordinance #2436) 12: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 14: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 16: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 17: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 18: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 19: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 20: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance #2436) 21: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 22: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 24: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 25: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 23: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2437) 26: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 27: 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) 28: Fire department connections (FIDC's) shall be located within 50 feet of a fire hydrant. 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 29: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 30: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 32: ***BUILDING PERMIT CONDITIONS*** 33: 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. 34: 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. 35: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 36: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 37: 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. 38: 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. 39: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shal be maintained on the site and available to the building inspector for inspection purposes. 40: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 43: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 44: All wood to remain in placed concrete shall be treated wood. 45: Masonry construction shall be special inspected. 46: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 47: 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. 48: 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). 49: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 50: 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. 51: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 52: 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. 53: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 54: ***PUBLIC WORKS PERMIT CONDITIONS*** 55: 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. 56: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 57: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 58: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 59: 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. 60: Any material spilled onto any street shall be cleaned up immediately. 61: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 62: 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. 63: The Land Altering Permit Fee is based upon an estimated 778 cubic yards of cut and 108 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. 64: 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. 65: 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. 66: Project shall comply with Engineering Geology Evaluation, by RH2 Engineers, dated September 28, 2017 and subsequent Geotechnical Reports/Evaluations. 67: 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. Owner/Applicant shall sign w/Notary a Stormwater Covenant to be recorded at King County Recorder's Office. Owner/Applicant to pay for the cost of recording. 0 68: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 69: ***PLANNING PERMIT CONDITIONS*** 70: A soils inspection is required after amending the soil, but before any plants are installed 71: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 72: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 73: Tree protection measures for the existing Cherry tree shall be installed and inspected prior to the start of any earthwork on the project. Please contact project planner Jaimie Reavis at (206) 431-3659 or Jaimie.Reavis@TukwilaWA.gov to schedule this inspection. 74: Tree protection measures for the existing Cherry tree shall be installed and inspected prior to the start of any earthwork on the project. Please contact project planner Jaimie Reavis at (206) 431-3659 or Jaimie.Reavis@TukwilaWA.gov to schedule this inspection. 75: All burlap and ties shall be removed from all plantings installed for this project. 76: A double detector check valve assembly is required for the fire lines and shall be installed per manufacturer's specifications. DDCVA shall be tested by a certified backflow tester upon installation. 77: ALL OTHER FIRE CONDITIONS STILL APPLY REVISION #1: - FIRE HYDRANT MUST BE WITHIN 50 FT OF FDC - LOCKING KNOX STORZ CAP IS NEEDED FOR FDC - FDC PORT MUST FACE ACCESS ROAD. - PW NEEDS TO APPROVE UNDERGROUND - PIV AND DDCV TAMPER SWITCHED NEED TO BE MONITORED WITH A SUPERVISORY SIGNAL BY THE BUILDINGS FIRE ALARM SYSTEM. PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 5180 BACKFLOW - FIRE 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0301 CONCRETE SLAB 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1220 EXTERIOR FINISHES FIRE ALARM FINAL FIRE D PERMIT FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0200 FOUNDATION WALL 0200 FOUNDATION WALL 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 1200 LANDSCAPING 0502 LATH_GYPSUM BOARD 0502 LATH_GYPSUM BOARD 0502 LATH_GYPSUM BOARD 0502 LATH_GYPSUM BOARD 0502 LATH_GYPSUM BOARD 0502 LATH_GYPSUM BOARD 1500 PLANNING FINAL PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0401 ROOF SHEATHING 0603 ROOF_CEILING INSUL 0603 ROOF_CEILING INSUL 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY EXP CONC 4022 SI -MASONRY 4028 SI-REINF STEEL -WELD 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4032 SI -WOOD CONST 0602 SLAB_FLOOR INSUL 1230 SOILS SPRINKLER COVER SPRINKLER FINAL 5090 STORM DRAINAGE 1240 TREE PROTECT MEASURE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING_SHEAR 0413 WALL SHEATHING_SHEAR 0413 WALL SHEATHING_SHEAR Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 5379800009 Permit Number: 16032 42ND AVE S Project Name: HIGHLINE WATER DISTRICT Issue Date: Permit Expires On: D18-0355 10/21/2019 4/18/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: HIGHLINE WATER DISTRICT 23828 30TH AVE S , KENT, WA, 98032 EMILY COBA Phone: (425) 951-5349 22722 29TH DRIVE SE SUITE 210 , BOTHELL, WA, 98021 OWNER AFFIDAVIT Phone: License No: Expiration Date: Lender: Name: HIGHLINE WATER DISTRICT Address: 23828 30TH AVE S , KENT, WA, 98032 DESCRIPTION OF WORK: THE PROPOSED PROJECT WILL CONSTRUCT A 1,560 SQUARE FOOT WATER PUMP STATION AND RELATED SITE AND UTILITY IMPROVEMENTS, INCLUDING A RETAINING WALL (5.86' MAX HEIGHT) NEAR THE EAST PROPERTY LINE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, RAIN GARDEN, DISPERSION, INFILTRATION, SWALES, AND RETAINING WALL DRAINAGE. HIGHLINE WATER DISTRICT & VALLEY VIEW SEWER DISTRICT. 42ND AVE. SOUTH ROW IS CITY OF SEATAC. Project Valuation: $82,024.80 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $5,508.95 Occupancy per IBC: U Water District: HIGHLINE Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: r 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: 778 Fill: 108 Number: 0 1 No Permit Center Authorized Signature: Date: lQ 2-4 -far 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 per d agree to the conditions attached to this permit. Signature: Print Name: Date: M/2/ J 7 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: 31: The fuel tank for the generator requires a separate tank permit from the Tukwila Fire Marshal's Office. Generator installation requires a separate mechanical permit. 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 10: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 13: 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). 11: U.L. central station supervision is required. (City Ordinance #2436) 12: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 14: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 16: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 17: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 18: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 19: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 20: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance #2436) f"•\ 21: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 22: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 24: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 25: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 23: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2437) 26: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 27: 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) 28: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 29: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 30: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 32: ***BUILDING PERMIT CONDITIONS*** 33: 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. 34: 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. 35: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 36: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 37: 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. 38: 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. 39: 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. 40: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 43: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 44: All wood to remain in placed concrete shall be treated wood. 45: Masonry construction shall be special inspected. 46: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 47: 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. 48: 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). 49: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 50: 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. 51: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 52: 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. 53: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 54: ***PUBLIC WORKS PERMIT CONDITIONS*** 55: 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. 56: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 57: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 58: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 59: 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. 60: Any material spilled onto any street shall be cleaned up immediately. 61: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 62: 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. 63: The Land Altering Permit Fee is based upon an estimated 778 cubic yards of cut and 108 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. 64: 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. 65: 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. 66: Project shall comply with Engineering Geology Evaluation, by RH2 Engineers, dated September 28, 2017 and subsequent Geotechnical Reports/Evaluations. 67: 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. Owner/Applicant shall sign w/Notary a Stormwater Covenant to be recorded at King County Recorder's Office. Owner/Applicant to pay for the cost of recording. 68: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 69: ***PLANNING PERMIT CONDITIONS*** 70: A soils inspection is required after amending the soil, but before any plants are installed 71: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 72: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 73: Tree protection measures for the existing Cherry tree shall be installed and inspected prior to the start of any earthwork on the project. Please contact project planner Jaimie Reavis at (206) 431-3659 or Jaimie.Reavis@TukwilaWA.gov to schedule this inspection. 74: Tree protection measures for the existing Cherry tree shall be installed and inspected prior to the start of any earthwork on the project. Please contact project planner Jaimie Reavis at (206) 431-3659 or Jaimie.Reavis@TukwilaWA.gov to schedule this inspection. 75: All burlap and ties shall be removed from all plantings installed for this project. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1500 PLANNING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI -MASONRY 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4032 SI -WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME -Al Liu 71,K PERMIT # I ,S • c` If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water $42,310.00 Road/Parking/Access $0.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. $0.00 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) $0.00 $0.00 $42,310.00 $1,057.75 5. Enter total excavation volume Enter total fill volume 0 cubic yards 0 cubic yards $0.00 1,057.75 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001— 10,000 $49.25 10,001— 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 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) $ 0.00 (5) 1307.75 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF WKy1l1LA Approved 09.25.02 Last Revised 01.01.19 1 REVISION N0. 1 JUL 1 rj PERMIT CENTER DI8o3S'5' 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) 1,057.75 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 —10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 0.00 (8) 52.89 (9) 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 $0.00 $0.00 $0.00 $0.00 $0.00 Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ 0.00 B. Allentown Sewer (Ordinance 1777) $ 0.00 C. Ryan Hill Water (Ordinance 1777) $ 0.00 D. Allentown/Foster Pt Water (Ord 2177) $ 0.00 E Allentown/Foster Pt Sewer (Ord 2177) $ 0.00 F. Special Connection (TMC Title 14) $ 0.00 G. Duwamish $ 0.00 H. Transportation Mitigation $ 0.00 I. Other Fees $ 0.00 Total A through I $ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 0.00 (10) 1,110.64 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019 —12.31.2019 Total Fee 0.75 $625 $6,416 $7,041 1 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $176,050 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 3 Clear Form CHANGE ORDER PROPOSAL Highline Water District George Landon Pump Station 8 & 9 RH2 McClure & Sons Inc. Project No.: 3350 Owner: Highline Water District During an framing inspection a City of Tukwila Inspector stateded that the building needed a Fire Sprinkler System per Change Order Description: the Building Permit D18-0355. Along with interior sprinkler system MSI will a PIV, FDC and install a concrete vault with a Double Detector Check. Change Order Proposal #: COP 15 Date: April 9, 2021 CCI No. RFI #: 60 ASK# 11.03.C.4.a DIRECT LABOR COSTS Trade Wage Rate Proposed Hours Cost Labor Cost SITE WORK 11.03.C.4.b DIRECT MATERIAL COSTS Description $ 17,312.57 29% $ 5,020.65 Subtotal $ 22,333.22 Quantity Units Unit Cost Cost See Worksheet $ - $ 16,194.15 $ - $ $ - $ Material Cost $ 16,194.15 21% $ 3,400.77 Subtotal $ 19,594.92 11.03.C.4.c CONSTRUCTION EQUIPMENT USAGE COSTS Description Rate Propsed Hours Cost See Worksheet Equipment Cost $ - 0 $ 316.00 $ 0 $ - $ - 0 $ $ 316.00 21% $ 66.36 $ 382.36 Subtotal MSI Costs $ 42,310.50 11.03.C.4.d PRIME SUBCONTRACTOR'S PROPOSALS COSCO Fire Protection Cost SPRINKLER SYSTEM Dry Fire Sprinkler 1 LS $ 39,796.00 $ 39,796.00 System *Electrical changes not known, excluded from this proposal Subcontract Cost $ 39,796.00 OH & P on Subs by the Prime Contractor 12% $ 4,775.52 $ 44,571.52 COST SUMMARY Total COP $ 86,882.02 ;contingency $ 5,000.00. TOTAL COST OF PROPOSED ESTIMATE WITHOUT SALES TAX Cost of delay to contract due to this change may not be included in this proposal, but will be accessed at completion of this change order. $ 91,882.02 6/8/2021 Page 1 of 6 McClure and Sons, Inc. - 1/ ‘1,. 11,Kr \111NY I, CHANGE ORDER PROPOSAL Cn e n g e i n u m e to c o n t r e c t c o m p i e t I o n: + 1- 70 a ay. 6/8/2021 Page 2 of 6 McClure and Sons, Inc. COP WORKSHEET / BREAKDOWN Summary of proposed Change Order costs for work performed exclusively by MSI. Description of work: Requested by: Work authorized by: Authorization date: Proposal Date: Ap r 119, 2021 During an framing inspection a City of Tukwila Inspector stateded that the building nee COPropos.1#: COP15 WCD / CPR#: 0 RFI#: 60 ASI#: 0 FO#: 0 Proposal summary Costs or delay to contract due to this change m ay n oto be Included In this proposal, but w III be accessed at com pletlon of this Change Order. DIRECT COST SUMMARY ITEM DESCRIPTION ' LABOR HOURS LABOR UNIT LABOR RATE LABOR TOTAL MATERIAL QTY MATERIAL UNIT MATERIAL UNIT COST MATERIAL TOTAL EQUIP QTY EQUIP UNIT EQUIP RATE EQUIP TOTAL 1 Connect to Existing - Hot Tap 2 Concrete Vault 3 Double Detector Check 4 Fire Department Connection - FDC 5 Post Indicator Valve - PIV 6 DI Piping Ferguson Materials- 5-4-21, invoice# 0985918 1 Is $ 263.20 $263.20 Ferguson quotation incl vault 1 Is $ 15,870.95 _ $15,870.95 Estimated hours Operator 41.00 $ 81.19 $ 3,328.79 pipefitter 99.00 $ 104.60 $ 10,355.40 carpenter 11.00 $ 74.26 $ 816.86 _ laborer 46.00 $ 61.12 $ 2,811.52 mini Ex 8 hr $ 28.00 $ 224.00 jumping jac 8 hr $ 11.50 $ 92.00 CSTC 2 tons $ 30.00 $60.00 TOTALS 197.00 0 $ 17,312.57 $16,194.15 $ 316.00 6/8/2021 Page 3 of 6 McClure and Sons, Inc. PROJECT: George Landon Pump Stations Bid Date: 3/24/2020 LABOR RATES CRAFT TOTAL WAGE BASE RATE FRINGE RATE SICK TIME PAYROLL TAX L&I TOTAL WAGE RATE TOTAL OT TOTAL DT General Foreman Carpenter $ 69.46 $ 53.85 $ 15.61 $ 1.34 $ 8.26 $ 3.43 $ 82.49 $ 109.42 $ 136.34 Foreman Carpenter $ 67.12 $ 51.51 $ 15.61 $ 1.30 $ 7.90 $ 3.43 $ 79.75 $ 105.50 $ 131.26 Carpenter $ 62.44 $ 46.83 $ 15.61 $ 1.21 $ 7.18 $ 3.43 $ 74.26 $ 97.67 $ 121.09 Operator Forklift +3000 $ 68.02 $ 51.02 $ 17.00 $ 1.31 $ 7.83 $ 3.43 $ 80.59 $ 106.10 $ 131.61 Operator 15 to 30T $ 68.55 $ 51.41 $ 17.14 $ 1.32 $ 7.89 $ 3.43 $ 81.19 $ 106.89 $ 132.60 Operator 30 to 50T $ 69.16 $ 51.87 $ 17.29 $ 1.33 $ 7.96 $ 3.43 $ 81.88 $ 107.82 $ 133.75 General Labor $ 50.86 $ 38.15 $ 12.71 $ 0.98 $ 5.85 $ 3.43 $ 61.12 $ 80.20 $ 99.27 Pipelayer $ 52.44 $ 39.33 $ 13.11 $ 1.01 $ 6.03 $ 3.43 $ 62.92 $ 82.58 $ 102.25 Cement Mason $ 62.47 $ 46.85 $ 15.62 $ 1.21 $ 7.19 $ 3.43 $ 74.29 $ 97.72 $ 121.14 Ironworker $ 73.73 $ 55.30 $ 18.43 $ 1.42 $ 8.48 $ 3.43 $ 87.07 $ 114.72 $ 142.37 Pipefitter $ 89.19 $ 66.89 $ 22.30 $ 1.72 $ 10.26 $ 3.43 $ 104.60 $ 138.05 $ 171.49 PAYROLL TAXES: FICA FUTA FMLA SUTA SICK UPDATED 1.5.21 15.34% 7.65% 0.60% 0.04% 5.12% 1.93% 6/8/2021 Page 4 of 6 McClure and Sons, Inc. ll'Il►7 / 11(1. IVttt :. NOM IN, EQUIPMENT RATES Rental Equipment Bare for MSI Owned Equipment Only Does not include delivery, return, fuel, operator, markups, operating cost or rental equipment. 6/8/2021 Page 5 of 6 McClure and Sons, Inc. Hourly Rate. Pumps 44,000 gph $18.50 125,000 gph $28.60 25' Hose $2.00 1 -Ton Truck $18.50 Water Truck $28.16 Dump Truck 10yd $54.14 Marooka Dump Track $59.67 Tractor $30.00 580 Backhoe $34.51 345/992 Excavator $154.00 330 Excavator $130.00 200 Excavator $79.30 312 Excavator $56.00 Mini Excavator $28.00 Bucket Thumb $15.85 Hoepak $17.00 Boom Truck $15.67 Grout Pump $44.56 Drill Motor (APE or equal) $86.54 Leads (110+) $13.96 Auger (90') $15.00 Pickup (360) $19.93 Forklift $35.00 Dozer D-5 N LGHP $51.85 Komatsu D39PX-21 $48.00 Crane 70 Ton Lattice $197.90 Crane Grove RT750 $120.38 Crane P&H 40 $113.60 Crane Grove RT58E $77.00 Boom Extensions $5.00 6000 Ib rough terrain fork lift $33.81 10,000 Ib rough terrain fork lift $46.59 Sheep Foot Compactor $76.00 Trench Compactor $32.00 Roller $81.00 Skid Steer $22.00 Loader $48.00 Generator 175kw $33.50 Jumping Jack $11.50 6/8/2021 Page 5 of 6 McClure and Sons, Inc. !I 1l(( t R .1. \11N s,1 Yl CHANGE ORDER PROPOSAL FOR CONTRACT TIME EXTENSION McClure & Sons Inc. Project No.: 3350 Owner No: Change Order Description: During an framing inspection a City of Tukwila Inspector stateded that the building needed a Fire Sprinkler System Change Order Proposal #: COP 15 Date: April 9, 2021 WCD / CPR #: 0 RFI #: 60 ASI# 0 McClure and Sons, Inc. submits that due to no fault, act or omission on the part of McClure and Sons, Inc. the work and circumstances involved with above Change Order were effected by the conditions and sole actions of the Owner and/or Owners Representative. McClure and Sons, Inc. further submits that the above change was the sole cause of the time extension impact and could not have been avoided by any reasonable means. McClure and Sons, Inc. has made all reasonable efforts to prevent and mitigate the effects of the delay but herein requests a Contract Time Extension due to the following: 1. The delay was caused by the Owner and was of an unknown scope at the time the delay arose. 2. The Owner required the Contractor to address the additional work by WCD which directly impacted the Contractor's capability to perform the original work. In particular, due to the nature of the above work the Contractor was unable to concurrently perform originally contracted work in this structure. Consequently the Contractor was unable to resequence or reorganize the work such that the CPM and Project cash flow would remain unaffected. 3. This delay, as substantiated by supporting documentation, did effect the CPM and in particular the work on this structure and thereby negatively effected the timely completion of Work under the Contract or timely completion of a portion of the Work for which time of completion was specified. 4. The additional work will prevent McClure and Sons, Inc. from completing the Project within the current Contract completion date. Cost of delay to contract due to this change may not be included in this proposal, but will be accessed at completion of this change order. Price good for 30 days. Change in time to contract completion: + / - 70 Gays 6/8/2021 Page 6 of 6 McClure and Sons, Inc. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME fl tGFt U rt F� �.� -b1 5C. PERMIT # -±)) S (1)(.m1" S-91-1-700 ' 7 I 6.032 424-41 Ape, S. ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement IMiobilization& Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) category: /dao .tie;o ; 00-- )3,000 SP .421430- 411 600 11(.1 S C. 2.0% of amount over $100,000, but less than $200,000 of A. 646160 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume /778 - 108 - - cubic yards cubic yards $-67e46.60 t1—) 5 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 - 100 $23.50 .i 101 - 1,000 ✓ $37.00 1,001-10,000 $49.25 10,001 - 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 37 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION oo (1+4+5) $-,3;33374xl-- 4-4 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 CORRECTION LTR# 1 t8o35g RECEIVED CITY OF TUKWILA JUN 03 2019 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ o The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) gi5-g5_ 5 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101-1,000 ./ $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 —10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. ,„ , 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. a OTHER PERMITS — Deduct ($25) 4 — includes Technology Fee) A. Water B. Flood Control Zone C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADD ' • NAL FEES A. Allento , ater (Ordinance 1777) $ B. Allentown Sewe • rdinance 1777) $ C. Ryan Hill Water (Orden. e 1777) $ D. Allentown/Foster Pt Water (Or • 77) $ E. Allentown/Foster Pt Sewer (Ord 217 F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ L Other Fees $ Total A through I $ , 17 0 es /7 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $-3.� (9) (10) 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- 12.31.2917 ,, Total Fee ,---- .,'" 0.75 $625 $6005 / $6630 1 $1125 $15,012.5 $16,137.50 1.5 $2425 $30 t 5 $32,450 2 $2825 ' ,! 0 $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 Temporary Meter 0.75" $300 2.5" $1,500 3 t N e); DESCRIPTION [ ACCOUNT QTY C_ _ COMMENTS PAID PermitTRAK $965.64 D18-0355 Address: 16032 42ND AVE S APN: 5379800009 $965.64 DEVELOPMENT $912.75 ADDITIONAL PLAN REVIEW R000.345.830.00.08 1 $105.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0 $807.75 TECHNOLOGY FEE $52.89 TECHNOLOGY FEE R000.322.900.04.00 0 $52.89 TOTAL FEES PAID BY RECEIPT:R22060 $965.64 Date Paid: Wednesday, August 11, 2021 Paid By: HIGHLINE WATER DISTRICT Cashier: Iwer Pay Method: CHECK 4661 Printed: Wednesday, August 11, 2021 9:57 AM 1 of 1 DESCRIPTION ACCOUNT QTY COMMENTS PAID PermitTRAK $1,307.75 D18-0355 Address: 16032 42ND AVE S APN: 5379800009 $1,307.75 DEVELOPMENT $1,307.75 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0 $1,057.75 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0 $250.00 TOTAL FEES PAID BY RECEIPT:R22030 $1,307.75 Date Paid: Tuesday, July 13, 2021 Paid By: HIGHLINE WATER DISTRICT Cashier: Iwer Pay Method: CHECK 4658 Printed: Tuesday, July 13, 2021 11:35 AM 1 of 1 DESCRIPTIONS PermitTRAK' Cash Register Receipt City of Tukwila ACCOUNT 1 QUANTITY PAID $4,375.44 D18-0355 Address: 16032 42ND AVE S Apn: 5379800009 $4,375.44 DEVELOPMENT $3,862.21 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $309.32 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $1,175.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $1,175.00 PERMIT FEE R000.322.100.00.00 0.00 $1,202.89 PUBLIC WORKS $446.50 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 $159.50 TECHNOLOGY FEE $66.73 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18775 R000.322.900.04.00 0.00 $66.73 $4,375.44 Date Paid: Tuesday, October 08, 2019 Paid By: HIGHLINE WATER DISTRICT Pay Method: CHECK 4575 Printed: Tuesday, October 08, 2019 10:12 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,133.51 D18-0355 Address: 16032 42ND AVE S Apn: 5379800009 $1,133.51 DEVELOPMENT $1,065.53 PERMIT FEE R000.322.100.00.00 0.00 $156.76 PLAN CHECK FEE R000.345.830.00.00 0.00 $883.77 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $67.98 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15777 R000.322.900.04.00 0.00 $67.98 ;. $1,133.51 Date Paid: Tuesday, November 06, 2018 Paid By: HIGHLINE WATER DISTRICT Pay Method: CHECK 4514 Printed: Tuesday, November 06, 2018 1:34 PM 1 of 1 RW SYSTEMS • • 1 42ND AVENUE S. RUBUS -'' , liONV';',..4.•••-! LIMIT OF WORK 1 SP LIMIT OF WORK ISP 7 DSR -P MULCH ALL EXPOSED GRADES 10' WIDE TYPE I LANDSCAPE BUFFER §: 6 KELD FENCE. PER ENGINEER 0 17 NR MULCH ALL EXPOSED GRADES I HC - pit Imal, lir' wallow* /0 e 04.•114 is oLL WPM ►ro. � 117, rityvo oiliarciii r rI - we ft• has ♦ ailltim ►-/ 1111111JJJJ�ttt ,® �..(L as pfi LIMIT OF WORK 2 BHM _ -DLY \ _ - RUBUS 6 00 O 9 RFC �+Q'►�} �w'II 6 � t NI \ 2 BUM HYDROSEED ALL XPOSED GRADES AND 7 EH ••'''" ...s. ...al lir& �► / . 3 ATOS 1 s . 41 �POCKET PLANT �t 1N GARDEN WITH 36" (� e!i`�C\II, ; ' �� `:�11 �g' /�' b. '� . � Mb. MULCH RINGS LIMIT OF MULCH �S` SEMITE SPEC] P NOTE 0 � �s�4����w�1 IS t "' ." pi .00�1 , fit. ,, 1111 ILANIE:APE BUFFER YYI .ERVE&PROTECT �11I 11 .CH ` �/1lll�� ky-e1_ — J���~ �e*+��►, �{7 to s l !„ ao / BUILDING IIII11iFEN�PERENGB4EER t : o g•V..,`,t %.- 4' WIDE 518" 4" DEEP ROC SHOULDER . Id&I. On % �1 i l! �a[!� rI �� ,{`� -(((����E! L� i1E3 ''�I�. { *pi �,•♦Z� Ik4%iNERR\ 'IOr l5'WIDETYy} ._-‘316 -" .,-,}•;,_ea; a�i �!� ►m ' • ...It., ;' _ t'fjj�s. 0, V 54J7i I SP "`.. O I 1. allti i � + RL. LlMITO \ �• t v. � �'��� �q 41":1:':V 1. \ � j �p PACH ��'. .,�t �t� " � ����(t • 'mac �a �. ejj Y LIMIT It IHC OF WORK a• 8 OS` Vr'1,1 /Qfs... ti f ' �� �,� ,kik,, �. .•, r ��-`,r* ►$ .►�• �" ;,- P =a .�\MI.I►M_� 4 ji} & �r t ��=��T'�`f � v v r �1 � '�%"` t ► Fi ., IV _ ri t��F�/iyC� i►��"r, ��pBro4 +� r /���� iu �1,"r 2 ��.' ��"P Pia '''1 •r. A �A� S A 4WNW►\ C ,.acs - � a 6 FENCE PER ENGINEER _ 1 �_�,_ 11 SBV 1 \/ 8 00 MULCH ALL EXPOSED GRADES il %�" 4 SP LIMIT OF WORK ADL BLDG. 10' WIDE TYPE I LANDSCAPE BUFFER LIMIT OF WORK , '' / REVIEWED OR LANDSCAPE PLANTING PLAN 0' 10' 20' SCALE: 1 "=10'-0" 40' NORTH BASE MAP FROM RH2 ENGINEERING, BOTHELL, WA PERIMETER TREE COUNT CODE COMPLIANCE APPROVED AUL 26 2019 CI o BUILDING DI NORTH BUFFER SOUTH BUFFER EAST BUFFER 150' LF REQUIRING 5 TREES AT 30' ON CENTER - 8 TREES PROVIDED 150' LF REQUIRING 5 TREES AT 30' ON CENTER - 10 TREES PROVIDED 6S' LF REQUIRING 3 TREES AT 30' ON CENTER - 3 TREES PROVIDED IN ADDITION TO THE EXISTING 8" ON SITE CHERRY TREE TO REMAIN la SION ORNAMENTAL PLANT MATERIAL PLANTING DETAILS LANDSCAPE CONSTRUCTION NOTES I. Owner to secure all necessary permits per City of Tukwila requirements. 2. AB work performed shall conform with the City of -Tukwila, landscape and irrigation requirements, coda and specifications. 3. Locate, protect and avoid disruption of all above and below grade utilities and site features prior to construction. Contractor is responsible for any resulting damages during construction. Call before you dig at 1 (800) 424-5555. 4. Landscape Contractor to maintain site until Final Acceptance. Work to include weeding all beds, mowing lawn, and removing debris from site. 5. Hold a8 plant material minimum 3'-0" away from building to allow for plant growth and maintenance around plant material 6. Clean subgmde by removing all undesirable vegetation including grssses, weeds, blackberries, scotch broom and poplar seedlings including toots. Leave subgrade in landscape areas minimum 9" below paving in shrub bods and 5" below paving in lawn areas. Remove all debris from site. 7. Provide minimum 6" depth 70-30 mix Goin Corliss Resources; Enumclaw, WA. 253-891-6650, in all shrub beds. Scarify subgmde by rototilling and add topsoil on surface. Add additional topsoil as needed to contour shrub beds including required berms. 10. Provide minimum 2" depth fine blend hen -fir mulch to all planting beds. Mulch from Sawdust Supply, Kent, Washington. Fill all planting beds and lawn areas to within 1" of top of all curbs and walks. Slope all planting beds and lawn areas to drain. 11. Provide one (1) year warranty for all plant materials and workmanship. 12. Verify all quantities shown on the plant list and plans. If discrepancla exist between the graphic representation and the numeric totals, the graphic representation shall rale. 3. All plant materials to be specimen quality with full, symmetrical trunk and foliage, unless otherwise noted. Fertilize all plantings with "Osmacote 17-7-12" plant granula by Scott. Install 2 cups per tree larger than 3". I cup per tree less than 3", 1/2 cup per 5 gat., 114 per 2 and 1 gal., 1/8 cup per 6" and 4" pots. Place at base of plant niter mulch has beat installed. 14. Insure proper drainage of all planting holes prior to installing plant materials. If planting holes do not drain or if heavy clay soils are evident contact landscape architect. 15. Fill all planting beds and lawn areas to within 1" of top of all curbs and walks. Bern all planting beds and lawn areas to drain. 16. Asphalt to be removed 2' from behind extruded curb in planting beds after paving is completed and before plant material is installed. NOTE ALL TREES IN LAWN TO HAVE 30" DIAMETER TREE RING 00900 2" DEPT MULCH PER SPECS. TEMPORARY WATER B.ASI 0' BERAL FOR FIRST YEAR AFTER INSTALLATION 2' MULCH LAYER AFTER SETTLEMENT FINISH GRAD TREE STARES: TREES 2' CAI- OR GREATER" 3 STAKES PER TREE TRETAKES 1 3,ES 004' CRAL OR 8EE SMALLER" 2 S NEW TREE TREE TIES 1'2" RU88ER HOSE 0)1922 0811. WIRE(DOUBLESTRANDTVIS1ED) 3 -LODGE POLE PINE ST000S -11050 EO(ALIA SPACED AROUND TREE AINtMUM BELOW GRADE STARE DEPTH pxtx�nit" 'Tte�VTF. ROOT BALL .MOVE 0081.00 AND TIES FROM F-X0A0 ATE AREA 22TIMES DIAMETER OF ROOTALL. MINIMUM 12'TOlSOIL AROUND ROOTO.ALL DETAIL.: TREE PLANTING NO SCALE TWIST WIRE UNTIL TAL GLY SPACING TREE TIES 12" RUBBER HOSE W," 12 GAUGE WIRE (GALV.) 1'0517108 ROOT CROWN 12' ABOVE 0-18)511 GRD. 2" MULCH LAYER AFTER SETTLEMENT (MULCH TYPE PER SPEC.) FINISH GRADE STARE 3 SI 2x2024 HARDWOOD OR CEDAR STAKE NOTE: INCLUDE TEMPORARY WATER ,y,p pR ROM BALL BURLAP EXCAVATE 2 -In TIME DIAMETER OF ROOT BALL BASIN 4"BERM FOR FIRST YEAR AFTER INSTALL. PLANTING SOIL MIX (.AS SPEC.) BACKFILL EXISTING 550000DE DETAIL: CONIFER PLANTING NO SCALE SOIL MIX NEW SHRUB 2' MULCH 12" MIN. DETAIL: SHRUB PLANTING SAUCER BNB PLANT: REMOVE BURLAP & TIES FROM TOP OF ROOT BALL SID[$ OF I8Wl`6A1 I. SCARIFY COMPACTED SOIL MIX SUBGRAOE NO SCALE su'!txr 1R'dSV',F8fL✓Drr4Zde PLANT CENTER SPACING AS NOTED ON PLAN (TRIANGULAR) SET PLANTSGE ORIGINAL DF]TII y0 FINISH GRADE PRIOR To SPREAD MULCH. 3' MULCH (TYPE PER SPECS.) FINISH GRADE BACKFILL SOIL MIX (MIX PER SPECS.) EXISTING S011GRADE DETAIL: GROUND COVER PLANTING NO SCALE PLANT MATERIAL LEGEND * Indicates Drought Tolerant Plant Materna Abrev. Common Name trees: * BHM * EHB * HC * SP shrubs: * DSR -P * DSR -W * EH * KELD *MP * 813111 * OLL * SBV BowHall Maple Pyramidal European Hornbeam Hinoke Cypress Shore Pine Shrub Rosc Dwarf Pink Shrub Rose Dwarf White Evergreen Huckleberry Kelseyi Dogwood Mugo Pine Northern Beauty Japanese Holly Otto Luyken Laude Spring Bouquet Viburnum native shrubs: * EH Evergreen Huckleberry * NR Nootka Rose * OG Oregon Grape * RFC Red Flowering Currant * YOD Yellow Osier Dogwood Botanical Name Size Acer rubrum "BowHa8" Carpinus bemlus fastigala Chamacxcyparis obtusa "Hinoke" Pinus contona Rosa species Rosa species Vaccinum ovamm Comms stolonifera Kelseyi Pinus mugo "Mughus" Ilex 0000010 "Northern Beauty" Prunus lauracerasus "Otto Luyken" Viburnum sinus "Spring Bouquet" Vaccinium ovatum Rosa nutknna Mahonia aquifolium Ribes sanguineum Comms Haverunea 2" caIJB&B 2" caIJB&B 6' hgtJB&B 6' hgtiB&B 18" hgt./cont. 18" hg./cont. 18"x12"/cant. 18" hgt./cont. 30" hgt./cont 12" 115tJconl. 18"-21" width/B&B 24" hgt./cont. 24" hg/cont. 24" hglcont 24" 652cont. 24" hgticont. 24" hg/cont symbols/ground covers: DLY Day Lilly * PACH * RUBUS Pachysandra Rubus Hemerowllis "Anzac" Pachysandra terminalis Rubus calcinoides 1 50120001 at 24" oc with triangular spacing I gal/cont. at 24" oc P with triangular spacing I gal./cont. at 24" oc with triangular spacing RAIN GARDEN PLANT MATERIAL LEGEND Symbols Abrev. Common Name trees: VM Vine Maple shrubs: —NR 00 ROD WFC Botanical Name Acer circinamm Nootka Rose Rosa nutkana Oregon Grape Mahonia aquifolium Red Osier Dogwood Cornus stolonitbm Winter Flowering Currant Ribes sanguineum Size 4' hgtJconl 18" hen/cord 18" hgUcont 18" hgJcont 18" hgt./cont RAIN GARDEN - PLANT I -PLUG AT 12" ON CENTER; Plant Variety in groupings of 12-15 COMMON NAME BOTANICAL NAME SATURATION NOTES Slender Rush Juncos tents Wet soils Small -fruited Bulrush Scirpus microcarpus Wet ground to 18" depth Hand Stem Bulrush Scirpus acutus wet ground to 36" depth Slough Sedge Carex obnuptu wet ground or standing water Low Grow Erosion Control Mix" Seeding Rate: 80 lbiacre Hydro -Seed from approved source: Submit sample to Landscape Architect prior to installation 45% Elka Turf Type Perennial Ryegmss 45% Ensyha Creeping Red Fescue 10% White fetch or New Zealand Clover SITE SPECIFIC NOTES 0 ZONE 1-5011 PREPARATION NOTES. Ornamental Shrub Bed Areas. Import all 60.40 topsoil. Plant materials to be installed per Ornamental Plant Material Details. Provide minimum approved 6" topsoil in shrub beds. Topsoil to be 60% granular sand and 40% rotted outpost mix. Submit topsoil sample with 105) results to Landscape Architect for approval prior to importing on site. Scarify subgmde by romtiiliog and add topsoil on surface. Bonn shrub beds to drain. Mulch, 2" depth, per specs. OZONE 2 -SOIL PREPARATION NOTES. Rain Garden. After rain garden is excavated to 18" deep, rake arca smooth. removing all reeks. roots and construction debris I" in diameter or greater. Dispose of debris off-site. Rototiil to 12" depth on min garden bottom. lmpon 12" depth bioretention compost soils and plate on garden bottom. Rake all areas smooth, tapering pond on top to meet adjacent grade. Pocket plant proposed plant material on pond perimeter with 505: compost and 50% on site material mixing thoroughly for each planting hole. Cove all Rain Garden areas with 2" depth wood chips. Submit wood chip sample with test results to Landscape Architect far approval prior to importing wood chips on site. RAIN GARDEN PLANT MATERIAL PLANTING DETAILS SPATS or mua mwrooto RE C6 VSD UN 04 2019 TUKWILA UBI IC WaRKS 1^' MEI CH ENDER SBROB SET 0ROW14 AT NURSERY IIEIGIR ' ABMT TOPSOIL 1*00 GRADE) REMOVE 1,30E BURLAP ON 088 0100)01 \NOU UKANT DIAMETER RING 8V0805EED PER MCP ICAROV Dorton AND SIDES OF 1101E L 15 tW0fLL0500100 0IALOCL (1250115PER E SEATERIAOR u8oL\L tCOiRACTEDANDwTRE O CrN'TA)5L0.AND 1 OOSEN TERIALLTMASS NATIVE PLANT MATERIAL PLANTING DETAIL GROUND COVER AND SHRUBS N.T.S. CORRECTION LTR# RECEIVED CITY OF TUKWILA JUN 032019 PERMIT CENTER Lauchlin R. Bethune Associates, Inc. • Landscape Architecture it Planning, ASLA P.O. Dos 1442 phone: (425) 432-9877 Maple Valley, Washington 98038 Iauch@bethuncassociates.conl www.bethuneassociates.corn DATE: 4-3-19 0 35,5" LANDSCAPING PLAN AND DETAILS 13 4 P! SW DOE May28,2019 RETORT: May 28,2819 tl 6 REVISIONS 10 e 0 (04 PLANNING DE VISE') PER S, SCALE:SHOWN 0 ORABP30 R Rai SCA/EP/NEN 040 MEASURES 7 Ow503.: 20 SNEETNO: 6z LANDSCAPE IRRIGATION PLAN 5' 10' 20' SCALE: 1"=-10'-0" 40' 40 NORTH BASE MAP FROM RH2 ENGINEERING, BOTHELL, WA Sill. SA LLIW11/11LA.SW/S WASSINS MSS DETAIL: REMOTE CONTROL VALVE NO SCALE 2AIFEEtN:=1:1121.„11A /A1•1 DETAIL: BACKFLOW PREVENTER IRRIGATION LINE AND SLEEVE SIZING r , CLASS 200 PVC LATERAL LINE 3/4" LINE 1" LINE 1 1/4" LINE 1 I/2" LINE 2" LINE 2 I2" LINE UP TO 10 GPM BETWEEN 11-15 GPM BETWEEN 16-25 GPM BETWEEN 26-35 GPM BETWEEN 35-60 GPM OVER6I GPM SCHEDULE 40 PVC MAIN LINE 3/4"LINE UP TO 10 GPM I" LINE BETWEEN 11-25 GPM 1114" LINE BETWEEN 16-25 GPM 1 1/2" LINE BETWEEN 26-35 GPM 2" LINE BETWEEN 35-60 GPM 2112" LINE OVER 61 GPM * ALL MAINLINE SLEEVING TO BE MINIMUM 4" SCHEDULE 40 PVC SLEEVING 2" LINE 2 1,2" SLEEVE 4" SLEEVE BETWEEN 11-15 GP BETWEEN 16-25 GP BETWEEN 35-60 G RAINBIRD PEB SERIES CONTR I" VALVE 1 1/2" VALVE 2" VALVE POINT OF CONNECTION DETAIL WATER METER BY OTHERS (WATER PRESSURE REDUCING VALVE - WATTS) 1.5" STOP VALVE - MUELLER SCHEDULE 80 PVC UNION (nT 1.5" DBL CHECK ASSEMBLY MANUAL DRAIN VALVE 1 1/4" MAIN LINE QUICK COUPLER 1" DETAIL: POP-UP SPRAY SPRINKLER NO SCA BETWEEN 10-25 GP, BETWEEN 26-64 GP OVER 65 GPM VAVLE EXISTING DECIDiOL SLEEVE BELOW WALL REVIEWED FOR CODE COMPLIANCE APPROVED VALVES t.:2 6 2619 City of Tukwila ILDING DIVISION VALVE NUMBER VALVE GPM (GALLONS PER MINUTE) 32,15-5/LITS-- ("S" Indicates Shmb Zone. "L" Indicates Lawn Zone) F I/2" ('TS" Indicates Temporary Shrub Zone) VALVE SIZE VALVE PSI (OPERATING PRESSURE) ILLIS11111/WAS Mr Or 4.1,111 SWAM 1.01. rut DETAIL: QUICK -COUPLING VALVE NO SCALE IRRIGATION LEGEND SYMBOL MANUFACTURER PSI RADIUS GPM LOCATION NOTE: PLACE ALL LAWN HEADS IN LAWN, MIN. 3" AWAY FROM PAVING OR BEDLINE. • RAIN BIRD 3500 4" POP-UP W/#1.5 NOZZLE • RAIN BIRD 1812 W/15F MPR PLASTIC NOZZLE • RAIN BIRD 1812 W/ISH MPR PLASTIC NOZZLE h RAIN BIRD 1812 W/l5Q MPR PLASTIC NOZZLE w•13- DDC)D PO RAIN BIRD 1812 W/12F MPR PLASTIC NOZZLE RAIN BIRD 1812 W/I2H MPR PLASTIC NOZZLE RAM BIRD 1812 W/12Q MPR PLASTIC NOZZLE RAIN BIRD 1812 W/IOF MPR PLASTIC NOZZLE RAIN BIRD 1812 W/IOH MPR PLASTIC NOZZLE RAIN BIRD 1812 W/10Q MPR PLASTIC NOZZLE RAIN BIRD 1812 W /9SST MPR PLASTIC NOZZLE RAIN BIRD 1812 W/15SST MPR PLASTIC NOZZLE RAM BIRD 1812 WISEST MPR PLASTIC NOZZLE 35 21' 30 15' 30 15' 30 15' 30 30 30 30 30 30 30 30 30 12' 12' 12' 10' 10' 10' 9'818' 4X30' 4'515' 0.92 3.70 1.85 0.93 2.60 1.30 0.65 1.57 0.78 0.39 1.73 1.21 0.61 e RAINBIRD PEB SERIES AUTOMATIC CONTROL VALVE, SIZE PER PLAN AND PROVIDE AMETEK CONTROL BOX & MIN. 2 CU.FT. WASHED PEA GRAVEL. ® WATER PRESSURE REDUCING VALVE - WATTS SERIES U5. U50, SIZE PER P.O.C. DETAIL e MUELLER BRASS ISOLATION VALVE, SIZE PER POINT OF CONNECTION DETAIL, INSTALL IN ROUND 6" AMETEK. PER DETAIL. *- FEBCO DOUBLE CHECK VALVE, SIZE PER POINT OF CONNECTION DETAIL, INSTALL IN LARGE AMETEK CONTROL BOX, PER DETAIL. RAIN GARDEN SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB AQC RAINBIRD QUICK COUPLER VALVE 440C, ASSUME 1" UNLESS OTHERWISE NOTED ON PLAN. PROVIDE HOSE SWIVEL. INSTALL PER DETAIL AC RAINBIRD ESP -LX MODULAR SERIES -32 STATION AUTOMATIC CONTROLLER. EXTERIOR MOUNT, 0 COORDINATE LOCATION PER OWNER APPROVAL. PROVIDE CONDUIT TO POWER SOURCE AND CONNECT TO POWER SOURCE. 1 1/4" MAIN SCHEDULE 40 PVC MAIN LINE, SIZE PER PLAN. MIN. DEPTH 18" BELOW FINISHED GRADE. 314" CLASS 200 PVC LATERAL LINE, SIZE PER PLAN, MIN. DEPTH 12" BELOW FINISHED GRADE. 2" SL SCHEDULE 40 PVC SLEEVING, SIZE PER PLAN, MIN. DEPTH 18" BELOW FINISHED GRADE FOR MAIN LINE. SCHEDULE 40 PVC SLEEVING, SIZE PER PLAN, MIN. DEPTH 12" BELOW FINISHED GRADE FOR LATERAL LINES. IRRIGATION NOTES 1. Irrigation design and layout assumes minimum 55 lbs. static water pressure 50 GPM at point of connection. Verify PSI and GPM, if discrepancy exists report to Landscape Architect and owner before proceeding. 2. The Landscape Contractor shall inspect the site and verify existing conditions and dimensions prior to bidding and construction. 3. Landscape Architect to have 48 hour notice to review pressure test for project Provide owner with Backflow Certification for review and approval. 4. Irrigation plan is diagrammatic. Adjust pipe, valves and irrigation heads according to field conditions and plant locations. Report any discrepancies to Landscape Architect. 5. Coordinate irrigation points of connection and location of automatic controller with General Contractor. 1-1/2" Water Meter by General Contractor. Coordinate all work with ether trades involved. 6. A8 valves will be placed in valve boxes in a manner which facilitates access for maintenance. Locate vahes in shrub and ground cover beds unless approved by Landscape Architect- No valve boxes in lawn areas. 7. All components of irrigation system shall be installed and adjusted to provide adequate coverage and no over spray onto buildings, windows, or paved areas. Contractor is responsible for providing a complete working irrigation system. 8. Contractor is responsible for any damages to building and infrastructure during landscape construction. 9. Bury control wires below mainline and tape to mainline every 10' o.c. 10. Flush mainline before installing valves. Flush zone lines before installing nozzles. Test entire system before back filling trenches. 11. Electric Valves and Backflow prevention assembly to be placed in below grade valve boxes and installed in shrub beds. Verify that vale boxes arc not placed where plant materials are to be installed. Provide sleeving under all paved surfaces. 12. Provide full coverage to all lawn and shrub beds. Install additional irrigation heads as necessary to achieve full coverage and water to all plantings. 13. 120 AC Electrical power source at controller location shall be provided by General Contractor. The Landscape Contractor shall make the final connection from the electrical source to the controller. All wiring per L 6.1 Codes 14. All irrigation heads to be installed perpendicular to finish grade unless otherwise specified. Place all lawn head in lawn areas, 3" from edge of paving or bedline. Place all shrub heads in shrub beds, min. 4" from bndline and min. 10" form all structures. CONNECT INTO BOTTOM INLET OF 12" POP-UP HEADS. 15. Winterizing the system: The irrigation contractor shall install a manual drain valve assembly. Draining the mainline shall be accomplished by introducing compressed air into the system through the quick coupler valve at the point of connection. 16. Demonstrate working system to building maintenance manager upon completion and acceptance. 17. Locate all utilities before digging. Call I{800) 424-5555, 18, Install irrigation system in accordance with all applicable codes and ordinances. 19. Mount Rain Sensor near top of building. Place in approved location with Landscape Architect. 20. From controller install 351-14 gauge single strand direct bury wire (DEW) with one spare yellow wire and one common wire to each valve box with connections and schedule 80 unions. All wire splices to be for wire connections: DBY-Direct Bury Splice by 3M. 21. Contractor to provide PDF File As -built drawings to Landscape Architect prior to close-out of job. 22. Electrical control wires to be spliced in control boxes only. 22. Asphalt and/or 1Vncrel0 to be removed 2" from behind extruded curb or sidewalk in planter. 23. hestall rock outcrops and/or dry creek beds prior to installation of irrigation. 24. Provide one (I) year warranty for pans, materials and workmanship upon final acceprance date from owner for work completed per Irrigation Plan. 25. Verify on-site underground vaultsfrnfiltration trench locations per Civil Engineer prior to construction. All mainlines to be buried min. 18" depth below grade; lateral lines to be buried min. 12" depth below grade. 26. Sprinkler heads adjacent to head in parking, to be set on parking lot stripe. RECEIVED CITY OF TUKWILA JUN 0 3 2019 Lauchlin R. Bethune Associates, Inc. • Landscape Architecture & Planning, ASLA P.O. Box 1442 phone: (425) 432-9877 Maple Valley, Washington 98038 lauch a bethuneassociates.com www.bethuneassociates.com DATE: 4-3-19 PERMIT CENTER 9T�Ti al IlA91naaTOa a60tat00 R ECT 0/5 R 0610/01 CERm1C110 %9. 462 J W Q 5 a 0 cc cc HIGHLINE PUMP STATION JR4.3.19.OW0 0 a R T. 8 C REVISIONS 15 Is LETTER FROM PLANNING DEPT. 16 SCALE: SHOWN P DRAWING IS FULL SCALE WHEN 844 MEASURES L02 21 SMEETAU_ sz 20,41-5 An 11 11117FENCE PER ENGINEER laisfurgrinrorm. ANI v ` ... v v ( 1i / v v v GATE KEYPADs" I }" MAINLINE 1 WITH 4"SLEEVE z 'I I 2"IRRIGATION WIRE _ ) '-'✓ III CONTROL 1111 r' `v 22.2-Sipo 1 1I� .N � � SLEEVE GATE OPERATOR i 1 I I I I I - IM 1 + ^ p.+....." __... 1 }" MAINLINE . WITH SLEEVE __ ` _ _ _ �('{. ii r i ■ t3 4" I _ •,II I ). 1 I1/4"ML 1/ ■ it^: (} ( _� I" STUB PER ENGINEER, POINT OF CONNECTION #5 16.98-S D / ll) ' I L _ 30 I" L" ----- 15.49-S 3/4" ® FENCE PER ENGINEER) JO 23.92-S #6 / / 1 / / / 1 1 / 1 / 1 1 30 ADJ. BLDG. / '/ -//////// I LANDSCAPE IRRIGATION PLAN 5' 10' 20' SCALE: 1"=-10'-0" 40' 40 NORTH BASE MAP FROM RH2 ENGINEERING, BOTHELL, WA Sill. SA LLIW11/11LA.SW/S WASSINS MSS DETAIL: REMOTE CONTROL VALVE NO SCALE 2AIFEEtN:=1:1121.„11A /A1•1 DETAIL: BACKFLOW PREVENTER IRRIGATION LINE AND SLEEVE SIZING r , CLASS 200 PVC LATERAL LINE 3/4" LINE 1" LINE 1 1/4" LINE 1 I/2" LINE 2" LINE 2 I2" LINE UP TO 10 GPM BETWEEN 11-15 GPM BETWEEN 16-25 GPM BETWEEN 26-35 GPM BETWEEN 35-60 GPM OVER6I GPM SCHEDULE 40 PVC MAIN LINE 3/4"LINE UP TO 10 GPM I" LINE BETWEEN 11-25 GPM 1114" LINE BETWEEN 16-25 GPM 1 1/2" LINE BETWEEN 26-35 GPM 2" LINE BETWEEN 35-60 GPM 2112" LINE OVER 61 GPM * ALL MAINLINE SLEEVING TO BE MINIMUM 4" SCHEDULE 40 PVC SLEEVING 2" LINE 2 1,2" SLEEVE 4" SLEEVE BETWEEN 11-15 GP BETWEEN 16-25 GP BETWEEN 35-60 G RAINBIRD PEB SERIES CONTR I" VALVE 1 1/2" VALVE 2" VALVE POINT OF CONNECTION DETAIL WATER METER BY OTHERS (WATER PRESSURE REDUCING VALVE - WATTS) 1.5" STOP VALVE - MUELLER SCHEDULE 80 PVC UNION (nT 1.5" DBL CHECK ASSEMBLY MANUAL DRAIN VALVE 1 1/4" MAIN LINE QUICK COUPLER 1" DETAIL: POP-UP SPRAY SPRINKLER NO SCA BETWEEN 10-25 GP, BETWEEN 26-64 GP OVER 65 GPM VAVLE EXISTING DECIDiOL SLEEVE BELOW WALL REVIEWED FOR CODE COMPLIANCE APPROVED VALVES t.:2 6 2619 City of Tukwila ILDING DIVISION VALVE NUMBER VALVE GPM (GALLONS PER MINUTE) 32,15-5/LITS-- ("S" Indicates Shmb Zone. "L" Indicates Lawn Zone) F I/2" ('TS" Indicates Temporary Shrub Zone) VALVE SIZE VALVE PSI (OPERATING PRESSURE) ILLIS11111/WAS Mr Or 4.1,111 SWAM 1.01. rut DETAIL: QUICK -COUPLING VALVE NO SCALE IRRIGATION LEGEND SYMBOL MANUFACTURER PSI RADIUS GPM LOCATION NOTE: PLACE ALL LAWN HEADS IN LAWN, MIN. 3" AWAY FROM PAVING OR BEDLINE. • RAIN BIRD 3500 4" POP-UP W/#1.5 NOZZLE • RAIN BIRD 1812 W/15F MPR PLASTIC NOZZLE • RAIN BIRD 1812 W/ISH MPR PLASTIC NOZZLE h RAIN BIRD 1812 W/l5Q MPR PLASTIC NOZZLE w•13- DDC)D PO RAIN BIRD 1812 W/12F MPR PLASTIC NOZZLE RAIN BIRD 1812 W/I2H MPR PLASTIC NOZZLE RAM BIRD 1812 W/12Q MPR PLASTIC NOZZLE RAIN BIRD 1812 W/IOF MPR PLASTIC NOZZLE RAIN BIRD 1812 W/IOH MPR PLASTIC NOZZLE RAIN BIRD 1812 W/10Q MPR PLASTIC NOZZLE RAIN BIRD 1812 W /9SST MPR PLASTIC NOZZLE RAIN BIRD 1812 W/15SST MPR PLASTIC NOZZLE RAM BIRD 1812 WISEST MPR PLASTIC NOZZLE 35 21' 30 15' 30 15' 30 15' 30 30 30 30 30 30 30 30 30 12' 12' 12' 10' 10' 10' 9'818' 4X30' 4'515' 0.92 3.70 1.85 0.93 2.60 1.30 0.65 1.57 0.78 0.39 1.73 1.21 0.61 e RAINBIRD PEB SERIES AUTOMATIC CONTROL VALVE, SIZE PER PLAN AND PROVIDE AMETEK CONTROL BOX & MIN. 2 CU.FT. WASHED PEA GRAVEL. ® WATER PRESSURE REDUCING VALVE - WATTS SERIES U5. U50, SIZE PER P.O.C. DETAIL e MUELLER BRASS ISOLATION VALVE, SIZE PER POINT OF CONNECTION DETAIL, INSTALL IN ROUND 6" AMETEK. PER DETAIL. *- FEBCO DOUBLE CHECK VALVE, SIZE PER POINT OF CONNECTION DETAIL, INSTALL IN LARGE AMETEK CONTROL BOX, PER DETAIL. RAIN GARDEN SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB AQC RAINBIRD QUICK COUPLER VALVE 440C, ASSUME 1" UNLESS OTHERWISE NOTED ON PLAN. PROVIDE HOSE SWIVEL. INSTALL PER DETAIL AC RAINBIRD ESP -LX MODULAR SERIES -32 STATION AUTOMATIC CONTROLLER. EXTERIOR MOUNT, 0 COORDINATE LOCATION PER OWNER APPROVAL. PROVIDE CONDUIT TO POWER SOURCE AND CONNECT TO POWER SOURCE. 1 1/4" MAIN SCHEDULE 40 PVC MAIN LINE, SIZE PER PLAN. MIN. DEPTH 18" BELOW FINISHED GRADE. 314" CLASS 200 PVC LATERAL LINE, SIZE PER PLAN, MIN. DEPTH 12" BELOW FINISHED GRADE. 2" SL SCHEDULE 40 PVC SLEEVING, SIZE PER PLAN, MIN. DEPTH 18" BELOW FINISHED GRADE FOR MAIN LINE. SCHEDULE 40 PVC SLEEVING, SIZE PER PLAN, MIN. DEPTH 12" BELOW FINISHED GRADE FOR LATERAL LINES. IRRIGATION NOTES 1. Irrigation design and layout assumes minimum 55 lbs. static water pressure 50 GPM at point of connection. Verify PSI and GPM, if discrepancy exists report to Landscape Architect and owner before proceeding. 2. The Landscape Contractor shall inspect the site and verify existing conditions and dimensions prior to bidding and construction. 3. Landscape Architect to have 48 hour notice to review pressure test for project Provide owner with Backflow Certification for review and approval. 4. Irrigation plan is diagrammatic. Adjust pipe, valves and irrigation heads according to field conditions and plant locations. Report any discrepancies to Landscape Architect. 5. Coordinate irrigation points of connection and location of automatic controller with General Contractor. 1-1/2" Water Meter by General Contractor. Coordinate all work with ether trades involved. 6. A8 valves will be placed in valve boxes in a manner which facilitates access for maintenance. Locate vahes in shrub and ground cover beds unless approved by Landscape Architect- No valve boxes in lawn areas. 7. All components of irrigation system shall be installed and adjusted to provide adequate coverage and no over spray onto buildings, windows, or paved areas. Contractor is responsible for providing a complete working irrigation system. 8. Contractor is responsible for any damages to building and infrastructure during landscape construction. 9. Bury control wires below mainline and tape to mainline every 10' o.c. 10. Flush mainline before installing valves. Flush zone lines before installing nozzles. Test entire system before back filling trenches. 11. Electric Valves and Backflow prevention assembly to be placed in below grade valve boxes and installed in shrub beds. Verify that vale boxes arc not placed where plant materials are to be installed. Provide sleeving under all paved surfaces. 12. Provide full coverage to all lawn and shrub beds. Install additional irrigation heads as necessary to achieve full coverage and water to all plantings. 13. 120 AC Electrical power source at controller location shall be provided by General Contractor. The Landscape Contractor shall make the final connection from the electrical source to the controller. All wiring per L 6.1 Codes 14. All irrigation heads to be installed perpendicular to finish grade unless otherwise specified. Place all lawn head in lawn areas, 3" from edge of paving or bedline. Place all shrub heads in shrub beds, min. 4" from bndline and min. 10" form all structures. CONNECT INTO BOTTOM INLET OF 12" POP-UP HEADS. 15. Winterizing the system: The irrigation contractor shall install a manual drain valve assembly. Draining the mainline shall be accomplished by introducing compressed air into the system through the quick coupler valve at the point of connection. 16. Demonstrate working system to building maintenance manager upon completion and acceptance. 17. Locate all utilities before digging. Call I{800) 424-5555, 18, Install irrigation system in accordance with all applicable codes and ordinances. 19. Mount Rain Sensor near top of building. Place in approved location with Landscape Architect. 20. From controller install 351-14 gauge single strand direct bury wire (DEW) with one spare yellow wire and one common wire to each valve box with connections and schedule 80 unions. All wire splices to be for wire connections: DBY-Direct Bury Splice by 3M. 21. Contractor to provide PDF File As -built drawings to Landscape Architect prior to close-out of job. 22. Electrical control wires to be spliced in control boxes only. 22. Asphalt and/or 1Vncrel0 to be removed 2" from behind extruded curb or sidewalk in planter. 23. hestall rock outcrops and/or dry creek beds prior to installation of irrigation. 24. Provide one (I) year warranty for pans, materials and workmanship upon final acceprance date from owner for work completed per Irrigation Plan. 25. Verify on-site underground vaultsfrnfiltration trench locations per Civil Engineer prior to construction. All mainlines to be buried min. 18" depth below grade; lateral lines to be buried min. 12" depth below grade. 26. Sprinkler heads adjacent to head in parking, to be set on parking lot stripe. RECEIVED CITY OF TUKWILA JUN 0 3 2019 Lauchlin R. Bethune Associates, Inc. • Landscape Architecture & Planning, ASLA P.O. Box 1442 phone: (425) 432-9877 Maple Valley, Washington 98038 lauch a bethuneassociates.com www.bethuneassociates.com DATE: 4-3-19 PERMIT CENTER 9T�Ti al IlA91naaTOa a60tat00 R ECT 0/5 R 0610/01 CERm1C110 %9. 462 J W Q 5 a 0 cc cc HIGHLINE PUMP STATION JR4.3.19.OW0 0 a R T. 8 C REVISIONS 15 Is LETTER FROM PLANNING DEPT. 16 SCALE: SHOWN P DRAWING IS FULL SCALE WHEN 844 MEASURES L02 21 SMEETAU_ sz 52117\ASSUI LIS \52117_5 EXIST. SAN I . 418,02 (W) 0064H R.E. 427.24 I.F. 1-3:111- 12 ABS N - ,E. 12'665 I.E. 423.44 12 ABS465 5 R.E. 426.8 IE. 423.98 1,2 085 I.E. 424.28 12 CONC A PORTION OF THE NE 1/4 OF SECTION 27, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY WASHINGTON L_ C8 R r 42'7 08 .E. 424.88 12 -ABS N S-0+64; L=23; 0=5 S-0+37; L=22'; 0=5.5' LB R.E. 579.12"ABS N9' IIEE Ota42415' EASEMENT LINK FENCE qqEEgg� H I.E. 417.23.18-A S W 4.F. 418.03 12 ABS E I.E. 417.83 12 -ABS 5 L1H 65 EXIST. SAN MH I.E. 411.94(5) 1E. 411.84 (w) 5854 (BSMT) FE 391.78 SCSI pp}}R.Egg 418g5.48 411.43 18'48S E 411.68 12 -ABS S SOI5H R.E,, 4 6 B chi.NW >4T 18 ABS S"'1-: 5=0;1.11 796'-8' HOPE 10' EASEMENT 4n' 4ritios- RR TIE ALL 56 R.E. 468.83 LE 466.83 8 -PVC ' 55 I,5. 466,58 12'PVC W . R.E. 466,8.8 9 I I.E. 460.89 9 8"PVC N • 7.5' EASEMENT I.E. 46089 36",DMP w LE, 464,49 12 PVC S CB' R.E. 468.83 -I.E. 467,43 8"PVC. NW S -MH 6 L=5.5' . ANHOLE #6 0-4'- ER STANDARD DETAI S=MH 7 -, SONS T.E. 480,19 1.Ee 475:19 36 -CLIP S 10 CMP W/ OVERFLOW - LE. 475.19 TO SIDE SEWER sTUBP 478.39 PER STANDARD DETAIL #4230-1641h FFE 481.14 S=0+87 L=WYE PLUGGED 0-8.5' C T,E S05.9 460.67 .LE. 476:77 36"5149 N 616018 (BASE) FFE = 425.06 #16026 (BASE) FEE ='430.52 CONNECT TO EXIST. DRY UN (SCHEDULE A) 12" CONC 1E 414.51 OELQK Wp D 616032 (BASE) FFE = 435.09 GARAGE �ASPHALT CB 15E .,442'38 4"PVCIS R5 „426.88 I E 423 98 13 ABS S I,6. 424.28 12 CONC E CB R.E: 469.16 E. 465.91 8"995 5 616036 (BASE) FFE 441.90 616042 (BASE) FFE = 446.42 0 M 42ND AVENUE 8 616050 (BASE) FFE = 45,.11, R.E. 465 83g I.E. 462.83 :PVC N 15,i.411 126PVC W/ OVERFLOW -I1'. " • - 1E. 461.33 TOP 465.33 31 -PvCA - I.E. 11,7" 1C1,E } S.E. 467.00 12-CONC S I.E. 460.43 18 CONC 4 I.E. 460.53 12-CONC 51-0 .00 OUY 65 STUB hillfjj P0_5'7,410 DETAIL" CRB, g 12 t�• 4 E WE 86603.PC1CN LE, '466.23 12 -PVC E' Sm0+91 gLTe L=10'. I E. 467.25 ' 8VC N -•5 0.3 616212(6855) FFE=468.79 S=0+88 - L=10' 073' 7 . SAVE TREES (SEE NOTE C, STMH 8 TH S SHEET)- 616228 HEE) 616228 (BASE) FFE = 476.13 GARAGE -....E-- 50 25 MH 8 50 100 -� -- -I SCALE IN FEET STA. 0+02 6' 221/2' BEND i PLUGGED WYE rNO C.O. PVC ., XC14AIN LINK FENCE -8' PWG IN MH 2x8 MARKER WITH LOCATOR - TAPE RECEIVED .7/02 2 7/02 SW SW KP KP Tri 455- SEE 601E 8, THIS SHEET 450. 445: • 16036 FXiSTINC GRADE-, 440. 0 C/L OF EASEMENT \ 435: M9 45 EXIST. SAN M.fi • R.E. 421,74 I.E. 411.94 (5) 1.5-411-8446) 430: 425 L -BSMT BS • 415 I EXISifING 8' A.0 849119 -PAW ' INV (119.0* L BSMT J : : 1 I' BSMT J I I: I 1 4 _BSMT._ J 0+00 STUB LOCATIONS PER VAL VUE L -BSMT DFOR COMPLIANCE APPROVED ,L.262019 City of Tukwila BUILDING: DIVISION' -8' INV 413.74 (S) -- 8' INV 411.94 (S) SEE NOTE A, THIS SHEET 0+50 1+00 14,50 2+00 2+50 T5 CHANCED DEPTHS OF MANHOLES ALONG 42ND AVENUE SOUTH No. Dote By Ckd. Appr Revision 3+00 3+50 .4+00 4+50 • 455 480 475 445 MH t8 MH #7 PER STANDARD DETAIL R.E 468.3 MH �6 PER STANDARD DETAIL." R.E 462.1 470 • ExISTING PAVEMENT - 440 465 435 460 430 #16042 455 d- 425 450 420 445 415 440 EXISTING 12' PVC. CULVERT INV 466.50 • #16050 416212 PER STANDARD DETAI R.E 478.4. 416228 1 I - I 1 #16218 1 r 1 I 1 I L_ �_J O C!EXISTINC.CR E . 7 , . /L OF EASEHE T / If • #16234 416238 485 .:f 480 L _BSMT j 8' INV 459.10' S) 8' INV 459.00 (N) 8' STUB (E) 8' INV 461.68' 8 8' INV 461.58 N 8' STUB (E) 475 470 'NOTE APPROXIMATE GRADE SHOWN FOR . . ' 6 LINE 8' INV 469.82 (N) 6' INV 469.92 (S) 8' STUB W) LBSMT l CORRECTION LTR# IOW 5+00 5+50 1250785L -REO ROAD SUITE 101 BELLEVUE WA 98005.2500 CMS ENGINEERS INC. TEZ (425)8973693 FAX (425)6374894 56111655:. 6/10/04 EXPIRES: 124x1 Drawn By Dote - - SW 4-25-02 Designed By Date SW,_ ' - 4-25-02 Checked By -Dote KP. 4-25-02 Approved By Dote TM--- 4-25-02 6+00 8+50 7+00 7+50 8+00 8+50 Scale: 9+00 Horiz 1"=50' Vert 1"=5' Job No. 52117L2202_ 9+50 465 460 455 450 JUN 04 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 03 2019 PERMIT CENTER REVISED TO CONFORM WITH CONSTRUCTION RECORDS By. VLG Ck'd KHP Date' 06/09/04 445 NOTE: A. GROUT IN PLACE HOPE PIPE ENTRY COUPLING PER SPECIFICATION AND CONNECT 8" HOPE SEWER TO EXISTING MANHOLE. 440 10+00 8. INSTALLATION OF 6" HOPE SANITARY SEWER BY DIRECTIONAL DRILLING. C. CONTRACTOR SHALL PROTECT TREES FROM DAMAGE DURING CONSTRUCTION. VAL VUE SEWER DISTRICT 42nd AVENUE SOUTH SEWER EXTENSION SCHEDULE B PLAN/PROFILE Sheet 4 01 - 5 Ink BILE HIGHLINE WATER DISTRICT PUMP STATION NO. 8 STRUCTURAL CALCULATIONS EEVflL!WE AY 0 1 7ni9 REID MIDDLETON, INC. Calculated and Reviewed by Jon Conner, P.E. S.E. RH2 Engineering, Inc. REVISED 2/11/2019 Index to Calculations Description Subcategory Page Design Criteria Gravity Analysis Lateral Loads REVIEWED FOR CODE COMPLIANCE APPROVED MAY 02 2019 City of Tukwila BUILDING DIVISION General Spectral Response Accelerations Gravity Load Distribution Bearing Lintel Design Stud Walls Concrete Slab Support Columns Wind Seismic Roof Diaphragm Shear Walls Roof Ventilation Wall Bending Below Grade Walls Ladder Connections Hoist Beam Design Finite Element Figures ii 1 2 3-4 6 6-8 9-11 12-13 13 14-16 17 17-19 20 20 21-22 23-24 IIECIEOWIE ppb o 3% MAR 13 2019 2(02b14b. . aft o3 0 REID MIDDLETON, INC. Highline Water District Pump Station No. 8 Structural Calculations By Danielle Dorr Reviewed by Jon Conner, P.E., S.E. Design Criteria: Geotechnical parameters per RH2 Engineering Geology Report, September 2017: Minimum frost depth: 18 -inches below adjacent final grade Maximum Net Bearing: 2000 psf static. Add 1/3 for seismic or wind. Site Class: D Water Table: N/A At Rest Lateral Earth Pressure: 54 psf Other loading parameters: Wind Load: 110 MPH, Exposure B Ground Snow Load: 25 psf Earthquake Load: Lat: 47.458679 N, Long: 122.280733 W Sds = 0.989g Other design values used: Occupancy Category: Essential Facility Structural System: Wood framed walls Concrete: 4000psi with 60,000psi reinforcing Timber: DFL #2 or better Dead Loads: Concrete: 150 pcf. Roof dead load: Total dead load = 12psf. Includes: Roofing: 1.5 psf, 5/8 -inch sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; four layers of 5/8 inch Gypboard: 12.0 psf; Miscellaneous mechanical: 18 psf. Live Loads: Roof: 20 psf Floor: 125 psf Design Codes and References: 2015 IBC for load calculations and general design criteria ASCE 7-10 for load calculations and general design criteria Concrete: ACI 318 — 14 Timber: ANSI / AF&PA NDS -2005 for Wood Construction rt10/25/2018 EUGGS Design Maps Summary Report Design Maps Summary Report User -Specified Input +m+ Report Title Pump Station 8 Fri October 26, 2018 01:15:57 UTC MI Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45884°N, 122.28069°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) bog log of r� USGS-Provided Output Ss = 1.472 g Si = 0.550 g SMS = 1.472 g SM1 = 0.825 g SDS = 0.981 g SDI = 0.550 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1 435 1.93 135 1.3) 1.35 0.43 0.75 01)3 0.45 030 0.15 0.}) NICER Response Spectrum 01)) 0.3) 0:40 0)3 08) 11)) 1.33 1.40 11)) 18) 2E0 Period, T (sec) Design Response Spectrum. p For PGA,, T„ CRS, and CR1 values, please view the detailed report. 0160 0.33 0.40 0k0 08) 1.0 1.33 1.40 11)3 180 Period, T (sec) 2IA 155r Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.458839&longitude=-122.280689&siteclass=mrisk 111 Ii RH 2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations 411111VSINCE 1978 Single Story Wood Framed Building Structural Calculations Assumptions: 'n' - 2x6 stud walls @ 24" o.c. bearing and non-bearing walls (IBC Table 2308.9.1) - Max 10'-0" wall height - DF -L Stud walls, DF -L No 2 or better structural members, 24F -V4 DF/DF Glulam members Gravity Load Distribution I L Overhang =2 Assume 2'-0" overhang Ib := 56 Length of Building (ft) V ® wb := 28.5 Width of Building (ft) jrr' 4:=36 Roof dead load (psf) including 1.5 psf roofing, 2.0 pq psf sheathing, 2.0 psf trusses, 0.5 psf insulation, L 12.0 psf gypboard and 18.0 psf miscellaneous mechanicaly equipment. till LS := 25 Snow Load (psf) L• Lfl:=125 Floor live loads (psf) Lw:_ (Ld+LS) • (—'b +Overhang = 991.25 l2 Pq Calculated by: J. Conner HWD 116-038 Max load to exterior walls from roof (plf) Page 1 of 22 RH2 ENGINEERING �1 d0 t CkP' SI11 Y9 . AliV imu Highline Water District Pump Station No. 8 Structural Calculations Check Exterior Walls - Max bearing on west wall adjacent to door opening h%,:=10 Ba:= 2000 b f:= 2 df:= 0.667 bs:=9 ds := 0.667 := 150 Wf:= (b f• df+ bs • ds) • We =1101 Wti,, :=150 w,:= 5.5 L bearing :_„.+Ww+Wf bf check= if bearing <13„ II "OK” else II "NG" Height of walls (ft) Allowable Bearing pressure (psf) Width of footing (ft) Thickness of footing (ft) Depth of Stem wall (ft) Thickness of Stem wall (ft) Unit weight of concrete (pcf) Weight of Concrete footing (plf) Weight of wood framed walls (plf) Wall width (in) bearing= 1121 Max bearing pressure (psf) check = "OK" Footing reinforcing: l Mfg:= 2 bearing• (2f l2 = 560 Moment in footing (ft -lbs) ditg:=3 ` J Distance to reinforcing (in) Asfg:= Mjtg —0.047 Rst required (in^2/ft) 4000 • dfig Footing stresses are negligible. Provide #5 @ 12" o.c. for crack control Awning support Footings: Use 12 psf dead load for roof at entrance. Extend to native to avoid differential settlement. Pa :_ (4+12) (6.25 + Overhang) • (5.25 + Overhang) = 2213 Max tributary Toad to each post (lbs) Apf:=16 Provided footing area (sq ft) tYa •= Pa =138 Max bearing pressure at depth (psf) Apf Ma :=-1 Qa • 22 = 277 Max moment at footing (ft -lbs) 2 Post support and footing stresses are negligible. Provide #5 @ 12" EW for crack control. Use (6) #5 verts in columns for crack control Yr Calculated by: J. Conner V Page 2 of 22 :RH2 ENGINEERING 47 YEAnS 4dolo SINCE 5978 Wood Lintel Design span := 12 w,,,1:= (Ld+LS) • (2 Overhang) = 244 M•- 12•w,„/•span2 8 L ,• span V:= " 2 M= 34560 V= 5948 Highline Water District Pump Station No. 8 Structural Calculations w,,,/ :=160 Max span over rollup Doors (ft) Moment to lintel (in -lbs) Shear to lintel (lbs) Fb:= 900 Allowable bending stress for DFL 2 (psi) CD :=1.15 Load duration factor tor snow loads _ M req ' Fb • CD Sreq = 33.391 Required section modulus (inA3) TRY double 2x12 (Sx= 63.25 inA3) Calculate other load factors for selected member: d:= 3 Depth of member (in) b:=11.25 Width of member (in) CF:= 1.0 Size Factor (NDS Table 4A) (Not applicable with Glulam members) CL :=1 Beam Stability Factor (Eq 3.3-6) Fb := Fb • CD • CF • CL Fb= 1035 Final allowable bending stress (psi) `Sreq :_ SYeq = 33 Required section modulus for bending (inA3) b Check Shear. Fey, := 625 3•V f 2•(3•b)•d check:= Calculated by: J. Conner if f,<Fcp•CD II "OK" else "NG" Allowable compression perp to grain (psi) f,=88.111 Shear stress to lintel (psi) check= "OK" HWD 116-038 Page 3 of 22 !RH2 ENGINEERING 43 Y€FR SINCE 1978 6.1 t1.1 i■r Lr it Lr �.r 11 i Loaf I1 I.V Check Deflections: E:=1.6.106 =1600000 I:=2.178 5 • ww i • span 4 •1728 384•E•I check:= ifA<span •12 360 "OK" else II"NG" Highline Water District Pump Station No. 8 Structural Calculations Douglas fir modulus of elasticity (psi) Moment of inertia (in^4) d=0.131 Expected deflection at lintel midspan (in) check= "OK" Use double 2x12 header over roll up door and east louvers Use double 2x6 headers elsewhere Roof Plywood Thickness - IBC Table 2304.7(3) L,.:=Ld+Ls L,=61 Total roof load (psf) 1/2" sheathing, 24/0 rating required for 24" span. OK for 40 psf total load. Calculated by: J. Conner 0111 HWD 116-038 Page 4 of 22 RH 2 Highline Water District ENGINEERING Pump Station No. 8 f SStructural Calculations INCf 1978 Check Studs for Column Loading: S:=2 Stud spacing (2'-0" assumed) P:=L,,,•S P=1983 Max axial load to each stud from roof (lbs) Fe := 850 Design allowable compression (psi) Table 4A d:=5.5 Depth of member b:=1.5 Width of member tr Cf:= 1.1 Size factor (Table 4A) C(/:= 1.15 Load duration factor (Table 2.3.2) 'rad H:= 120 unrestrained height (in) fal Ae := d • b A=8.25 Cross-sectional Area of stud (sq in) KCE:=0.3 Factor for sawn lumber (NDS 3.7.1) C:= 0.8 Factor for sawn lumber (NDS 3.7.1) E:=1.4.106 Wood modulus (psi) (Table 4A) �.+ 1e:=0.8 •H effective length (assumes pinned/fixed condition) FFS:=FF•Cf Fes=935 Fc* factor in NDS Cp:=1.0 Column stability factor. Studs are laterally braced by the exterior sheathing and nailing. 'boo 714 Fc:=FF•Cp•Cf fe.— d•b check:= if Fc> fe "OK„ else "NG" Fc=935 fc = 240 Calculated by: J. Conner HWD 116-038 faul Factored allowable compressive stress (psi) Actual compressive stress (psi) check="OK" Page 5 of 22 RH2 ENGINEERING 4y' t4 SINCE 1978 Check concrete slab: ts:=8 d:=is-3=5 Highline Water District Pump Station No. 8 Structural Calculations Slab thickness (in) Distance to rst (in) Max slab spans between columns. Use simply supported condition for both positive and negative bending (conservative) is := 8.83 wi,:=1.2.150•is +1.6•Ln=320 12 2 Mmax:= w° • lS —3118.756 8 Asreq:= Mmax —0.156 4000•d Max span (ft) Factored floor load (psf) Max factored moment in slab (ft -lbs) Rst required in slab (in^2/ft) Provide #5 @ 6" (As = 0.61 inA2/ft) to account for positive and negative stresses and variables in rebar depth Support columns: Columns braced by slabs at top and bottom Pco/:=I150• 12 +LfI • (is •--1;) =8771.501 P„ := w„ • (ls • is I =12475.024 2 hc0/ := 8.33 l e := s-4= 2.208 Meal:=Pcoi • e =19363.089 M„:=P„•e=27538.615 Use Interaction diagrams: de0j := 12 —door -2•(1.51+3+41 y := 8 8 JJ _ 0.6 dcor faul Calculated by: J. Conner HWD 116-038 Unfactored load to columns (lbs) Factored Toad to columns (lbs) Column height (ft) Load eccentricity to column (ft) Unfactored moment to column due to eccentric loads (ft -lbs) Factored moment to column due to eccentricity (ft -lbs) Column diameter (in) For use with interaction diagram Page 6 of 22 :RH2 ENGINEERING S� YEAP5 !II SINCE f978 ar Highline Water District Pump Station No. 8 Structural Calculations Pu —0.09 y-axis value of interaction diagram (ksi) gi 1000•d 12 �.r M„•12 =0.19 x-axis value of interaction diagram for 1000 d„13 interior columns (ksi) pg:=.022 Reinforcing ratio from Cinteraction diagram AS:=pg• 4 •dcoi2 =2.488 Minimum reinforcing required (inA2) Use (6) #6 longitudinal bars in columns (As = 2.64 inA2) fq Check hook development length db:= 6 Column vert diameter (in) 1:148 61 yWe:=1.0 Factor for uncoated rebar PRI yro := 0.7 Factor for hook side cover V yrr:=.8 Factor for confining reinforcing pq A:=1.0 Factor for lightweight concrete 60000 • W ldh •— • �` • Wr • db = 7.513 Minimum hook embedment (in) f” 50 • • x/4500 Arg := P`ol —4.386 Column footing area required pq 2000 (sq ft) Use 12" thickened column footings below floor slab for hook embedment, 30" square tga6.1 Calculated by: J. Conner HWD 116-038 Page 7 of 22 :RH2 ENGINEERING (.� -04 Yi.4R` SINCE Ft+ 1978 Spiral Rst: 1" < spcg < 3" per ACI 7.10.4 i.� fy := 60000 1/4 fe := 4500 2 L Ag•= �•dcol = 113.097 L 4 L ACh:= 4 IL • (dc°t-3)2 LI =63.617 Highline Water District Pump Station No. 8 Structural Calculations r'' ps := 0.45 • (Ag —1l • ` ps = 0.0263 Ach Jfy , . For #3 Spiral: PR 1)2 n•( .f — S.— S=2.104 0.45 • (dc01— 4) .fc \ Ag —11 fq Ach For #4 Spiral: : r . (4 2 8 S•— S=3.74 1 0.45 • (dco1— 4� •fc • (--- g-1 J V Ach pm `,, Use #4 spiral rst @ 3.5" pitch Calculated by: J. Conner HWD 116-038 lA ✓ Gross area of column (sq in.) Area of concrete within spiral reinforcing assuming 1.5" clear cover (sq in) Required ratio of spiral rst Spiral pitch required for #3 bar (in) Spiral pitch required for #4 bar (in) Page 8 of 22 :RH2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations 43E .. SINCE 1978 rr Lateral Analysis - Wind - ASCE 7-10 Ch 28 - Simplified Procedure :=1.0 Importance factor - Table 6-1 pitch :=4 Roof rise in 12" r14Vas :=115 3 second gust wind speed (mph) V ETP :_ "C" Exposure C (Assumed) lb = 56 Building width without roof overhang (ft) wb=28.5 Building length without roof overhang (ft) B, := 0 Total length of interior walls (ft) OH := 2 Typical roof overhang (ft) Lr h,v=10 Wall height (ft) wb • pitch 1.0 h :_ + h,v h=14.75 Total building height (ft) 24 hr h2w hr=12.375 Mean roof height (ft) := 1.21 Adjustment for building height -ASCE 7 Figure 6-2 I. 1 {q K� := 0 1(2 := 0 l<3:= Topographic factor for wind speed-up effect - Figure 6-4 r.+ 2 Kzt:= (1 +K1 •K2•K3) Kzr=1 tot P30=[29 —7.7 19.4 —4.2 —25.2 —17.5 —17.5 —13.3] P5:=1 •Kzt•1,,•1 s3o Simplified design wind pressure for structure zones A thru H - ASCE 7 fig 6-2 (negative implies uplift) Adjusted design wind pressures for zones A thru H A B C D E F G H Ps= [ 35.09 —9.317 23.474 —5.082 —30.492 —21.175 —21.175 —16.093] Iq a�:=0.10•wb imp Calculated by: J. Conner Fra a2:=0.4• hr a3:= 0.04 • wb HWD 116-038 Page 9 of 22 :RH2 ENGINEERING 40 rEaRS � SINCE 1978 NMI FR V L.� Fal t a:= if a3<a2Aa3<al a3 if a2<a3na2<a, l a2 if ai <a2Aa, <a3 ai if al<3Va2<3Va3<3 113 Highline Water District Pump Station No. 8 Structural Calculations a= 3 Width of Zones A and B (ft) „Windjpgr� Wmin •= 16 • (ib • h) Wmin=13216 Minimum Design Wind Load (lbs) Transverse loading: WT:=Ps0,0 •(2•a)•h,,,+Ps0,2 •(Ib—(2•a))•h,,,—PS0,1 •(2•a)•(h—h—PS03 •(1b—(2•a))•(h—h,) WT=15315 Longitudinal loading: WL:=Ps •wb•h„,+Ps • b•(h—h,,)+(Ps —PS )•(2•a)•h,,,+(P500_P02) •a•2•a•12 0202\o002 WL = 9046 Calculated by: J. Conner HWD 116-038 Page 10 of 22 2RH2 ENGINEERING as Yonas SINCf 1978 Highline Water District Pump Station No. 8 Structural Calculations Wdesign := max (WL , WT, Wmin) Wdesign = 15315 Gah:=-27.6 Uplift pressure at zone G overhangs (psf) Eoh:=-35.3 uplift pressure at zone E outlookers (psf) rr Wapi :=P5 6. 26 +0.6. 12. 26 I +Goh • OH= -254 Max uplift (pif) at eave overhangs (plf) I Wgabie:=Eoh • (OH+2) =-141.2 Max uplift (plf) at gable end outlookers (pif) Use Simpson H2.5A for roof hold downs. OK for 535 lbs = 268 pif @ 24" o.c. F�1 0.0 n r Calculated by: J. Conner HWD 116-038 Page 11 of 22 :RFI2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations APIP'SiNCE 1978 Lateral Analysis - Seismic - ASCE 7-10 OC:=4 S„,:= 1.472 Siir1:= 0.825 2 `Sds:-3•Sms 2 Sdf:=3•Sml 1E:= 1-5 DC:="D" R := 6.5 Sds = 0.981 Sd1=0.55 Equivalent Lateral Force Procedure: ASCE 12.8 Occupancy Category from Table 1-1 (Essential Facility) MCE ground motion 0.2 and 1.0 second accelerations based on site location (g) Design short and long period accelerations (g) Seismic Importance Factor from Table 11.5-1 Seismic design category from Tables 11.6-1 & 2 Response modification factor, Table 12.2-1 (light framed wood shear walls) C,:=0.02 x:=0.75 Parameters used to calc fundamental period - Table 12.8-2 T:= Ct • h,vx T=0.112 Approximate Fundamental Period (sec) TL :=16 Long -period transition period, sec (Fig.22-12) if T<TL Sd/ • IE Cs := r T•R if T> TL Sd!•TL•IE T2 • R if Sds•IE <C R mux Sds • IE R else Cmax Calculated by: J. Conner Cmax=1.129 Maximum Value of response coefficient Cs= 0.226 Seismic Response Coefficient HWD 116-038 Page 12 of 22 RH2 ENGINEERING 32 :=10TIOrcE 9978 md Ind rr imi r✓ r Calculated by: J. Conner R,,:=Ld• (wb+2.OH) • (1b+2.OH) R,v = 70200 Wwaiis:_ (2 • Wb+3 • /b +B) • 2 Highline Water District Pump Station No. 8 Structural Calculations Roof weight for 12 psf DL and 2' roof overhang (lbs) Wwaiis =16875 Weight of half wood walls (lbs) Wr:=Rw+2 • Wwalis W1=103950 Total considered building weight (lbs) V:= Cs • W, V=23541 Seismic Base Shear (lbs) h v =10 Wall height (ft) 'shear: -7 The smallest sum of the shear wall panel lengths on any of the exterior walls (ft) Bays :_ (2 • 'shear 1 I\ h,„JI p:= 1.3 Bays = 1.4 Number of Seismic force resisting bays in shear walls. /12.3.4.2 Redundancy factor for seismic category D (12.3.4). Factor = 1.0 if # of Bays > 2.0. Note: Check ASCE Table 12.3-3 for compliance requirements to use p=1.0 Eh := 0.7 • p • V Eh =21422 Total Horizontal seismic effect (lbs). 0.7 factor for working stress design Vd := Cs • (R4, + W.vans) • 0.7 check:= if Eh > 0.6 • (Wdesign) "SEISMIC CONTROLS" else II"WIND CONTROLS" Roof Diaphragm Loads Wdesign := Eh= 21422.016 Wdesign Wdesign Roof := 2 • (lb) Vd=13803 Load to Diaphram (lbs) check= "SEISMIC CONTROLS" Design lateral load (lbs) • Roofw=376 Load to short side of roof diaphragm (width) (plf) Roof, = 191 Load to long side of roof diaphragm (length) (plf) HWD 116-038 Page 13 of 22 TH2 fit C ENGINEERING 4Q rEtiP5 AlIV since 1918 Highline Water District Pump Station No. 8 Structural Calculations See IBC table 2306.3.1 for sheathing - Use blocked diaphragm due to high seismic loads. 19/32" sheathing grade panels - 10d nails @ 4" o.c. at edges, 12" o.c. field (OK for 425 plf) - Reduce to unblocked and 6" nail spacing where loads reduce to 285 plf. Occurs at 8 ft from each end wall. - Use Simpson A34 @ 12" o.c. at each end wall, 24" o.c. elsewhere Shear Walls East Wall Critical - Use perforated shear wall d:=0.5 ASD reduction factor per4.3.3 l",est := wb = 28.5 Total length of west wall (ft) uwest:=Roofv= 375.825 Uniform shear load to west wall (plf) 8.333 — 0.292 Percent full height sheathing := g 1west Cowest:=0.49 Capacity adjustment factor vw:=bd• Cowest• 1680=411.6 West Wall: Use 15/32" sheathing grade panels with 10d @ 3" o.c. at panel edges, 12" o.c. field. OK for 412 plf (reduced) Check Chord Forces at panel edges:: Wdesign • h = 38706.267 Tension/Compression in panel chords (lbs) 2.8.33 • Co".est w",e t:=12 . lwest • h = 5044.5 Weight of wall (lbs) Wroof:=Ld• (2 OH) • lwest=4104 Weight of roof over wall (lbs) T:=TC— 1 • (Wwest+Wroof) =34132.017 2 1.1 TC —1279.546 .fe= 5.5.5.5 L 014 Ft := 575 CD :=1.6 CF:=1.1 Fpr:=F1•CD• CF Fpt=1012 Calculated by: J. Conner HWD 116-038 Pig Tensile/compressive stress in 6x6 post (psi) Allowable tensile stress for DF -L 2(psi) Load Duration Factor Size Factor for 6x6 members Factored allowable tensile stress (psi) Page 14 of 22 RH2 ENGINEERING 4Q YEanS ral SINCE 1978 014 r !I4 check:= if0.5ff<Fpt "OK" else "NG" Fc:=CD•CF• 1350 check:= if Fc>f,, "OK" else "NG" Highline Water District Pump Station No. 8 Structural Calculations check= "OK" Factored allowable compressive stress, psi (calculated above) tcheck= "OK" Use (2) 6x6 DFL -2 posts at each corner w/ Simpson HD19 hold downs w/ 1.25" anchors (OK for 38,140 lbs tension. check north/south walls 'north := 52 Vnorlh :—Roof =191.268 39.5 _ 0.76 Pnorth :_ 'north Conorth := 0.73 un := qid • Conorth • 730 = 266.45 Total length of west wall (ft) Uniform shear load to west wall (plf) Percent full height sheathing Capacity adjustment factor North Wall: Use 3/8" sheathing grade panels with 8d @ 6" o.c. at panel edges, 12" o.c. field. OK for 266 plf (reduced) Calculated by: J. Conner HWD 116-038 Page 15 of 22 L R H 2 Highline Water District ENGINEERING Pump Station No. 8 !in.RYE.f!s 5918 Structural Calculations � 51NCE Check shear panel deflection: IBC 2305.3.2 RI b := 6.25 da := 0.137 E:=1600000 e,,:=.03 G := 25000 t:= .375 h:=hW=10 V := Vwest 3 4:= 8•v•h + v•h +0.75•h•e +d • h E•a•b G•t b daj := 0.015 • h • 12 check:= if dal>d II "OK" else IHNG" Panel Width (ft) Vertical elongation of anchorage at design load, v Elastic modulus of boundary element (psi) Nail deformation (in) Table 2305.2.2(1) Panel rigidity per in. of thickness Table 2305.2.2(2) Panel thickness determined above (in) Wall height (ft) Shear due to design loads (lbs/ft) 4=0.95 Estimated deflection (in) 4,1=1.8 Allowable deflection per ASCE 7 12.12-1 (essential facility) check = "OK" Transfer Shear to Foundation: 1/2" Anchor Bolt Capacity: NDS Table 11E ts:=1.5 Side member Thickness (in) Zp:=620 Bolt design value for 6" embedment depth (lbs) CD:= 1.6 Load duration factor Zp • CD= 992 Allowable load (lbs) S:= 36 Bolt spacing (in) Z • C • 12 Capacity based on bolt spacing (plf) C:= p D• C=331 S Max shear to south panels 255 plf < 331 plf - Use 1/2" bolts at 36" o.c. all around 111 Calculated by: J. Conner HWD 116-038 Page 16 of 22 !RH2 ENGINEERING ao YEaes sinCE 1978 PR Highline Water District Pump Station No. 8 Structural Calculations Roof Ventilation Calculations (IBC 1203.2) Roof Dimensions: 4= 56 wb = 28.5 Area :=1b • wb Area =1596 Vreq Yeq Vreq = 10.64 Total ventilation area required (sq ft, 150 half must be in upper portion of roof) Vreq =5.32 2 Vreq 144 =13.68 2 lb Ventilated area required in upper and lower half of roof. Required net free ventilated area per linear foot for ridge vents (sq in per ft) RIDGE VENTS TO PROVIDE 15 SQ. IN. NET FREE VENTILATED AREA PER LINEAR FT. Check wall for out -of -plane loads: Assume wall pinned at top and bottom W=1)30,0=35 09 Max wind load (psf) to end walls P=1983 Max axial load (lbs) to each stud from roof Check Bending (3.3.2) d:=5.5 Depth of stud (in) b:=1.5 Width of stud (in) H:=120 Unrestrained height (in) Co :=1.6 Load duration factor for wind loads (2.3.2) C, := 1.15 Repetitive member factor (4.3.9) Cj:= 1.1 Size factor (Table 4A) Fb := 650 Design allowable bending stress (psi) Table 4A KBE:= 0.439 Constant for beam stability factor (NDS 3.3.3.8) E:=1400000 Modulus of Elasticity for stud (psi) (3.7.1) 1e:=2.06.6=12.36 lead RB:= b2 Calculated by: J. Conner V Effective length for use in calculating beam stability factor (beam braced between nails) (in). (NDS Table 3.3.3) RB = 5.497 Slenderness Ratio (Eq 3.3-5) HWD 116-038 Page 17 of 22 :RH2 ENGINEERING pi 43 YE'RS SINCE 1978 FbE:— 2 RB KBE•E CL— FbE 1+ Fb•CD. CF 1.9 Fb:=Fb•CL•CD•Cf•Cf 12• W 2 M _ (LI12) S — b•d2 6 A = S check= 8 if fb <Fb II "OK" else "NG" Highline Water District Pump Station No. 8 Structural Calculations FbE =20342 Per NDS 3.3.3.6 for Beam stability calculation 2 1+ FbE Fb•CD. CF 1.9 FbE Fb•CD. CF 0.95 Beam Stability Factor (Eq 3.3-6) CL = 0.997 Fb= 1312 Factored allowable bending stress (psi) Mw= 5264 S= 7.563 fb = 696 [ check = "OK" Bending moment to ea stud (in -lbs) Section modulus (inA3) Actual bending stress in stud (psi) Check combined bending and axial compression (NDS 3.9) KcE= 0.3 Factor for Sawn Lumber (3.7.1) d1 := d d1= 5.5 Wide face dimension of stud (in) d1:= b d2= 1.5 Narrow face dimension of stud (in) lel := 6 1e1=6 Effective unbraced length (in) in weak axis direction lee := le 1,2= 12 Effective unbraced length (in) in strong axis direction fc = 240 KcE • E FcEI — ( 2 d1) Calculated by: J. Conner Actual compressive stress in stud (psi) calc'd above FCEI = 352917 Allowable weak axis bending stress (psi) check:= iffe<FCEI "OK" else "NG" HWD 116-038 ; check="`OK" Page 18 of 22 !RH2 ENGINEERING 40 YCnRS SINCE 1978 KCE • E FcE2 — 2 fbi :=fb = 696 LJ fb, =696 wit 1.4 Fbi FcE2 = 83164 check := r Fq ®®V i11 I Y.• Calculated by: J. Conner HWD 116-038 Page 19 of 22 .42=0 Fbr :=Fb Fb2 := Fb KBE•E FbE:= R2 a Fb, =1312 Highline Water District Pump Station No. 8 Structural Calculations if fc < FcE2 II "OK" else "NG" Allowable strong axis bending stress (psi) (biaxial) check= "OK" Actual edgewise bending stress (psi) Actual flatwise bending stress (psi) Allowable Edgewise bending stress (psi) Fb2= 1312 Allowable Flatwise bending stress (psi) FbE=20342 Allowable for biaxial bending (psi) check := if fbr <FbE "OK" else 11 "NG" := (fc 2 fb! fb2 FacII \ Fc + — F 1— fcfbi 21(Ffc )) b2• FcE2_ FbE check := if FBc < 1.0 II "OK" else (I "NG" check="OK" check= "OK" [RH2 ENGINEERING oti SINCE 5978 I Design below grade concrete walls Highline Water District Pump Station No. 8 Structural Calculations yar:=54+62.4=116.4 Saturated at -rest lateral earth pressure (pcf) he:=9 Wall height (ft) Par:=Yar•he— 1047.6 Max pressure at base of wall (psf) Pe :=10 . lie= 90 Seismic surcharge pressure ( psf) Top of wall is free at north side use fixed/free condition, Fixed -pinned condition elsewhere 1.•- See FEM results attached My =21.835 Factored vertical moment at base (ft -kips) V Mx:=14.523 Factored Horz moment at edges (ft -kips) tw:= 8 Thickness of wall (in) d:=tw-2.5=5.5 Distance to rst (in) A,y — My = 0.993 Vert rst required at base of wall (inA2/ft) 4.d Asx:= Ms =0.66 4.d Horz rst required (inA2/ft) PR Use #5 @ 8" o.c. each way, typ rst, outside face of wall. At North wall, add #6 @ 8" o.c. verts at base of wall, alternate w/ typ fo 4" spacing (As = 1.12 in^2/ ft), cut extra bar where moment reduces to 10 ft -kips. Occurs at 24" above the base, extend development length (29") beyond that point. 1.1 Inside face rst not necessary, but I.F. needed at North corners. 114 Use #5 @ 18" o.c. Each way, inside face. Add #5 @ 6" o.c. Horz (As = 0.61 inA2/ft) at the comers (As = 0.81 inA2/ft) fol Check ladder connections: OSHA 1926 P1:= 500 Total ladder load (lbs) vb:= P1=83.333 Shear per concrete anchor (lbs) 6 P1. 12 t„,„, — 250ux 2.12 Max anchor tension (lbs) Anchor loads are negligible. Use any wedge, or epoxy anchor. Calculated by: J. Conner HWD 116-038 Page 20 of 22 RH2 ENGINEERING Fil Aa rE'R ` since 1978 Hoist Beam Design - Beam will span support beams E:= 2.9 .107 /rail := 41.333 Amax := .75 Frail := 4000 Vc:=0.25 •Praii Wrait := 50 Highline Water District Pump Station No. 8 Structural Calculations V� = 1000 Modulus of elasticity (psi) (steel) Span of beam (ft) Max allowed deflection (in) Max point load from crane (Ib) Additional vertical impact force (Ib) Self weight of rail (Ib/ft) _ (P, 11+ Vc� • �12 • lra,i) 3 5 • Wrail •• (12 •• lrail) 4 Required moment of inertia to limit Ireq' 48 • E • 8 + 12.384 • E • 8 — 735.358 deflection to (5,..= 0.75 inches 01.04)max max Choose W18x50 steel beam, Ix = 800in^4 Use 3" std steel pipe support post ea end Check beam strength \ (jrai! Wrail • Irail2 Mmax'= frail+Vc I` 4 + 8 Lb =lrai1=41.333 1,:=15 .6 =62344 Max beam moment (ft -lbs) Beam braced at ends only (ft) Lb > Lr Therefore elastic lateral -torsional buckling limit state controls Cb:=1.32 XI :=1920 X2:=.012400 ry:=1.65 Sx := 88.9 0.9 Cb•SX•Xi•VL OM`r •- • 12 12 Lb ry bMp := 379 OM„:=min ( McreqlMr) =89 Calculated by: J. Conner 2 1+ XI •Xz 2 —89 2 (12 Lb) II`` ry / Bending coefficient From Table 1-1 (Ksi) From Table 1-1 (1/ksii)^2 Radius of gyration (in) Section modulus (in"3) Critical elastic moment (ft -kips) Plastic moment (ft -kips) Flexural design strength (ft -kips) Beam moment (62.3 ft -kips) is Tess than the strength (89 ft -kips) -> OK HWD 116-038 Page 21 of 22 RH2 ENGINEERING SB ¥EAR< SINCE 1978 Post connections Vlong := 0.1 • Prail = 400 Highline Water District Pump Station No. 8 Structural Calculations Max longitudinal load to be resisted by bracing (lbs) Vperp := 0.2 • (Prail + 250 + Wraii • bait) = 1263 Lateral load to be resisted by bracing (lbs) Lateral loads are low, brace each end of beam back to walls. Use 5.5"x5.5" top plate and base plates at east end. Use elongated plate at westend to rest on L ir foundation wall (Prail+ V +Wrai1'Irail—c /I ✓ be •= 2 =199 Max bearing pressure on concrete (psi) 5.5.5.5 Use P1000 unistrut to brace back to wall (OK for 3,550 lbs compression) Braces at top transmit lateral loads into the wall, eliminating prying at base of posts. Base anchors and plate will be in compression only -> OK rica 711 rd bowl Calculated by: J. Conner HWD 116-038 Page 22 of 22 WINO • I # in ✓ �i) Fin l F /x EL _ F "a-6 HIGHLINE WATER DISTRICT PUMP STATION NO. 8 STRUCTURAL CALCULATIONS RIECEOVE[I DIS-O3b5 FEB 14 2019 `J 240.2ot$,bb5 oilez REID MIDDLETON, INC. Calculated and Reviewed by Jon Conner, P.E. S.E. RH2 Engineering, Inc. REVISED 2/11/2019 Index to Calculations Description Design Criteria Gravity Analysis Lateral Loads REVIEWED FOR CODE COMPLIANCE APPROVED MAY 02 2019 City of Tukwila BUILDING DIVISION Subcategory General Spectral Response Accelerations Gravity Load Distribution Bearing Lintel Design Stud Walls Concrete Slab Support Columns Wind Seismic Roof Diaphragm Shear Walls Roof Ventilation Wall Bending Below Grade Walls Ladder Connections Hoist Beam Design Finite Element Figures Page ii 1 2 3-4 6 6-8 9-11 12-13 13 14-16 17 17-19 20 20 21-22 23-24 IT)EVEWfl RED MIDDLETON, INC. Highline Water District Pump Station No. 8 Structural Calculations By Danielle Dorr Reviewed by Jon Conner, P.E., S.E. Design Criteria: Geotechnical parameters per RH2 Engineering Geology Report, September 2017: Minimum frost depth: 18 -inches below adjacent final grade Maximum Net Bearing: 2000 psf static. Add 1/3 for seismic or wind. Site Class: D Water Table: N/A At Rest Lateral Earth Pressure: 54 psf Other loading parameters: Wind Load: 110 MPH, Exposure B Ground Snow Load: 25 psf Earthquake Load: Lat: 47.458679 N, Long: 122.280733 W Sds = 0.989g Other design values used: Occupancy Category: Essential Facility Structural System: Wood framed walls Concrete: 4000psi with 60,000psi reinforcing Timber: DFL #2 or better Dead Loads: Concrete: 150 pcf. Roof dead load: Total dead load = l2psf. Includes: Roofing: 1.5 psf, 5/8 -inch sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; four layers of 5/8 inch Gypboard: 12.0 psf; Miscellaneous mechanical: 18 psf. Live Loads: Roof: 20 psf Floor: 125 psf Design Codes and References: 2015 IBC for load calculations and general design criteria ASCE 7-10 for load calculations and general design criteria Concrete: ACI 318 — 14 Timber: ANSI / AF&PA NDS -2005 for Wood Construction 10/25/2018 usGs Design Maps Summary Report User -Specified Input Design Maps Summary Report Report Title Pump Station 8 Fri October 26, 2018 01:15:57 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45884°N, 122.28069°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) USGS-Provided Output Ss = 1.472 g S1 = 0.550 g SMS = 1.472 g 5M1 = 0.825 g SDS = 0.981 g SD1 = 0.550 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 11,5 MCER Response Spectrum 135 1.10 1.03 0: 1.37 0 105 0.70 q 0.50 Si 0L) 0.75 O s Design Response Spectrum' 0M 0.70 Oda 030 030 0. 0.13 0.10 000 01 OI?3 0.37 0,70 OW 093 100 1.33 1.10 1 A 197 Peri0d, T (see) 213 For PGAM, T�, CRs, and CR, values, please view the detailed report. 0150 0.33 0.10 000 093 100 1.20 1.10 1.60 190 200 Period, T (scc) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.458839&longitude=-122.280689&siteclass=3&risk... 1/1 R H 2 Highline Water District ENGINEERING Pump Station No. 8 40 YEAR Structural Calculations 411PrSiNCE 1978 Single Story Wood Framed Building Structural Calculations Assumptions: - 2x6 stud walls @ 24" o.c. bearing and non-bearing walls (IBC Table 2308.9.1) - Max 10'-0" wall height - DF -L Stud walls, DF -L No 2 or better structural members, 24F -V4 DF/DF Glularn members Gravity Load Distribution Overhang:=2 Assume 2'-0" overhang 4:=56 wb := 28.5 Ld:= 36 LS := 25 Length of Building (ft) Width of Building (ft) Roof dead load (psf) including 1.5 psf roofing, 2.0 psf sheathing, 2.0 psf trusses, 0.5 psf insulation, 12.0 psf gypboard and 18.0 psf miscellaneous mechanicaly equipment. Snow Load (psf) Lfl:= 125 Floor live loads (psf) Lw:= (Ld+L5) • (Wb +Overhang) =991.25 l2 Calculated by: J. Conner HWD 116-038 Max Toad to exterior walls from roof (plf) Page 1 of 22 RH2 ENGINEERING 4Q YGAP$ siNce 1978 Highline Water District Pump Station No. 8 Structural Calculations Check Exterior Walls - Max bearing on west wall adjacent to door opening h,,,:=10 Height of walls (ft) Bo := 2000 Allowable Bearing pressure (psf) bf:= 2 Width of footing (ft) df:= 0.667 Thickness of footing (ft) bs := 9 Depth of Stem wall (ft) ds := 0.667 Thickness of Stem wall (ft) Wc:=150 Unit weight of concrete (pcf) Wf:= (bf•df+bs•ds) • WW=1101 Weight of Concrete footing (plf) Ww.:=150 Weight of wood framed walls (plf) w,:=5.5 Wall width (in) L,, + WW, + Wf bearing.— bf check := if bearing < Ba II "GIC else II"NG" Calculated by: J. Conner HWD 116-038 bearing =1121 Max bearing pressure (psf) check= "OK" Page 2of22 RH 2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations SINCE 1978 Wood Lintel Design span :=12 Max span over rollup Doors (ft) w,1:= (Li1+L5) • (2 Overhang) = 244 12 • wl • span2 M — M=34560 8 L, • span V:- 2 Fb := 900 CD:= 1.15 _ Sreq F • b CD w,,;l :=160 Moment to lintel (in -lbs) V= 5948 Shear to lintel (lbs) Allowable bending stress for DFL 2 (psi) Load duration factor for snow Toads Sreq=33.391 Required section modulus (in^3) TRY double 2x12 (Sx= 63.25 inA3) Calculate other load factors for selected member: d:=3 Depth of member (in) b:= 11.25 Width of member (in) CF:= 1.0 Size Factor (NDS Table 4A) (Not applicable with Glulam members) CL := 1 Beam Stability Factor (Eq 3.3-6) Fb:=Fb•CD. CF. CL _ Sreq Fb Check Shear: Fcp:=625 3•V 2•(3•b)•d check:= if f,<FFp•CD II "OK" else Fb= 1035 Final allowable bending stress (psi) Sreq=33 Required section modulus for bending (in^3) Allowable compression perp to grain (psi) fv=88.111 Shear stress to lintel (psi) check= "OK" Calculated by: J. Conner HWD 116-038 Page 3 of 22 P112 Highline Water District ENGINEERING Pump Station No. 8 'OtE^Q* Structural Calculations SWCE 1978 • Check Deflections: E:=1.6.106 =1600000 J:= 2. 178 A •_5 • wl • span4 •1728 check:= 384•E•1 if A < span • 12 360 11"°1C" else "NG" Douglas fir modulus of elasticity (psi) Moment of inertia (in^4) A=0.131 Expected deflection at lintel midspan (in) check= "OK" Use double 2x12 header over roll up door and east louvers Use double 2x6 headers elsewhere Roof Plywood Thickness - IBC Table 2304.7(3) Lr:=Ld+Ls 4=61 Total roof Toad (psf) 1/2" sheathing, 24/0 rating required for 24" span. OK for 40 psf total load. Calculated by: J. Conner HWD 116-038 Page 4 of 22 RH2 ENGINEERING 4Q YEAR$ SINCE 1978 Highline Water District Pump Station No. 8 Structural Calculations Check Studs for Column Loading: S:=2 Stud spacing (2'-0" assumed) P:=L,,,•S P=1983 Max axial load to each stud from roof (lbs) Fc := 850 Design allowable compression (psi) Table 4A d:= 5.5 Depth of member b:= 1.5 Width of member Cf:=1.1 Size factor (Table 4A) Cd:= 1.15 Load duration factor (Table 2.3.2) H:= 120 unrestrained height (in) Ac := d • b A=8.25 Cross-sectional Area of stud (sq in) KcE:=0.3 Factor for sawn lumber (NDS 3.7.1) C:=0.8 Factor for sawn lumber (NDS 3.7.1) E:=1.4.106 Wood modulus (psi) (Table 4A) le:=0.8•H effective length (assumes pinned/fixed condition) FSS := Fe • Cf F„=935 Fc* factor in NDS Cp:=1.0 Column stability factor. Studs are laterally braced by the exterior sheathing and nailing. Fc:=Fc•Cp•Cf Fc=935 ff = 240 f` - d•b check:= if Fc >e II "OK" else II "NG„ Calculated by: J. Conner HWD 116-038 Factored allowable compressive stress (psi) Actual compressive stress (psi) check= "OK" Page 5 of 22 R H 2 Highline Water District ENGINEERING Pump Station No. 8 Ao tEtias Structural Calculations StKCE (978 • Check concrete slab: ts:=8 d:=is-3=5 Slab thickness (in) Distance to rst (in) Max slab spans between columns. Use simply supported condition for both positive and negative bending (conservative) is := 8.83 Max span (ft) w„:=1.2.150•is +1.6•Lf=320 12 M„,,„:—w«•lsz =3118.756 8 Asm9 := Mmax — 0.156 4000.d Factored floor Toad (psf) Max factored moment in slab (ft -lbs) Rst required in slab (in^2/ft) Provide #5 @ 6" (As = 0.61 inA2/ft) to account for positive and negative stresses and variables in rebar depth Support columns: Columns braced by slabs at top and bottom Poor:=(150• i2 +Ln) •(ls• -1L) =8771.501 P.= w„ • (ls • is =12475.024 hc„i := 8.33 l e:= s =2.208 4 Poi • e=19363.089 M„:=P„•e=27538.615 Use Interaction diagrams: Unfactored load to columns (lbs) Factored Toad to columns (lbs) Column height (ft) Load eccentricity to column (ft) Unfactored moment to oolumn due to eccentric loads (ft -lbs) Factored moment to column due to eccentricity (ft -lbs) dc0/:=12 Column diameter (in) _diol -2•(1.5+8+g1 Y JJ — 0.6 d01 Calculated by: J. Conner HWD 116-038 For use with interaction diagram Page 6 of 22 RH2 ENGINEERING 4Q Y(APS SINCf 1978 P„ 1000•d012 M„•12 1000 dC013 pg := .022 As:=Pg• 4 •d�o12 =2.488 Highline Water District Pump Station No. 8 Structural Calculations — 0.09 y-axis value of interaction diagram (ksi) —0.19 x-axis value of interaction diagram for interior columns (ksi) Reinforcing ratio from interaction diagram Minimum reinforcing required (inA2) Use (6) #6 longitudinal bars in columns (As = 2.64 in^2) Check hook development length db:= 6 8 We= 1.0 := .8 2:=1.0 1 60000•,e• 1fc.•�Ur •d7.513 dh-_ b-- 50.2 • 4500 Arg := P`°r — 4.386 2000 Column vert diameter (in) Factor for uncoated rebar Factor for hook side cover Factor for confining reinforcing Factor for lightweight concrete Minimum hook embedment (in) Column footing area required (sq ft) Use 12” thickened column footings below floor slab for hook embedment, 30" square Calculated by: J. Conner HWD 116-038 Page 7 of 22 RH2 ENGINEERING A� rEAAS SINCE 1978 Spiral Rst: 1" < spcg < 3" per ACI 7.10.4 f, := 60000 fc:= 4500 2 Ag •- • do°l =113.097 4 71. 2 Ach := 4 • (dcol— 3) = 63.617 ps:=0.45•Ag -11.- Ach J fy For #3 Spiral: ff•(gl2 •f S= ` J Highline Water District Pump Station No. 8 Structural Calculations pS = 0.0263 0.45•(d01-4) fc(--') A Ach For #4 Spiral: 2t.(8I2•fy s.- / 0.45.(d01-fc (-- g -1J Ach S=2.104 S=3.74 Use #4 spiral rst @ 3.5" pitch Calculated by: J. Conner HWD 116-038 Gross area of column (sq in.) Area of concrete within spiral reinforcing assuming 1.5" clear cover (sq in) Required ratio of spiral rst Spiral pitch required for #3 bar (in) Spiral pitch required for #4 bar (in) Page 8 of 22 R H 2 Highline Water District ENGINEERING Pump Station No. 8 40 `EA"=' Structural Calculations :10SINCE 1978 • Lateral Analysis - Wind -ASCE 7-10 Ch 28 - Simplified Procedure 1„.:=1.0 Importance factor - Table 6-1 pitch := 4 Roof rise in 12" Vas := 115 3 second gust wind speed (mph) EYp:_"C" Exposure C (Assumed) 1b=56 wb = 28.5 Bi:= OH := 2 h,,, =10 h — wb•pitch +h 24 w h + hW hr.— 2 2:= 1.21 h= 14.75 hr=12.375 K1:= 0 K2 := 0 K3:= 2 KZt:=(1+KI•K2•K3) Kzl=1 Building width without roof overhang (ft) Building length without roof overhang (ft) Total length of interior walls (ft) Typical roof overhang (ft) Wall height (ft) Total building height (ft) Mean roof height (ft) Adjustment for building height - ASCE 7 Figure 6-2 Topographic factor for wind speed-up effect - Figure 6-4 /3,30 := [ 29 —7.7 19.4 —4.2 —25.2 —17.5 —17.5 —13.3 ] Ps:=A•K,•J .P5.30 Simplified design wind pressure for structure zones A thru H - ASCE 7 fig 6-2 (negative implies uplift) Adjusted design wind pressures for zones A thru H A B C D E F G H P5= [ 35.09 —9.317 23.474 —5.082 —30.492 —21.175 —21.175 —16.093 ] a1:= 0.10 • wb a2 := 0.4 • hr Calculated by: J. Conner a3:=0.04•wb HWD 116-038 Page 9 of 22 RH 2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations siKce ti978 a:_ if a3<a2Aa3<al l a3 if a2<a3Aa2<al a2 if al <a2Aa1 <a3 Il a� if a1<3Va2<3Va3<3 I3 a= 3 Width of Zones A and B (ft) „R7in&jpg„ Wmin o=16 • (1b' h) Wmin=13216 Minimum Design Wind Load (lbs) Transverse loading: WT:=Ps0,0 •(2•a)•h,,,+PS 0,2 •(1b—(2•a))•h,,,—PS 0,1 •(2•a)•�h—hw)—PS03 •(1b—(2•a))•(h—h„,) WT=15315 Longitudinal loading: WL:=Ps •wb•h,,,+Ps • Zb •(h—hH,)+(Ps —PS )•(2•a)•h,v+((Ps —PS )•a•2•a• 12 0,2 0,2 0,0 0,2 0,0 0,2 WL=9046 Calculated by: J. Conner HWD 116-038 Page 10 of 22 RH 2 Highline Water District ENGINEERING Pump Station No. 8 'nrErns �'� Structural Calculations SI4CE 1978 • Wdesign '= max (WL, WT , Kan) G01,:= —27.6 E011:= —35-3 WI'pi :— pso 6. 2 +0.6 .12 • Zb + Goh • OH= —254 Wgoble := Eoh • (OH+ 2) = —141.2 Wdesign =15315 Uplift pressure at zone G overhangs (psf) uplift pressure at zone E outlookers (psf) Max uplift (plf) at eave overhangs (pif) Max uplift (plf) at gable end outlookers (plf) Use Simpson H2.5A for roof hold downs. OK for 535 lbs = 268 pif @ 24" o.c. Calculated by: J. Conner HWD 116-038 Page 11 of 22 R H 2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations SINCf 1978 • Lateral Analysis - Seismic - ASCE 7-10 OC:=4 Sn,s := 1.472 Sm/:= 0.825 2 Sds:= 3 • Sms SdJ := 3 • Sml Sds=0.981 Sdj = 0.55 Occupancy Category from Table 1-1 (Essential Facility) MCE ground motion 0.2 and 1.0 second accelerations based on site location (g) Design short and long period accelerations (g) /E:=1.5 Seismic Importance Factor from Table 11.5-1 DC := "D" R := 6.5 Seismic design category from Tables 11.6-1 & 2 Response modification factor, Table 12.2-1 (light framed wood shear wails) Equivalent Lateral Force Procedure: ASCE 12.8 Ci:=0.02 x:=0.75 Parameters used to calc fundamental period - Table 12.8-2 T:= C1 • hwx T= 0.112 Approximate Fundamental Period (sec) Long -period transition period, sec (Fig.22-12) 71 =16 Cmax :_ Cs := if T<TL Sd/ • /E T • R if T>TL Sdl•TL• T2 • R if Sds•/E <C R max Sds • /E R else Cmax Cmax=1.129 Maximum Value of response coefficient Cs= 0.226 Seismic Response Coefficient Calculated by: J. Conner HWD 116-038 Page 12 of 22 RH2 ENGINEERING 4'jYGAR'; R,v :=Ld • (Wb + 2.OH) • (/b + 2.OH) R„,= 70200 W. Wwa(ls (2 • Wb+3.16+B;) • H. 2 Wwaps =16875 W,:=Rx,+2•Wxails V:= Cs• W, h„,=10 '.shear := 7 Bays :_ \ 2 'shear) p:= 1.3 h,,, Highline Water District Pump Station No. 8 Structural Calculations Roof weight for 12 psf DL and 2' roof overhang (lbs) Weight of half wood walls (lbs) W,=103950 Total considered building weight (lbs) V=23541 Seismic Base Shear (lbs) Wall height (ft) The smallest sum of the shear wall panel lengths on any of the exterior walls (ft) Bays = 1.4 Number of Seismic force resisting bays in shear walls. /12.3.4.2 Redundancy factor for seismic category D (12.3.4). Factor = 1.0 if # of Bays > 2.0. Note: Check ASCE Table 12.3-3 for compliance requirements to use p=1.0 Eh := 0.7 • p • V Eh = 21422 Total Horizontal seismic effect (lbs). 0.7 factor for working stress design Vd:=Cs • (RN,+ Wwals) • 0.7 Vd= 13803 Load to Diaphram (lbs) check:= if Eh >0.6.W (design) II"SEISMIC CONTROLS" else II"WIND CONTROLS" Roof Diaphragm Loads Wdesign °= Eh = 21422.016 Roof,— Wdesign 2 • (Wb) Wdesign Roof,— 2 • (16) check= "SEISMIC CONTROLS" Design lateral load (lbs) Roofv=376 Load to short side of roof diaphragm (width) (plf) Roof =191 Load to long side of roof diaphragm (length) (plf) Calculated by: J. Conner HWD 116-038 Page 13 of 22 R H 2 Highline Water District ENGINEERING Pump Station No. 8 4Zolin Structural Calculations SINCE 1978 See IBC table 2306.3.1 for sheathing - Use blocked diaphragm due to high seismic loads. 19/32" sheathing grade panels - 10d nails @ 4" o.c. at edges, 12" o.c. field (OK for 425 plf) - Reduce to unblocked and 6" nail spacing where loads reduce to 285 plf. Occurs at 8 ft from each end wall. - Use Simpson A34 @ 12" o.c. at each end wall, 24" o.c. elsewhere Shear Walls East Wall Critical - Use perforated shear wall ¢d:=0.5 ASD reduction factor per 4.3.3 lwest := Wb = 28.5 Total length of west wall (ft) vWeSf:=Roofw=375.825 Uniform shear load to west wall (plf) Pwest'_ 8.333 = 0.292 Percent full height sheathing lwest Cowest := 0.49 Capacity adjustment factor vw:= •Cowest• 1680=411.6 West Wall: Use 15/32" sheathing grade panels with 10d @ 3" o.c. at panel edges, 12" o.c. field. OK for 412 plf (reduced) Check Chord Forces at panel edges:: TC — Wdesign • h = 38706.267 2.8.33 • Cowes/ wwest :=12 • /west • h= 5044.5 Tension/Compression in panel chords (lbs) Weight of wall (lbs) Wroof:= Ld • (2. OH) • /west = 4104 Weight of roof over wall (lbs) T:=TC— 1 • (wwest+wroof) = 34132.017 2 •_ TC =1279.546 f5.5.5.5 Ft := 575 CD:=1.6 CF:=1.1 Fpr=Ff-CD•CF Fpf=1012 Calculated by: J. Conner HWD 116-038 Tensile/compressive stress in 6x6 post (psi) Allowable tensile stress for DF -L 2(psi) Load Duration Factor Size Factor for 6x6 members Factored allowable tensile stress (psi) Page 14 of 22 R H 2 Highline Water District ENGINEERING Pump Station No. 8 aayEAA; Structural Calculations siNfE 1978 • check= if 0.5 fo<Fp, "OK" else I"NG" check = "OK" Fc:= CD • CF• 1350 Factored allowable compressive stress, psi (calculated above) check:= if Fc> fo I "OK" else IHNG" . check= "OK" Use (2) 6x6 DFL -2 posts at each corner w/ Simpson HD19 hold downs w/ 1.25" anchors (OK for 38,140 lbs tension. check north/south walls /north := 52 Vnorth := Roof/. 191.268 39.5 — 0.76 Pnorth :_ /north Cononh:= 0.73 vn := Od • Cononh • 730=266.45 Total length of west wall (ft) Uniform shear Toad to west wall (plf) Percent full height sheathing Capacity adjustment factor North Wall: Use 3/8" sheathing grade panels with 8d @ 6" o.c. at panel edges, 12" o.c. field. OK for 266 plf (reduced) Calculated by: J. Conner HWD 116-038 Page 15 of 22 RH2 ENGINEERING 4:J YEARS SwcEi978 Highline Water District Pump Station No. 8 Structural Calculations Check shear panel deflection: IBC 2305.3.2 b := 6.25 Panel Width (ft) da := 0.137 Vertical elongation of anchorage at design load, v E:=1600000 Elastic modulus of boundary element (psi) en := .03 Nail deformation (in) Table 2305.2.2(1) G:=25000 Panel rigidity per in. of thickness Table 2305.2.2(2) t:=.375 Panel thickness determined above (in) h := h,,, =10 Wall height (ft) v := v,,eS1 Shear due to design loads (lbs/ft) A.= 8•v•h3 + v•h +0.75•h•e +d • h d=0.95 Estimated deflection (in) E•a•b G•t d°i := 0.015 • h • 12 check:= if d°i>d1 II "OK" else "NG" d°i=1.8 Allowable deflection per ASCE 7 12.12-1 (essential facility) check = "OK" Transfer Shear to Foundation: 1/2" Anchor Bolt Capacity: NDS Table 11E tS :=1.5 Side member Thickness (in) Z, := 620 Bolt design value for 6" embedment depth (lbs) CD:= 1.6 Load duration factor Zp • CD= 992 Allowable Toad (lbs) S:= 36 Bolt spacing (in) Capacity based on bolt spacing (plf) Z •C •12 C — ° ° C=331 S Max shear to south panels 255 plf < 331 plf - Use 1/2" bolts at 36" o.c. all around Calculated by: J. Conner HWD 116-038 Page 16 of 22 RH2 ENGINEERING 4Q YEAPS SINCE 1978 • Highline Water District Pump Station No. 8 Structural Calculations Roof Ventilation Calculations (IBC 1203.21 Roof Dimensions: 4=56 wb = 28.5 Area :=1b • wb Area =1596 Area Vreq := Vreq =10.64 150 Vreq =5.32 2 Vreq 144 =13.68 Total ventilation area required (sq ft, half must be in upper portion of roof) Ventilated area required in upper and lower half of roof. Required net free ventilated area per 2 Ib linear foot for ridge vents (sq in per ft) RIDGE VENTS TO PROVIDE 15 SQ. IN. NET FREE VENTILATED AREA PER LINEAR FT. Check wall for out -of -plane loads: Assume wall pinned at top and bottom W=P,.o,o=35.09 Max wind Toad (psf) to end walls P=1983 Max axial load (lbs) to each stud from roof Check Bending (3.3.2) d:=5.5 Depth of stud (in) b:=1.5 Width of stud (in) H:= 120 Unrestrained height (in) CD :=1.6 Load duration factor for wind loads (2.3.2) C,.:=1.15 Repetitive member factor (4.3.9) := 1.1 Size factor (Table 4A) Fb:=650 Design allowable bending stress (psi) Table 4A KBE= 0.439 Constant for beam stability factor (NDS 3.3.3.8) E:=1400000 Modulus of Elasticity for stud (psi) (3.7.1) 1e:=2.06.6=12.36 Effective length for use fin calculating beam stability factor (beam braced between nails) (in). (NDS Table 3.3.3) RB:— le d RB=5.497 Slenderness Ratio (Eq 3.3-5) b2 Calculated by: J. Conner HWD 116-038 Page 17 of 22 RH2 ENGINEERING naveaas /x'97 +SINCE f, • KBE•E FbE•= 2 RB CL FbE 1+ Fb•CD. CF 1.9 Fb:=Fb•CL•CD•Cr•C1 12•W• W41--1)2 M.— (12) x 8 S:— b•d2 6 Mx, A.= S check:= if fb<Fb "OK" else Highline Water District Pump Station No. 8 Structural Calculations FbE=20342 Per NDS 3.3.3.6 for Beam stability calculation 2 FbE Fb•CD•CF 1.9 FbE Fb•CD. CF 0.95 Beam Stability Factor (Eq 3.3-6) CL = 0.997 Fb= 1312 Factored allowable bending stress (psi) Mw= 5264 S= 7.563 fb = 696 check= "OK" Bending moment to ea stud (in -lbs) Section modulus (in^3) Actual bending stress in stud (psi) Check combined bending and axial compression (NDS 3.9) KcE= 0.3 Factor for Sawn Lumber (3.7.1) d,:=d d1=5.5 Wide face dimension of stud (in) d2:=b d2=1.5 Narrow face dimension of stud (in) 41:=6 1e1=6 Effective unbraced length (in) in weak axis direction 1e2:=1e 1e2 =12 Effective unbraced length (in) in strong axis direction Jc=240 Actual compressive stress in stud (psi) calc'd above KCE • E FcE1:— z (a,) FcEJ = 352917 check:= if fc<FcE/ II''OK" else II"NG„ Allowable weak axis bending stress (psi) Calculated by: J. Conner HWD 116-038 check= "OK" Page 18 of 22 RH2 ENGINEERING 4J LEAFS StNc -978 KcE • E FcE2. 2 (1e2) d1 fbl:=fb = 696 fb2:= 0 F'b1 :=F'b F'b2:=Fb KBE•E FbE:= 2 RB check:= Highline Water District Pump Station No. 8 Structural Calculations FcE2=83164 Allowable strong axis bending stress (psi) (biaxial) check:= ifL<FcE2 "OK" else II "NG" check= "OK" fb1= 696 Actual edgewise bending stress (psi) Actual flatwise bending stress (psi) Fb1=1312 Allowable Edgewise bending stress (psi) Fb2= 1312 Allowable Flatwise bending stress (psi) FbE= 20342 Allowable for biaxial bending (psi) check:= if fbl <FbE 11 "OK" else "NG" fbl + fb2 Fb1•I1_( fc 11 Fb2J1— fc l FcE, 11 /I FcE2 if FBc < 1.0 II "OK" else "NG" fbl 2 FbE / Calculated by: J. Conner HWD 116-038 check= "OK" check= "OK" Page 19 of 22 RH 2 Highline Water District ENGINEERING Pump Station No. 8 aorrA:l si"ce 1976 Structural Calculations • Design below grade concrete walls y„:=54+62.4=116.4 he:=9 Par= Yar • ha= 1047.6 pe:=10•hc=90 Saturated at -rest lateral earth pressure (pcf) Wall height (ft) Max pressure at base of wall (psf) Seismic surcharge pressure ( psf) Top of wall is free at north side use fixed/free condition, Fixed -pinned condition elsewhere - See FEM results attached My:=21.835 Factored vertical moment at base (ft -kips) Mx:= 14.523 Factored Horz moment at edges (ft -kips) tw:=8 Thickness of wall (in) d:= tw-2.5 = 5.5 Distance to rst (in) Asy .— M''= 0.993 Vert rst required at base of wall (in^2/ft) 4.d Asx — Mx = 0.66 Horz rst required (inA2/ft) 4.d Use #5 @ 8" o.c. each way, typ rst, outside face of wall. At North wall, add #6 @ 8" o.c. verts at base of wall, alternate w/ typ fo 4" spacing (As = 1.12 in^2/ ft), cut extra bar where moment reduces to 10 ft -kips. Occurs at 24" above the base, extend development length (29") beyond that point. Inside face rst not necessary, but I.F. needed at North corners. Use #5 @ 18" o.c. Each way, inside face. Add #5 @ 6" o.c. Horz (As = 0.61 inA2/ft) at the corners (As = 0.81 in^2/ft) Check ladder connections: OSHA 1926 Pl:= 500 Total ladder load (lbs) P vb := f = 83.333 6 t .— PJ. 12 —250 max 2.12 Shear per concrete anchor (lbs) Max anchor tension (lbs) Anchor loads are negligible. Use any wedge, or epoxy anchor. Calculated by: J. Conner HWD 116-038 Page 20 of 22 RH2 ENGINEERING 4D tEARS smite 1978 Hoist Beam Design - Beam will span support beams E:=2.9.107 /rail := 41.333 Amax:= .75 Pra;i := 4000 Vc:=0.25 •Prai! Wrai! := 50 Highline Water District Pump Station No. 8 Structural Calculations Vc =1000 Modulus of elasticity (psi) (steel) Span of beam (ft) Max allowed deflection (in) Max point Toad from crane (Ib) Additional vertical impact force (Ib) Self weight of rail (Ib/ft) 3 4 _ (Prair+ Vc) • (12 • l,.aii) + 5 • Wrai! • (12 • lr") Required moment of inertia to limit -req 48 • E • ow, 12.384 • E • amax — 735.358 deflection to Amar =0.75 inches (in^4) Choose W18x50 steel beam, Ix = 800in^4 Use 3" std steel pipe support post ea end Check beam strength �P + V� (ii)+Wrai!lrailMmax := rai! —62344 8 Lb := Zrai! = 41.333 L,.:= 15.6 Lb > Lr Therefore elastic lateral -torsional buckling limit state controls Max beam moment (ft -lbs) Beam braced at ends only (ft) Cb:= 1.32 XI := 1920 X2:= .012400 ry :=1.65 Sx := 88.9 0.9 Cb•SX•.VL �Mcr �= Xi12 12 L • b YY ¢Mp := 379 bMa := min (0Mcr , qMp) = 89 1+ X1 2 •X' —89 12 Lb 2 2 jY Bending coefficient From Table 1-1 (Ksi) From Table 1-1 (1/ksi)^2 Radius of gyration (in) Section modulus (in^3) Critical elastic moment (ft -kips) Plastic moment (ft -kips) Flexural design strength (ft -kips) Beam moment (62.3 ft -kips) is Tess than the strength (89 ft -kips) -> OK Calculated by: J. Conner HWD 116-038 Page 21 of 22 RH2 ENGINEERING as reaas SINCE 5978 Post connections Viong °= 0.1 • Praii = 400 Highline Water District Pump Station No. 8 Structural Calculations Vperp •= 0.2 • (Prail + 250 + Wraii' "rail) =1263 Max longitudinal load to be resisted by bracing (lbs) Lateral Toad to be resisted by bracing (lbs) Lateral Toads are low, brace each end of beam back to walls. Use 5.5"x5.5" top plate and base plates at east end. Use elongated plate at west end to rest on foundation wall (Praii+ Vc + Wraii' lrail ) 2 bc•— — 199 5.5.5.5 Max bearing pressure on concrete (psi) Use P1000 unistrut to brace back to wall (OK for 3,550 lbs compression) Braces at top transmit lateral loads into the wall, eliminating prying at base of posts. Base anchors and plate will be in compression only -> OK Calculated by: J. Conner HWD 116-038 Page 22 of 22 0 N P uuI. MENU TTI Highline FILE Pump Station 8 MSE Wall Calculations Date: 10/30/18 Rankine analysis using Keywall software Calculations by: Dan Burwell, PE, RH2 Engineering, Inc. Signed: 10/30/18 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 02 2019 City of Tukwila BUILDING DIVISION Excavation to place MSE wall may require temporary shoring. Temporary shoring is not included with this design. Excavation and shoring should be completed by a competent person. DEMI EWE ni MAY 0 1 2019 REID KtitDDLETON, INC. RECEIVED CITY OF TUKWILA NUV062018 PERMIT CENTER 1)18-- 03sr II STONE inik_RETAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Highline WD Retaining Wall Project No: 116.038 Case: Case 1 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: 4) deg 34 32 32 Sand, Silt or Clay Crushed Stone, 1 inch minus c psf 0 0 0 Seismic Design A=0.44 g, Kh(Ext)=0.222 , Kh(Int)=0.444 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: overturning: bearing: Design Preferences 1.50/1.13 2.00/1.50 2.00/1.50 pullout: shear: bending: Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd 3XT 3500 1.58 v pcf 120 120 120 1.50/1.13 uncertainties: 1.50/1.13 connection: 1.50/1.13 Date: 10/15/2018 Designer: DWB 1.50/1.13 1.50/1.13 RFid LTDS FS Tal Ci 1.10 1.05 1918 1.50 1279/2694 0.90 Cds 0.90 Analysis: Case: Case I 6' Unit Type: Leveling Pad: Wall Ht: BackSlope: Surcharge: Compac / 120.00 pcf Crushed Stone 7.00 ft 9.50 deg. slope, LL: 250 psf uniform surcharge Load Width: 100.00 ft Results: Sliding Overturning Factors of Safety: 2.30/1.22 3.34/1.44« Calculated Bearing Pressure: 1223 / 1223 / 2800 psf Eccentricity at base: 0.59 ft/1.52 ft Reinforcing: (ft & lbs/ft) Wall Batter: 0.00 deg (Hinge Ht N/A) embedment: 1.00 ft 10.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing Shear Bending 7.19/1.94 6.09/3.04« 3.66/1.08« Calc. Allow Ten Layer Height Length Tension Reinf. Type Tal 3 5.33 6.0 126 / 426 3XT 1279/2694 ok 2 3.33 6.0 260 / 708 3XT 1279/2694 ok 1 1.33 4.5 482 / 869 3XT 1279/2694 ok Reinforcing Quantities (no waste included): 3XT 1.83 sy/ft Date 10/15/2018 Pk Conn Pullout Tel FS 473/631 ok 5.82/1.37 ok 622/829 ok 7.67/2.25 ok 770/1026 ok 5.08/2.25 ok Case 1 Page 1 4, • DETAILED CALCULATIONS Project: Highline WD Retaining Wall Project No: 116.038 Case: Case 1 Design Method: Rankine-w/Batter (modified soil interface) Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Leveling Pad: Crushed Stone b deg 34 32 32 Modular Concrete Unit: Compac Depth: 1.00 ft In -Place Wt: 120 pcf Geometry Internal Stability (Sloping geometry) Height: 7.00 ft BackSlope: Angle: 9.5 deg Height: 1.67 ft Batter: 0.00deg Surcharge: Dead Load.: 0.00 psf Live Load: 0 psf Base width: 4.5 ft Earth Pressures: ka = sine (a +0) 2 sin( + S si sing a sin(a — S� 1 + � 0 sin(a— S) sin(a+ f3) Internal a 13 8 H ka = 34 deg = 90.00 deg = 9.50 deg = 6.82 deg = 7.00 ft = 0.297 Hinge Height: Date 10/15/2018 Date: 10/15/2018 Designer: DWB c psf y pcf 0 120 0 120 0 120 External Stability (Broken geometry) Height: 7.59 ft Angle: 9.5 deg Height: 1.09 ft Batter: 0.00deg Dead Load: 0.00 psf Live Load:250.00 psf Externa = 32 deg a = 90.00 deg 13 = 9.50 deg 8 = 8.16 deg ka = 0.306 Hinge Ht= Not applicable Case 1 Page 2 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 1.58 1.10 1.05 1918 1.50 1279/2694 0.90 0.90 Connection Parameters: Mirafi XT Geogrids Frictional 1 Break Pt Frictional 2 3XT Tcl= Ntan(42.80) + 525 1100 Tcl= Ntan(11.10) -1328 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(26.90) + 769.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 4.50 ft Pa:= 0.51-1.(T.H•ka- 2c• ca) Pah = Pa. cos(6) Pa, := Pa..sin(8) Reactions are: Pq := q•H•ka Pqh:= Pq•cos(6) Pq, := Pq. sin(6) 9 q] 2 Area Force Arm -x Arm -y Moment W1 840.00 [0.500] 3.500 420.00 W3 2940.00 [2.750] 3.500 8085.00 W5 123.00 [3.333] 7.195 409.99 Pa_h 1044.13 4.500 [2.529] -2640.16 Pa_v 149.72 [4.500] 2.529 673.74 Pgl_h 61.30 4.500 [3.793] -232.50 Pgl_v 8.79 [4.500] 3.793 39.55 Sum V = 4061.51 Sum Mr = 9628.28 Sum H = 1105.43 Sum Mo = -2872.66 Date 10/15/2018 Case 1 Page 3 Calculate Sliding at Base For Sliding, Vertical Force = W1+W2+W3+W4+W5+W6+qd = 4062 The resisting force within the rein. mass , Rf_1 = N tan(34) = 2740 The resisting force at the foundation, Rf_2 = N tan(32.00) = 2538 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pgl_h + Pgd_h = 1105 the Factor of Safety for Sliding is Rf 2/Df = 2.30 Calculate Overturning: Overturning moment: Mo = Sum Mo = -2873 Resisting moment: Mr = Sum Mr = 9589 Factor of Safety of Overturning: Mr/Mo = 3.34 Date 10/15/2018 Case 1 Page 4 Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 6716 / 6716 Sum Vertical = 4053/4053 Base Length = 4.50 e = 0.593 / 0.593 Calculate Ultimate Bearing based on shear: where: Ng = 23.18 Nc = 35.49 Ng = 30.21 (ref. Vesic(1973, 1975) eqns) Quit = 8790 psf Equivalent footing width, B'= L -2e = 3.31 / 3.31 Bearing pressure = sum VB' = 1223 psf / 1223 psf [bearing is greatest without liveload] Factor of Safety for bearing = Qult/bearing= 7.19 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2csgrt(ka)'. Table of Results ppf [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] Layer Depth zi hl ka/rho Pa (Pas+Pasd) c (5+6)cos(d)-7 Ti Tcl Tsc 3 1.67 1.33 0.297/59 127 0 0 126 126 473 N/A 2 3.67 3.67 0.297/58 261 0 0 260 260 622 N/A 1 5.67 5.83 0.297/58 485 0 0 482 482 770 N/A Calculate sliding on the reinforcing: The shear value is the lessor of base -shear or inter -unit shear. [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12] Layer Depth zi N Li Cds i RF ka Pa Pas+Pasd DF FS 3 1.67 1264 5.00 0.90 870 1638 0.325 122 0 122 13.46 2 3.67 2493 5.00 0.90 992 2506 0.325 396 0 394 6.37 I 5.67 2610 3.50 0.90 1114 2698 0.321 754 0 746 3.62 Date 10/15/2018 Case 1 Page 5 Calculate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in that layer. The angle of the failure plane is: 28.00 degrees from vertical. [1] [2] [3] [4] [5] [6] [7] [8] Laver Depth zi Le SumV Ci POi Ti FS PO 3 1.67 2.16 603 0.90 732 126 5.82 2 3.67 3.23 1640 0.90 1991 260 7.67 1 5.67 2.79 2016 0.90 2447 482 5.08 Check Shear & Bending at each Layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [1] [2] [3] [4] [5] [6] [7] [8] [9] Laver Depth zi Si DM Pv RM FS b DS RS FS Sh 3 1.67 1.67 27 200 100 3.66 49 870 17.70 Seismic 1.67 1.67 93 200 100 1.08 122 870 7.13 2 3.67 2.00 53 320 273 5.15 112 992 8.85 Seismic 3.67 2.00 149 320 273 1.83 312 992 3.18 1 5.67 2.00 88 560 433 4.90 183 1114 6.09 Seismic 5.67 2.00 183 560 433 2.37 367 1114 3.04 Date 10/15/2018 Case 1 Page 6 EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am= (1.45-A)A Kh(ext) = Am/2 Kh(int) = Am Inertia Force of the Face: Wls = 0.44g = 0.00g = 0.444 = 0.222 = 0.444 = H x Wu x gamma = 840.00 ppf Inertia Forces of the soil mass: W2s = H x (H2/2 - face depth) * gamma = 7.00 x 2.73 x 120.00 = 2291.75 ppf W3s = 1/2 x sqr(H2/2 - 1 ft) x tan(beta) x gamma = 74.74 ppf Pif = W1 * kh(ext) = 840.00 x 0.222 = 186.65 Pir = W2s * kh(ext) = 2291.75 x 0.222 = 509.23 Pis = W3s * kh(ext) = 74.74 x 0.222 = 16.61 Seismic Thrust , Pae D_Kae = Kae - Ka = 0.519 - 0.306 = 0.213 Pae = 0.5 x gamma x sqr(H2) x D_Kae = 0.5 x 120.00 x sqr(7.46) x 0.213 = 711.77 Pae_h/2 = Pae x cos(delta)/2 = 352.28 Pae_v/2 = Pae x sin(delta)/2 = 50.51 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 4.50 ft Reactions for Seismic Calculations Date 10/15/2018 Area Force Arm -x Arm -y Moment W1 840.00 [0.500] 3.500 420.00 W3 2940.00 [2.750] 3.500 8085.00 W5 123.00 [3.333] 7.195 409.99 Pa_h 1044.13 4.500 [2.529] -2640.16 Pa_v 149.72 [4.500] 2.529 673.74 Pir 509.23 2.364 [3.500] -1782.30 P_if 186.65 0.500 [3.500] -653.27 P_is 16.61 2.819 [7.152] -118.77 Pae_h/2 352.28 3.728 [4.474] -1576.08 Pae v/2 50.51 [3.728] 4.474 188.33 Sum V = 4103.23 Sum Mr = 9777.06 Sum H = 2108.90 Sum Mo = -6770.58 Case 1 Page 7 Sliding Calculations Pa_h = 1044.13 ppf Pae_h/2 = 352.28 ppf PIR = 712.48 ppf Resisting Forces, RF = (W1 + W2 + W3 + W4 + W5 + W6 + Pav +Pae_v)tan(phi) Foundation fill = 4103.23 x tan(32.00) =2563.98 FS = RF/(Pa h + Pae- h/2 + P_ir) = 1.22 Overturning Calculations Overturning moment: Mo = Sum Mo = -6771 Resisting Moments Mr = Sum Mr = 9777 Factor of Safety of Overturning = Mr/Mo = 1.44 Calculate eccentricity at base: Sum Moments = 3006 Sum Vertical = 4103 Base Length = 4.50 e = 1.517 Calculate Ultimate Bearing based on shear: where: Nq = 23.18 Nc = 35.49 Ng = 30.21 (ref. Vesic(1973, 1975) eqns) Qult = 5438 psf Equivalent footing width, B'= L -2e Bearing pressure = sumV/B' Factor of Safety for bearing = Qult/bearing INTERNAL STABILITY kh(int) = (1.45-A) A = (1.45 - 0.44) 0.44 = 1.47 = 2800 psf = 1.94 = 0.444 Inertia Forces WI = 1.00 x 7.00 x 120.00 x kh_int) = 373.30 ppf Wedge = Wedge x kh_int [for failure plane angle of 62.00deg.] = 1715.90 x 0.44 = 762.55 ppf Dead Load = = 0.00 ppf Total Additional Internal Dynamic Loading 762.55 + 373.30 + 0.00 = 1135.84 ppf Tension in Reinforcing Layer Le ( ft) Tension Dyn Tension Total Tension( ppf) FoS Pullout 3 2.16 125.91 300.41 426.32 1.37 2 3.23 259.60 448.02 707.62 2.25 1 2.79 481.83 387.42 869.25 2.25 Date 10/15/2018 Case 1 Page 8 . . milL. 'fir/STONE ® STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall 2012 Version 3.7.2 Build 10 Project: Highline WD Retaining Wall Project No: 116.038 Case: Case 2 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: deg c psf 34 0 32 0 32 0 Sand, Silt or Clay Crushed Stone, 1 inch minus Seismic Design A=0.44 g, Kh(Ext)=0.222 , Kh(Int)=0.444 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: overturning: bearing: Design Preferences 1.50/1.13 2.00/1.50 2.00/1.50 pullout: shear: bending: v pcf 120 120 120 1.50/1.13 uncertainties: 1.50/1.13 connection: 1.50/1.13 Date: 10/15/2018 Designer: DWB T - 4.50f1 1.50/1.13 1.50/1.13 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci 3XT 3500 1.58 1.10 Cds 1.05 1918 1.50 1279/2694 0.90 0.90 Analysis: Case: Case 2 4' Unit Type: Leveling Pad: Wall Ht: BackSlope: Surcharge: Compac / 120.00 pcf Crushed Stone 5.00 ft 9.50 deg. slope, LL: 250 psf uniform surcharge Load Width: 100.00 ft Results: Sliding Overturning Factors of Safety: 3.10/1.64 6.31/2.73 Calculated Bearing Pressure: 732 / 732 / 982 psf Eccentricity at base: 0.25 ft/0.75 ft Reinforcing: (ft & lbs/ft) Calc. Layer Height Length Tension Reinf. Type 2 3.33 5.5 123 / 447 3XT 1 1.33 4.5 310 / 642 3XT Reinforcing Quantities (no waste included): 3XT 1.11 sy/ft Date 10/15/2018 Wall Batter: 0.00 deg (Hinge Ht N/A) embedment: 1.00 ft 10.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing Shear Bending 13.69/8.39 9.03/4.03 3.73/1.03« Allow Ten Tal 1279/2694 ok 1279/2694 ok Pk Conn Pullout Tcl FS 473/631 ok 7.06/1.56 ok 622/829 ok 5.27/2.04 ok Case 2 Page 1 DETAILED CALCULATIONS Project: Highline WD Retaining Wall Project No: 116.038 Case: Case 2 Design Method: Rankine-w/Batter (modified soil interface) Soil Parameters: 4) deg c psf y pcf Reinforced Fill 34 0 120 Retained Zone 32 0 120 Foundation Soil 32 0 120 Leveling Pad: Crushed Stone Modular Concrete Unit: Compac Depth: 1.00 ft In -Place Wt: 120 pcf Geometry Internal Stability External Stability (Sloping geometry) (Sloping geometry) Height: 5.00 ft Height: 5.59 ft BackSlope: Angle: 9.5 deg Height: 1.67 ft Batter: 0.00deg Surcharge: Dead Load: 0.00 psf Live Load: 0 psf Base width: 4.5 ft Earth Pressures: ka = sins (a + sin( + S si sing asin�a—S� 1+ � 0 sin(a — S) sin(a +16) Date 10/15/2018 1' Angle: 9.5 deg Height: 1.09 ft Batter: 0.00deg Dead Load: 0.00 psf Live Load: 0 psf Internal Externa = 34 deg = 32 deg a = 90.00 deg a = 90.00 deg = 9.50 deg 3 = 9.50 deg 6 = 9.50 deg 6 = 9.50 deg H = 5.00 ft ka = 0.293 ka = 0.319 Hinge Height: Hinge Ht= Not applicable Date: 10/15/2018 Designer: DWB Case 2 Page 2 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 1.58 1.10 1.05 1918 1.50 1279/2694 0.90 0.90 Connection Parameters: Mirafi XT Geogrids Frictional 1 Break Pt Frictional 2 3XT Tcl= Ntan(42.80) + 525 1100 Tcl= Ntan(11. I0) +1328 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(26.90) + 769.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 4.50 ft Pa:= 0.5H.(111.ka— Pah = Pa.cos(8) Pyr := Pa- sin(8) Reactions are: Date 10/15/2018 Pq := q-H•ka Pct, := Pq cos(8) Fqt, := Pq sin(8) a Pa q Area Force Arm -x Arm -y Moment WI 600.00 [0.500] 2.500 300.00 W3 2100.00 [2.750] 2.500 5775.00 W5 123.00 [3.333] 5.195 409.99 Pa_17 589.77 4.500 [1.862] -1098.09 Pa_v 98.69 [4.500] 1.862 444.12 Sum V = 2921.69 Sum Mr = 6929.11 Sum H = 589.77 Sum Mo = -1098.09 Case 2 Page 3 Calculate Sliding at Base For Sliding, Vertical Force = W1+W2+W3+W4+W5+W6+qd = 2922 The resisting force within the rein. mass , Rf_1 = N tan(34) = 1971 The resisting force at the foundation, Rf_2 = N tan(32.00) = 1826 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pql_h + Pqd_h = 590 the Factor of Safety for Sliding is Rf 2/Df = 3.10 Calculate Overturning: Overturning moment: Mo = Sum Mo = -1098 Resisting moment: Mr = Sum Mr = 6929 Factor of Safety of Overturning: Mr/Mo = 6.31 Date 10/15/2018 Case 2 Page 4 Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 5831 / 5831 Sum Vertical = 2922/2922 Base Length = 4.50 e = 0.254 / 0.254 Calculate Ultimate Bearing based on shear: where: Nq = 23.18 Nc = 35.49 Ng = 30.21 (ref. Vesic(1973, 1975) eqns) Qult = 10017 psf Equivalent footing width, B'= L -2e = 3.99 / 3.99 Bearing pressure = sumVB' = 732 psf / 732 psf [bearing is greatest without liveload] Factor of Safety for bearing = Qult/bearing= 13.69 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2csgrt(ka)'. Table of Results ppf [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] Layer Depth zi hl ka/rho Pa (Pas+Pasd) c (5+6)cos(d)-7 Ti Tcl Tsc 2 1.67 1.33 0.293/58 125 0 0 123 123 473 N/A 1 3.67 3.83 0.293/58 315 0 0 310 310 622 N/A Calculate sliding on the reinforcing: The shear value is the lessor of base -shear or inter -unit shear. [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12] Layer Depth zi N Li Cds i RF ka Pa Pas+Pasd DF FS 2 1.67 1121 4.50 0.90 870 1551 0.320 112 0 111 13.96 1 3.67 1720 3.50 0.90 992 2036 0.319 347 0 342 5.96 Date 10/15/2018 Case 2 Page 5 Calculate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in that layer. The angle of the failure plane is: 28.00 degrees from vertical. [1] [2] [3] [4] [5] [6] [7] [8] Layer Depth zi Le SumV Ci POi Ti FS PO 2 1.67 2.73 717 0.90 871 123 7.06 1 3.67 2.79 1346 0.90 1634 310 5.27 Check Shear & Bending at each layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [1] [2] [3] [4] [5] [6] [7] [8] [9] Laver Depth zi Si DM Pv RM FS b DS RS FS Sh 2 1.67 1.67 27 200 100 3.73 48 870 18.06 Seismic 1.67 1.67 97 200 100 1.03 126 870 6.89 1 3.67 2.00 52 320 273 5.25 110 992 9.03 Seismic 3.67 2.00 120 320 273 2.28 247 992 4.03 Date 10/15/2018 Case 2 Page 6 1 • EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am= (1.45-A)A Kh(ext) = Am/2 Kh(int) = Am Inertia Force of the Face: Wls = 0.44g = 0.00g = 0.444 = 0.222 = 0.444 = H x Wu x gamma = 600.00 ppf Inertia Forces of the soil mass: W2s = H x (H2/2 - face depth) * gamma = 5.00 x 1.64 x 120.00 = 982.18 ppf W3s = 1/2 x sqr(H2/2 - 1 ft) x tan(beta) x gamma = 26.91 ppf Pif = W1 * kh(ext) = 600.00 x 0.222 = 133.32 Pir = W2s * kh(ext) = 982.18 x 0.222 = 218.24 Pis = W3s * kh(ext) = 26.91 x 0.222 = 5.98 Seismic Thrust , Pae D_Kae = Kae - Ka = 0.536 - 0.319 = 0.216 Pae = 0.5 x gamma x sqr(H2) x D_Kae = 0.5 x 120.00 x sqr(5.27) x 0.216 = 360.71 Pae_h/2 = Pae x cos(delta)/2 = 177.88 Pae_v/2 = Pae x sin(delta)/2 = 29.77 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 4.50 ft Reactions for Seismic Calculations Date 10/15/2018 Area Force Arm -x Arm -y Moment W1 600.00 [0.500] 2.500 300.00 W3 2100.00 [2.750] 2.500 5775.00 W5 123.00 [3.333] 5.195 409.99 Pa_h 589.77 4.500 [1.862] -1098.09 Pa_v 98.69 [4.500] 1.862 444.12 Pir 218.24 1.818 [2.500] -545.60 P_if 133.32 0.500 [2.500] -333.30 P_is 5.98 2.091 [5.091] -30.44 Pae_h/2 177.88 2.637 [3.164] -562.88 Pae_v/2 29.77 [2.637] 3.164 78.49 Sum V = 2951.46 Sum Mr = 7007.61 Sum H = 1125.19 Sum Mo = -2570.31 Case 2 Page 7 Sliding Calculations Pa_h Pae_h/2 PIR Resisting Forces, RF Foundation fill FS Overturning Calculations Overturning moment: Mo = Sum Mo Resisting Moments Mr = Sum Mr Factor of Safety of Overturning = Mr/Mo Calculate eccentricity at base: Sum Moments Sum Vertical Base Length e Calculate Ultimate Bearing based on shear: where: Nq = 23.18 Nc = 35.49 Ng = 30.21 (ref. Vesic(1973, 1975) eqns) Qult = 8232 psf Equivalent footing width, B' = L -2e Bearing pressure = sumV/B' Factor of Safety for bearing = Qult/bearing INTERNAL STABILITY kh(int) = (1.45-A) A = (1.45 - 0.44) 0.44 Inertia Forces W1 = 1.00 x 5.00 x 120.00 x kh_int) Wedge = Wedge x kh_int [for failure plane = 875.46 x 0.44 Dead Load = Total Additional Internal Dynamic Loading 389.05 + 266.64 + 0.00 = 589.77 ppf = 177.88 ppf = 357.54 ppf = (W1 + W2 + W3 + W4 + W5 + W6 + Pav +Pae_v)tan(phi) = 2951.46 x tan(32.00) =1844.28 = RF/(Pa_h + Pae_h12 + P_ir) = 1.64 = -2570 = 7008 = 2.73 = 4437 = 2951 = 4.50 = 0.747 = 3.01 = 982 psf = 8.39 = 0.444 = 266.64 ppf angle of 62.00deg.] = 389.05 ppf =0.O0ppf = 655.69 ppf Tension in Reinforcing Layer Le ( ft) Tension Dyn Tension 2 2.73 123.38 324.08 1 2.79 310.36 331.61 Date 10/15/2018 Total Tension( ppf) 447.46 641.97 FoS Pullout 1.56 2.04 Case 2 Page 8 I rSTONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Highline WD Retaining Wall Project No: 116.038 Case: Case 3 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: di deg c psf 34 0 32 0 32 0 Sand, Silt or Clay Crushed Stone, 1 inch minus Seismic Design A=0.44 g, Kh(Ext)=0.222 , Kh(Int)=0.444 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd 3XT 3500 1.58 y pcf 120 120 120 Date: 10/15/2018 Designer: DWB uncertainties: 1.50/1.13 connection: 1.50/1.13 RFid LTDS FS Tal Ci 1.10 1.05 1918 1.50 1279/2694 0.90 Cds 0.90 Analysis: Case: Case 3 4' Unit Type: Leveling Pad: Wall Ht: BackSlope: Surcharge: Compac / 120.00 pcf Crushed Stone 3.00 ft 9.50 deg. slope, LL: 250 psf uniform surcharge Load Width: 100.00 ft Results: Sliding Overturning Factors of Safety: 4.58/2.62 14.58/7.19 Calculated Bearing Pressure: 403 / 403 / 439 psf Eccentricity at base: 0.04 ft/0.21 ft Reinforcing: (ft & lbs/ft) Calc. Laver Height Length Tension Reinf. Type 1 1.33 4.5 156 / 456 3XT Reinforcing Quantities (no waste included): 3XT 0.50 sy/ft Date 10/15/2018 Wall Batter: 0.00 deg (Hinge Ht N/A) embedment: 1.00 ft 10.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing Shear Bending 26.81/23.18 18.06/6.89 3.73/1.03« Allow Ten Tal 1279/2694 ok Pk Conn Tcl 473/631 ok Pullout FS 5.26/1.44 ok Case 3 Page 1 DETAILED CALCULATIONS Project: Highline WD Retaining Wall Project No: 116.038 Case: Case 3 Design Method: Rankine-w/Batter (modified soil interface) Soil Parameters: de c psfy pcf Reinforced Fill 34 0 120 Retained Zone 32 0 120 Foundation Soil 32 0 120 Leveling Pad: Crushed Stone Modular Concrete Unit: Compac Depth: 1.00 ft In -Place Wt: 120 pcf Geometry Internal Stability (Sloping geometry) Height: 3.00 ft BackSlope: Angle: 9.5 deg Height: 1.67 ft Batter: 0.00deg Surcharge: Dead Load: 0.00 psf Live Load.: 0 psf Base width: 4.5 ft Earth Pressures: ka — sin2(a+ +) sine + &) sin(13 — )19)sins asin(a—S)l+ sin(a—S}sin( a+f) Date 10/15/2018 1' External Stability (Sloping geometry) Height: 3.59 ft Angle: 9.5 deg Height: 1.09 ft Batter: 0.00deg Dead Load: 0.00 psf Live Load: 0 psf Date: 10/15/2018 Designer: DWB Internal Externa = 34 deg 4) = 32 deg a = 90.00 deg a = 90.00 deg 13 = 9.50 deg 13 = 9.50 deg 8 = 9.50 deg 6 = 9.50 deg H = 3.00 ft ka = 0.293 ka = 0.320 Hinge Height: Hinge Ht= Not applicable Case 3 Page 2 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 1.58 1.10 1.05 1918 1.50 1279/2694 0.90 0.90 Connection Parameters: Mirafi XT Geogrids Frictional 1 Break Pt Frictional 2 3XT Tcl= Ntan(42.80) + 525 1100 Tcl= Ntan(11.10) +1328 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(26.90) + 769.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 4.50 ft Pa := 0.5H-(7•H•ka— 2c• ca) Pah:= Pa•cos(6) Pec, := Pa- sin(6) Reactions are: Pq := q•H•ka Pqh:= Pq•cos(8) Pqs, := Pq• sin(5) a Pa c. Area Force Arm -x Arm -y Moment W1 360.00 [0.500] 1.500 180.00 W3 1260.00 [2.750] 1.500 3465.00 W5 123.00 [3.333] 3.195 409.99 Pa_h 243.14 4.500 [1.195] -290.61 Pa_v 40.69 [4.500] 1.195 183.10 Sum V = 1783.69 Sum Mr = 4238.09 Sum H = 243.14 Sum Mo = -290.61 Date 10/15/2018 Case 3 Page 3 Calculate Sliding at Base For Sliding, Vertical Force = W1+W2+W3+W4+W5+W6+qd = 1784 The resisting force within the rein. mass , Rf 1 = N tan(34) = 1203 The resisting force at the foundation, Rf_2 = N tan(32.00) = 1115 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pql_h + Pqd_h = 243 the Factor of Safety for Sliding is Rf 2/Df = 4.58 Calculate Overturning: Overturning moment: Mo = Sum Mo = -291 Resisting moment: Mr = Sum Mr = 4238 Factor of Safety of Overturning: Mr/Mo = 14.58 Date 10/15/2018 Case 3 Page 4 Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 3947 / 3947 Sum Vertical = 1784/1784 Base Length = 4.50 e=0.037/0.037 Calculate Ultimate Bearing based on shear: where: Nq = 23.18 Nc = 35.49 Ng = 30.21 (ref. Vesic(1973, 1975) eqns) Qult = 10805 psf Equivalent footing width, B' = L -2e = 4.43 / 4.43 Bearing pressure = sumV/B'= 403 psf / 403 psf [bearing is greatest without liveload] Factor of Safety for bearing = Qult/bearing= 26.81 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2csgrt(ka)'. Table of Results ppf [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] Layer Depth zi hl ka/rho Pa (Pas+Pasd) c (5+6)cos(d)-7 Ti Tcl Tsc 1 1.67 1.50 0.293/58 158 0 0 156 156 473 N/A Calculate sliding on the reinforcing: The shear value is the lessor of base -shear or inter -unit shear. [1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12] Layer Depth zi N Li Cds ti RF ka Pa Pas+Pasd DF FS 1 1.67 839 3.50 0.90 870 1380 0.320 97 0 96 14.38 Date 10/15/2018 Case 3 Page 5 Calculate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in that layer. The angle of the failure plane is: 28.00 degrees from vertical. [1] [2] [3] [4] [5] [6] [7] [8] Layer Depth zi Le SumV Ci POi Ti FS PO 1 1.67 2.79 676 0.90 821 156 5.26 Check Shear & Bending at each layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [1] [2] [3] [4] X51 [6] [7] [8] [9] Laver Depth zi Si DM Pv RM FS b DS RS FS Sh 1 1.67 1.67 27 200 100 3.73 48 870 18.06 Seismic 1.67 1.67 97 200 100 1.03 126 870 6.89 Date 10/15/2018 Case 3 Page 6 EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am= (1.45-A)A Kh(ext) = Am/2 Kh(int) = Am Inertia Force of the Face: Wls = 0.44g = 0.00g = 0.444 = 0.222 = 0.444 = H x Wu x gamma = 360.00 ppf Inertia Forces of the soil mass: W2s = H x (H2/2 - face depth) * gamma = 3.00 x 0.55 x 120.00 = 196.44 ppf W3s = 1/2 x sqr(H2/2 - 1 ft) x tan(beta) x gamma = 2.99 ppf Pif = W1 * kh(ext) = 360.00 x 0.222 = 79.99 Pir = W2s * kh(ext) = 196.44 x 0.222 = 43.65 Pis = W3s * kh(ext) = 2.99 x 0.222 = 0.66 Seismic Thrust , Pae D_Kae = Kae - Ka = 0.536 - 0.320 = 0.216 Pae = 0.5 x gamma x sqr(H2) x D_Kae = 0.5 x 120.00 x sqr(3.09) x 0.216 = 123.85 Pae_h/2 = Pae x cos(delta)/2 = 61.08 Pae_v/2 = Pae x sin(delta)/2 = 10.22 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 4.50 ft Reactions for Seismic Calculations Area Force Arm -x Army Moment W1 360.00 [0.500] 1.500 180.00 W3 1260.00 [2.750] 1.500 3465.00 W5 123.00 [3.333] 3.195 409.99 Pah 243.14 4.500 [1.195] -290.61 Pa_v 40.69 [4.500] 1.195 183.10 Pir 43.65 1.273 [1.500] -65.47 P_if 79.99 0.500 [1.500] -119.99 Pis 0.66 1.364 [3.030] -2.01 Pae_h/2 61.08 1.546 [1.855] -113.28 Pae v/2 10.22 [1.546] 1.855 15.80 Sum V = Sum H = Date 10/15/2018 1793.91 Sum Mr = 4253.88 428.52 Sum Mo = -591.37 Case 3 Page 7 • • Sliding Calculations Pa_h Pae_h/2 PIR Resisting Forces, RF Foundation fill FS Overturning Calculations Overturning moment: Mo = Sum Mo Resisting Moments Mr = Sum Mr Factor of Safety of Overturning = Mr/Mo Calculate eccentricity at base: Sum Moments Sum Vertical Base Length e Calculate Ultimate Bearing based on shear: where: Nq = 23.18 Nc = 35.49 Ng = 30.21 (ref. Vesic(1973, 1975) eqns) Quit = 10184 psf Equivalent footing width, B'= L -2e Bearing pressure = sumV/B' Factor of Safety for bearing = Qult/bearing INTERNAL STABILITY kh(int) = (1.45-A) A =(1.45-0.44)0.44 Inertia Forces W1 = 1.00 x 3.00 x 120.00 x kh_int) Wedge = Wedge x kh_int [for failure plane = 315.17 x 0.44 Dead Load = Total Additional Internal Dynamic Loading 140.06 + 159.98 + 0.00 = 243.14 ppf = 61.08 ppf = 124.30 ppf = (W1 + W2 + W3 + W4 + W5 + W6 + Pay +Pae_v)tan(phi) = 1793.91 x tan(32.00) =1120.96 = RF/(Pa- h + Pae h/2 + P_ir) = 2.62 = -591 = 4254 = 7.19 = 3663 = 1794 = 4.50 = 0.208 = 4.08 = 439 psf = 23.18 = 0.444 = 159.98 ppf angle of 62.00deg.] = 140.06 ppf = 0.00 ppf = 300.04 ppf Tension in Reinforcing Layer Le (ft) Tension Dvn Tension 1 2.79 156.15 300.04 Date 10/15/2018 Total Tension( ppf) 456.19 FoS Pullout 1.44 Case 3 Page 8 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 02 20/9 City of Tukwila BUILDING DIVISION FILE HIGHLINE WATER DISTRICT PUMP STATION NO. 8 STRUCTURAL CALCULATION Calculated and Reviewed by Jon Conner, P.E. S.E. RH2 Engineering, Inc. October 2018 Index to Calculations Description Design Criteria Gravity Analysis Lateral Loads Subcategory General Spectral Response Accelerations Gravity Load Distribution Bearing Lintel Design Column Loading Wind Seismic Roof Diaphragm Shear Walls Roof Ventilation Wall Bending Below Grade Walls Page ii 1 2 3-4 5 6-8 9-10 10 11-13 14 14-16 17 lb) r Vii [EWE REID MIDDLETON, INC. CITY OF TUKWILA NUV062018 PERMIT CENTER Highline Water District Pump Station No. 8 Structural Calculations By Danielle Dorr Reviewed by Jon Conner, P.E., S.E. Design Criteria: Geotechnical parameters per RH2 Engineering Geology Report, September 2017: Minimum frost depth: 18 -inches below adjacent final grade Maximum Net Bearing: 2000 psf static. Add 1/3 for seismic or wind. Site Class: D Water Table: N/A At Rest Lateral Earth Pressure: 54 psf Other loading parameters: Wind Load: 110 MPH, Exposure B Snow Load: 25 psf Earthquake Load: Lat: 47.458679 N, Long: 122.280733 W Sds = 0.989g Other design values used: Occupancy Category: Essential Facility Structural System: Wood framed walls Concrete: 4000psi with 60,000psi reinforcing Timber: DFL #2 or better Dead Loads: Concrete: 150 pcf. Roof dead load: Total dead load = 12psf. Includes: Roofing: 1.5 psf, 5/8 -inch sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; four layers of 5/8 inch Gypboard: 12.0 psf; Miscellaneous mechanical: 18 psf. Live Loads: Roof: 20 psf Design Codes and References: 2015 IBC for load calculations and general design criteria ASCE 7-10 for load calculations and general design criteria Concrete: ACI 318 — 08 Timber: ANSI / AF&PA NDS -2001 for Wood Construction 10/25/2018 Design Maps Summary Report 'SGS Design Maps Summary Report User -Specified Input Report Title Pump Station 8 Fri October 26, 2018 01:15:57 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45884°N, 122.28069°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) USGS-Provided Output Ss = 1.472 g Sl = 0.550 g SMS = 1.472 g SM1 = 0.825 g SDs = 0.981 g SD, = 0.550 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.97 133 1.33 IAS 1 0.90 0.73 Ob7 0.13 030 0.15 0.00 NICER Response Spectrum 01)7 0.3) 040 0167 0237 100 1.37 1.10 1 OF I Sib Period, T (sec) 2.133 1.10 IDO 0.9 O2'f7 Design Response Spectrum For PGA,, TCRS, and CRS values, please view the detailed report. 0.10 0.30 0.3) 0.11) 0.37 0.40 0 b O1) 1.00 1.3) 1.k0 1167 180 Period, T (sec) 2.0) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.458839&longitude=-122.280689&siteclass=3&risk... 1/1 RH2 ENGINEERING 4r EARa `• SINCE 1978 Highline Water District Pump Station No. 8 Structural Calculations Single Story Wood Framed Building Structural Calculations Assumptions: - 2x6 stud walls @ 24" o.c. bearing and non-bearing walls (IBC Table 2308.9.1) - Max 10'-0" wall height - DF -L Stud walls, DF -L No 2 or better structural members, 24F -V4 DF/DF Glulam members Gravity Load Distribution Overhang := 2 /h:= 56 wh := 28.5 Ld := 36 LS:=25 Lti,,:_ (1,d+ Ls) • I wb J +Overhang) 2 LW=991 Calculated by: J. Conner HWD 116-038 Assume 2'-0" overhang Length of Building (ft) Width of Building (ft) Roof dead load (psf) including 1.5 psf roofing, 2.0 psf sheathing, 2.0 psf trusses, 0.5 psf insulation, 12.0 psf gypboard and 18.0 psf miscellaneous mechanicaly equipment. Snow Load (psf) Max load to exterior walls from roof (plf) Page 1 of 17 RH2 ENGINEERING ro s Fnas SMCE 1978 Highline Water District Pump Station No. 8 Structural Calculations Check Exterior Walls - Max bearing on west wall adjacent to door opening h,,:=10 Height of walls (ft) 8„:=2000 Allowable Bearing pressure (psf) bf:=2 Width of footing (ft) cif :=0.667 Thickness of footing (ft) bs := 9 Depth of Stem wall (ft) ds := 0.667 Thickness of Stem wall (ft) Wc:=150 Unit weight of concrete (pcf) Wf:= (bf•df+bs•ds) • We=1101 Weight of Concrete footing (plf) Wn,:=150 w,:= 5.5 bearing := check := L,,,+WW+Wf bf if bearing � Ba "OK” else I "NG" Calculated by: J. Conner HWD 116-038 Weight of wood framed walls (plf) Wall width (in) bearing =1121 Max bearing pressure (psf) check = "OK" Page 2 of 17 RH2 ENGINEERING SINCE 191$ Wood Lintel Design span= 12 (Ld+LS) • (2 Overhang) = 244 M•- 8 12•w1 span2 L • span V•= W 2 Fb := 900 CD:= 1.15 _ M S,eq' b•CD M=34560 V=5948 Highline Water District Pump Station No. 8 Structural Calculations w,,,1:=160 Max span over rollup Doors (ft) Moment to lintel (in -lbs) Shear to lintel (lbs) Allowable bending stress for DFL 2 (psi) Load duration factor for snow loads S,pq=33 Required section modulus (inA3) TRY double 2x12 (Sx= 63.25 inA3) Calculate other load factors for selected member: d:= 3 Depth of member (in) b:=11.25 Width of member (in) CF:=1.0 Size Factor (NDS Table 4A) (Not applicable with Glulam members) CL :=1 Beam Stability Factor (Eq 3.3-6) Fb:=Fb•CD. CF. CI, Fb= 1035 Final allowable bending stress (psi) Srnq:= F S,eq=33 Required section modulus for bending (inA3) b Check Shear: F := 625 f„'— 3•V 2•(3•b)•d check := if f„<Fep•CD "OK” else Allowable compression perp to grain (psi) f„=88 Shear stress to lintel (psi) check = "OK” Calculated by: J. Conner HWD 116-038 Page 3 of 17 RH 2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations SINLE 197$ Check Deflections: E:=1.6.106 =1600000 J:=2.178 5 • w,vl • span 4 • 1728 A check:= 384•E•I if4<span•12 360 else "NG" Douglas fir modulus of elasticity (psi) Moment of inertia (in^4) 4=0.131 Expected deflection at lintel midspan (in) check= "OK" Use double 2x12 header over roll up door and east louvers Use double 2x6 headers elsewhere Roof Plywood Thickness - IBC Table 2304.7(3) Lr:=Ld+LS Lr=61 Total roof load (psf) 1/2" sheathing, 24/0 rating required for 24" span. OK for 40 psf total load. Calculated by: J. Conner HWD 116-038 Page 4 of 17 RH2 ENGINEERING c $INCE 197a Highline Water District Pump Station No. 8 Structural Calculations Check Studs for Column Loading: S:=2 Stud spacing (2'-0" assumed) P:=LN,•S P= 1983 Max axial Toad to each stud from roof (lbs) F�:= 850 Design allowable compression (psi) Table 4A d:=5.5 Depth of member b:= 1.5 Width of member C1:=1.1 Size factor (Table 4A) Cd:= 1.15 Load duration factor (Table 2.3.2) H:= 120 unrestrained height (in) Ae := d • b Ac = 8 Cross-sectional Area of stud (sq in) KCE:= 0.3 Factor for sawn lumber (NDS 3.7.1) C:= 0.8 Factor for sawn lumber (NDS 3.7.1) E:=1.4.106 Wood modulus (psi) (Table 4A) 1l:=0.8•H effective length (assumes pinned/fixed condition) FSS := Fc • Cf FcS=935 Fc* factor in NDS Cp:=1.0 Column stability factor. Studs are laterally braced by the exterior sheathing and nailing. Factored allowable compressive stress (psi) Actual compressive stress (psi) Fc:=Fc•Cp•Cf Fc=935 .fc:= d.b .fc =240 check if Fc> fc "OK" else "NG" Calculated by: J. Conner HWD 116-038 check= "OK" Page 5 of 17 RH2 ENGINEERING ark i er��, SINLE 197$ Highline Water District Pump Station No. 8 Structural Calculations Lateral Analysis - Wind - ASCE 7-05 Ch 6 J:= 1.0 pitch := 4 Vas:=110 E"C" rp .— 1b56 wb=29 B;:= 0 OH:=2 h,„=10 h _ wb • pitch + h 24 h + hW hr._ 2 2:= 1.21 h=15 hr=12 K1:=0 K,:=0 K3:=0 2 Kzt:= (1 + K I •K2•K3) Kzr=1 Importance factor - Table 6-1 Roof rise in 12" 3 second gust wind speed (mph). Exposure C (Assumed) Building width without roof overhang (ft) Building length without roof overhang (ft) Total length of interior walls (ft) Typical roof overhang (ft) Wall height (ft) Total building height (ft) Mean roof height (ft) Adjustment for building height - ASCE 7 Figure 6-2 Topographic factor for wind speed-up effect - Figure 6-4 /3,30:426.6 —7 17.7 —3.9 —23.1 —16 —16 —12.2] Ps:=A•Kzt•Iw•Ps30 Simplified design wind pressure for structure zones A thru H - ASCE 7 fig 6-2 (negative implies uplift) Adjusted design wind pressures for zones A thru H A B C D E F G H Ps=[32 —8 21 —5 —28 —19 —19 —15] a1:=0.10•wb a2:=0.4 -hr a3:=0.04•wb Calculated by: J. Conner HWD 116-038 Page 6 of 17 RH2 ENGINEERING 1: Ef.AS '- r E 1978 a:_ if if if if a3 < a2 Aa3 < al a3 a2<a3Aa2<a1 a2 al <a2Aa f <a3 a1 a1<3Va2<3Va3<3 3 Highline Water District Pump Station No. 8 Structural Calculations a=3 Width of Zones A and B (ft) „aindjpg Wmb,:=16•(lb •h) Wmin =13216 Minimum Design Wind Load (lbs) Transverse loading: WT:=PS0,0 0,2 •(2•a)•h,,+Ps •(lb —(2•a))•h,,,—PS 0,1 •(2•a)•(h—hti)—PS0,3 •(1b—(2•a))•(h—hw,) WT=14002 Longitudinal loading: WL:=Ps •Wb•hw+Ps •—• b(h—htiv)+(Ps —PS )• (2 •a)•h,,,+(P00_P02)s •a•2•a•12 0202\0002 WL = 8264 Calculated by: J. Conner HWD 116-038 Page 7 of 17 RH2 ENGINEERING $h 1 EtSRS SINCE 1978 Wdesign := max (WL 1 WT1W min) Highline Water District Pump Station No. 8 Structural Calculations Wdesign =14002 E'oh:=-32.3 uplift pressure at overhangs Wb (12 WblWup/ i= Eoh•2 +0.6 .2 J Wupiio = —357.7 Max uplift (plf) at Zone E minus 12 psf Truss DL Use Simpson H10Afor roof hold downs. OK for 760 lbs = 380 plf @ 24" o.c. Calculated by: J. Conner HWD 116-038 Page 8 of 17 RH 2 Highline Water District ENGINEERING Pump Station No. 8 40,E"AS Structural Calculations sr+cE 1978 Lateral Analysis - Seismic - ASCE 7-10 OC := 4 S„,,:= 1.472 S,,,1:= 0.825 2 Sds:= 3 • ams 2 Sd/=3•Smj 1E:= 1.5 / DC :_ "D" R := 6.5 Sds =1 SdJ=1 Equivalent Lateral Force Procedure: ASCE 12.8 Occupancy Category from Table 1-1 (Essential Facility) MCE ground motion 0.2 .and 1.0 second accelerations based on site location (g) Design short and long period accelerations (g) Seismic Importance Factor from Table 11.5-1 Seismic design category from Tables 11.6-1 & 2 Response modification factor, Table 12.2-1 (light framed wood shear walls) C1 := 0.02 x := 0.75 Parameters used to calc fundamental period - Table 12.8-2 T:= Ct • h,,,x T=0 Approximate Fundamental Period (sec) TL :=16 Cmax :_ Cs := if T<TL SdJ•IE T•R if T>TL SdJ•TL•IE T2 • R if Sds • IE < C R max Sds • IE R else Cmax Long -period transition period, sec (Fig.22-12) Cmax=1 Maximum Value of response coefficient C5=0 Seismic Response Coefficient Calculated by: J. Conner HWD 116-038 Page 9 of 17 RH2 ENGINEERING 47 enai slice 1978 RW:=Ld• (Wb+2.OH) • (1b+2.OH) R„,=70200 WW Wwalls:=(2•Wb+3•lb+B,) 2 Wwalls =16875 Wr:=Rw+2 • Wwalls V:= Cs• Wr h,U=10 'shear:— 7 Bays :_ (2 .'shear) h,,, ) p:=1.3 Highline Water District Pump Station No. 8 Structural Calculations Roof weight for 12 psf DL and Z roof overhang (lbs) Weight of half wood walls (lbs) W1=103950 Total considered building weight (lbs) V=23541 Seismic Base Shear (lbs) Wall height (ft) The smallest sum of the shear wall panel lengths on any of the exterior walls (ft) Bays =1.4 Number of Seismic force resisting bays in shear walls. /12.3.4.2 Redundancy factor for seismic category D (12.3.4). Factor = 1.0 if # of Bays > 2.0. Note: Check ASCE Table 12.3-3 for compliance requirements to use u@433 Eh:=0.7•p•V Eh=21422 Vd:= Cs • (Rw + Wwalls) • 0.7 check := if Eh > 0.6 • (Wdesign) "SEISMIC CONTROLS" else "WIND CONTROLS" Roof Diaphragm Loads Wdesign := El, = 21422 Roof,— Wdesign 2 • (Wb) Wdesign Roof :_ 2 • (lb) Total Horizontal seismic effect (lbs). 0.7 factor for working stress design Vd= 13803 Load to Diaphram (lbs) check = "SEISMIC CONTROLS" Design lateral Toad (lbs) Roof,,=376 Load to short side of roof diaphragm (width) (plf) Roof = 191 Load to long side of roof diaphragm (length) (plf) Calculated by: J. Conner HWD 116-038 Page 10 of 17 RH2 ENGINEERING 40; ;. c Aiarc, 1978 Highline Water District Pump Station No. 8 Structural Calculations See IBC table 2306.3.1 for sheathing - Use blocked diaphragm due to high seismic loads. 19/32" sheathing grade panels - 10d nails @ 4" o.c. at edges, 12" o.c. field (OK for 425 plf) - Reduce to unblocked and 6" nail spacing where loads reduce to 285 plf. Occurs at 8 ft from each end wall. - Use Simpson A34 @ 12" o.c. at each end wall, 24" o.c. elsewhere Shear Walls 4'-11" 4'-11" West Elevation 33'-6" North Elevation East Wall Critical - Use perforated shear wall d:= 0.5 'west := W/ = 29 Vwest := Roof o = 376 8.333 =0.292 Pwest — 'west Lowest := 0.49 V w :_ Od • Cowest • 1680=412 17'-10" East Elevation 25-0" South Elevation 5'-2" • ASD reduction factor per 4.3.3 Total length of west wall (ft) Uniform shear load to west wall (plf) Percent full height sheathing Capacity adjustment factor West Wall: Use 15/32" sheathing grade panels with 10d @ 3" o.c. at panel edges, 12" o.c. field. OK for 412 plf (reduced) Check Chord Forces at panel edges:: TC:= Wdesign h-38706 2.8.33 • Cowest west := 12 •'west • h= 5045 Wroo f:= Ld • (2.OH) • /west= 4104 Calculated by: J. Conner HWD 116-038 Tension/Compression in panel chords (lbs) Weight of wall (lbs) Weight of roof over wall (lbs) Page 11 of 17 R 2 ENGINEERING LQ EARS $INCE psis T:=TC— 1 •(W est+wroof>=34132 2 TC —1280 5.5.5.5 Ft:= 575 CD :=1.6 CF:=1.1 Fpt:= F't • CD • CF check:= if 0.5 fc<Fpt "OK" else "NG„ Fp, =1012 Highline Water District Pump Station No. 8 Structural Calculations Tensile/compressive stress in 6x6 post (psi) Allowable tensile stress for DF -L 2(psi) Load Duration Factor Size Factor for 6x6 members Factored allowable tensile stress (psi) check= "OK" Fc:= CD • CF • 1350 Factored allowable compressive stress, psi (calculated above) check:= if Fc>f� "OK" else "NG" Use (2) 6x6 DFL -2 posts at each corner w/ Simpson HD19 hold downs w/ 1.25" anchors (OK for 38,140 lbs tension. check= "OK" check north/south walls /north := 52 Vnorth := ROOj = 191 39.5 = 0.76 pnorth ._ /north Conorth := 0.73 Vn := Od • Conorth • 730 = 266 Total length of west wall (ft) Uniform shear load to west wall (plf) Percent full height sheathing Capacity adjustment factor North Wall: Use 3/8" sheathing grade panels with 8d @ 6" o.c. at panel edges, 12" o.c. field. OK for 266 plf (reduced) Calculated by: J. Conner HWD 116-038 Page 12 of 17 RH2 ENGINEERING 49 F;;s�Nce 1978 Highline Water District Pump Station No. 8 Structural Calculations Check shear panel deflection: IBC 2305.3.2 b := 6.25 Panel Width (ft) da := 0.137 Vertical elongation of anchorage at design load, v E:=1600000 Elastic modulus of boundary element (psi) e,,:=.03 Nail deformation (in) Table 2305.2.2(1) G:=25000 Panel rigidity per in. of thickness Table 2305.2.2(2) t:=.375 Panel thickness determined above (in) h := h,,, =10 Wall height (ft) v:= V,,,est Shear due to design loads (lbs/ft) d := 8 • v • h3 v • h + 0.75 • h • e + d • h d = 0.95 Estimated deflection (in) E•a•b G•t dad:,0.015•h•12 check:= if A,/ >A1 "OK" else "NG" dal = 2 Allowable deflection per ASCE 7 12.12-1 (essential facility) check= "OK" Transfer Shear to Foundation: 1/2" Anchor Bolt Capacity: NDS Table 11E ts:=1.5 Side member Thickness (in) Zp:=620 Bolt design value for 6" embedment depth (lbs) CD:=1.6 Load duration factor Zp • CD= 992 Allowable Toad (lbs) S:=36 Bolt spacing (in) Z • C 12 Capacity based on bolt spacing (plf) C— p D• C=331 S Max shear to south panels 255 plf < 331 plf - Use 1/2" bolts at 36" o.c. all around Calculated by: J. Conner HWD 116-038 Page 13 of 17 RH2 ENGINEERING c SINCE 1978 Highline Water District Pump Station No. 8 Structural Calculations Roof Ventilation Calculations (IBC 1203.21 Roof Dimensions: lb = 56 wb = 29 Area :=1b • wb Area =1596 _ Area VYeq 150 VYeq 5 2 Vreq144 • =14 Vreq=11 Total ventilation area required (sq ft, half must be in upper portion of roof) Ventilated area required in upper and lower half of roof. Required net free ventilated area per 2 4, linear foot for ridge vents (sq in per ft) RIDGE VENTS TO PROVIDE 15 SQ. IN. NET FREE VENTILATED AREA PER LINEAR FT. Check wall for out -of -plane loads: Assume wall pinned at top and bottom W:=P5 0=32 Max wind load (psf) to end walls P=1983 Max axial load (lbs) to each stud from roof Check Bending (3.3.2) d:=5.5 Depth of stud (in) b:=1.5 Width of stud (in) H:= 120 Unrestrained height (in) Co :=1.6 Load duration factor for wind loads (2.3.2) C,.:=1.15 Repetitive member factor (4.3.9) Cf:=1.1 Size factor (Table 4A) Fb := 650 Design allowable bending stress (psi) Table 4A KBE:= 0.439 Constant for beam stability factor (NDS 3.3.3.8) E:=1400000 Modulus of Elasticity for stud (psi) (3.7.1) le:=2.06.6=12 1_•d b2 Effective length for use in calculating beam stability factor (beam braced between nails) (in). (NDS Table 3.3.3) RB =5 Slenderness Ratio (Eq 3.3-5) Calculated by: J. Conner HWD 116-038 Page 14 of 17 RH2 ENGINEERING I SINCE 1978 KBE•E FbE— RB` RB +( FbE l Fb• CD• CF 1.9 Fb:=Fb•CL•CD•Cr.•Cf 12•W• 12 MM =4828 Bending moment to ea stud (in -lbs) 8 H 2 Highline Water District Pump Station No. 8 Structural Calculations FbE=20342 Per NDS 3.3.3.6 for Beam stability calculation 2 ( ( 1 + FbE Fb•CD•CF 1.9 , FbE Fb•CD•CF 0.95 Beam Stability Factor (Eq 3.3-6) CL = 0.997 Fb= 1312 Factored allowable bending stress (psi) S:= b•6d2 S=8 Section modulus (in^3) M fb = check= if fb<Fb "OK" else "NG" fb=638 Actual bending stress in stud (psi) check= "OK" Check combined bending and axial compression (NDS 3.9) KCE = 0 Factor for Sawn Lumber (3.7.1) d1:= d d1= 5.5 Wide face dimension of stud (in) d2:=b d2=1.5 Narrow face dimension of stud (in) lel:=6 lel =6 Effective unbraced length (in) in weak axis direction Ie2:=1e 1e2=12 Effective unbraced length (in) in strong axis direction fc = 240 KCE•E FCEJ= (d1)2 FcEI = 352917 check:= if fc<FcEI "OK" else "NG" Actual compressive stress in stud (psi) calc'd above Allowable weak axis bending stress (psi) Calculated by: J. Conner HWD 116-038 check= "0 11 Page 15 of 17 RH2 ENc4INEERING d7 t EARS r SINCE 1978 K,E•E FcE2:= H 2 1e2 fbl :=fb = 638 fb2:=o Fb1:=Fb Fb2:= Fb KBE. E FbE= RB2 FcE2 = 83164 check:= fb1= 638 Fb1=1312 Highline Water District Pump Station No. 8 Structural Calculations if fc < FcE2 "OK" else "NG„ Allowable strong axis bending stress (psi) (biaxial) check= "OK" Actual edgewise bending stress (psi) Actual flatwise bending stress (psi) Allowable Edgewise bending stress (psi) Fb2= 1312 Allowable Flatwise bending stress (psi) FbE=20342 Allowable for biaxial bending (psi) check:= if fbl <FbE "OK" else I "NG" (fc )2 fb2 + FBc = F fb1 fc c f Fb1• 1— Fb2.1— FcEI FcE2 (N2 ) check:= if FBc < 1.0 "OK" else "NG" Calculated by: J. Conner HWD 116-038 check= "OK" check= "0 Page 16 of 17 RH 2 Highline Water District ENGINEERING Pump Station No. 8 Structural Calculations 4)iE.iRs SINCE i9is Design below grade concrete walls ya,.:=54+62.4=116 he := 9 Par:— Yar • he =1048 Saturated at -rest lateral earth pressure (pcf) Wall height (ft) Max pressure at base of wail (psf) Top of wall is free at north side use fixed/free condition, Fixed -pinned condition elsewhere - See FEM results attached My:=11.727 max vertical moment at base (ft -kips) Mx= 7.5 Max Horz moment at edges (ft -kips) t,,,:= 8 Thickness of wall (in) d:=tti,,-2.5=6 Distance to rst (in) 1.6•M ASS,:— - =0.853 4.d 1.6•M ALT:— x = 0.545 4•d Vert rst required at base of wall (in^2/ft) Horz rst required (inA2/ft) Use #5 @ 8" o.c. each way, typ rst, outside face of wall. At North wall, add #5 @ 8" o.c. verts at base of wall, alternate w/ typ fo 4" spacing, cut extra bar where moment reduces to 6 ft -kips. Occurs at 24" above the base, extend development length (31") beyond that point. Inside face rst not necessary, but I.F. needed at North corners. Use #5 @ 18" o.c. inside face. Use #5 @ 6" o.c. Horz (As = 0.61 in^2/ft) inside Calculated by: J. Conner HWD 116-038 Page 17 of 17 ZURN® Model 35OADA WILKINS Double Check Detector Assembly LE Application Designed for installation on water lines in fire protection systems to protect against both backsiphonage and backpressure of polluted water into the potable water supply. Model 350ADA shall provide protection where a potential health hazard does not exist. Incorporates metered by-pass to detect leaks and unauthorized water use. Standards Compliance (Horizontal & Vertical) • ASSE® Listed 1048 • AWWA Compliant C510 (with gates only), and C550 • CSA® Certified B64.5 • UL® Classified • C -UL® Classified • FM® Approved • Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California • NYC MEA 221-04M-2 (2 1/2" - 8") • NSF® Listed -Standard 61, Annex G* "(0.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) By -Pass Backflow Assembly 3/4" Model 950XLD Materials Main valve body Ductile Iron ASTM A 536 Grade 4 Access covers Ductile Iron ASTM A 536 Grade 4 Coatings FDA Approved electrostatic epoxy finish Internals Stainless steel, 300 Series NORYLTM, NSF Listed Fasteners & springs Stainless Steel, 300 Series Elastomers EPDM (FDA approved) Buna Nitrile (FDA approved) Polymers NORYLTM, NSF Listed Features Sizes: 2 1/2"* 3"* 4", 6", 8", 10" Maximum working water pressure 175 PSI Maximum working water temperature 140°F Hydrostatic test pressure 350 PSI End connections (Grooved for steel pipe) AWWA C606 (Flanged) ANSI B16.1 Class 125 *2 1/2" & 3" sizes use 4" body & reducer couplings Dimensions & Weights (do not include pkg.) (with OS&Y gates) Options (Suffixes can be combined) ,tI1ME m (with BG valves) ❑ - with flanged end OS & Y gate valves (standard) O L - less shut-off valves (grooved body connections) ❑ LM - less water meter ❑ - with remote reading meter O - with gallon meter (standard) O CFM - with cu ft meter ❑ CMM - with cu meter meter O G - with grooved end connections ❑ FG - with flanged inlet connection and grooved outlet connection O PI with Post Indicator Gate Valves O BG with grooved end butterfly valves with integral supervisory switches ❑ BF - with flanged end butterfly valves with integral supervisory switches Accessories O Repair kit (rubber only) ❑ Thermal expansion tank (Model XT) O OS & Y Gate valve tamper switch (OSY-40) MODEL 350ADA SIZE in. mm WEIGHT LESS SHUTOFF VALVES lbs. kg OSY VALVES FLANGED lbs. GATE kg OSY VALVES GROOVED lbs. GATE kg BUTTERFLY VALVES FLANGED lbs. kg BUTTERFLY VALVES GROOVED lbs. kg 2 1/2 65 105 48 192 87 184 83 157 71 147 67 3 80 104 47 210 95 200 91 162 73 148 67 4 100 91 41 230 104 204 93 147 66 139 63 6 150 141 64 362 164 332 151 246 111 215 98 8 200 302 137 762 346 738 335 491 223 445 202 10 250 355 161 1024 464 902 409 628 285 570 259 A MODEL 350ADA with OS&Y option MODEL 350ADA with BG option MODEL 350ADA SIZE in mm DIMENSION (approximate) A in mm A WITH BUTTERFLY VALVES in mm B LESSE GATE VALVES in mm C in mm D in mm OS&Y In OPEN mm E OS&Y CLOSED in mm E WITH BUTTERFLY VALVES in mm F in mm G in mm 212 65 351/8 892 321/8 816 201/8 511 412 114 9 229 173/4 451 153/8 391 81/4 210 6 152 71/4 184 3 80 361/8 918 33 838 201/8 511 412 114 9 229 201/4 514 17 432 81/2 216 6 152 71/4 184 4 100 381/4 972 331/4 845 197/8 505 412 114 9 229 221/2 572 181/4 464 9 229 6 152 8 203 6 150 471/4 1200 401 /4 1022 25 7/8 657 512 140 1012 267 3012 775 241/4 616 101 /4 260 7 178 10 254 8 200 62 1575 55 1397 3812 978 10 254 12 305 37 940 281/2 724 12 305 81/2 216 11 279 10 250 64 5/8 1641 5812 1486 3812 978 10 254 12 305 45 5/8 1159 34 3/4 883 13 330 81/2 216 12 305 Attention: Mode1350ADA (grooved body) and Model 350DA (flange body) have different lay lengths. Zurn Industries, LLC Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A. 93446 Ph. 855-663-9876, Fax 805-238-5766 In Canada 1 Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph. 905-405-8272, Fax 905-405-1292 www.zurn.com Rev. D Date: 1/15 Document No. BF-350ADA Patent No. 5, 913, 331 Product No. Model 350ADA n lG_n<h Page 1 of 2 Flow Characteristics j 5 0 MODEL 350ADA2 1/2", 3" & 4" (STANDARD & METRIC) 12.6 2 1/2" (65mm. FLOW RATES (I/s) 25.2 37.9 0 Rated Flow (established by approval agencies) " (80mm) • " (100mm) 50.5 1041 69 g J 0 0.0 w 15 a_ co 0 10 H 5 N W CC 0 0 200 63.1 400 FLOW RATES (GPM) MODEL 350ADA 6", 8" & 10" (STANDARD & METRIC) FLOW RATES (1/s) 126.2 600 189.3 35 g t/1 0 a 800 252.4 104 g 6 (150mm) . 8 (200mm) 10 (250mm) 1000 2000 FLOW RATES (GPM) Typical Installation Local codes shall govern installation requirements. Unless otherwise specified, the assembly shall be mounted at a minimum of 12" (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for test- ing and maintenance. The installation shall be made so that no part of the unit can be submerged. MODEL 350ADABG (Vertical Installation) 3000 69 `$ 35 g 0 4000 Capacity thru Schedule 40 Pipe (GPM) Pipe size 5 ft/sec 7.5 ft/sec 10ft/sec 15 ft/sec 2 1/2" 75 112 149 224 3" 115 173 230 346 4" 198 298 397 595 6" 450 675 900 1351 8" 780 1169 1559 2339 10" 1229 1843 2458 3687 12" 1763 2644 3525 5288 r PROTECTIVE ENCLOSURE 1 12' MIN. 30" MAX. 1a1 1 DIRECTION OF FLOW SD MODEL 350ADA (Outdoor Installation) Specifications The Double Check Detector Backflow Prevention Assembly shall be ASSE® Listed 1048, and supplied with full port gate valves. The main body and access cover shall be epoxy coated ductile iron (ASTM A 536 Grade 4), the seat ring and check valve shall be NoryITM (NSF Listed), the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM. The first and second check valves shall be accessible for maintenance without removing the device from the line. The Double Check Detector Backflow Prevention Assembly shall be a WILKINS Model 350ADA. Zum Industries, LLC 1 Wilkins 1747 Commerce Way, Paso Robles, CA U.SA 93446 Ph. 855-663-9876, Fax 805-238-5766 In Canada 1 Zum Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph. 905-405-8272, Fax 905-405-1292 www,zurn.00m Page 2 of 2 N 1 - GATE VALVE (RJ) W/ LOCKING VALVE BOX LID (INSTALL IF VAULT IS 50' OR GREATER FROM MAIN CONNECTION) DDCVA SIZE' VAULT NO. 4" 577 -LA 6" - 10" 687 -LA 12" 5106 -LA * MINIMUM SIZED VAULT NEW D.I. PIPE (RJ)7 P HWD CONCRETE VAULT W/ LADDER & BILCO STYLE LID (SEE APPROVED MATERIALS LIST) 0.1. SPOOL (RJ) NOTES: • DOCVA SHALL BE ON THE WADOH APPROVED LIST • LADDER SHALL BE SECURED TO VAULT WALL & FLOOR). 2" DRAIN W/ GRATE PLAN CUSTOMER'S RESPONSIBILITY • COVER SHALL NOT EXTEND MORE THAN 6" ABOVE GRADE WHEN VAULT IS NOT IN A TRAFFIC AREA. • SLOPE PAVEMENT AWAY FROM COVER WHEN VAULT IS IN A TRAFFIC AREA. • INSTALL VALVE MARKER POST (SEE STANDARD DETAIL). • VAULT SHALL BE OF ADEQUATE HEIGHT TO PROVIDE MIN. 6" CLEARANCE TO OS&Y VALVE WHEN VALVE IS FULLY OPEN. • INSTALL ALARM SYSTEM & FDC AS REQUIRED BY FIRE AUTHORITY. • WATERPROOF PIPE ENTRY THROUGH VAULT WALLS W/KRYPTON MORTAR SEALANT OR APPROVED EQUAL. • SEE APPROVED MATERIALS LIST. • BYPASS METER SHALL BE SUPPLIED AND OWNED BY THE DISTRICT. • ALL MATERIALS DOWNSTREAM OF GATE VALVE AT EDGE OF EASEMENT/R.O.W. ARE PRIVATE AND THE RESPONSIBILITY OF THE OWNER (EXCEPT FOR BYPASS METER & RADIOHEAD). • OWNER TO PROVIDE A RIGHT -OF -ENTRY AGREEMENT FOR DISTRICT ACCESS TO VAULT. PROVIDE 1 7/8" HOLE IN HATCH FOR RADIOHEAD INSTALL JOINT SEALANT BETWEEN EACH VAULT SECTION (USE KENT -SEAL, RAM-NEK OR APPROVED EQUAL) 6" BASE OF 1-1/2" WASHED ROCK 2" PVC DRAIN TO DAYLIGHT OR INSTALL APPROVED SUMP PUMP IF REQUIRED. (VAULT MUST STAY DRY. APPROVAL DATE 10/21/2020 PLOTTING SCALE NTS DOUBLE DETECTOR CHECK VALVE ASSEMBLY AND VAULT NTS DRAWN CHECKED SED DS DETAIL NUMBER HWD STANDARD DETAIL 21 21 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Summary MECH-SUM Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 2015 Washington State Energy Code Compliance Project Information Project Title: PUMP STATION NO. 8 Date 9/27/2018 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Dept. Use ,, Company Name: RH2 ENGINEERING( Company Address: 22722 29TH DR SE #210, BOTHELL, WA 98021 ) Applicant Name: PAUL YOUNG Applicant Phone: 509-886-6763 Project Description Briefly describe mechanical systems in the text box provided ❑ Total Bldg Performance (TBP) This path includes all mandatory provisions per 1.2 Option 2. MECH-SUM, MEC MECH-CHK, and 0407 Energy Analysis forms required. ❑ No System Changes AND ONE FOR SYSTEM HEAT PUMPS; ELECTRICAL EQUIPMENT. THE EQUIPMENT FROM VENTILATION FANS ' New Building • Building Addition ❑ Tenant Improvement U System Retrofit THERE ARE TWO VENTILATION FANS, ONE FOR THE SPACE WITH THE EQUIPMENT THE SPACE WITH THE EMERGENCY GENERATOR. THERE ARE FOUR SPLIT TWO FOR THE SPACE WITH THE PUMPS AND MOTORS AND TWO FOR THE THE HEAT PUMPS ARE TO MAINTAIN THE SPACE AROUND 90°F TO PROTECT OVERHEATING. THE HEAT PUMPS WILL PROVIDE FREEZE PROTECTION. THE WILL OPERATE PERIODICALLY TO CHANGE OVER THE AIR IN THE SPACE. Design Load Calculations building heating, cooling or includes all applicable Load calculation summary • MECH-LOAD-CALC Form Provide design load calculations for all mechanical systems and equipment serving the ventilating needs. If a load calculation summary is provided with the permit documents that compliance information then the MECH-LOAD-CALC form is not required. Mechanical Schedules forms are not required, Mechanical Plans • MECH-EQ Forms (TBD) Indicate location of equipment compliance information. If provided on plans then MECH-EQ however, include on plans all applicable compliance information listed in MECH-EQ tables. Dedicated Outdoor Air System Requirements and High Efficiency VAV Alternate ❑ DOAS is required per C403.6 All occupied, conditioned areas not require space conditioning ❑ Ventilation provided via effective July 1, 2017 (office, retail, education, library and fire station occupancies) shall be served by a DOAS that delivers required ventilation air in a manner that does fan operation. Space conditioning fans cycled off when no heating or cooling is required. natural ventilation per 2015 IMC in lieu of DOAS (C403.6, Exception 1) conditioning provided by a HEVAV system per C403.7 in lieu of DOAS (C403.6, Exception although not required (occupancy not office, retail, education, library or fire station) included in project: maximum area allowance increased to 40% per C402.4.1.4 with 100% of in building served by DOAS. per C403.3 Exception 1, include MECH-ECONO form. I and space Ventilation ❑ DOAS included in project, ❑ DOAS related allowances ❑ Prescriptive vertical fenestration conditioned floor area ❑ Exception to air economizer Fan Power distribution systems that provide heating and/or cooling -SUM form. the total fan motor nameplate hp of all fans in HVAC system MECH-FANSYS form for each HVAC system exceeding the and MECH-FANSYS-DOC for requirements and exceptions. exceeds 5hp. 5 horsepower threshold. Project includes HVAC air If yes, provide a MECH-FANSYS ❑ For one or more systems, If yes, provide a seperate Refer to Section C403.2.11 HVAC Hydronic Systems ❑ Hydronic chilled water ❑ Hydronic heating water ❑ Water -loop heat pump El No hydronic systems • Geothermal C406 Effi Me Additional equipment and fan systems cooling capacity to be equipment listed in tables C403.2.3(1)-(9) or air -to -water heat chillers. All equipment listed in tables C403.2.3(1)-(7) must be 15% more efficient than stand alone supply, return, and exhaust fans over 1 hp must have FEQ Z 71 and must be total or static pressure. air system (DOAS) floor area to be served by a DOAS per C403.6 that delivers required ventilation air in a space conditioning fan operation. service water heating be in occupancy types listed in C406.7.1 and that 60% of annual hot water energy use waste heat recovery or solar water -heating systems. 0 C406.2 More efficient HVAC Requires 90% of heating and pumps and heat recovery minimum requirements. All selected within 10% of maximum ❑ C406.6 Dedicated outdoor Requires 90% of conditioned manner that does not require ❑ C406.7 Reduced energy in Requires 90% of floor area be provided by heat pump, ieii nV§i VIEVVED FOR ODE COMPLIANCE APPROVED .'-' ► L 2 6 2019 City of TukwilaNUV BUILDING DIVISION eh CITY Y OF TUKWILA 0 6 20;8 I Hy 0 21t s PERMIT (' Mrr r, 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Summary, pg. 2 MECH-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Service Water HeatingIII Systems Equipment Type (s) ❑ Instantaneous from space heat boiler or water systems In Hot water heating tank(s) J No service Dedicated boiler • Heat exchange central hot water/steam Distribution Type (s) II Circulation System • On -demand Commissioning Commissioning is required ❑ Mechanical systems If required, commissioning Exceptions to commissioning for: per C408.2 ❑ Service water heating systems per C408.4 shall be performed for all applicable systems regardless of individual equipment capacity. requirements: of all mechanical space conditioning systems in the building do not exceed 240,000 Btu/h heating. Mechanical systems commissioning not required. water heating system in building does not exceed 200,000 Btu/h. Service water heating not required. ,, Total output capacity cooling or 300,000 Btu/h ❑ Capacity of largest service systems commissioning Low Energy and Semi -Heated Spaces (Note 6 and 7) Space Type Location in Plan(s) Space(s) Served Area Served, square feet Heating Capacity, Btu/h (Note 4) Cooling Capacity, Btu/h (Note 5) Peak Space Conditioning Capacity, Btu/h-sf Compliance Check Notes Note 4 - Provide total installed heating output capacity of systems serving Low Energy or Semi -Heated space(s) in btuh. Note 5 - Provide total installed cooling capacity of system serving Low Energy space(s) in Btu/h. Not allowed for semi -heated spaces. Enter 0 if no cooling. Note 6 - Refer to Section C402.1.1 Low Energy Building. Intalled peak space conditioning capacity, heating or cooling, may not exceed 3.4 Btu/h*sf. Note 7 - Refer to Section C402.1.1.1 and Semi -Heated Space definition in Chapter 2. Total heating output capacity may not exceed 8 Btu/h sf. Only systems without electric resistance heating and no cooling are eligible for the wall insulation exception under semi -heated. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes Equipment - Sizing, Performance and Type NA C403.1 Exempt process equipment Identify equipment to be used in manufacturing, industrial or commercial processes that do not provide space conditioning; identify provisions applicable to this equipment per C403.1 exception Yes 0403.2.1 Load calculations Provide load calculations performed per ASHRAE Std 183 or equivalent, using design parameters per C302 and Appendix C; include load adjustments to account for energy recovery Attached Yes C403.2.2 Equipment and system sizing Indicate that output capacities of heating and cooling equipment and systems are no greater than the smallest available equipment size that exceeds the calculated loads; note exceptions taken Sheet 33 Yes C403.2.3 C403.2.3.2 0403.2.13.1 HVAC equipment performance requirements (efficiency) Provide equipment schedules on plans or complete MECH-EQ forms indicating type, capacity, rated and WSEC minimum efficiencies for all heating and cooling equipment; include supply and OSA cfms and operating hours for all air systems; identify heating and cooling equipment that does not have a corresponding WSEC minimum efficiency (manufacturer rated) Sheet 33 Yes 0405.8 0403.2.14 Electric motor efficiency List all motors >_ 1/12 hp (that are not integral to a rated piece of equipment) in the mechanical or electrical equipment schedules on plans; indicate hp, rpm, number of poles and rated efficiency, or exception applied Sheet 33 For fractional hp motors (1/12 - 1 hp), indicate whether they are an electronically commutated motor, have rated efficiency of at least 70%, or exception taken Sheet 33 Yes 0403.2.11.1 Fan power limitation For all HVAC fan systems that provide heating and / or cooling, provide system total nameplate hp in MECH-FANSYS-SUM form See attached For all applicable HVAC systems with total fan motor hp > 5hp, verify fan system motor hp or bhp complies with fan power limits per equations in Table 0403.2.11.1(1), provide MECH- FANSYS form for each system NA NA 0403.2.11.2 Motor nameplate hp For all applicable HVAC systems with total fan motor hp > 5hp, indicate fan motors specified are the smallest available motor hp size greater than fan bhp, note exceptions taken NA 0403.2.11.3 Fan efficiency For all applicable HVAC systems with total fan motor hp > 5hp, identify in equipment schedule all fans required to comply with fan efficiency grade and indicate rated FEG is >_ 67, or exception taken; indicate these fans are sized so total efficiency is within 15% of the fan maximum total efficiency NA 0403.2.11.4 Group R occupancy exhaust fan efficacy For all exhaust fans < 400 cfm in Group R occupancies, indicate in equipment schedule the fan flow rate and efficacy (cfm/watt), or exception taken; refer to Table 0403.2.11.4 (CE -57) NA C403.2.13 Variable flow capacity - fans For fan motors >_ 7.5 hp, indicate method of variable flow control (VSD or equivalent method) in equipment schedule, or exception taken; for equivalent method for an HVAC system refer to HVAC System Controls for additional requirements NA 0403.2.3 Maximum air cooled chiller capacity For chilled water plants and buildings with > 500 tons of cooling capacity, indicate air-cooled chiller capacity is <_ 100 tons, or exception taken NA C403.4 Large capacity cooling systems For buildings with z 300 tons of cooling capacity, indicate method of multi -stage or va fable capacity control (VSD, multiple staged compressors, or max capacity of any single unit < 66% of the total) NA 0403.2.3.1 Non-standard water-cooled centrifugal chillers For water-cooled centrifugal chillers not designed for operation at standard conditions, provide calculations documenting maximum full load and part load rated equipment performance requirements NA 0403.2.13.1 0403.4.3.2 Centrifugal fan open -circuit cooling towers For open -circuit centrifugal fan cooling towers with >_ 1,100 gpm capacity, indicate cooling towers comply with efficiency requirements for axial fan open circuit cooling towers NA 0403.4.2 C403.4.2.5 Large capacity boiler systems For single boilers with > 500,000 Btu/h capacity, indicate multi -stage or modulating burner For boiler system (single or multiple) with > 1,000,000 Btu/h capacity, indicate turndown ratio per Table 0403.4.2.5 and method (multiple single input boilers, modulating boilers, or combination) NA C403.2.13 Variable flow capacity - pumps For pump motors a 7.5 hp, indicate method of variable flow control (VSD or equivalent method) in equipment schedule, or exception taken; for equivalent method for a hydronic system refer to Hydronic System Controls for additional requirements NA 0403.2.3 Gas and oil -fired forced air furnace and unit heaters For forced air furnaces with capacity z 225,000 Btu/h and all unit heaters, indicate in equipment schedule intermittent ignition or IID, flue or draft damper, and rated jacket loss NA 0403.2.4.8 Combustion heating equipment For combustion heating equipment with output capacity > 225,000 Btu/h, indicate modulating or staged combustion control Yes 0403.2.3.3 Packaged electric heating / cooling equipment Verify all packaged electric equipment with > 6,000 Btu/h cooling capacity and any amount of heating is a heat pump; include in equipment schedules Sheet 33 NA 0403.2.12 Heating outside a building Indicate systems providing heating in non -enclosed outdoor occupied spaces are radiant systems; refer to HVAC System Controls for additional requirements NA 0403.2.7.1 Kitchen exhaust hoods Indicate on plans the type, duty and exhaust air rate of each kitchen hood, refer to HVAC System Controls for additional requirements Yes C403.2.4.3 Outdoor supply air, exhaust and relief dampers Indicate locations of OSA intake, and exhaust and relief outlet dampers on plans; indicate whether dampers are Class 1 motorized, or gravity and exception taken (include leakage rating, cfm/sf); refer to HVAC System Controls for additional requirements for OSA dampers Sheet 33 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all Rt Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA C403.2.4.3 Return air dampers Indicate locations of return air dampers that are integral to economizer operation; verify dampers are motorized; indicate whether dampers are Class 1, or within packaged equipment eligible for leakage rating exception (include leakage rating, cfm/sf) NA C403.2.4.3 Stairway and shaft vent dampers Indicate location of stairway and shaft vent dampers on plans; verify dampers are Class 1 motorized; refer to HVAC System Controls for additional requirements NA C403.2.4.4 Zone isolation dampers For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that are expected to be occupied non -simultaneously; identify isolation zone areas on plans and locations of associated isolation dampers in HVAC distribution system; refer to HVAC System Controls for additional requirements NA C403.2.3.4 Humidification For cooling systems with humidification equipment that are also required to have air economizer, indicate humidifier is adiabatic (direct evaporative or fog atomization), or exception taken Additional Efficiency Package Option, More Efficient HVAC Equipment & Fan Performance - Must comply with all 3 provisions to be eligible NA C406.2.1 C403.2.3 HVAC system selection To comply with additional efficiency package option, calculate the percentage of heating and cooling equipment in the project (based on output capacity) that do not have a corresponding WSEC listed efficiency; shall be less than 10% to comply Yes C406.2.2 C403.2.3 Minimum equipment efficiency To comply with additional efficiency package option, indicate that all listed heating and cooling equipment have a rated efficiency that exceeds WSEC listed efficiency by at least 15 Sheet 33 NA C406.2.3 C403.2.11.3 Minimum fan efficiency To comply with additional efficiency package option, indicate rated FEG of stand alone fans is z 71; indicate these fans are sized so the fan efficiency at design conditions is within 10% of the maximum total or static efficiency HVAC System Controls Yes C403.2.4.1 Thermostatic controls (thermostats and humidistats) Indicate locations of thermostatic and humidity control devices and the zones they serve on plans, including perimeter system zones Sheet 39 Where adjacent (neighboring) zones are controlled by separate thermostats (including perimeter systems used to offset heat gain or loss), and are connected by permanent openings > 10% of either zone sf area, indicate controls configured to prevent adjacent zones from operating in conflicting modes (one in heat, other in cool); applies to adjacent perimeter zones, adjacent nonperimeter zones, and adjacent perimeter and nonperimeter zones See Specificatio ns If applying Exception 2 to nonperimeter zones adjacent to perimeter zones, indicate that setpoints and deadband settings in these zones are coordinated so cooling in a nonperimeter zone does not occur until the temperature in that zone is 5°F higher than the adjacent perimeter zone temperature in heating NA C403.2.4.1.1 Heat pump supplementary heat Indicate staged heating operation with compression as the first stage of heating and supplemental heating controlled with outdoor lock -out temperature set to 40°F or less Yes C403.2.4.1.2 Deadband Indicate zone thermostatic controls configured with 5°F minimum deadband for systems that control both heating and cooling See Specificatio ns NA C403.2.4.1.3 Setpoint overlap restriction (thermostats) If separate heating and cooling systems with separate thermostatic control devices are used to serve a zone, indicate locations of both thermostatic control devices and the zone they serve on plans Indicate a limit switch, mechanical stop or DDC control with programming to prevent simultaneous heating and cooling Yes C403.2.4.2 C403.2.4.2.1 C403.2.4.2.2 Automatic setback and shutdown Indicate zone thermostatic controls configured with required automatic setback and manual override functions, setback temperatures, and control method (automatic time clock or programmable controls); note exceptions taken See Specificatio ns NA C403.2.4.2.3 Automatic (optimum) start Indicate system controls that adjust equipment start time required to bring each area served up to design temperature just prior to scheduled occupancy Yes C403.2.4.3 Outdoor supply air dampers Indicate automatic controls configured to close OSA damper during unoccupied equipment operation; not including economizer cooling, night flush or IMC required OSA / exhaust Sheet 33 NA C403.2.4.3 Stairway and shaft vent dampers Indicate method of activation of stairway and shaft vent dampers (fire alarm or interruption of power) NA C403.2.4.4 Zone isolation controls For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that are expected to be occupied non -simultaneously; indicate controls that allow for independent space conditioning of isolation zones; or exception taken NA C403.2.12 Heating outside a building Indicate occupancy sensing or timer switch controls configured to automatically shut off heating system when area served is unoccupied NA C403.2.4.5 Snow melt systems Indicate automatic controls configured to shut off system when pavement temperature exceeds 50°F and no precipitation is falling, and when outdoor air temperature exceeds 40°F NA C403.2.4.6 Freeze protection system controls Indicate automatic controls to shut off system when outdoor temperature exceeds 40°F, or conditions protect fluid from freezing NA C403.2.4.9 Group R1 hotel / motel guest rooms For hotels and motels with over 50 guest rooms, indicate automatic controls serving guest rooms that are capable of setback (heating) and set-up (cooling) of temperature Setpoint by at least 5°F; indicate control method - activated by room entry or occupancy sensor 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA 0403.2.4.10 0403.2.4.11 Group R2 / R3 dwelling units, Group R2 sleeping units For primary space conditioning system, indicate 5-2 programmable thermostats capable of two setback periods per day; for all thermostats indicate purpose (heating only, cooling only, or both), required temperature range and at minimum a 10°F deadband; or exception taken Yes C403.2.6 C403.2.11.4 Ventilation Indicate method of ventilation air delivery (natural or mechanical) for each zone Sheet 33 If mechanically delivered, indicate that systems are configured to provide not more than 150% of, but at least the minimum required volume of outdoor air to each zone per IMC, ASHRAE 62.1 or other applicable code (WAC, OSHA, etc); or exception taken Sheet 33 If delivered via natural ventilation, identify required elements per IMC including minimum openable area to the outdoors or qualifying adjoining spaces NA NA 0403.2.6.2 Demand controlled ventilation Identify spaces > 500 sf with occupant load > 25 people/1,000 sf per IMC; for each space indicate whether it is served by an HVAC system with total design OSA > 3,000 cfm, and / or the system has airside economizer or automatic modulating OSA damper; indicate OSA controls are configured to provide demand controlled ventilation or provide supporting documentation for applied exception NA C403.2.6.3 Occupancy sensors For gyms, classrooms, auditoriums and conference rooms > 500 sf, indicate occupancy -based OSA control when space is unoccupied and method (closes OSA damper or shuts -off equipment); or alternate means provided to automatically reduce OSA when space is partially occupied NA 0403.2.6.4 C403.2.6.4.1 Enclosed loading dock ventilation For enclosed loading docks, indicate ventilation / exhaust system method of activation (gas detection system for CO and NO2, or occupancy sensors), and control method (staged or modulating) NA 0403.2.6.4 C403.2.6.4.2 Enclosed parking garage ventilation For enclosed parking garages, indicate ventilation / exhaust system activated by gas detection system for CO and NO2, and control method (staged or modulating); or exception taken NA C403.2.7.1 Kitchen exhaust hoods Provide calculations that show a balanced accounting of total kitchen exhaust (include all hoods) with % of: supply air, transfer air from adjacent spaces, and make-up air; if applicable, indicate that direct make-up air to each hood does not exceed 10% of hood exhaust For kitchens with total hood exhaust exceeding 2,000 cfm, indicate exhaust air rate per Table 0403.2.7.1 and compliance method (DCV, energy recovery, or transfer air that would otherwise be exhausted) NA C403.2.7.2 Laboratory exhaust systems Refer to Systems Requiring Energy Recovery for requirements NA 0403.2.13 Variable flow capacity - HVAC system fans For HVAC fan motors i' 7.5 hp, indicate method of variable flow control (VSD, or equivalent control method that reduces design air volume by 50% at 1/3 static design pressure); note exception taken NA C403.3.1 DX air handler variable cooling control (Under Integrated Economizer) For DX air handlers with economizer and cooling capacity a 65,000 Btu/h, indicate number of cooling stages provided and method (multiple compressors and / or variable speed compressors); indicate minimum displacement (capacity reduction) as % of full load Indicate control method (cooling capacity controlled in response to space temperature, space temperature controlled by modulating supply airflow, or both) NA 0403.2.11.5 Fan airflow control For DX air handling units with cooling capacity z 65,000 Btu/h and evaporative and chilled water air handling units with fan t 0.25 hp, indicate whether system is single zone or multiple zone and related control method (cooling capacity controlled in response to space temperature, space temperature is controlled by modulating supply airflow, or both) For mechanical cooling systems (includes DX and chilled water coils) that control cooling capacity in response to space temperature - Provide a minimum of two stages of fan control; indicate minimum fan speed is 5 66% of full speed drawing <_ 40% of full speed fan power during periods of low cooling or ventilation only For other mechanical cooling systems (includes DX and chilled water coils) that control space temperature by modulating airflow (in lieu of, or in addition to, controlling capacity in response to space temperature) - Provide fan controls for modulating supply airflow; indicate minimum fan speed is <_ 50% of full speed drawing <_ 30% of full speed fan power during periods of low cooling or ventilation only; or exception taken NA 0403.2.4.12 DDC system capabilities Provide central and zone level DDC controls as required based on system application, capacity or size thresholds and other qualification per Table 0403.2.4.12.1 Identify all DDC system input / output control points; indicate capability for trending and graphical display Ducting Systems Yes 0403.2.8.1 0403.2.8.3 Duct construction Indicate on plans that all ductwork is constructed and sealed per IMC See Specificatio ns For OSA ductwork, also indicate on plans that ductwork meets air leakage requirements per C402.5 and vapor retarder requirements per the IBC See Specificatio ns Yes 0403.2.8.3 Duct pressure classifications Identify location of low, medium and high pressure ductwork on plans See Specificatio ns 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Code Section Code Provision Information Required - Must be in documents Location in Building Department (yes,n ,na) permit Documents Notes NA C403.2.8.3.3 High pressure duct leakage test Indicate high pressure duct leakage testing requirements on plans; provide test results to jurisdiction when completed 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA 0403.2.8.1 0403.2.8.2 Duct insulation For supply and return ductwork located in unconditioned space or outdoors, indicate R -value of insulation on ductwork on plans; identify climate zone; note exceptions taken For supply ductwork located in conditioned space, identify if design supply temperature is < 55°F or> 105°F and indicate R -value of insulation on this ductwork on plans; note exception taken For OSA ductwork, shafts and plenums, indicate R -value of insulation on these elements on plans per Table C402.1.3 for steel -framed walls; note exception taken Piping Systems NA 0403.2.9 Pipinginsulation Indicate design temperature range of fluid conveyed in piping and thickness of insulation (in inches) on hydronic piping plans; or exception taken NA 0403.2.9.1 Piping insulation exposed to weather Indicate method of protection of pipe insulation from damage / degradation on hydronic piping plans Economizers NA C403.3 Air economizer required Identify in equipment schedules on plans or in MECH-EQ forms all cooling systems requiring air economizer controls Provide MECH-ECONO form indicating systems utilizing air economizer exceptions, including those with water -side economizer in lieu of air economizer; indicate on plans eligible exception(s) taken and measures to comply with exception(s) NA 0403.3.1 Integrated economizer operation - air and water Indicate air and water -side economizers are configured for partial cooling operation even where additional mechanical cooling is required to meet the load NA 0403.3.2 Economizer heating system impact - air and water Verify control method of HVAC systems with economizers does not increase building heating energy usage during normal operation NA C403.3.3.1 Air economizer capacity Indicate modulating OSA and return air dampers are configured to provide up to 100% OSA for cooling NA 0403.3.1 C403.3.3.2 Integrated air economizer Verify mechanical cooling controls are interlocked with air economizer controls so the outside air damper remains in 100% open position when mechanical cooling is also required to meet the cooling load, until the leaving air temperature is < 45°F For systems with cooling capacity z 65,000 Btu/h, verify that control of economizer dampers is not based only on mixed air temperature; or exception taken NA 0403.3.3.3 Air economizer high limit controls Indicate high limit shut-off control method and required high limit per Table C403.3.3.3 NA 0403.3.4.1 Water economizer capacity For eligible systems where water -side economizer may be provided in lieu of air economizer, indicate system is capable of 100% design cooling capacity at 50°F db / 45°F wb OSA temperatures NA 0403.3.4.2 Water economizer maximum pressure drop Indicate pressure drop across precooling coils and heat exchangers in water economizer system do not exceed pressure drop limit NA 0403.3.1 DX air handling equipment control For DX air handlers with economizer and cooling capacity >_ 65,000 Btu/h, refer to HVAC System Controls for requirements NA 0403.2.4.7 DX equipment economizer fault detection and diagnostics For DX air handlers with economizer and cooling capacity >_ 54,000 Btu/h, provide a fault detection and diagnostics (FDD) system to monitor economizer system operation and report faults Systems Requiring Energy Recovery NA 0403.5.1 Energy recovery (ER) - ventilation /exhaust systems For systems with design OSA > 5,000 cfm, or design supply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), indicate exhaust air ER method; or exception taken with supporting calculations For rooms served by multiple systems with aggregate design OSA > 5,000 cfm, or aggregate design supply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), Indicate exhaust air ER method; or exception taken with supporting calculations Indicate ER rated effectiveness that increases OSA enthalpy by z 50% based on delta between OSA and return air enthalpies at design conditions NA 0403.2.7.2 Laboratory exhaust systems (energy recovery) For buildings with total lab exhaust > 5,000 cfm, indicate method of energy recovery used to pre -condition laboratory make-up air; ER effectiveness (min 25°F); or alternative method per exception (VAV exhaust, semi -conditioned makeup, or GERM calculation) NA 0404.10.4 (under 0404.11) Pools and permanent spas exhaust systems (energy recovery) For buildings with pools or spas with water surface area > 200 sf, indicate exhaust air ER method and use of waste heat (preheat ventilation air, pool water or service hot water); or exception taken Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by z 36°F NA 0403.5.2 Energy recovery - steam condensate systems For buildings with on-site steam heating systems, indicate condensate water ER For buildings that use off-site generated steam where condensate is not returned to the source, indicate on-site condensate water ER 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA C403.5.3 Energy recovery - cooler / freezer condensers For buildings with food service, meat or deli departments that have z 500,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy (service water heating, space heating, or dehumidification reheating) For buildings with z 40,000 sf conditioned floor area and with t 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy for service water heating and also for space heating, or dehumidification reheating NA 0403.5.4 Energy recovery - condenser systems For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and design service hot water load > 250,000 Btu/h, indicate condenser ER to pre -heat service water; or exception taken. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat rejection load or pre -heat service water to 85°F). Hydronic System Controls NA C403.2.13 0403.4.2.7 Variable flow control - hydronic system pumps For hydronic system pump motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent method that requires z 30% design wattage at 50% design fluid flow); note exception taken Identify whether hydronic coils have DDC controls and associated manner of pump speed control (differential pressure, zone hydronic demand, etc) NA 0403.2.5 0403.4.2.4 Hydronic system setback and part load controls For boilers that provide building heating, indicate controls that provide heating water temperature setback based on outdoor temperature For heating and chilled water systems z 300,000 Btu/h, indicate systems are configured to automatically reset supply water temperature based upon demand; or exception taken. If system pump motor hp z 3 hp, also indicate controls automatically reduce flow by Z 50%. For chilled water systems (2 300,000 Btu/h, pump motor hp z 3 hp) that serve water-cooled unitary air conditioners, indicate VSD or staged pumps in chilled water system and heat rejection loop that reduce pump flow so that one control valve is nearly wide open, or to maintain a minimum differential pressure; or exception taken NA 0403.4.2 Boiler sequencing Indicate automatic controls that sequence operation of multiple boilers NA 0403.4.6 Hot gas bypass limitation For cooling equipment with hot gas bypass, provide either multiple step unloading or continuous capacity modulation; indicate bypass capacity per Table C403.4.6 NA 0403.4.2.2 Two -pipe changeover systems Indicate changeover deadband (min 15°F), heating / cooling mode scheduling and changeover temperature range (limit 30°F) NA 0403.4.2.6 Chiller / boiler plant pump isolation Indicate controls are configured to automatically reduce overall plant flow and shut-off flow through individual chillers and boilers when not in use NA 0403.2.13.1.1 0403.4.3.1.1 0403.4.3.1.2 Heat rejection equipment - variable flow control For cooling towers with fan motors >_ 7.5 hp, indicate VSD and method to adjust fan speed (adjusted based on leaving fluid temperature or condenser temperature / pressure of heat rejection device) For multiple -cell heat rejection equipment with VSD, indicate controls that ramp all fans in unison NA 0403.4.3.3 Heat rejection equipment - cooling tower flow turndown Indicate open -circuit cooling towers with multiple pumps or VSD control are designed so all cells can be run in parallel NA 0403.4.2.3.1 Water loop heat pump - deadband Indicate capability of central equipment to provide minimum 20°F water supply temperature deadband between heat rejection and heat addition modes; or exception taken NA 0403.4.2.3.2.1 Water loop heat pump - heat rejection equipment, Zone 4 Indicate type of cooling tower (open- or closed-circuit) in equipment schedule; indicate method used to limit system heat loss when heat rejection is not needed NA 0403.4.2.3.2.2 Water loop heat pump - heat rejection equipment, Zone 5 For open- or closed-circuit cooling towers, provide a heat exchanger that separates the cooling tower and heat pump loop NA 0403.4.2.3.3 Water loop heat pump - isolation valves For hydronic heat pump systems with total system power > 10 hp, indicate 2 -way isolation valves on each heat pump and variable flow system control Dedicated Outdoor Air Systems (DOAS) - Optional through 6/30/16, Prescriptive 7/1/2016 NA 0403.6 0403.6.3 Dedicated outdoor air systems For buildings with office, retail, education, library and fire station spaces, identify these spaces on plans; indicate that ventilation air in each occupied space is provided via a DOAS system; or document compliance with 0403.6.3 Impracticality; or exception taken (buildings complying with 0402.4.1.4 or C406.6 may not utilize exceptions) NA 0403.6.1 Energy recovery ventilation with DOAS For all DOAS systems, indicate exhaust air ER method; or exception taken with supporting calculations. Indicate ER rated effectiveness that increases OSA enthalpy by z 50% based on delta between OSA and return air enthalpies at design conditions. NA 0403.6.2 Heating /cooling system controls with DOAS Indicate equipment associated with the delivery of zone level heating and cooling (fans, hydronic pumps, primary air dampers, etc) are configured to shut off, and central equipment is configured to turn down, when there is no call for heating or cooling in the zone they serve If applying Exception to heating / cooling fans used for air mixing in the space during deadband periods, include fan watts per cfm in equipment schedule 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA 0402.4.1,4 C403.6 Increased prescriptive maximum vertical fenestration area with DOAS Indicate that all occupied, conditioned spaces are served by a DOAS per C403.6 Additional Efficiency Package Option, Dedicated Outside Air Systems (DOAS) NA C406.6 Building provided with DOAS To comply with additional efficiency package option, indicate that 90% or more of all occupied, conditioned spaces are served by a DOAS per C403.6 Multiple Zone Air Systems NA C403.4.4 Air systems serving multiple zones Identify supply air systems serving multiple zones and the zones they serve on plans; indicate whether system is VAV and method of primary air control; or provide supporting documentation for applied exception to VAV NA C403.4.4 VAV systems serving multiple zones Provide equipment schedules on plans or MECH-EQ form that list all VAV air terminals and types For each air terminal include: maximum airflow rates for primary supply air during zone peak heating and zone peak cooling; maximum airflow during reheating, recooling or mixing; minimum airflow rate to maintain required ventilation, and the basis for these values; lif IMC or ASHRAE 62.1 multiple zone equation is basis for minimum flow rates, provide calculation on plans NA C403.4.4.1 Single duct VAV terminal units Indicate single duct terminal units are configured to reduce primary supply air before reheating or recooling NA C403.4.4.2 Dual duct systems - terminal units For systems with separate warm air and cool air ducts, indicate terminal units are configured to reduce the flow from one duct to minimum before mixing with air from the other duct NA 0403.4.1.1 C403 .4. 1.2 VAV system static pressure sensors - sensors and DDC set points Indicate locations of duct static pressure sensors on plans; include at least one sensor per major duct branch; verify controller setpoint pressure at each sensor is <_ 1.2 inch w.g. For systems with zone level DDC, indicate controls are configured to monitor zone damper positions and reset static pressure setpoint based on the zone requiring most pressure; include control logic that automatically detects and generates an alarm if any zone excessively drives reset logic, and allows building operators to exclude zones from reset logic NA 0403.4.4.3 Multiple -zone VAV system ventilation optimization controls For systems with zone level DDC controls, indicate controls are configured to automatically reduce outdoor airflow in response to changes in system ventilation efficiency; or exception taken NA 0403.4.4.4 VAV system supply air reset Indicate controls automatically reset supply air temperature in response to building loads or outdoor air temperature; or exception taken Multiple Zone HVAC Systems, High Efficiency VAV - Required for systems utilizing C403.6 DOAS Exception 2, must comply with all 16 provisions NA C403.7, Item 1 Air economizer Indicate system is configured for 100% air economizer operation and complies with all related economizer requirements per C403.3 (without economizer exceptions) NA C403.7, Item 2 Direct digital controls (DDC) Provide DDC controls for all components of system; identify all DDC system input / oatput control points; indicate capability for trending and graphical display NA C403.7, Item 3 Outdoor airflow measurement and reduction For systems with minimum OSA > 2,500 cfm, indicate outdoor airflow monitoring station that measures OSA intake under all load conditions; indicate control sequence that increases or reduces system OSA cfm based on VAV terminal feedback of ventilation efficiency (per 0403.4.4.3 without exceptions) or DCV (per 0403.2.6.2) NA C403.7, Item 4 Supply airflow measurement For systems with minimum OSA > 2,500 cfm, indicate supply airflow monitoring station capable of measuring supply air delivered to VAV terminals under all load conditions NA C403.7, Item 5 Zone isolation and maximum area served Verify maximum area served by a single HEVAV system is <_ 50,000 sf, or one entire floor, whichever is greater; in addition if a system serves > 25,000 sf, that includes areas that are expected to be occupied non -simultaneously, indicate zone isolation controls per 0403.2.4.4 NA C403.7, Item 6 Interior / exterior zone design supply air temperature Verify that VAV terminals serving interior cooling driven loads are sized per design supply air temperature that is 5°F higher than VAV terminals serving exterior zones NA 0403.7, Item 7 Maximum air terminal inlet velocity Identify air terminals with minimum primary airflow setpoints > 50% of maximum setpoint in equipment schedule or MECH-EQ form; indicate air terminal inlet velocity does not exceed 900 fpm NA C403.7, Item 8 Sequence of operation Indicate DDC system sequences of operation are designed and configured per ASHRAE GPC 36 NA C403.7, Item 9 Maximum allowable system brake horsepower Verify fan system bhp is 5 90% of the bhp limit per Option 2 equation in Table 0403.2.11.1(1), provide MECH-FANSYS form for each system NA C403.7, Item 10 Fan -powered terminal unit motor and control Indicate all series and parallel terminal fans have electronically commutated motors; indicate DDC control system is configured to vary air terminal fan speed as a function of the load; indicate fan speed during periods of low heating, low cooling, or ventilation only is <_ 66% of peak design air flow or provide supporting documentation for applied exception 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,n ,na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA 0403.7, Item 11 Application of single duct and fan -powered terminal units Indicate VAV terminal types on plans; verify fan -powered terminal units only serve perimeter zones with envelope loads; verify all other zones are served by single duct terminal units NA C403.7, Item 12 Fan -powered terminal unit primary air reset Indicate DDC controls are configured to automatically reset the primary supply air cfm setpoint of all fan -powered terminal units to the minimum required to maintain ventilation during occupied heating or deadband, based upon the VAV air handling unit OSA ventilation fraction NA C403.7, Item 13 High occupancy space controls For spaces > 150 sf with occupant density z 25 people / 1000 sf, indicate space is served by a dedicated terminal unit with DCV control that resets terminal unit ventilation setpoint; also indicate occupancy sensor control that automatically reduces minimum ventilation to zero and sets back room heating and cooling setpoints by z 5°F NA C403.7, Item 14 Dedicated HVAC systems For server, electronic equipment, telecom or similar spaces with cooling loads > 5 W/sf, indicate spaces are served by independent HVAC systems that are separate from HPVAV systems serving rest of building; indicate dedicated HVAC systems have air economizer controls or energy recovery per C403.3 Exception 9 NA C403.7, Item 15 Central plant efficiency Indicate whether systems are served by a high efficiency heating water plant, or a high efficiency chilled water plant If complying via high efficiency heating water plant: Indicate all VAV terminals have hydronic heating coils served by heating water system with either gas-fired boiler(s) with thermal efficiency >_90%, air -to -water heat pumps, or heat recovery chillers If complying via high efficiency chilled water plant: Indicate all VAV air handlers have cooling coils served by chillers with rated IPLV efficiency that exceeds WSEC listed IPLV by at least 25% per Table 0403.2.3(7) (note water-cooled IPLV is max, all others are min); indicate smallest chiller or compressor in plant is 5 20% of total plant capacity, or provide thermal storage sized for <_ 20% of total plant capacity NA 0403.7, Item 16 Fault detection and diagnostics Indicate DDC system includes a fault detection and diagnostics (FDD) system configured to monitor operation and provide fault reporting of required parameters for all VAV air handlers and VAV air terminal units in the HPVAV system HVAC Equipment Energy Use Metering NA C409.3.1 HVAC equipment energy use metering For new buildings > 50,000 sf and building additions > 25,000 sf, verify energy use metering of all equipment used to provide space heating and cooling, dehumidification and ventilation will be provided per C409; indicate equipment eligible for exception Documentation and System Specific Requirement To Support Commissioning Yes 0408.2 Scope of mechanical systems commissioning Indicate that all mechanical systems, equipment, and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned; See Specificatio ns For buildings with 2 240,000 Btu/h total output cooling capacity or z 300,000 Btu/h total output heating capacity, indicate that all mechanical systems regardless of individual capacity are required to be commissioned; or provide building heating / cooling capacity calculation demonstrating eligibility for exception NA Yes 0403.2.10 0408.1.1 0408.1.2 0408.1.4.2 0103.6 Commissioning requirements in construction documents Indicate in plans and specifications that Cx per C408 is required for all applicable mechanical systems; See Specificatio ns Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per 0408.1.2 including: narrative description of activities, responsibilities of the Cx team, schedule of activities including verification of project close out documentation per C103.6, and conflict of interest plan (if required); See Specificatio ns Include in general summary that a Cx project report or Compliance Checklist (Figure 0408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. See Specificatio ns Yes 0408.2.2 Air system and hydronic system balancing Indicate in plans that air and fluid flow rates shall be tested and balanced within the tolerances defined in the specifications; indicate systems shall be balanced in a manner to first minimize throttling losses, then adjusted to meet design flow conditions See Specificatio ns NA 0408.2.2.1 Air system balancing devices Indicate devices that provide the capability to balance all supply air outlets, zone terminals and air handling equipment requiring system balancing NA 0408.2.2.2 Hydronic system balancing devices Indicate devices that provide the capability to isolate, balance and measure flow across all hydronic equipment requiring system balancing including heating and cooling coils and pumps Yes C408.2.3 Functional performance testing criteria Identify in plans and specifications the intended operation of all equipment and controls during all modes of operation, including interfacing between new and existing -to -remain systems See Specificatio ns Project Close Out Documentation Yes 0103.6 Documentation and project close out submittal requirements Indicate in plans that project close out documentation and training of building operations personnel is required for all mechanical components, equipment and systems governed by this code; indicate close out documentation shall include: record documents, O&M manuals, applicable WSEC compliance forms and calculations See Specificatio ns 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Economizer Exceptions 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 MECH-ECONO & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 All cooling systems shall be configured to provide air economizer operation, regardless of system capacity, for new construction and mechanical system alterations. Various exceptions to this requirement are available. Identify all systems that an economizer exception will be applied to and additional information as noted below. For Building Dept. Use Economizer Exception Summary Refer to Section C403.3 for descriptions of economizer provisions and exceptions. For alterations refer to Section C503.4 and Table C503.4. ECONOMIZER EXCEPTIONS - NEW CONSTRUCTION AND ADDITIONS Exp 1 Cooling equipment serving spaces that are provided with a dedicated outdoor air system (DOAS) per C403.6. Spaces served shall have year- round design cooling loads from lights and equipment less than 5 watts per square foot. System ID Lighting + Equipment Loads (W/sf) Exp 2 Single zone unitary or package systems with dehumidification that affect other systems such that air economizer would increase energy consumption. System ID Exp 3 High efficiency single zone unitary or packaged systems. Equipment cooling efficiency shall be better than the WSEC required minimum efficiency by at least 64% in Climate Zone 4C and 59% in Climate Zone 5B per Table C403.3. System ID Exp 4 Equipment that provides hydronic chilled water for chilled beams and chilled ceiling systems that is served by a water economizer system per C403.3.4 in lieu of air economizer. System ID Exp 5 Water -source heat pumps with heat recovery. Heat pump efficiency shall be 15% better than WSEC required minimum efficiency. Provide at minimum 60% air economizer. Energy recovery to preheat OSA shall have at least 50% effectiveness. Additional system requirements apply. System ID Exp 6 Cooling equipment serving Group R occupancies. Per unit limit is less than 20,000 Btu/h cooling capacity for equipment installed outdoors or in a mech room adjacent to the outdoors. For cooling equipment installed in other locations the unit limit is less than 54,000 Btu/h. Efficiency shall be 15% better than WSEC required minimum efficiency. System ID Equipment Location Cooling Capacity (Btu/h) Exp 7 Variable refrigerant flow (VRF) systems with energy recovery. Outdoor unit shall be a reverse -cycle heat pump with variable speed compressor(s) and condenser fan(s). Outdoor unit cooling capacity shall be not less than 65,000 Btu/h. Energy recovery to preheat outdoor air shall have at least 50% rated effectiveness. System shall be capable of providing simultaneous heating and cooling by tranferring recovered energy from zone(s) in cooling mode to other zone(s) that are in heating mode. Outdoor Unit System ID Cooling Capacity (Btu/h) Exp 8 Cooling equipment serving Controlled Plant Growth Environments. Equipment cooling efficiency shall be better than WSEC required minimum efficiency by at least 20%. Not eligible: unitary and applied heat pumps. System ID SEER, EER, & IEER Exp 9 Cooling equipment with energy recovery. Spaces served shall have year-round design cooling loads from lights and equipment greater than 5 watts per square foot. Energy recovery system shall utilize recovered energy for on-site space heating or preheating of service hot water. Provide calculations to the code official that demonstrate the amount of recovered energy used for on-site heating purposes is equivalent to the annual energy that would be saved by the cooling system with air economizer per C403.3. System ID Lighting + Equipment Loads (W/sf) 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Economizer Exceptions, cont. MECH-ECONO 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Date 9/27/2018 Economizer Exception Summary Refer to Section C403.3 for descriptions of economizer provisions and exceptions. For alterations refer to Section C503.4 and Table C503.4. ECONOMIZER EXCEPTIONS - NEW CONSTRUCTION AND ADDITIONS, CONTINUED Exp 10 Cooling equipment for dedicated server, electronic equipment or telecom switch rooms. Per building limit for this exception is 240,000 Btu/h cooling capacity or 10% of required building air economizer capacity, whichever is greater. Part load control required over 85,000 Btu/h. Additional requirements apply. Option a - Cooling equipment efficiency shall be 15% better than the WSEC required minimum efficiency.. Option b - Waterside economizer required. Cooling equipment efficiency shall be 5% better than the WSEC required minimum efficiency. Option c - Waterside economizer required. All cooling equipment is subject to ASHARE Standard 127. System ID Compliance Option Cooling Capacity (Btu/h) HP -001 Option a 36,000 HP -002 Option a 36,000 HP -003 Option a 36,000 HP -004 Option a 36,000 Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 240 kBtu/h): Alternate Exp 10 Capacity Limit: 144,000 ECONOMIZER EXCEPTIONS - MECHANICAL SYSTEM ALTERATIONS OR REPLACEMENT C503.4 Pre -approved design alternative to full compliance with air economizer Exp 1 requirement. An alternative for mechanical system alterations where existing building constraints make full compliance with air economizer requirement impractical. Provide calculations to the code official that demonstrate the proposed alternate design strategy provides similar energy savings to the annual energy that would be saved by the cooling system with air economizer per C403.3. System ID Alt. Strategy ECONOMIZER EXCEPTIONS - SIMPLE SYSTEMS C503.4 Qualifying small equipment. Per unit limit less than 33,000 Btu/h. Per Exp 2 building limit for this exception is 72,000 Btu/h cooling capacity or 5% of required building air economizer capacity, whichever is greater. Cooling equipment efficiency shall be 15% better than WSEC required minimum efficiency. Not eligible: non -unitary equipment, unitary equipment installed outdoors or in mech room adjacent to outdoors, equipment installed during new construction, shell -and -core construction, or initial tenant improvement. System ID Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 72,000 Btu/h): Alternate C503.4 Exp 2 Capacity Limit: C503.4 Equipment that provides hydronic chilled water for chilled water terminal Exp 3 units. Equipment part load cooling efficiency (IPLV) shall be better than WSEC required minimum efficiency by at least 25%. Per building limit for this exception is 480,000 Btu/h cooling capacity or 20% of required building air economizer capacity, whichever is greater. Chilled water terminal units serving Group R occupancies are not included in the building capacity total. System ID Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 480,000 Btu/h): Alternate C503.4 Exp 3 Capacity Limit: Table Compliance Options for alteration or replacement of existing C503.4 mechanical cooling equipment per Table C503.4. Refer to table and all applicable table footnotes for full requirements. Applies to the following retrofit conditions: Option a - Any new or replacement equipment Option b - Replacement equipment of same type with same or smaller cooling output capacity. Option c - Replacement equipment of same type with large cooling output capacity. Option d - New equipment added to existing system or replacement equipment that is different than existing being replaced. System ID Equipment Type Compliance Path 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Fan System Power Allowance MECH-FANSYS-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: PUMP STATION NO. 8 Date 9/27/2018 For Building Dept. Use HVAC Air Distribution System Schedule List all HVAC systems that have the capability to provide heating and/or cooling to the spaces they serve. System or Primary Supply Fan ID Speed Control (Note 1) Description (Note 2) System Total Nameplate HP (Note 3) Fan Power Calculation Required (Note 4) HP -001 CV Split System Heat Pump 0.15 No HP -002 CV Split System Heat Pump 0.15 No HP -003 CV Split System Heat Pump 0.07 No HP -004 CV Split System Heat Pump 0.07 No Note 1 - Constant Volume (CV), Variable Air Volume (VAV), or Hospital/Lab CV system that qualifies for VAV budget per C403.2.11.1 Exception 1. Single zone VAV systems shall comply as CV. Note 2 - Describe system type and list all fans (or groups of fans) associated with the delivery and removal of conditioned air by the system. Include all supply, return/relief, exhaust and exhaust hoods (>1 hp), make-up air, dedicated outside air (DOAS), booster fans, and series fan -powered terminals. VAV parallel fan -powered terminals and economizer relief fans do not need to be included if the fans do not operate at peak conditions. Note 3 - Enter the total nameplate hp of all fans associated with the delivery and removal of conditioned air by the system. Note 4 - This form automatically identifies whether a MECH-FANSYS form is required to demonstrate compliance with the fan power allowance (Yes), or this information is not required because the system has a combined total nameplate motor hp that is 5 hp or less (No) MECH-FANSYS Forms A MECH-FANSYS form shall be provided for each system with total nameplate hp greater than 5 hp. Select (Add Fan System Form) to generate an additional form. Added forms can be deleted with button in cell E32 of the added form. COOLING LOAD DATA BUILDING OUTLINE W s SE E TABLE VALUES FROM ASHRAE 1997 FUNDAMENTALS HANDBOOK N NE CONDUCTION WALLS ORIENT. NORTH EAST SOUTH WEST ROOF CH 27 TABLE CLTD CF CLTDC 3 3.85 6.85 13 3.85 16.85 6 3.85 9.85 13 3.85 16.85 CHAPTER 28 TABLE 30 CLTD 65 CF CLTDC 3.85 68.85 GLASS CONDUCTION WINDOW CLTD 114 CHAPTER 28, TABLE 34 CF CLTDC 17.85 3.85 GLASS SOLAR ORIENT. GLASS NORTH SOUTH WEST EAST CH 29 TABLE 19 TABLE 36 SHG CLF 30 0,29 30 0.29 75 0.29 191 0.29 LIGHTING & EOUIP.NEAT GAIN LIGHTING: EQUIP. 1 WATTS/SF 97801 BTUH 154mech. xlw LATITUDE: 47 TIME: 1500 WALL GROUP (TABLE 11): B ROOF NUMBER (TABLE 31): 4 DB TEMPERATURE INDOORS (Ti): 80 D8 TEMPERATURE OUTDOORS (To): 100 WB TEMPERATURE OUTDOORS (To): 64 DAILY RANGE (Dr): 18.3 AVERAGE TEMPERATURE OUTDOOR = ATo ATo= To - Dr/2 = 90.85 CLIMATE ZONE 2 CF=(78-Ti) + (ATO -85). 3.85 OUTSIDE AIR MIN. CFM/OCCUPANT: #OCCUPANTS: TOTAL OUTSIDE AIR: OCCUPANT HEAT GAIN CHAP. 26, TABLE 3 SENSIBLE: LATENT: CLG. LOAD FACTOR: 250 200 WINDOW CHAP. 27, TABLE 13 U WINDOW 0.57 GLASS SHADING COEFFICIENTS CHAP. 29, TABLE 11 GLASS SC: 0.65 BUILDING ELEMENT "U" VALUES: WOOD FRAME W/ INSULATION 0.048 ROOF 0.020 H.MTL. DOOR 1 0.6 CALC.BY: Paul Young PROJECT: HWD Pump Station No. 8 LOCATION: SeaTac, WA DATE: 22 -Feb -18 SPACE: MOTOR CONTROL ROOM OUTSIDE DBT: 100 WBT: INSIDE DBT: 80 WBT: TEMP. DIFF. 64 65 20 TIME: 1500 TRANSMISSION ORIENT. SOURCE North WALL DOOR WINDOW East WALL DOOR WINDOW WALL WINDOW WALL WINDOW DOOR ROOF FLOOR South West HORIZONTAL TOTAL TRANSMISSION AREA CLTDC U BTU 403 6.85 0.048 132 26 6.85 0.600 108 45 17.85 0.571 459 398 16.85 0.048 319 0 17 0.600 0 0 17.85 0.571 0 450 9.85 0.048 211 27 18 0.571 275 263 16.85 0.048 211 18 17.85 0.571 184 120 17 0.600 1,213 1600 68.85 0.020 2,248 1100 0 TOTAL 5,360 SOLAR RADIATION ORIENT. North South West East SOURCE WINDOWS WINDOWS WINDOWS WINDOWS AREA SC SHG CLF BTU 0 0.65 30 0.29 0 18 0.65 30 0.29 102 27 0.65 75 0.29 382 45 0.65 191 0.29 1,620 TOTAL 2,104 INTERNAL LOADS PEOPLE LIGHTS EQUIPMENT OUTSIDE AIR TOTAL NUMBER WATTS WATTS CFM 0 1,100 28,664 250 BTU/PERSON 3.41 BTU/WATT 3.41 BTU/WATT 0 1.08 TEMP DIFF 20 0 3,751 97,744 0 101,495 LATENT LOADS PEOPLE OUTSIDE AIR TOTAL NUMBER CFM 0 0 200 BTU/PERSON 0 GR/LB 0.68 0 0 0 TOTAL COOLING LOAD: TOTAL COOLING LOAD (120%): NUMBER OF TONS: 108,958 130,750 11 CFM: 4400 Emergerncy Generator Room Fresh Air Area Wall Height Room Volume ACH Exhaust Fan Airflow 400 CFM Intake Louver Free Area 0.71 SF Louver Dimensions (Pottorff EFD-435) 18x18 (0.8 SF Free Area) Ductwork 10 Diam Electrical Equipment Load HWD - Pump Station 8 Electrical heat loads Number Subtotal 600 SF 10 Ft 6000 CF 4 400 CFM Device BTU/hr Device total 2 250VFD drives (runnii 10901 21802 2 250HP motors 31370 62740 2 Harmonic Filters (20: 4580 9160 2 load reactors (200A) 572 1144 1 30 KVA transformer 2354 2354 1 25OVFD drives (stand] 601 601 97801 Contingency 20% (Bussing, Circuit Breakers, Logic, Telemetry) (Total 117,361 IBTU/hr 154mech. xlw COMPUTATION HEAT LOSS PROJECT NAME: LOCATION: JOB NUMBER FLOOR AREA: DATE: COMP BY: HWD Pump Station No. 8 SeaTac, WA HWD 1100 SQ FT Feb. 16, 2018 Paul Young INSIDE TEMP: OUTSIDE TEMP: TEMP. DIFF. 60 23 37 SPACE SOURCE AREA U TEMP DIFF HEAT LOSS Pump Station ROOF 1600 0.020 37 1,208 WALL N 403.16 0.048 37 710 WALL E 398.16 0.048 37 702 WALL S 449.6 0.048 37 792 WALL W 263.06 0.048 37 463 DOOR N 26.24 0.6 37 583 DOOR W 120 0.6 37 2,664 WINDOW N 45 0.571428571 37 951 WINDOWS 27 0.571428571 37 571 WINDOW W 18 0.571428571 37 381 Floor 1100 0.031 37 1,262 OUTSIDE AIR 500 1.08 37 19,980 I O I AL B I UH 30,267 140% 154mech.xlw 342!3773] 12.4 kW s !lqi TECHNICAL ENGINEERS PLANNERS E R S SCIENTISTS MEMORANDUM Client: Highline Water District Project: Pump Station No. 8 Project File: HWD 116.038.02.202 Project Manager: Edwin Halim, PE Composed by: Steve Nelson, LEG Reviewed by: Rick Ballard, PE Subject: Pump Station No. 8 Engineering Geology Evaluation Date: September 28, 2017 STEPHEN ERIC NELSON 9/28/17 REVIEVVED FOR CODE COMPLIANCE APPROVED MAY 02 2019 City of Tukwila BUILDING DIVISION 9/28/17 INTRODUCTION RH2 Engineering, Inc., (RH2) was retained by the Highline Water District (District) to complete predesign services for Pump Station No. 8, including site selection. Pump Station No. 8 will be constructed in the far northern reaches of the 560 Zone, allowing the District's largest storage reservoir (Crestview Reservoir) to provide water to customers in this zone if the existing Pump Station No. 6 becomes inoperable. Construction of the new pump station is identified as Capital Improvement Project `BP -1" in the District's Water System Plan and is scheduled to begin construction in 2018. The site selected for Pump Station No. 8 is located at 16032 42nd Avenue South, Tukwila, Washington. This site was purchased on November 15, 2016, by the District. D Vi EWE MAY 0 1 '17? REID MIDDLETON, INC. 9/28/2017 135 PM DI8es's F;ECEIVED CITY OF TUKWILA NUV 06 2018 PERMIT CENTER J:\Data\HWD\116-038\Geo\Tech Memo Re Pump Station No. 8.docx Technical Memorandum RE: Pump Station No. 8 Engineering Geology Evaluation September 28, 2017 Page 2 The pump station facility will consist of: • A 44 -foot by 28 -foot pump station building supported on a continuous foundation with interior concrete slab; • A 37 -foot by 24 -foot pump room completed to a depth of 9 feet; and • A 10 -foot by 20 -foot at -grade concrete slab foundation to support an emergency generator. This technical memorandum summarizes the findings of a limited subsurface investigation to observe, characterize, and document earth and groundwater conditions of the site; identify potential geologic hazards and recommendations to mitigate the geologic risks; and provide recommendations for design and construction of the proposed pump station facility. The pump station facility is in the NW 1/4 NE 1/4, Section 27, Township 23 N, Range 04 E, centered at latitude 47.458679 N, longitude 122.280733 W. The site is located on a south -trending slope west of the Green River valley at approximately 445 feet in elevation above mean sea level. The general layout of the site is shown in Figure 1. The proposed pump station site was formerly occupied by a residence that has been removed; the site is currently undeveloped. FINDINGS REGIONAL GEOLOGY RH2 reviewed geologic maps and descriptions of regional geologic conditions on the Washington State Department of Natural Resources (WADNR) website. RH2 reviewed the driller's logs for borings and wells completed within 1 mile of the site, and recorded at the Washington State Department of Ecology (Ecology) well log website. The surficial geologic unit mapped at the site is glacial outwash consisting of a slightly stratified compact to moderately dense mixture of sand, gravel, and cobbles, with minor silt. The WADNR Interactive Geologic Map, based on the United States Geological Survey National. Earthquake Hazards Reduction Program, assigns a Seismic Site Class C to D, Dense to Very Dense Soil, and a very low risk of liquefaction. SITE INVESTIGATION Before site exploration, RH2 reviewed available geologic maps, soil maps, and exploration boring logs for the local area. On August 10, 2017, District staff used a backhoe to excavate two test pits to depths of 10 and 12 feet below ground surface (bgs). The District subsequently backfilled the test pits with compacted excavated soil using the backhoe bucket. The test pit locations are shown on Figure 1. RH2 inspected soil samples retrieved from the excavation to identify stratigraphy, composition, texture, structure, and cohesion of native girth ateeials e* ountered in the excavation. Appendix A contains the soil test pit logs. �y �► 9/28/2017 3:35 PM J:\Data\HWD\I 16-038\Geo\Tech Memo Re Pump Station No. 8.docx Technical Memorandum RE: Pump Station No. 8 Engineering Geology Evaluation September 28, 2017 Page 3 The test pits encountered a surficial layer (up to 3 feet) of sandy gravelly silt underlain by fine to medium sand with gravel to a depth of at least 12 feet bgs. A review of existing well logs obtained from Ecology for a 1 -mile area surrounding the site indicates that groundwater may exist at a depth of more than 100 feet beneath the surface within deeper unconsolidated sediments. No groundwater seepage was observed in the test pit excavations. A representative sample of the native sand with gravel (recessional glacial outwash) was submitted to HWA Geosciences Inc. of Bothell, Washington for analysis following American Society for Testing and Materials (ASTM) D422, Particle Size Analysis. Results are attached. Using the Soil Grain Size Analysis Method of Drainage Manual Volume III, the estimated initial saturated hydraulic conductivity is 0.12 centimeters per second, or 18 inches per hour. GEOLOGIC HAZARDS The WADNR website was reviewed for geologic hazards at the pump station site. The information that follows summarizes the geologic hazards and relative risk they pose to the pump station. • Risks from landslides, mass wasting, and flooding are negligible. • The risk of earthquakes of magnitude 5 to 6 during the next 50 years is high (80 percent). • Liquefaction risk is mapped as very low; the soil is dry to moist and compact to moderately dense. • The risk of persistent groundwater seepage from surrounding native soil into the excavation during site development is negligible. GEOTECHNICAL PROPERTIES Based on the observed soil composition and density, the compact to moderately dense glacial outwash may support a structure with an appropriately designed foundation that spreads a load that does not exceed a net allowable bearing capacity of 2,000 pounds per square foot (psf). The following earth pressures are estimated for the moderately dense fine to medium sand, assuming a friction angle of 32 degrees and a unit weight of 115 pounds per cubic foot (pcf). • At rest — 54 psf • Active — 35 psf • Passive — 374 psf RECOMMENDATIONS SITE EXCAVATION FOR FOUNDATIONS AND UNDERGROUND UTILITIES • Based on the subgrade depth of the proposed design, the pump station would be founded on moderately dense sand with gravel. Excavations to the subgrade should be reviewed 9/28/2017 3:35 PM ]:\Data\HWD\116-038\Geo\Tech Memo Re Pump Station No. 8.docx Technical Memorandum RE: Pump Station No. 8 Engineering Geology Evaluation September 28, 2017 Page 4 by a Licensed Engineering Geologist (LEG) or Professional Engineer with a geotechnical background (PEG) at the lowest excavated subgrade elevation, prior to any subgrade improvements. SUBGRADE PREPARATION • Areas of subgrade that consist of less than 12 inches of loose fill or native soil, or unsuitable fill or native soil, should be over -excavated and backfilled with crushed rock. • Areas of subgrade that consist of more than 12 inches of loose or unsuitable fill/native soil should be over -excavated and backfilled with at least 2 feet of structural fill topped by 6 inches of crushed rock. • Structural backfill should meet the requirements of gravel borrow (or equivalent) per the Washington State Department of Transportation (WSDOT) 2016 Standard Specifications, Section 9-03.14(1). Structural backfill should be placed at optimal moisture in 6 -inch loose lifts and compacted to a firm and unyielding surface to achieve at least 95 percent of maximum dry density as determined by the modified proctor test ASTM D1557. • The final subgrade should be flat and free of loose earth materials or boulders larger than 4 inches in diameter. The subgrade should be probed to confirm uniform soil density and approved by a LEG or PEG. • Crushed rock should meet the requirements of crushed surfacing base course (CSBC) per the WSDOT 2016 Standard Specifications, Section 9-03.9(3). CSBC should be placed in 6 -inch lifts and compacted to a firm and unyielding surface to achieve at least 95 percent of maximum dry density as determined by ASTM D1557. USE OF EXCAVATED EARTH MATERIALS • Excavated topsoil, which occurs to a depth of approximately 2 feet, is unsuitable for backfill and should be exported off site or used for landscaping. • Excavated deeper native soil below the topsoil may be stockpiled for reuse as structural fill if the soil contains less than 15 percent fines; the moisture content of the excavated soil is within plus or minus 2 percent of optimum; the soil contains no waste debris, organic soil, or woody material; and all rock materials (cobbles, boulders, and rock fragments) larger than 4 inches in diameter are removed. • Stockpiled earth materials should be protected from wetting or drying that would make it unsuitable as fill. • Earth materials excavated for re -use as fill, as well as all imported fill material, should be tested for moisture content just prior to placement. Structural fill should be within plus or minus 2 percent of its optimum moisture content when placed. 9/28/2017 3:35 PM J:\DataW WD\116-038\Geo\Tech Memo Re Pump Station No. 8.docx Technical Memorandum RE: Pump Station No. 8 Engineering Geology Evaluation September 28, 2017 Page 5 SLOPES AND SHORING • The native soil may support temporary slopes at 2H:1 V, as long as they are protected from erosion, runoff, and vibration. • The pump room excavation may require shoring below depths of 4 feet if workers will enter the excavation to construct the pump station, and if adjacent roads and utilities require protection. The pump station will be constructed of cast -in-place concrete, and will become the permanent retaining wall for the cut slope. All permanent faces in native soil should be no steeper than 3H:1V. • All temporary slopes should be reviewed for stability several times a day, or as often as necessary to ensure slope integrity. This shall include reviewing the top of the slope for tension cracks and settlement, as well as erosion. • The native soil is moderately erodible. All temporary slopes should be protected from erosion from direct precipitation, or runoff from adjacent impermeable surfaces. Before and during precipitation events, the surface should be covered by plastic sheeting or other techniques that prevent rain splash erosion and rilling. • All permanent slopes and swales should be protected from erosion by hydroseeding, and planting with landscape fabric, coarse bark placement, quarry spalls, or other materials that prevent rain splash erosion and rilling SEISMIC DESIGN FACTORS • There is a high probability that the site will experience a moderate (M 5) earthquake in the next 50 years. • The native soil should be considered as a Site Class C to D, Dense to Very Dense Soil, per International Building Code (IBC) (2016) Site Class definitions. ON-SITE INFILTRATION CAPACITY • The glacial outwash is very permeable and extends to a depth of at least 12 feet bgs; no barriers exist to impede vertical infiltration and create mounding conditions. Grain size analysis method results indicate an initial saturated hydraulic conductivity value of 0.12centimeters per second, or 17 inches per hour, which suggests a high suitability for on-site infiltration. A long-term infiltration rate of 5 inches per hour is recommended for design of an on-site stormwater infiltration system to accommodate variability in the subsurface and incremental clogging of the infiltration system. 9/28/2017 3:35 PM l:\Data'1 WD\116-038\Geo\Tech Memo Re Pump Station No. 8.docx Technical Memorandum RE: Pump Station No. 8 Engineering Geology Evaluation September 28, 2017 Page 6 ATTACHMENTS Figure 1— Proposed Site Plan Appendix A — Test Pit Logs Appendix B — Particle Size Analysis 9/28/2017 3:35 PM 1:\Data\HWD\I 16-038\Geo\Tech Memo Re Pump Station No. 8.docx FIGURE 1 �D 1 SITE INGRESS AND EGRESS LANDSCAPED AREAS, TYP. FUTURE CONNECTION TO WATER MAIN WITHIN 42ND AVENUE, TYP. BUILDING MINIMUM SETBACK (337911C71002 ) 16026 42ND AVE S ' ' / EXISTING SITE CONTOURS, / 10.0' TYPE I TYP. - LANDSCAPE BUFFER, TYP. SIDE AND REAR YARDS • -'•I/ / / / / 15 SEWER EASEMENT PER 42ND AVE. SOUTH SEWER EXTENSION CONSTRUCTION RECORDS LTh 111..MEM.1.•••111d1= 21.3' J 10.0' \ • (537980-0009 ) KEYSTONE RETAINING WALL, MAX HEIGHT APPROX. 4' 10' SEWER EASEMENT PER 42ND AVE. SOUTH SEWER EXTENSION CONSTRUCTION RECORDS TP- 2 455 tt 20' FRONT SETBACK \ \ . 1603242ND AVE S \! \ CUT 11.9' CU, Nr_v_,..•:-------___ -_______:_______„_,,_ ,_ .7/ r ', ---- ' -----. -7--"---- • "----- ' --'-- • .-..Z-'--T'' .. •••••••,• •••• ... `..." ... / I ./ BUILDING DRIP EDGE r it LA -CY! 5' SIDE SETBACK, TYP. 31.99 10' BACK SETBACK 7. Figure 1 PROPOSED SITE PLAN 10' 4 !I ( 537980-0003 ) 16036 42ND AVE S 1 7.5'SEWER EASEMENT PER 42ND AVE. SOUTH SEWER EXTENSION CONSTRUCTION RECORDS VICINITY MAP 1 S-160THST_ PROJECT PARCEL A kairk CRESTVIEW RESERVOIR z z z a. 1— z 0 h. PUMP STATION NO. 8 PUMP STATION 8 SITE PLAN 9 PS&P•CIVOlALTI-REDUCED ACCESS.DWG a PIM WE: Sep 15, 2017 REVISIONS a SCALE: 6884 1. ,t 0• DRAWING IS FULL SCALE WIEN BAR WARMS 2' DWG NO, #44# SHEET NO, ####Z APPENDIX A J:\Data\HWD\116-038\Geo\HWD PS8 Test Pit Logs.docxPage 1 of 2 Pump Station No. 8 Project West Side of Property Tukwila, WA Location Ill�� 8 Test Pit/Exploration Log HWD PS8 TP1 ENGINEERiol PLANNERS SCIENTISTS Exploration Name Nov Steve Nelson, LEG Inspected By August 10, 2017 Date HWD 116.038 Project # Deere 310SG Backhoe — 2 -foot bucket Highline Water District Backhoe and Operator Depth Description Sketch/Photo 0 to 0.5 feet Gravelly Sandy SILT (ML) Brown, fine to medium sand, subrounded to subangular fine gravel; organic; dry to moist; loose (Topsoil) ? °r ,, , ,, / fi t.,f • '`' fr•• l 'r t art 4 n 46 0.5 to 2.0 feet Gravelly Sandy SILT (ML) Brown, fine to medium sand, subrounded to subangular fine gravel; organic; dry to moist; loose (Fill) 2.0 to 5.0 feet Silty Gravelly SAND (SM) Light Brown, fine to medium sand, some coarse sand, subrounded fine to coarse gravel, some cobbles, trace organic material and roots to 4 feet; moist; moderate dense Fill -weathered glacial till) 5.0 to 12.0 feet SAND with Gravel (SP) Brown to olive, fine sand, few fine subrounded gravel; moist; moderately dense (Glacial Outwash) No groundwater seepage. Sidewalls stable unless disturbed. Exploration backfilled with excavated material. J:\Data\HWD\116-038\Geo\HWD PS8 Test Pit Logs.docxPage 1 of 2 East Side of Property Tukwila, WA Location Deere 310SG Backhoe — 2 -foot bucket Highline Water District Backhoe and Operator Description Sketch/Photo 41 Ct KT y YT i t 5 - } xy 5 Sandy Gravelly SILT (ML), dark brown, fine to coarse sand, subrounded fine to coarse gravel with cobbles and trace boulders; trace concrete fragments and lumber; some organic material; moist; compact (Fill) SAND with Gravel (SP) Brown to olive, fine to medium sand, few fine subrounded gravel; moist; moderately dense (Glacial Outwash) No groundwater seepage. Sidewalls stable unless disturbed. Exploration backfilled with excavated material. Pump Station No. 8 Project HWD 116.038 Project # Test Pit/Exploration Log HWD PS8 TP2 Exploration Name August 10, 2017 Date 1 Steve Nelson, LEG Inspected By Depth cu Lfl m +. 3.5 to 10.0 feet (4.14r faqir'zJu id an.......__. cc' .1., ..1.-' ZZZ J:\Data\HWD\116-038\Geo\HWD PS8 Test Pit Logs.docxPage 2 of 2 APPENDIX B • HWA GEOSCIENCES INC. Geotechnicalc Pavement Engineering •Hydrogcolo y •Gcocnvironmcntal • Inspection and Testing September 28, 2017 HWA Project No. 2012-013 Task 2300 RH2 Engineering, Inc. 22722 29th Drive SE, Suite 210 Bothell, Washington 98021 Attention: Mr. Steve Nelson, L.G., L.H.G. Subject: Soil Laboratory Testing Report Particle Size Analysis HWD — PS8 Client Project No. 116-038 04402 Dear Mr. Nelson; As requested, HWA GeoSciences Inc. (HWA) perfoiiued laboratory testing for the above referenced project. Herein we present the results of our laboratory analyses, which are summarized on the attached figure. The laboratory testing program was performed in general accordance with your instructions and appropriate ASTM Standards as outlined below. SAMPLE INFORMATION: The subject sample was delivered to our laboratory on September 21, 2017 by RH2 personnel. The sample was delivered in a re -sealable plastic bag and was designated with project name and depth of sampling. The soil was classified for engineering purposes based on manual -visual methods, the soil descriptions for the samples are shown on Figure 1. MOISTURE CONTENT OF SOIL: The moisture content of the soil sample (percent by dry mass) was determined in general accordance with ASTM D 2216. The results are shown on the attached Figure 1. PARTICLE SIZE ANALYSIS OF SOILS: The sample was tested to determine the particle size distribution in general accordance with ASTM D422, by wet sieve analysis only. The results are summarized on the attached Particle Size Analysis of Soils report, Figure 1, which also provides information regarding the classification of the sample and their moisture content at the time of testing. 21312 306 Drive SE Suite 110 Bothell, WA 98021-7010 Tel: 425.774.0106 Fax: 426.774.2714 www.hwageo.com September 28, 2017 HWA Project No. 2012-013 Task 2300 0.0 CLOSURE: Experience has shown that test values on soil and other natural materials vary with each representative sample. As such, HWA has no knowledge as to the extent and quantity of material the tested samples may represent. HWA also makes no warranty as to how representative either the samples tested or the test results obtained are to actual field conditions. It is a well-established fact that sampling methods present varying degrees of disturbance that affect sample representativeness. No copy should be made of this report except in its entirety. We appreciate the opportunity to provide laboratory testing services on this project. Should you have any questions or comments, or if we may be of further service, please call. Sincerely, HWA GEOSCIENCES INC. Stephen Wright Materials Testing Lab Manager Attachments: Figure 1 Particle Size Analysis of Soils Steven E. Greene, L.G., L.E.G. Principal Engineering Geologist Vice President T2300 Letter Report 2 HWA GeoSciences Inc. PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft. SAND % MC SILT CLAY Coarse Fine Coarse Medium Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1-1/2" i 5/8" 3/8" #4 #10 #20 #40 #60 #100 100 90 80 70 60 50 40 30 20 10 0 1 #200 50 10 5 1 0.5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft. CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel % Sand % Fines /n • TP -2 (SP -SM) Olive -brown, poorly graded SAND with silt and gravel 1 19.5 75.1 5.4 Yllii� HWAGEoSCiENCEs INC Laboratory Testing for RH2 HWD-PS8 PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2012-013 T2300 FIGURE: HWAGRSZ 2012-013 T2300.GPJ 09/28/17 1/3/2022 City of Tukwila Department of Community Development EMILY COBA 22722 29TH DRIVE SE SUITE 210 BOTHELL, WA 98021 RE: Permit No. D18-0355 HIGHLINE WATER DISTRICT 16032 42ND AVENUE S Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/27/2022. Based on the above, you are hereby advised to: 1) If your project is ready for an inspection login to the City of Tukwila's Online Portal https://tukw- egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/27/2022, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Amy Wardian Permit Technician File No: D18-0355 631n,CnuthrontorRn-ulovnrd. uifp 11)1) • Tukwila Wnchinotnn 9R1RR • Phnno 2n6-431_3671) • Pay 2n6-431_36,6,5 O 0 Paul Beskow From: Sent: To: Cc: Subject: Attachments: Ryan Feskens Wednesday, July 7, 2021 2:09 PM Marc Thompson (marc@mcclureandsons.com); F'auI Beskow 'John Ogorsolka' FW: Highline Water District Pump Station 8 - Private Fire Service Main Design/Installation PS8-Conformed_For_Construction-20210606_16_FP.pdf; detail-21 _doubledetectorcheckvalveassemblyandvault.pdf; Submittal No. 0108R Fire Supply Line -PS 8.pdf FYI — See response below from Al regarding the preliminary submittal of the attached documents. Note, I believe that all valves need to be listed. Ryan Feskens, PE I RH2 Engineering, Inc. 0: 425.951.5396 1 C: 425.518.4431 ( www.rh2.com From: Al Metzler <AI.Metzler@TukwilaWA.gov> Sent: Wednesday, July 7, 2021 2:03 PM To: Ryan Feskens <rfeskens@rh2.com> RH2Subject: RE: Highline Water District Pump Station 8 - Private Fire Service Main Design/Installation Hi Ryan — The preliminary drawing looks good. Please submit through the online portal. Please show the fire hydrant location and keep in mind that all the shutoff valves will need to be electrically supervised. Thanks, Al Metzler CFPE, CFI, CBPE, CBI, CMI Fire Project Coordinator/Senior Inspector Tukwila Fire Marshal's Office 6300 Southcenter 81 Suite 209 Tukwila, WA 98188 206.971.8718 (Desk) 206.575.4407 (Office) 206.575.4439 (FAX) ALmetzler@tukwilawa.gov REVISION N0. 1 1 RECEIVED CITY OF TUKWILA JUL 1 3 2021 PERMIT CENTER D18,.o355° r• 1 • If ' TUKWILA - The city of opportunity, the community of choice. NOTICE: All emails, and attachments, sent to and from the Tukwila Fire Marshal's Office are public records and may be subject to disclosure pursuant to the Public Records Act (RCW 42.56). From: Ryan Feskens <rfeskens@rh2.com> Sent: Tuesday, July 6, 2021 2:31 PM To: Al Metzler <AI.Metzler@TukwilaWA.gov> Cc: Paul Beskow <pbeskow@rh2.com>; Marc Thompson (marc@mcclureandsons.com) <marc@mcclureandsons.com> Subject: Highline Water District Pump Station 8 - Private Fire Service Main Design/Installation Al, Thanks for taking the time to discuss the aforementioned project on your day off. Attached, please find the proposed site plan schematic/design, Highline Water District's standard detail for DDCVA (and Vault) and the submittal materials for the major fire service line components (less the FDC assembly as detailed in the site plan). If you could please perform a cursory review and provide general concurrences regarding approach, then we will get this officially submitted to Public Works. Let me know if you have any questions or concerns so that we can get them quickly addressed. Thanks in advance for expediting this element of the project. Ryan Feskens PE Project Manager 1 RH2 Engineering, Inc. 22722 29th Drive SE, STE 210 Bothell, WA 98021 0: 425.951.5396 C: 425.518.4431 rfeskens@rh2.com www.rh2.com CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 2 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 1, 2020 Emily Coba 22722 29th Dr SE — Suite 210 Bothell, WA 98021 RE: Request for Extension #1 Permit Number D18-0355 Dear Ms. Coba, This letter is in response to your written request for an extension to Permit D18-0355. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through October 18, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, r?_\j( Bill Rambo Permit Technician File: Permit No. D18-0355 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov RH2 WASHINGTON LOCATIONS Bellingham Bothell (Corporate) East Wenatchee Issaquah Richland Tacoma OREGON LOCATIONS Medford Portland March 12, 2020 Mr. Bill Rambo Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Sent via: Email Subject: Highline Water District Pump Station 8 Permit No. D18-0355 — Time Extension Dear Mr. Rambo: RH2 ENGINEERING BOTHELL 22722 29th Drive SE, Suite 210 Bothell, WA 98021 1.800.720.8052 / rh2.com RECEIVED CITY OF TUKWILA MAR 1 2 2020 PERMIT CENTER RH2 Engineering, Inc., would like to request a time extension for the final building inspection of Highline Water District's Pump Station 8 project (D18-0355). At this time, construction work has not started. The bid for the project will be opened by March 24, 2020. As such, please grant a time extension of sixteen (16) months to allow the project to be constructed. Please contact me at ecoba@rh2.com oar (425) 951-5349 with any questions or concerns. / Sincerely, Emily Coba Environmental Staff Engineer EH/EC/sp Request for Permit Extension # � Current Expiration Date: H-1 S - x) -o Extension Request: E Approved for / days Denied (provide explanation) cc: Mr. Jeremy Delmar, Highline Water District I/ Signature/Initials 03/12/20 9:05 AM \\CORP.RH2.COM\DES\PROJECTS \DATA\HWD\116-038\PERMITS\TUKWILA\8P\LTR TO 8 RAMBO.RE PERMIT NO. 018-0355 EXTENSION.DOCX 3/5/2020 City of Tukwila Department of Community Development EMILY COBA 22722 29TH DRIVE SE SUITE 210 BOTHELL, WA 98021 RE: Permit No. D18-0355 HIGHLINE WATER DISTRICT 16032 42ND AVENUE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/18/2020. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/18/2020, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0355 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Alek Bill Rambo From: Jeremy Delmar <jdelmar@highlinewater.org> Sent: Tuesday, October 8, 2019 12:17 PM To: Bill Rambo Cc: Edwin Halim; Jaimie Reavis Subject: D 18-0355 Permit Set Attachments: 20191007121 554266.pdf Bill, We are in receipt of this letter regarding our Pump Station 8 Project. Our staff stopped by this morning and paid the fee and pick up the permit; unfortunately, we were told we cannot have the permit unless we provide the contractor name, insurance, business license and contact information. We are a public agency, like the City, and must bid the job and award to the lowest responsible bidder. We cannot bid the job unless we have the permits. Now we have been told our permits will expire if we don't pick it up by 11/6/19. We do not plan to advertise and award the job until January. So we are now in a catch 22. This is not an uncommon scenario as we have run into this same issue in other cities we serve. We request the City deviate from their procedures and issue the permit to the District without the contractor information at this time. We will require prior to construction the contractor fill out the required information prior to start. Our construction documents include the contractor obtaining the license and providing information to the City as requested. This is the process we have used at SeaTac and Des Moines when similar situations arise. I believe this can be easily resolved and we will ensure the required information be timely provided once received. Please contact me with any questions or comments. • Jeremy S. DelMar, PE Engineering and Operations Manager 1 Highline Water District Main # 206.824.0375 1 Direct # 206.592.8904 1 Email jdelmar@highlinewater.org www.highlinewater.org Our mission is to provide high quality water and excellent customer service while effectivelly managing District infrastructure for a reliable water system today and for future generations. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Request for Extension # ? Current Expiration Date: 4 Extension Request: Approved for ISO days :! Denied (provide explanaOon) Signature %initials 10/1/2019 City of Tukwila Department of Community Development EMILY COBA 22722 29TH DRIVE SE SUITE 210 BOTHELL, WA 98021 RE: Permit Application No. D18-0355 HIGHLINE WATER DISTRICT 16032 42ND AVENUE S Dear EMILY COBA, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 11/6/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 11/6/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Bill Rambo Permit Technician File No: DI8-0355 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 RH2 WASHINGTON LOCATIONS Bellingham Bothell (Corporate) East Wenatchee Issaquah Richland Tacoma OREGON LOCATIONS Medford Portland 6/4/2019 Mr. Bill Rambo Permit Technician City of Tukwila 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 Sent via: Hand delivery Subject: Response to Correction Letter #1 Development Permit Application Number D18-0355 Highline Water District — Pump Station 8 -• 16032 42"d Avenue S RH2 ENGINEERING BOTHELL 22722 29th Drive SE, Suite 210 Bothell, WA 98021 1.800.720.8052 / rh2.com D CITY OF TUKWILA JUN 03 2019 PERMIT CENTER Dear Mr. Rambo: On behalf of the Highline Water District (District), RH2 Engineering, inc., (RH2) is submitting these responses to comments received from the City of Tukwila (City) Planning and Public Works departments. The documents were originally submitted to the City on November 5, 2018, for review and comment. The review comments from the City's letter dated May 16, 2019, are addressed below, with numbers corresponding to the numbering of City comments in the May 16th letter. In order to ease and expedite the review process, enclosed are two (2) sets of revised landscaping plans. The originally submitted landscaping plans can be replaced using these sets. Planning Department 1. Detail revised for full removal of burlap during plantings. However, this is not industry standard and reduces the survivability of the tree after planting. See revised sheet L01 attached. 2. Spacing for ground cover has been revised to 24" oc. See revised sheet L01 attached. 3. Tree sizes have been revised to 2 -inch caliper. See revised sheet L01 attached. 4. Shrub sizes have been revised to 18 -inch height. See revised sheet L01 attached. CORRECTION 5. A perimeter tree chart has been added to the revised sheet L01 to f demonstrate how we satisfied the spacing requirements.. Trees areLTR# strategically planted to eliminate placement on top of utilities. Trees specified are also tall and narrow to eliminate growth and leaf drop on neighboring properties. 06/03/199:10 AM 1:\DATA\HWD\116- \ PERMITS \TUKWILA\6 LANNING AND PW COMMENTS LTR TO TUI( REP PLANNING PW COMMENT RESPONSE.DOCX RH2 MR. BILL RAMBO 6/4/19 Page 2 6. European Hornbeam was added to replace several Bowhall Maples, thereby increasing species diversity and ensuring that no tree species exceeds 40 percent. See revised sheet L01 attached. 7. Evergreen shrubs were added to screen heat pump and utilities. Shrubs provide better long-term pedestrian level screening than conifers as the conifers defoliate on the ground level and will be limbed up after they overgrow the space. 8. Additional screening was added around the utility vault in the front yard setback area. The landscape architect decided against planting conifers around the vault because there is not amble space and the large trees would damage the underground utility lines over time. Shrubs provide better long-term pedestrian level screening than conifers as the conifers defoliate on the ground level and will be limbed up after they overgrow the space. Public Works Department 1. A completed Public Works permit fee estimate sheet and Engineer's Estimate is included. 2. Storm drainage as -built plan and storm drainage maintenance plan will be provided prior to Public Works Final Inspection as requested. 3. Thank you for providing the BMPs. 4. Noted. 5. A Spill Response Plan and a Spill Kit will not be required for this project. 6. No adjacent properties will be impacted by the project. Therefore, no easements will be required. 7. A 10 -foot -wide sanitary sewer easement exists on the eastern -most portion of the site. See included As -Built Plans. 8. Noted 9. Noted 10. The sanitary sewer easement has been recorded at King County. We will confirm with Valley View that the retaining wall geogrid is allowed above the existing sanitary sewer. 11. Noted 12. Noted 13. Noted 14. Noted 15. Noted 16. Noted 17. Noted 18. Noted 19. Noted 06/03/19 9:10 AM is\DATA \H W D\116-038\PERMITS\TUKWILA\BP\PLANNING AND PW COMMENTS\LTR TO TUK RE BP PLANNING PW COMMENT RESPONSE.DOCX RH2 MR. BILL RAMBO 6/4/19 Page 3 If you have any questions regarding the revisions or responses, please call me at (425) 951-5349 or via email at ecoba@rh2.com. Thank you for the opportunity to respond. Sincerely, Emily Coba Environmental Staff Engineer EH/BS/EC Enclosures or Attachments: 2 sets of Revised Landscaping Plan Sheets (L01 -L02) Public Works Permit Fee Estimate Sheet Engineer's Estimate Valley View Sewer District As -Built Plans Correction Letter #1 for Development Permit D18-0355 09/03/199:03 AM 1:\DATA \HWD\116038\PERMITS \TUKWILA\8P\PLANNING AND PW COMMENTS\LTR TO TUK RE 8P PLANNING PW COMMENT RESPONSE.DOCX Highline Water District Pump Station No. 8 Prepared by RH2 Engineering, Inc. Engineer's Estimate for Probable Construction Cost 4:15 PM 5/31/2019 BOOSTER PUMP STATION Bid Item No. Bid Item Description Unit Quantity Unit Cost Total Price 1A Mobilization and Demobilization (7%) LS 1 $ 152,000 $ 152,000 2A Trench Safety and Shoring LS 1 $ 30,000 $ 30,000 3A Temporary Sedimentation and Erosion Control LS 1 $ 13,000 $ 13,000 4A Site Work LS 1 $ 182,000 $ 182,000 SA Site Utilities LS 1 $ 90,000 $ 90,000 6A Landscaping LS 1 $ 55,000 $ 55,000 7A Unscheduled Excavation CY 500 $ 20 $ 10,000 8A Unscheduled Backfill TN 1000 $ 25 $ 25,000 9A Below Grade Pump Station LS 1 $ 106,000 $ 106,000 10A Above Grade Structural LS 1 $ 317,000 $ 317,000 11A Booster Pumps and Motors L5 1 $ 255,000 $ 255,000 12A Mechanical - Major L5 1 $ 117,000 $ 117,000 13A Mechanical - Minor LS 1 $ 6,000 $ 6,000 14A Mechanical - HVAC LS 1 $ 112,000 $ 112,000 15A Building Electrical LS 1 $ 494,000 $ 494,000 16A Telemetry and Automatic Control L5 1 $ 348,000 $ 348,000 17A Construction Records and O&M Manuals L5 1 $ 10,000 $ 10,000 18A Startup and Training LS 1 $ 10,000 $ 10,000 19A Minor Change L5 1 $ 25,000 $ 25,000 Subtotal Probable Construction Cost $ 2,357,000 Sales Tax - 10% $236,000 Total Probable Construction Cost $2,593,000 CORRECTION LTR#,A RECEIVED CITY OF TUKWILA JUN 03 2019 PERMIT CENTER tij�O355 Z:\Bothef\Data\HWD\116-038\Design\Cast Estlmate\HWD P58 Construction Cost Estimate_100.xlsx City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director May 20, 2019 Emily Coba RH2 Engineering 22722 29th Dr SE — Suite 210 Bothell, WA 98021 RE: Request for Application Extension #1 Permit Number D18-0355 Dear Ms. Coba, This letter is in response to your written request for an extension to application number D18-0355. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through November 6, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D18-0355 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov May 16, 2019 City of Tukwila Department of Community Development EMILY COBA 22722 29TH DRIVE SE SUITE 210 BOTHELL, WA 98021 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0355 HIGHLINE WATER DISTRICT - 16032 42ND AVENUE S Dear EMILY COBA, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. Revise details for all planting types on Sheet LO1 (20 of 60) to indicate complete removal of burlap and ties. The current language says to remove the burlap from the top of the root ball, or top 1/3 of the root ball. The burlap and any other material needs to be completely removed prior to the plants being installed. 2. Groundcover: the two primary types of groundcover (Pachysandra terminalis and Rubus calcinoides) have a specified spacing of 36" oc on sheet LO I. Section 18.52.020.3 requires sufficient groundcovers to cover 100% of the of the yard area within 3 years. To achieve this coverage, plan sheet LO 1 should be revised to have a spacing of 18" oc or 24" oc at maximum. 3. BowHall Maple - These trees shall have a least a 2 -inch caliper at time of planting, as measured 4.5 feet from the ground. Please revise sheet LO 1 to change the specified size from 1.5 -inch caliper to 24nches to meet this requirement. 4. Shrubs: minimum size/ per 18.52.060.4, is 18 -inches in height and full and bushy at time of planting. Several of the shrub species proposed are 12 -inches in height. Revise the specified sizes on sheet LO 1 for shrubs to meet this requirement. 5. Additional trees are required to be added to the north, south, and east sides to meet spacing requirements, based on the stature of the trees proposed. The proposed BowHall Maples (Acer rubrum "Bowhall") are considered medium stature trees according to Tukwila's Approved Tree List (see attachment) and require a spacing of between 20-30 feet on center from other newly planted trees. The proposed spacing in these landscape perimeter areas is greater than 30 feet. 6. The number of BowHall Maples (Acer rubrum "Bowhall") exceeds the 40% limitation of 18.52.060.A.5.a. With the additional trees required around the perimeter, there are likely to be more than 24 required trees. In this case, no more than 20 percent of the required number of trees may be of one species. Please revise the plans to meet the requirements for spacing and diversity of species. 7. The landscaping proposed along the south perimeter shall act to screen the ground -level mechanical equipment proposed, per the Screening and Visibility requirements of TMC 18.52.040. Evergreen plant materials shall be added to this area to help screen the heat pumps and other equipment located along this building elevation. This area would be a good one to substitute Evergreen trees for the Bowhall Maples proposed. 8. Additional landscaping should be added around the PSE transformer proposed to be located in the front yard setback area. Please refer to the screening requirements of TMC 18.52.040.A., which call for use of evergreen shrubs and trees for screening of utility cabinets and mechanical equipment. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 >' 1 PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Public Works permit fee estimate sheet. (FOR PUBLIC WORKS ONLY ACTIVITIES INCLUDING: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, RAIN GARDEN, DISPERSION, INFILTRATION, SWALES, AND RETAINING WALL DRAINAGE. (see PW Bulletin A2 enclosed) 2. NOTE: Prior to Public Works Final for this Building permit, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 3. See Required BMPs for All Commercial Properties (Activity Sheet A-1) and Fueling Operations (Activity Sheet A-17) enclosed for your information. Contact Greg Villanueva, NPDES Coordinator, Public Works Department (206) 431-2442 greg.villanueva@tukwilawa.gov if you have specific questions regarding these BMPs. 4. NOTE: Fire Department conditions for this permit include — (1) The fuel tank for the generator requires a separate tank permit from the Tukwila Fire Marshal's Office. (2) Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. (3) The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 5. Verify if there will be a Spill Response Plan and a Spill Kit on site for this project. 6. Provide `draft(s) of Temporary and/or Permanent Easements, if impacting any adjacent properties. 7. Provide a copy of existing Sanitary Sewer Easement within Eastern most portion of site. 8. Sheet COV (Cover) — No comments. 9. Sheet GO 1 (General Notes & Info.) — No comments. 10. Sheet CO1 (Existing Site Plan) — (1) Verify if the 10 foot wide sanitary sewer along Eastern most portion of site has been recorded at King County. (2) Confirm with Valley View Sewer District that placing Retaining Wall geogrid above their existing sanitary sewer is allowed. 11. Sheet CO2 (Demolition & TESC Plan) — No comments. 12. Sheet CO3 (Construction & TESC Details) — No comments. 13. Sheet C04 (Proposed Site Plan) — No comments. 14. Sheet C05 (Proposed Utility Plan) — No comments. 15. Sheet C06 (Site Cross Sections) — No comments. 16. Sheet C07 (Site & Utility Details) — No comments. 17. Sheet C08 (Retaining Wall Plan and Profiles) — NOTE: Retaining walls higher than 4 feet requires a separate Building permit. 18. Sheet C09 (Retaining Wall Details) — No comments. 19. Sheet LO1 (Landscaping Plan and Details) — No comments. Public Works contacts for utility information: Ryan Larson, P.E. (Senior Program Manager — Surface Water) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Public Works contact for Ie -•MES information. Greg Villanueva (NPDES Coordinator) 6300 Southcenter Boulevard Tukwila, WA 98188-2544 206-431-2442 Office / 206-571-6321 Cell greg.villanueva@tukwilawa.gov Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D18-0355 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 RH2 WASHINGTON LOCATIONS - Bellingham Bothell (Corporate) East Wenatchee Issaquah Richland Tacoma OREGON LOCATIONS Medford Portland 5/15/2019 Mr. Jerry Hight Building Official City of Tukwila 6300 Southcenter Blvd Suite #100 Tukwila, WA 98188 Sent via: Email a RH2 ENGINEERING BOTHELL 22722 29th Drive SE, Suite 210 Bothell, WA 98021 1.800.720.8052 / rh2.com RECEIVED CITY OF TUKWILA MAY 15 2019 PERMIT CENTER Subject: Permit Application No. D18-0355 — Time Extension Dear Mr. Hight: RH2 Engineering, Inc., would like to request a time extension for the Building Permit review of Highline Water District's Pump Station 8 project (D18-0355). The Structural elements of the project required multiple resubmittals to address all the comments received from Reid Middleton, Inc. Some of the comments received during Building Permit review were above and beyond what is typical for development of this size and type; as such, the level of time and effort to address the comments was substantial. As of May 1, 2019, RH2 has successfully responded to all comments from Reid Middleton. Please grant a time extension of 90 days to allow additional reviews by City departments and time for RH2 to respond to any additional comments. Sincerely, Emily Coba Environmental Staff Engineer rlb/eh/ec 05/15/19 9:16 AM EXTENSION.DOCX Request for Extension # J Current E. iiration Date: 5- Ca —1 ( o c 1 t0 r Extension '.equest: (/ �)d dl S //t 6C `-"- .i . ApproA, -d for i // days been /tr\ Li Deniec' 'provide e:phnation) {��f�D 4/ r/ Signature/initials 1:\DATA\H WD\116-038\PERMITS\TUKWILA\BP\LTR TO 1 HIGHT RE APPLICATION NO. 018-0355 Reid iddleton 114 May 1, 2019 File No. 262018.005/01104 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Highline Water Pump Station (D18-0355) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan. review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated April 19, 2019. Special Inspections, Submittals, and Tests Special inspections and tests should be performed by qualified special inspectors. Requirements for structural special inspections and structural tests have been provided on Sheet S06. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Geotechnical special inspections: Special inspections and test by the geotechnical engineer should be provided as recommended in the geotechnical report by RH2 Engineering, Inc., dated September 28, 2017. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development May 1, 2019 File No. 262019.005/01104 Page 2 a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Enclosed are the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Suzanne Bauer, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer Enclosures cc: Galen Page, Page & Beard Architects PS (by e-mail) Emily Coba, RH2 Engineering Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\26Se\Plan Review\Tukwila\18\TK18 011R04-SRB.docx\srb Reid iddleton RH2 ENGINEERING 40 YEARS SINCE 1978 RH2 ENGINEERING, INC. www.rh2.com mailbox@rh2.com 1.800.720.8052 WASHINGTON LOCATIONS BOTHELL MAIN OFFICE 22722 29'h Drive SE, Suite 210 Bothell, WA 98021 BELLINGHAM EAST WENATCHEE ISSAQUAH RICHLAND TACOMA OREGON LOCATIONS PORTLAND MAIN OFFICE 6500 SW Macadam Ave. Suite 125 Portland, OR 97239 MEDFORD April 22, 2019 Ms. Suzanne Bauer, PE Reid Middleton 728 134th Street SW, Suite 200 Everett, WA 98204 Sent via: Email and FedEx 0 Subject: Building Permit Plan Review — Second Submittal Highline Water Pump Station (D18-0355) — Response to Comments Dear Ms. Bauer: On behalf of the Highline Water District (District), RH2 Engineering, Inc., (RH2) is submitting the updated Building Permit design plans and structural calculations. The additional review comments from Reid Middleton's letter dated February 28, 2019, are addressed below. Reid Middleton's comments are provided below in bold text, with RH2 responses in red text. Comments from the original response letter that have been addressed are not duplicated below. Geotechnical 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. Structural General 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. Loads: 6. No additional comments. 04/22/19 3:59 PM Z:\BOTHELL\DATA\HWD\116-038\PERMITS\TUKWILA\BP\3RD REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - THIRD SUBMITTAL RESPONSES TO COMMENTS 201904XX.DOCX o RH2 ENGINEERING 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. 11. No additional comments. 12. No additional comments. 13. No additional comments. 14. No additional comments. 15. No additional comments. Foundation 16. The following comment has not been fully addressed. Ms. Suzanne Bauer, PE April 22, 2019 Page 2 Sheet S05 does not appear to include transverse reinforcement for the below -grade concrete column supporting the awning posts. The concrete columns should be designed and detailed per ACI 318-14 Sections 18.14.2 and 18.14.3. See IBC Sections 1604.1 and 1906.1. RH2 Response: The below grade columns are intended to be plain concrete pedestals as allowed in ACI 318 Ch 14. Since the columns are restrained by soil all around and the slabs above and below, they meet the requirements of ACI 14.1.3 and 14.1.4. The (6) #5 bars for crack control and temperature and shrinkage stresses are used to account for the joint requirements of 14.3.4. The compressive capacity of each pedestal is 415,000 lbs per 14.5.2.1. The maximum load to the pedestal per pg 2 of the structural calculations is 2,200 lbs. I have revised the callout from "column" to "pedestal". Pedestal load capacity has been added to the calculations. The original comment was as follows: The structural calculations do not appear to include documentation for the design of concrete structures. See IBC Sections 1603.1, 1604.1, 1604.2, 1604.4, 1807.1, 1808.1, and 1906.1. Documentation substantiating the design of concrete structures should be submitted for review. The documentation should include, but not be limited to: a. Structural calculations and drawings for below -grade concrete walls and foundations. b. Structural calculations and drawings for the design of exterior and interior load bearing wall foundations. c. Structural calculations and drawings for the design of interior and exterior column footings. d. Structural calculations and drawings for the design of foundation for several pieces of equipment in Pump Room, Electrical and Control Room, and Engine Generator Room. e. Structural calculations and drawings for the design of fuel tank foundation as shown on Sheet S02. f. Structural calculations and drawings for the design of Meter Vault. 4/22/2019 3:56 PM Z:\BOTHELL\DATA\HWD\116-038\PERMITS\TUKWILA\BP\3RD REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - THIRD SUBMITTAL RESPONSES TO COMMENTS 201904XX.DOCX Q RH2 ENGINEERING Ms. Suzanne Bauer, PE April 22, 2019 Page 3 17. No additional comments. Vertical 18. No additional comments. 19. No additional comments. 20. No additional comments. 21. No additional comments. 22. The following comment has not been fully addressed. On Sheet SO4, the concrete column to elevated concrete slab appears to be connected with one #4 vertical bar that extends 4 inches into the concrete slab at each column location. The non - lateral -force resisting elements that are participating in a lateral force resisting system (LFRS) are required to be detailed for deformation compatibility. Structural calculations substantiating the deformation compatibility of the concrete slab and column joints should be provided for review. See IBC Sections 107.1 and 1613.1 and ACI 318-14 Section 18.14.1 thru 18.14.3. RH2 Response: The intent of the design is to maintain a pinned connection between the column and the slab and avoid the transfer of moment into the column. These columns are not a part of a moment frame. Since the slab on grade is rigid the lateral loads are distributed to the foundation without the help of the columns and are therefore not participating in the lateral force resisting system. No changes made. The original comment was as follows: Continuing the comment immediately above, Sheet SO4 shows reinforcement layouts on concrete columns. The layout is unclear about how concrete columns are connected to the elevated concrete slab above or the concrete footing below. The column reinforcement details should be clarified. See IBC Section 1905.1 and ACI 318-14 Chapters 14.6 and 15.1. 23. The following comment has not been fully addressed. The location of roof openings does not appear to have been adjusted to avoid conflict with blocking and trusses. Roof framing members and openings should be coordinated. Also, calculations substantiating the design of the roof diaphragm with openings should be submitted for review. RH2 Response: The roof vents are modeled in 3 dimensional CAD and are not in conflict with the framing. The roof vents are 12" wide and reduce the depth of the diaphragm by approximately 7% at each location. The vents located closest to the ends of the roof (east/west ends) land in the region with the highest shear. At those critical locations the shear demand is approximately 4% below 4/22/2019 3:56 PM Z:\BOTHELL\DATA\HWD\116-038\PERMITS\TUKWILA\BP\3RD REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - THIRD SUBMITTAL RESPONSES TO COMMENTS 201904XX.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE April 22, 2019 Page 4 allowable. The safety factor increases for the rest of the vents. No changes made to the plans. Capacity check added to the calculations. The original comment was as follows: Sheet S03 shows several openings in the roof that cut through wood blocking and trusses. Roof framing members and openings should be coordinated. Calculations substantiating design of the roof diaphragm with openings should be provided for review. See IBC Sections 1613.1. 24. No additional comments. 25. No additional comments. 26. No additional comments. 27. No additional comments. 28. No additional comments. 29. No additional comments. 30. No additional comments. 31. No additional comments. 32. No additional comments. 33. No additional comments. 34. No additional comments. Lateral 35. The following comment has not been fully addressed. Page 15 of the revised structural calculations appears to indicate two 6x6 posts required at each corner of the east wall. The structural drawing on Sheet SO2 appears to include one 6x6 at each corner. The structural drawings and calculations should be coordinated and drawings should be revised to include the post requirement per the structural calculations. RH2 Response: The callout for the hold downs on Dwg No. SO2 calls for 6x6 posts to indicate that each hold down is on its own post. The posts are shown as blue blocks on the plan view. No changes made. The original comment was as follows: Page 11 of the structural calculations appears to show the wall lengths provided for the wood shear walls. These lengths appear to be inconsistent with the wall lengths shown in the structural drawings. The structural calculations and drawings should be coordinated. See IBC Section 1613.1. 36. No additional comments. 37. No additional comments. 38. No additional comments. 39. No additional comments. 4/22/2019 3:56 PM Z:\BOTHELL\DATA\HWD1116-038\PERMITS\TUKWILA\BP\3RD REVIEW COMMENTS LTR TO TUK RE HWD BLDG PLAN REVIEW - THIRD SUBMITTAL RESPONSES TO COMMENTS 201904XX.DOCX • RH2 ENGINEERING Ms. Suzanne Bauer, PE April 22, 2019 Page 5 40. The structural drawings are marked "PRELIMINARY" and do not appear to include the stamp and signature of the designer of record. The structural calculations and drawings should be stamped and sealed by a registered professional engineer. See IBC 107.1 and WAC 196-23-020. RH2 Response: Structural plans have been provided with this response with digital stamps and signatures as well as wet stamps. If this submittal of information meets your needs for project approval, RH2 requests, on behalf of the District, that the plans be approved. If you have any questions, please feel free to contact me at (425) 951-5352 or at JConner@RH2.com. Sincerely, 11112 ENGINEERING, INC. Jon Conner, PE, SE Structural Engineer RLB/EH//JC/sp/js Enclosures: cc: Three full-sized sets of updated structural drawings Three copies of supplemental structural calculations Mr. Jeremy Delmar, Engineering Manager, Highline Water District (by e-mail) Mr. Jerry Hight, Building Official, City of Tukwila (by e-mail) Mr. Bill Rambo, City of Tukwila (by e-mail) Ms. Rachelle Ripley, City of Tukwila (by e-mail) Mr. Al Johannessen, City of Tukwila (by e-mail) 4/22/2019 3:56 PM Z:\BOTHELL\DATA\HWD\116-038\PERMITS\TUKWILA\BP\3RD REVIEW COMMENTS\LTR TO TUI< RE HWD BLDG PLAN REVIEW - THIRD SUBMITTAL RESPONSES TO COMMENTS 201904XX.DOCX 4/1/2019 City of Tukwila Department of Community Development EMILY COBA 22722 29TH DRIVE SE SUITE 210 BOTHELL, WA 98021 RE: Permit Application No. D18-0355 HIGHLINE WATER DISTRICT 16032 42ND AVENUE S Dear EMILY COBA, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 11/6/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire o0 5/6/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Kandace Nichols Permit Technician File No: D18-0355 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton March 22, 2019 File No. 262018.005/01103 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Highline Water Pump Station (D18-0355) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED 5,` r� s 28 Z� .3 REQQAP DE_VL E 01W1 -NT COMMUNITY Of VE 1 01'MI NT We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. Several of the previous review comments (letter dated February 28, 2019) have not been addressed completely in the recent submittal. The design team should address the comments below, which supersede the previous review comments and outline the remaining issues. The numbering system from our previous letter has been retained for your reference. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One sets of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 22, 2019 File No. 262018.005/001103 Page 2 Structural General 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. Loads: 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. 11. No additional comments. 12. No additional comments. 13. No additional comments. 14. No additional comments. 15. No additional comments. Foundation 16. The following comment has not been fully addressed. Sheet S05 does not appear to include transverse reinforcement for the below -grade concrete column supporting the awning posts. The concrete columns should be designed and detailed per ACI 318-14 Sections 18.14.2 and 18.14.3. See IBC Sections 1604.1 and 1906.1. The original comment was as follows: The structural calculations do not appear to include documentation for the design of concrete structures. See IBC Sections 1603.1, 1604.1, 1604.2, 1604.4, 1807.1, 1808.1, and 1906.1. Documentation substantiating the design of concrete structures should be submitted for review. The documentation should include, but not be limited to: a. Structural calculations and drawings for below -grade concrete walls and foundations. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 22, 2019 File No. 262018.005/001103 Page 3 b. Structural calculations and drawings bearing wall foundations. c. Structural calculations and drawings column footings. d. Structural calculations and drawings pieces of equipment in Pump Room, Generator Room. e. Structural calculations and drawings shown on Sheet S02. f. Structural calculations and drawings 17. No additional comments. Vertical 18. No additional comments. 19. No additional comments. 20. No additional comments. 21. No additional comments. for the design for the design for the design Electrical and for the design for the design 22. The following comment has not been fully addressed. of exterior and interior load of interior and exterior of foundation for several Control Room, and Engine of fuel tank foundation as of Meter Vault. On Sheet SO4, the concrete column to elevated concrete slab appears to be connected with one #4 vertical bar that extends 4 inches into the concrete slab at each column location. The non -lateral -force resisting elements that are participating in a lateral force resisting system (LFRS) are required to be detailed for deformation compatibility. Structural calculations substantiating the deformation compatibility of the concrete slab and column joints should be provided for review. See IBC Sections 107.1 and 1613.1 and ACI 318-14 Section 18.14.1 thru 18.14.3. The original comment was as follows: Continuing the comment immediately above, Sheet SO4 shows reinforcement layouts on concrete columns. The layout is unclear about how concrete columns are connected to the elevated concrete slab above or the concrete footing below. The column reinforcement details should be clarified. See IBC Section 1905.1 and ACI 318-14 Chapters 14.6 and 15.1. 23. The following comment has not been fully addressed. The location of roof openings does not appear to have been adjusted to avoid conflict with blocking and trusses. Roof framing members and openings should be Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 22, 2019 File No. 262018.005/001103 Page 4 coordinated. Also, calculations substantiating the design of the roof diaphragm with openings should be submitted for review. The original comment was as follows: Sheet S03 shows several openings in the roof that cut through wood blocking and trusses. Roof framing members and openings should be coordinated. Calculations substantiating design of the roof diaphragm with openings should be provided for review. See IBC Sections 1613.1. 24. No additional comments. 25. No additional comments. 26. No additional comments. 27. No additional comments. 28. No additional comments. 29. No additional comments. 30. No additional comments. 31. No additional comments. 32. No additional comments. 33. No additional comments. 34. No additional comments. Lateral 35. The following comment has not been fully addressed. Page 15 of the revised structural calculations appears to indicate two 6x6 posts required at each corner of the east wall. The structural drawing on Sheet SO2 appears to include one 6x6 at each corner. The structural drawings and calculations should be coordinated and drawings should be revised to include the post requirement per the structural calculations. The original comment was as follows: Page 11 of the structural calculations appears to show the wall lengths provided for the wood shear walls. These lengths appear to be inconsistent with the wall lengths shown in the structural drawings. The structural calculations and drawings should be coordinated. See IBC Section 1613.1. 36. No additional comments. 37. No additional comments. 38. No additional comments. 39. No additional comments. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 22, 2019 File No. 262018.005/001103 Page 5 40. The structural drawings are marked "PRELIMINARY" and do not appear to include the stamp and signature of the designer of record. The structural calculations and drawings should be stamped and sealed by a registered professional engineer. See IBC 107.1 and WAC 196-23-020. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Suzanne Bauer, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Galen Page, Page & Beard Architects PS (by e-mail) Emily Coba, RH2 Engineering Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\\26Se\Plan Review\Tukwila\18\TK18 011R03.docx\sss Reid iddleton RH2 ENGINEERING 40 YEARS SINCE 1978 RH2 ENGINEERING, INC. www.rh2.com mailbox@rh2.com 1.800.720.8052 EWE MAY 0 1 2mq REID MIDDLETON, INC. March 12, 2019 Ms. Suzanne Bauer, PE Reid Middleton 728 134th Street SW, Suite 200 WASHINGTON LOCATIONS Everett, WA 98204 BOTHELL MAIN OFFICE 22722 29th Drive SE, Suite 210 Bothell, WA 98021 BELLINGHAM EAST WENATCHEE ISSAQUAH RICHLAND TACOMA OREGON LOCATIONS PORTLAND MAIN OFFICE 6500 SW Macadam Ave. Suite 125 Portland, OR 97239 MEDFORD Sent via: Email and FedEx TECEOVE MAR 13 2019 ZloZo\b, co.o \o3 C� REID MIDDLETON, INC. Subject: Building Permit Plan Review — Second Submittal Highline Water Pump Station (D18-0355) — Response to Comments Dear Ms. Bauer: On behalf of the Highline Water District (District), RH2 Engineering, Inc., (RH2) is submitting the updated Building Permit design plans and structural calculations. The additional review comments from Reid Middleton's letter dated February 28, 2019, are addressed below. Reid Middleton's comments are provided below in bold text, with RH2 responses in red text. Comments from the original response letter that have been addressed are not duplicated below. Structural General 5. The following comments have not been fully addressed. A list of applicable deferred submittals should be listed on the drawings. A list of deferred submittals has been added to Dwg No. S06. The original comment was as follows: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The applicant should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following is a summary and should be added to the general structural notes on Sheet S06: a. Design drawings for prefabricated stair systems (e.g., steel stairways). b. Design drawings for FRP platform and guardrails. c. Design drawings for vault access hatch. d. Design drawings for prefabricated metal -plate -connected wood trusses. 03/12/19 11:06 AM Z:\BOTHELL\DATA\HWD\116.038\PERMITS\TUKWILA\BP\2ND REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - SECOND SUBMITTAL RESPONSES TO COMMENTS 20190312.DOCX • o RH2 ENGINEERING Ms. Suzanne Bauer, PE March 12, 2019 Page 2 e. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. f. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible, or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. Foundation 16. The following comment has not been fully addressed. b. Page 2 of the original structural calculations does not appear to include the required footing reinforcement. Substantiating data should be provided for the design of the concrete wall footing reinforcement. Calculation has been added to show that the stresses in the footing are negligible. Reinforcement provided is for crack control. c. Structural calculations have not been provided for the exterior column footings supporting the awning. Calculations substantiating the size and reinforcement of these footings should be provided. The structural drawings should include the required reinforcement. Calculation has been added to show that stresses are negligible. Reinforcement has been added for crack control. The original comment was as follows: The structural calculations do not appear to include documentation for the design of concrete structures. See IBC Sections 1603.1, 1604.1, 1604.2, 1604.4, 1807.1, 1808.1, and 1906.1. Documentation substantiating the design of concrete structures should be submitted for review. The documentation should include, but not be limited to: a. Structural calculations and drawings for below grade concrete walls and foundations. b. Structural calculations and drawings for the design of exterior and interior load bearing wall foundations. c. Structural calculations and drawings for the design of interior and exterior column footings. d. Structural calculations and drawings for the design of foundation for several pieces of equipment in Pump Room, Electrical and Control Room, and Engine Generator Room. e. Structural calculations and drawings for the design of fuel tank foundation as shown on Sheet S02. f. Structural calculations and drawings for the design of Meter Vault. Vertical 18. The following comment has not been fully addressed. IBC Section 1901.5 refers to construction documents for structural concrete construction and the information required 03/12/19 11:06 AM Z:\BOTHELL\DATAHWD\116-038\PERMITS\TUKWILA\BP\2ND REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - SECOND SUBMITTAL RESPONSES TO COMMENTS 20190312.DOCX o RH2 ENGINEERING Ms. Suzanne Bauer, PE March 12, 2019 Page 3 on the design drawings. Per ACI 318-14 Chapter 11.7.5 additional diagonal reinforcement should be provided for all penetrations in concrete walls. ACI 11.7.5 states that this requirement is for the corners of doors and windows and similar size openings. In an effort to expedite this review, additional diagonal reinforcing has been added to the "corners" of the circular penetration detail. The original comment was as follows: Detail 305 on Sheet S06 indicates the reinforcement at openings in the concrete walls. Diagonal reinforcement should be provided at corners of the openings. See IBC Section 1901.5 and ACI 318-14 Chapter 14.6. 22. The following comment has not been fully addressed. Sheet SO4 indicates one column reinforcement extends to the concrete slab above. The cast -in-place concrete slab -column joints should comply with the provisions of ACI 318-14 Chapters 15.1, 15.2, and 15.3. The reviewer has not demonstrated how the design does not meet the referenced standard. The single bar extending into the concrete slab is to create a "pinned" condition at the top of the column. Since the design is not transferring moment to the column and is using the same strength of concrete at both the slab and the column, the requirements of 15.1, 15.2, and 15.3 are met. Also note that 15.3 is for transferring axial forces to the floor slab below the column, which has been addressed already. The original comment was as follows: Continuing the comment immediately above, Sheet SO4 shows reinforcement layouts on concrete columns. The layout is unclear about how concrete columns are connected to the elevated concrete slab above or the concrete footing below. The column reinforcement details should be clarified. See IBC Section 1905.1 and ACI 318-14 Chapters 14.6 and 15.1. 23. The following comment has not been fully addressed. The location of roof openings does not appear to have been adjusted to avoid conflict with blocking and trusses. Roof framing members and openings should be coordinated. Also, calculations substantiating the design of the roof diaphragm with openings should be submitted for review. IBC 1613.1 states that the structure must be designed to resist the effects of earthquake motions. The calculations provided show that the diaphragm and shear walls are designed for seismic loads in accordance with IBC, ASCE 7, and the American Wood Council's (AWC) Special Provisions for Wind and Seismic (SPWS). There are no requirements or design provisions in the IBC, ASCE 7, or SPWS for penetrations in diaphragms. In an effort to expedite this review, R112 has added a callout for blocking and diaphragm nailing around each of the roof vents and trust this is adequate to meet your preferences. The original comment was as follows: Sheet S03 shows several openings in the roof that cut through wood blocking and trusses. Roof framing members and openings should be coordinated. Calculations substantiating design of the roof diaphragm with openings should be provided for review. See IBC Sections 1613.1. 03/12/19 11:06 AM Z:\BOTHELL\DATA\HWD1116-038\PERMITS\TUKWILA\BP\2ND REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - SECOND SUBMITTAL RESPONSES TO COMMENTS 20190312.DOCX 0 0 RH2 ENGINEERING Ms. Suzanne Bauer, PE March 12, 2019 Page 4 26. The following comment has not been fully addressed. The added callout on Sheet S02 states "Continuous Slab Edge RST, Typ". However, the required reinforcement at slab edges does not appear to be specified. The slab edge reinforcement call out should be revised to indicated the information on reinforcement requirements. Callout revised to note a #5 bar. Note that the IBC references provided do not discuss slab reinforcing. Continuous edge reinforcement is a standard practice in ACI 315. Not a code requirement. The original comment was as follows: Slab edge reinforcement should be provided for all unsupported elevated slab edges shown on Sheet S02 of the structural drawings. See Section 1604.2 and 1901.5. Lateral 35. The following comment has not been fully addressed. Page 15 of the revised structural calculations appear to show two 6x6 posts required at each corner of the east wall. The structural drawings do not appear to include this requirement. The structural drawings should be updated to include the post requirement per the structural drawings The hold down callout already states "(2) SIMPSON 11D19 HOLD DOWNS W/ 1.25" ANCHORS ON 6X6 DFL #2 POSTS, TYP, EA CORNER (8 TOTAL)." The original comment was as follows: Page 11 of the structural calculations appears to show the wall lengths provided for the wood shear walls. These lengths appear to be inconsistent with the wall lengths shown in the structural drawings. The structural calculations and drawings should be coordinated. See IBC Section 1613.1. 03/12/19 11:06 AM Z:\BOTHELL\DATA\HWD\116-036\PERMITS\TUKWILA\BP\2ND REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW - SECOND SUBMITTAL RESPONSES TO COMMENTS 20190312.DOCX 0 • RH2 ENGINEERING Ms. Suzanne Bauer, PE March 12, 2019 Page 5 If this submittal of information meets your needs for project approval, RH2 requests, on behalf of the District, that the plans be approved. If you have any questions, please feel free to contact me at (425) 951-5352 or at JConner@RH2.com. Sincerely, 12112 ENGINEERING, INC. Jon Conner, PE, SE Structural Engineer RLB/EH//JC/sp/js Enclosures: Three full-sized sets of updated structural drawings Three copies of supplemental structural calculations cc: Mr. Jeremy Delmar, Engineering Manager, Highline Water District (by e-mail) Mr. Jerry Hight, Building Official, City of Tukwila (by e-mail) Mr. Bill Rambo, City of Tukwila (by e-mail) Ms. Rachelle Ripley, City of Tukwila (by e-mail) Mr. Al Johannessen, City of Tukwila (by e-mail) 03/12/19 11:06 AM Z:\BOTHELL\DATA\HWD\116-038\PERMITS\TUKWILA\BP\2ND REVIEW COMMENTS LTR TO TUK RE HWD BLDG PLAN REVIEW - SECOND SUBMITTAL RESPONSES TO COMMENTS 20190312.DOCX Reid iddleton February 28, 2019 File No. 262018.005/01102 RECEIVED "k"' 04 COMM TY DEVLLOF'MLNT Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Highline Water Pump Station (D18-0355) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. Several of the previous review comments (letter dated December 6, 2018) have not been addressed completely in the recent submittal. The design team should address the comments below, which supersede the previous review comments and outline the remaining issues. The numbering system from our previous letter has been retained for your reference. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One sets of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 28, 2019 File No. 262018.005/001102 Page 2 Structural General 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. The following comments have not been fully addressed. A list of applicable deferred submittals should be listed on the drawings. The original comment was as follows: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The applicant should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following is a summary and should be added to the general structural notes on Sheet S06: a. Design drawings for prefabricated stair systems (e.g., steel stairways). b. Design drawings for FRP platform and guardrails. c. Design drawings for vault access hatch. d. Design drawings for prefabricated metal -plate -connected wood trusses. e. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. f. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible, or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. Loads: 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. 11. No additional comments. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 28, 2019 File No. 262018.005/001102 Page 3 12. No additional comments. 13. No additional comments. 14. No additional comments. 15. No additional comments. Foundation 16. The following comment has not been fully addressed. b. Page 2 of the original structural calculations does not appear to include the required footing reinforcement. Substantiating data should be provided for the design of the concrete wall footing reinforcement. c. Structural calculations have not been provided for the exterior column footings supporting the awning. Calculations substantiating the size and reinforcement of these footings should be provided. The structural drawings should include the required reinforcement. The original comment was as follows: The structural calculations do not appear to include documentation for the design of concrete structures. See IBC Sections 1603.1, 1604.1, 1604.2, 1604.4, 1807.1, 1808.1, and 1906.1. Documentation substantiating the design of concrete structures should be submitted for review. The documentation should include, but not be limited to: a. Structural calculations and drawings foundations. b. Structural calculations and drawings bearing wall foundations. c. Structural calculations and drawings column footings. d. Structural calculations and drawings pieces of equipment in Pump Room, Generator Room. e. Structural calculations and drawings shown on Sheet S02. f. Structural calculations and drawings 17. No additional comments. for below grade concrete walls and for the design of exterior and interior load for the design of interior and exterior for the design of foundation for several Electrical and Control Room, and Engine for the design of fuel tank foundation as for the design of Meter Vault. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 28, 2019 File No. 262018.005/001102 Page 4 Vertical 18. The following comment has not been fully addressed. IBC Section 1901.5 refers to construction documents for structural concrete construction and the information required on the design drawings. Per ACI 318-14 Chapter 11.7.5 additional diagonal reinforcement should be provided for all penetrations in concrete walls. The original comment was as follows: Detail 305 on Sheet S06 indicates the reinforcement at openings in the concrete walls. Diagonal reinforcement should be provided at corners of the openings. See IBC Section 1901.5 and ACI 318-14 Chapter 14.6. 18. No additional comments. 19. No additional comments. 20. No additional comments. 21. No additional comments. 22. The following comment has not been fully addressed. Sheet SO4 indicates one column reinforcement extends to the concrete slab above. The cast -in-place concrete slab -column joints should comply with the provisions of ACI 318-14 Chapters 15.1, 15.2, and 15.3. The original comment was as follows: Continuing the comment immediately above, Sheet SO4 shows reinforcement layouts on concrete columns. The layout is unclear about how concrete columns are connected to the elevated concrete slab above or the concrete footing below. The column reinforcement details should be clarified. See IBC Section 1905.1 and ACI 318-14 Chapters 14.6 and 15.1. 23. The following comment has not been fully addressed. The location of roof openings does not appear to have been adjusted to avoid conflict with blocking and trusses. Roof framing members and openings should be coordinated. Also, calculations substantiating the design of the roof diaphragm with openings should be submitted for review. The original comment was as follows: Sheet S03 shows several openings in the roof that cut through wood blocking and trusses. Roof framing members and openings should be coordinated. Calculations substantiating design of the roof diaphragm with openings should be provided for review. See IBC Sections 1613.1. 24. No additional comments. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 28, 2019 File No. 262018.005/001102 Page 5 25. No additional comments. 26. The following comment has not been fully addressed. The added callout on Sheet SO2 states "Continuous Slab Edge RST, Typ". However, the required reinforcement at slab edges does not appear to be specified. The slab edge reinforcement call out should be revised to indicated the information on reinforcement requirements. The original comment was as follows: Slab edge reinforcement should be provided for all unsupported elevated slab edges shown on Sheet SO2 of the structural drawings. See Section 1604.2 and 1901.5. 27. No additional comments. 28. No additional comments. 29. No additional comments. 30. No additional comments. 31. No additional comments. 32. No additional comments. 33. No additional comments. 34. No additional comments. Lateral 35. The following comment has not been fully addressed. Page 15 of the revised structural calculations appear to show two 6x6 posts required at each corner of the east wall. The structural drawings do not appear to include this requirement. The structural drawings should be updated to include the post requirement per the structural drawings The original comment was as follows: Page 11 of the structural calculations appears to show the wall lengths provided for the wood shear walls. These lengths appear to be inconsistent with the wall lengths shown in the structural drawings. The structural calculations and drawings should be coordinated. See IBC Section 1613.1. 36. No additional comments. 37. No additional comments. 38. No additional comments. 39. No additional comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 28, 2019 File No. 262018,005/001102 Page 6 approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Suzanne Bauer, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Galen Page, Page & Beard Architects PS (by e-mail) Emily Coba, RH2 Engineering Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\18\TK18 011R01.docx\sss Reid iddleton M E. RH2 NGINEERING QO ARs SINCE 1978 RH2 ENGINEERING, INC. www.rh2.com mailbox@rh2.com 1.800.720.8052 WASHINGTON LOCATIONS , BOTHELL MAIN OFFICE 22722 29th Drive SE, Suite 210 Bothell, WA 98021 BELLINGHAM EAST WENATCHEE ISSAQUAH RICHLAND TACOMA OREGON LOCATIONS February 11, 2019 Ms. Suzanne Bauer, PE Reid Middleton 728 134th Street SW, Suite 200 Everett, WA 98204 Sent via: Email and US Mail qECEEUVED FEB 1 't 2019 zb zar8".00s- 0//02 REID MIDDLETON, INC. [EVEWE G Subject: Building Permit Plan Review — First Sub n a MIDDLETON, (NC. Highline Water Pump Station (D18-0355) — Response Dear Ms. Bauer: On behalf of the Highline Water District (District), RH2 Engineering, Inc., (RH2) is submitting the updated building permit design plans and structural calculations. The documents were originally submitted to the City of Tukwila on November 5, 2018, for review and comment. The review comments from Reid Middleton's letter dated December 6, 2018, are addressed below. Reid Middleton's comments are provided below in bold text, with RH2 responses in red text. RH2 appreciates the thorough review of the plans and calculations. Although several of the comments were either not applicable to the project, covered elsewhere, or simply designer preference, RH2 has made adjustments to a few of the structural elements noted below to address the reviewer's comments. In order to ease and expedite the review process, enclosed are three sets of updated PORTLAND structural plans. The originally submitted structural plans can be replaced using these sets. MAIN OFFICE 6500 SW Macadam Ave. Suite 125 Geotechnical Portland, OR 97239 MEDFORD 1. Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705.6. A table of the required inspections should be added to the Structural General Notes on Sheet S06 in the section titled Special Inspections, Tests, and Observations. The following is a summary: a. Construction of modular block retaining walls (e.g., Keystone). (IBC Sections 110.1 and 1705.1.1.) Special Inspection statement is shown on Dwg C09. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 2 2. Continuing with the previous comment, the geotechnical special inspections and tests provided in the section of the General Structural Notes on Sheet S06 titled Special Inspections, Tests, and Observations appear to be incomplete. This section should be revised by indicating the extent of each inspection (e.g., continuous, periodic). See IBC Sections 1704.3.1, 1704.2.3, 1704.3.1, 1705.6, and 1705.8. Added "periodic" to the notes. 3. Geotechnical observations should be performed. We recommend providing a list of geotechnical observations in the section of the Structural General Notes on Sheet S06 titled Geotechnical Criteria. See IBC Section 107.2.1. The following is a summary based on a review of the geotechnical report: a. Site grading (IBC Section 1804.4). b. Preload and surcharge fill program, including settlement monitoring (IBC Section 1808.3.2). c. Installation of temporary shoring system at excavations (IBC Section 1803.5.10). d. Movement monitoring of adjacent structures (IBC Sections 1803.5.7 and 1804.1). e. Underpinning of adjacent structures (IBC Sections 1803.5.7 and 1804.2). f. Groundwater monitoring and dewatering (IBC Sections 1803.5.4 and 1805.1.3). g. Installation of permanent subsurface drainage system (IBC Section 1805.4). h. Placement and compaction of structural backfill (IBC Section 1803.4). RH2's list of required inspections is already included on Dwg C09 and Dwg S06. Note that not all International Building Code (IBC) inspections are applicable to every project. 4. The geotechnical report was prepared by RH2 Engineering, Inc., and is dated September 28, 2017. The geotechnical engineer should submit a supplemental report providing additional recommendations for the foundation system. See IBC Sections 1803.2 and 1803.6. The following recommendations should be provided: a. Recommended foundation types (IBC Section 1803.6 Item 5). b. Site class (IBC Sections 1613.3.2 and 1803.3). c. Mapped short -period and one -second response acceleration parameters (IBC Section 1613.3.1). d. Allowable foundation bearing pressures, including increases for short -duration loads (IBC Sections 1803.6 Item 5). e. Foundation embedment for frost protection (IBC Section 1809.5). f. Seismic surcharge pressures, including factor of safety (IBC Sections 1610.1; 1803.5.12, Item 1; 1807.1.1; 1807.2.2; and 1808.3.2). 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 3 g. Effective heights of the backfill above the toe of the footing for application of passive pressure to resist lateral earth pressures. h. Coefficient of friction of the footing against soil to resist sliding, including factor of safety. i. Recommendations for the design of the Keystone wall shown on Sheets C08 and C09. The above information is either already provided in the report or is not applicable to this project. The information needed to design the building and wall is already provided in the Geotechnical Report. 5. The geotechnical engineer should submit a supplemental report recommending minimum foundation embedment for frost protection; allowable foundation bearing pressures, including expected total and differential settlements and increases for short -duration loads; active earth pressures; traffic surcharge pressures; seismic surcharge pressures; passive lateral earth pressure and coefficient of friction and factors of safety; effective heights of the backfill above the toe of the footing for application of passive pressure to resist lateral earth pressures; site class; mapped short -period and one -second response acceleration parameters; and a statement of the required geotechnical special inspections (see the previous comment). The structural design may need to be revised. See IBC Sections 1603.1.6, 1613.3.2, 1803.5.11, 1803.5.12, and 1810.2.4. Frost protection per City of Tukwila is 12 inches. RH2 standard is 18 inches (listed on Dwg S06). Allowable bearing pressure is already provided in the Geotechnical Report as 2,000 lbs/sq ft. Lateral earth pressures are listed in the Geotechnical Report. Structure sliding is not a concern for this project due to the depth of the foundation. Passive pressure is not used for resistance since the below -grade forces balance. Site class is provided in the Geotechnical Report. Seismic accelerations are based on U.S. Geological Survey (USGS) and American Society of Civil Engineers (ASCE), not the Geotechnical Report. Special inspections requirements are listed on Dwg S06. Structural General 1. Special inspection of fabricated items: The structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Items identified in this list that are not prefabricated components should have special inspection requirements added as appropriate. The following is a summary based on a review of the structural drawings: stairways and metal -plate -connected wood trusses. Quality control for contractor -designed items is addressed in the specifications. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 4 2. The concrete design value shown in the General Structural Notes on Sheet S06 specifies a concrete strength of 4,000 pounds per square inch (psi). The project appears to have concrete elements exposed to freezing and thawing cycles, which qualifies it as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19.3.2.1, the minimum concrete strength for Class F2 concrete is 4,500 psi. The minimum concrete strength on Sheet S06 should be revised. See IBC Section 1901.2. Updated note to 4,500 psi. 3. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f air content; and slump. See IBC Section 1705.3, and ACI 318 Section 26.12. This information is already provided on Dwg S06. 4. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the Structural General comments below. The following should be added to the structural notes on Sheet S06: Concrete: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.3.1 and 1901.2, ACI 318-14 Section 26.6.4.1, and AWS D1.4-98 Section 1.3.4. b. Submittal of certificates of compliance from the manufacturers of precast concrete wall panels at the completion of manufacture. See also IBC Sections 1704.2.5 and 1704.2.5.1. Steel: a. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. b. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. c. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 55, steel anchor bolts/rods verifying compliance with ASTM F 1554 Supplementary Requirement S1. See also IBC Section 2205.1 and AISC 360-10 Section A2. d. Submittal of test reports from the manufacturers of ASTM A 307, steel threaded rods verifying compliance with ASTM A 307 Supplementary Requirement Si. See also IBC Section 2205.1, AISC 360-10 Section A2, and ASTM A 307-14 Section 1.5. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Wood: Ms. Suzanne Bauer, PE February 11, 2019 Page 5 a. Submittal of certificates of compliance from the fabricators of prefabricated metal -plate - connected wood trusses at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.1, and 2303.4.7. Nonstructural: a. Submittal of certificates of compliance from the manufacturers of components of the designated seismic systems, including their mounting systems and anchorage, where required by ASCE 7-10, Section 13.2.2. See also IBC Section 1705.13.2. b. Submittal of certificates of compliance from the manufacturers of nonstructural components seismically qualified by analysis, tests, or experience data in accordance with ASCE 7-10 Section 13.2.1, Item 2. See also IBC Sections 107.3.4.2 and 1705.13.2, and ASCE 7-10 Section 13.2.1. Required submittals are listed in the appropriate divisions of the contract specifications. 5. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following is a summary and should be added to the general structural notes on Sheet S06: a. Design drawings for prefabricated stair systems (e.g., steel stairways). b. Design drawings for FRP platform and guardrails. c. Design drawings for vault access hatch. d. Design drawings for prefabricated metal -plate -connected wood trusses. e. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. f. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible, or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. Noted. Deferred submittals are common for this type of project. Additional permits for such components are not common and typically require review by the building official upon receipt. Manufacturer's typically will not provide seismic restraint designs. RH2 often designs them once the equipment is submitted. RH2 will coordinate with the building official on these items. Loads: 6. The Live Loads section of the General Structural Notes on Sheet S06 appears to be incomplete. Floor live load design data should be added to the section of the structural notes 02/11/19 3:44 PM J:\DATA\FWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 6 on Live Loads on Sheet S06. The data should specify the concentrated design loads and for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and IBC Table 1607.1. Floor live loads have been added to Dwg S06. 7. The snow load design data in the section of the structural notes on design loads, Sheet S06, should be revised by also specifying the ground snow load, Pg; snow exposure factor, CC; thermal factor, Cr; snow importance factor, Is; drift surcharge loads(s), Pd; and width of snow drift(s), w. See IBC Section 1603.1.3. Snow loads are clarified on Dwg S06. 8. The wind load design data in the section of the structural notes on design loads, Sheet S06, should be revised by also specifying the applicable internal pressure coefficient (or building enclosure classification). See IBC Sections 1603.1.4, 1609.1, and 1609.3. Also see http://www.atcouncil.org/windspeed/ for further information. "Enclosed" added to the Dwg S06 notes. 9. The earthquake load design data in the section of the structural notes on design loads, Sheet S06, should be revised by also specifying the seismic importance factor, Ie; occupancy category; mapped maximum spectral response accelerations, Ss and Sr; site class; design spectral response acceleration, SD]; seismic design category; basic seismic -force -resisting system(s); design base shear(s), V; seismic response coefficient(s), Cs; response modification factor(s), R; and analysis procedure used. See IBC Section 1603.1.5.. Seismic parameters added to Dwg S06. Concrete: 10. The specified compressive strength, f'e, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S06, should be revised by specifying f for structural strength and the exposure classes for durability. We recommend a table listing f ' and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." This is a pump station. This level of exposure analysis is not necessary. The very top of the foundation will see freeze thaw and the interior concrete will occasionally be damp. The project specifications cover the details of the required concrete mixes that are in conformance with American Concrete Institute (ACI) Chapter 19. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HAD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 7 Wood: 11. The fire rating for exterior wood frame walls is unclear. IBC Section 721 and Table 721.1(2) noting Material 15.1-6 and footnote "m" indicate that with respect to fire resistance rating studs with an le/d ratio not exceeding 33, the design stresses shall be reduced to 78 percent of the adjusted stress F'c calculated for studs having a slenderness ratio le/d of 33. The submitted calculations, such as on pages 1 and 2, do not appear to have considered this reduction in capacity of the exterior fire -treated studs. Substantiating data, such as additional calculations, that indicate the proposed design has the capacity to resist the required IBC load cases should be provided. The proposed design may need to be revised. Please verify. See IBC Sections 107.2.1, 721.1, 1604.2, 1604.4, 1605.2, 1605.3, and 1609.1.1. The emergency generator room requires a 2 -hour fire'rating to separate it from the rest of the building. The fire rating is achieved using the layers of gypsum shown in the details. Fire -rated studs are not used or proposed. The 2 -hour fire rating locations and details are clarified on the plans. 12. A note should be added to the section of the structural notes on wood, Sheet S06, stating that fasteners installed for preservative -treated and fire -retardant -treated wood shall be hot -dip zinc -coated galvanized with a minimum coating weight complying with ASTM A 153. Fasteners other than nails, wood screws, and lag screws are permitted to be mechanically deposited zinc -coated with coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood preservative -treated with SBX/DOT or zinc borate are not required to be galvanized. See IBC Sections 2304.10.5 and 2304.10.5.1. This is already covered in the project specifications. It has been added to the plan for clarity. 13. Special inspection is required for the fabrication of metal -plate -connected wood trusses on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on metal -plate -connected wood trusses, Sheet S06, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the trusses at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.1, 2303.4.6, and 2303.4.7. Yes, this is covered in the project specifications. 14. The reinforcement schedule on Sheet S06 does not appear to include the development lengths required for 90 -degree bends. Development lengths for all concrete reinforcement conditions should be provided. See IBC Sections 107.1 and 1901.5. Development for bent bars is added to table of Dwg S06. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING o Ms. Suzanne Bauer, PE February 11, 2019 Page 8 15. Page 6 of the structural calculations indicates that the wind load calculations are based on outdated ASCE 7-05. Wind load calculations should be revised with the latest ASCE 7-10 adopted by the City of Tukwila, or information should be submitted verifying that the change does not affect the design. See IBC Sections 107.1 and 1613.1. Note has been corrected. Foundation 16. The structural calculations do not appear to include documentation for the design of concrete structures. See IBC Sections 1603.1, 1604.1, 1604.2, 1604.4, 1807.1, 1808.1, and 1906.1. Documentation substantiating the design of concrete structures should be submitted for review. The documentation should include, but not be limited to: a. Structural calculations and drawings for below grade concrete walls and foundations. This is shown on Pg. 17 of the calculations. Finite Element Model results are added. b. Structural calculations and drawings for the design of exterior and interior load bearing wall foundations. Footings were sized on Pg. 2 of the calculations. c. Structural calculations and drawings for the design of interior and exterior column footings. Calculations have been added for column footings. d. Structural calculations and drawings for the design of foundation for several pieces of equipment in Pump Room, Electrical and Control Room, and Engine Generator Room. Pump room equipment is supported by slab on grade and is adequate by inspection. Supporting calculations for elevated slab have been added. e. Structural calculations and drawings for the design of fuel tank foundation as shown on Sheet S02. Fuel tank slab is on grade and is adequate by inspection. f. Structural calculations and drawings for the design of Meter Vault. Precast structures are designed by the manufacturer and submitted during construction. 17. Details 206 and 207 on Sheet C07 show an access gate and fence witili posts buried a minimum of 3 feet. Substantiating data should be provided for the embedment of the fence posts. See IBC Section 1604.2. IBC Section 1604.2 is regarding design strength. The post embedment of 3 feet is adequate to develop any fence member embedded in concrete. The fence is 75 -percent open and will collect negligible wind load. Therefore, post embedment is adequate by inspection. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 9 Vertical 18. Detail 305 on Sheet S06 indicates the reinforcement at openings in the concrete walls. Diagonal reinforcement should be provided at corners of the openings. See IBC Section 1901.5 and ACI 318-14 Chapter 14.6. IBC Section 1901.5 does not relate to concrete penetrations. ACI Chapter 14.6 is specific to windows and doors. Detail 305 is for circular pipe penetrations. The detail has been left unmodified. 19. Structural calculation for the design of the elevated concrete slab at grade level do not appear to be provided. Substantiating data should be provided for review. See IBC Section 1604.2. Elevated slab calculations have been added. 20. Detail 306 on Sheet S06 for the equipment pad shows a 3 -1/2 -inch -thick concrete pad. Section A on SO4 appears to indicate a much larger pad thickness. The drawings should be updated to show the correct equipment pad thickness and reinforcement, and calculations should be provided substantiating the design of the equipment pads. See IBC Section 1603.1. Equipment pads are non-structural pads placed on the floor slab to elevate equipment off the floor. Detail 306 states the minimum pad thickness "unless otherwise noted." Reinforcing is added for crack control at the surface and to anchor the pad to the concrete slab. The detail has been left unmodified. 21. Structural calculations for the design of concrete columns as shown on Sheet SO2 and SO4 do not appear to be provided. Substantiating data should be provided for review. See IBC Section 1604.2 and 1901.2 and ACI 318-14 Chapter 10.1. Column calculations have been added. 22. Continuing the comment immediately above, Sheet SO4 shows reinforcement layouts on concrete columns. The layout is unclear about how concrete columns are connected to the elevated concrete slab above or the concrete footing below. The column reinforcement details should be clarified. See IBC Section 1905.1 and ACI 318-14 Chapters 14.6 and 15.1. Column connections are clarified on the plans. 23. Sheet S03 shows several openings in the roof that cut through wood blocking and trusses. Roof framing members and openings should be coordinated. Calculations substantiating design of the roof diaphragm with openings should be provided for review. See IBC Sections 1613.1. Roof vents have been adjusted to avoid interference with ladder blocking. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 tv\‘IGINEERING 0 Ms. Suzanne Bauer, PE February 11, 2019 Page 10 24. Sheet SO4 shows HVAC equipment at the truss bottom chords. It is unclear how the equipment is supported. Structural calculations and details for equipment support should be provided. See IBC Sections 107.1 and 1604.2. The HVAC equipment referenced is a ceiling mounted heat pump weighing 56 pounds supported by the trusses. Added note to "install per manufacturer's recommendations." Weight of heat pump added to roof plan for truss designer. 25. Structural calculations do not appear to be provided for the design of the W18x35 monorail hoist beam shown on Sheet S02. Structural calculations should also include the design of the columns at each end of the W18 beam, beam -to -column connections, and column baseplate connections to the concrete floor. See IBC Sections 107.2 and 1604.2. Calculations for hoist support beam have been added. 26. Slab edge reinforcement should be provided for all unsupported elevated slab edges shown on Sheet SO2 of the structural drawings. See Section 1604.2 and 1901.5. Added callout for continuous slab edge reinforcing. 27. Detail 407 on Sheet S07 shows a steel beam to column connection. The detail appears to be incomplete. For example, the bolt size and the bolt distance from the end of beam has not been provided. Also, it appears that the steel column does not fit over the bolt assembly. Missing information on this detail and calculations substantiating the design should be provided for review. See IBC Sections 107.2 and 1604.2. Hoist beam calculations have been added. Connection details are revised on the plans. 28. Detail 408 on Sheet S07 appears to be only for the condition where the steel column bears on a concrete stem wall. Sheet SO2 appears to indicate that a steel column also bears on to a concrete slab. Structural calculations should be provided for both conditions, at the concrete stem wall and concrete slab. The structural drawings may need to be revised. See IBC Sections 107.2, 1604.2, and 1901.3. Calculations have been added for bearing on concrete. Details updated for both conditions. 29. Section B/S05 indicates that equipment is mounted on the south wall of the building. Substantiating data should be provided for the equipment connections to the wall, as well as the strength of the wood frame wall to resist out -of -plane loading from the equipment. See IBC Sections 1604 and 1613.1. The electrical equipment shown is to be mounted to the concrete pad per detail 306. Callout added to section noting that equipment may not be mounted to the wall. 30. Structural calculations for the design of the fixed ladder anchorage to concrete structure as shown in Detail 400/S07 should be provided for review. See IBC Sections 1604.2 and 1901.3. Per the Occupational Safety and Health Administration (OSHA), fixed ladders are designed for 500 -pound gravity load, which amounts to approximately 80 pounds of shear per concrete anchor and 250 pounds of tension. Loads are negligible for any mechanical or adhesive anchor. Therefore, anchorage is adequate by inspection. 07/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 11 31. Details 401, 402, and 403 on Sheet S07 show the guardrail connections to the concrete floor. Structural calculations substantiating the design of the guardrail and its connection to the concrete structure should be provided for review. See IBC Section 1604.2. Guardrails are contractor designed as part of the access package. Notes clarified on the plans. 32. Detail 405 of Sheet S07 shows a removable guardrail. Structural calculations for the design of the removable guardrail system should be provided for review. Additional reinforcement may be required in the concrete slab at this condition. See Section 1604.2 and 1901.5. Guardrails are contractor designed as part of the access package. Notes clarified on the plans. 33. Detail 402 on Sheet S07 and Section on Sheet SO4 show the grating is supported on concrete vault lid. The details are unclear as to how the grating is to be supported on the concrete lid. Structural calculations and drawings substantiating the design of grating support should be provided. See IBC Section 107.1. Grating support details were from a previous design iteration and have been removed. The concrete vault has an access hatch, not grating. Lateral 34. Page 11 of the structural calculations appears to show the wall lengths provided for the wood shear walls. These lengths appear to be inconsistent with the wall lengths shown in the structural drawings. The structural calculations and drawings should be coordinated. See IBC Section 1613.1. Image removed from the calculations. 35. Structural calculations should be provided for the design of the shear wall hold downs. See IBC Section 1604.2. Shear wall hold down calculations already provided in the "shear wall" section of the calculations. 36. Structural calculations should be provided for the wind uplift loads on the roof overhang. See IBC Section 1604.2. Wind uplift loads have been updated in the calculations. 37. Structural calculations for the design of below -grade concrete walls, as shown on Sheet SO1, should be provided for review. See IBC Sections 1604.2, 1613.1, and 1807.1. Below -grade wall calculations were already provided. Finite element printouts have been added for clarity. 38. Structural calculations for the design of the concrete vault and concrete thrust block, as shown on Sheet SO4, should be provided for review. See IBC Sections 1604.2, 1613.1, and 1807.1. Concrete vaults are designed by the precast manufacturer. Thrust block is no longer required and has been removed. 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK RE HWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX RH2 ENGINEERING Ms. Suzanne Bauer, PE February 11, 2019 Page 12 If this submittal of information meets your needs for project approval, RH2 requests, on behalf of the District, that the plans be approved. If you have any questions, please feel free to contact me at (425) 951-5352 or at JConner@RH2.com. Sincerely, RH2 ENGINEERING, INC. Jon Conner, PE, SE Structural Engineer RLB/EH//JC/sp/js Enclosures: Three Full -Size Sets of Updated Structural Drawings Three Copies of Supplemental Structural Calculations Signed: 2/11/19 cc: Mr. Jeremy Delmar, Engineering Manager, Highline Water District (via email) Mr. Jerry Hight, Building Official, City of Tukwila (via email) Mr. Bill Rambo, City of Tukwila (via email) Ms. Rachelle Ripley, City of Tukwila (via email) Mr. Al Johannessen, City of Tukwila (via email) 02/11/19 3:44 PM J:\DATA\HWD\116-038\PERMITS\TUKWILA\BP\1ST REVIEW COMMENTS\LTR TO TUK IRE MWD BLDG PLAN REVIEW -FIRST SUBMITTAL RESPONSES TO COMMENTS.DOCX Reid iddleton December 6, 2018 File No. 262018.005/01101 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Highline Water Pump Station (D18-0355) Dear Mr. Hight: RECEIVED DEC. __112018.... COMMUNITY DE-VE-LOPMFNT CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One sets of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. d. Three copies of geotechnical report. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705.6. A table of the required inspections should be added to the Structural General Notes on Sheet S06 in the section titled Special Inspections, Tests, and Observations. The following is a summary: a. Construction of modular block retaining walls (e.g., Keystone). (IBC Sections 110.1 and 1705.1.1.) EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 2 2. Continuing with the previous comment, the geotechnical special inspections and tests provided in the section of the General Structural Notes on Sheet S06 titled Special Inspections, Tests, and Observations appear to be incomplete. This section should be revised by indicating the extent of each inspection (e.g., continuous, periodic) . See IBC Sections 1704.3.1, 1704.2.3, 1704.3.1, 1705.6, and 1705.8. 3. Geotechnical observations should be performed. We recommend providing a list of geotechnical observations in the section of the Structural General Notes on Sheet S06 titled Geotechnical Criteria. See IBC Section 107.2.1. The following is a summary based on a review of the geotechnical report: a. Site grading (IBC Section 1804.4). b. Preload and surcharge fill program, including settlement monitoring (IBC Section 1808.3.2). c. Installation of temporary shoring system at excavations (IBC Section 1803.5.10). d. Movement monitoring of adjacent structures (IBC Sections 1803.5.7 and 1804.1). e. Underpinning of adjacent structures (IBC Sections 1803.5.7 and 1804.2). f. Groundwater monitoring and dewatering (IBC Sections 1803.5.4 and 1805.1.3). g. Installation of permanent subsurface drainage system (IBC Section 1805.4). h. Placement and compaction of structural backfill (IBC Section 1803.4). 4. The geotechnical report was prepared by RH2 Engineering, Inc., and is dated September 28, 2017. The geotechnical engineer should submit a supplemental report providing additional recommendations for the foundation system. See IBC Sections 1803.2 and 1803.6. The following recommendations should be provided: a. Recommended foundation types (IBC Section 1803.6 Item 5). b. Site class (IBC Sections 1613.3.2 and 1803.3). c. Mapped short -period and one -second response acceleration parameters (IBC Section 1613.3.1). d. Allowable foundation bearing pressures, including increases for short -duration loads (IBC Sections 1803.6 Item 5). e. Foundation embedment for frost protection (IBC Section 1809.5). f. Seismic surcharge pressures, including factor of safety (IBC Sections 1610.1; 1803.5.12, Item 1; 1807.1.1; 1807.2.2; and 1808.3.2). g. Effective heights of the backfill above the toe of the footing for application of passive pressure to resist lateral earth pressures. h. Coefficient of friction of the footing against soil to resist sliding, including factor of safety. i. Recommendations for the design of the Keystone wall shown on Sheets C08 and C09. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 3 5. The geotechnical engineer should submit a supplemental report recommending minimum foundation embedment for frost protection; allowable foundation bearing pressures, including expected total and differential settlements and increases for short -duration loads; active earth pressures; traffic surcharge pressures; seismic surcharge pressures; passive lateral earth pressure and coefficient of friction and factors of safety; effective heights of the backfill above the toe of the footing for application of passive pressure to resist lateral earth pressures; site class; mapped short -period and one -second response acceleration parameters; and a statement of the required geotechnical special inspections (see the previous comment). The structural design may need to be revised. See IBC Sections 1603.1.6, 1613.3.2., 1803.5.11, 1803.5.12, and 1810.2.4. Structural General 1. Special inspection of fabricated items: The structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Items identified in this list that are not prefabricated components should have special inspection requirements added as appropriate. The following is a summary based on a review of the structural drawings: stairways and metal -plate -connected wood trusses. 2. The concrete design value shown in the General Structural Notes on Sheet S06 specifies a concrete strength of 4,000 pounds per square inch (psi). The project appears to have concrete elements exposed to freezing and thawing cycles, which qualifies it as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19.3.2.1, the minimum concrete strength for Class F2 concrete is 4,500 psi. The minimum concrete strength on Sheet S06 should be revised. See IBC Section 1901.2. 3. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f'c; air content; and slump. See IBC Section 1705.3, and ACI 318 Section 26.12. 4. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 4 the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the Structural General comments below. The following should be added to the structural notes on Sheet S06: Concrete: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.3.1 and 1901.2, ACI 318-14 Section 26.6.4.1, and AWS D1.4-98 Section 1.3.4. b. Submittal of certificates of compliance from the manufacturers of precast concrete wall panels at the completion of manufacture. See also IBC Sections 1704.2.5 and 1704.2.5.1. Steel: a. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. b. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. c. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 55, steel anchor bolts/rods verifying compliance with ASTM F 1554 Supplementary Requirement Si. See also IBC Section 2205.1 and AISC 360-10 Section A2. d. Submittal of test reports from the manufacturers of ASTM A 307, steel threaded rods verifying compliance with ASTM A 307 Supplementary Requirement S1. See also IBC Section 2205.1, AISC 360-10 Section A2, and ASTM A 307-14 Section 1.5. Wood: a. Submittal of certificates of compliance from the fabricators of prefabricated metal -plate -connected wood trusses at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.1, and 2303.4.7. Nonstructural: a. Submittal of certificates of compliance from the manufacturers of components of the designated seismic systems, including their mounting systems and Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 5 anchorage, where required by ASCE 7-10, Section 13.2.2. See also IBC Section 1705.13.2. b. Submittal of certificates of compliance from the manufacturers of nonstructural components seismically qualified by analysis, tests, or experience data in accordance with ASCE 7-10 Section 13.2.1, Item 2. See also IBC Sections 107.3.4.2 and 1705.13.2, and ASCE 7-10 Section 13.2.1. 5. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The applicant should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following is a summary and should be added to the general structural notes on Sheet S06: a. Design drawings for prefabricated stair systems (e.g., steel stairways). b. Design drawings for FRP platform and guardrails. c. Design drawings for vault access hatch. d. Design drawings for prefabricated metal -plate -connected wood trusses. e. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. f. Design drawings for anchorage of electrical equipment for emergency and standby power systems; installation of piping systems for conveyance of flammable, combustible, or highly toxic contents (e.g., fuel gas) and associated mechanical units; and installation of HVAC ductwork for conveyance of hazardous materials (e.g., fume exhaust); where applicable. Loads: 6. The Live Loads section of the General Structural Notes on Sheet S06 appears to be incomplete. Floor live load design data should be added to the section of the structural notes on Live Loads on Sheet S06. The data should specify the concentrated design loads and for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and IBC Table 1607.1. 7. The snow load design data in the section of the structural notes on design loads, Sheet S06, should be revised by also specifying the ground snow load, Pg; snow exposure factor, Ce; thermal factor, Cr; snow importance factor, h; drift surcharge loads(s), Pd; and width of snow drift(s), w. See IBC Section 1603.1.3. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 6 8. The wind load design data in the section of the structural notes on design loads, Sheet S06, should be revised by also specifying the applicable internal pressure coefficient (or building enclosure classification). See IBC Sections 1603.1.4, 1609.1, and 1609.3. Also see http://www.atcouncil.org/windspeed/ for further information. 9. The earthquake load design data in the section of the structural notes on design loads, Sheet S06, should be revised by also specifying the seismic importance factor, le; occupancy category; mapped maximum spectral response accelerations, Ss and Si; site class; design spectral response acceleration, SDI; seismic design category; basic seismic -force -resisting system(s); design base shear(s), V; seismic response coefficient(s), Cs; response modification factor(s), R; and analysis procedure used. See IBC Section 1603.1.5. Concrete: 10. The specified compressive strength, f',, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S06, should be revised by specifying f', for structural strength and the exposure classes for durability. We recommend a table listing f', and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." Wood: 11. The fire rating for exterior wood frame walls is unclear. IBC Section 721 and Table 721.1(2) noting Material 15.1-6 and footnote "m" indicate that with respect to fire resistance rating studs with an le/d ratio not exceeding 33, the design stresses shall be reduced to 78 percent of the adjusted stress F'c calculated for studs having a slenderness ratio le/d of 33. The submitted calculations, such as on pages 1 and 2, do not appear to have considered this reduction in capacity of the exterior fire - treated studs. Substantiating data, such as additional calculations, that indicate the proposed design has the capacity to resist the required IBC load cases should be Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 7 provided. The proposed design may need to be revised. Please verify. See IBC Sections 107.2.1, 721.1, 1604.2, 1604.4, 1605.2, 1605.3, and 1609.1.1. 12. A note should be added to the section of the structural notes on wood, Sheet S06, stating that fasteners installed for preservative -treated and fire -retardant -treated wood shall be hot -dip zinc -coated galvanized with a minimum coating weight complying with ASTM A 153. Fasteners other than nails, wood screws, and lag screws are permitted to be mechanically deposited zinc -coated with coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood preservative -treated with SBX/DOT or zinc borate are not required to be galvanized. See IBC Sections 2304.10.5 and 2304.10.5.1. 13. Special inspection is required for the fabrication of metal -plate -connected wood trusses on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on metal -plate -connected wood trusses, Sheet S06, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the trusses at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.1, 2303.4.6, and 2303.4.7. 14. The reinforcement schedule on Sheet S06 does not appear to include the development lengths required for 90 -degree bends. Development lengths for all concrete reinforcement conditions should be provided. See IBC Sections 107.1 and 1901.5. 15. Page 6 of the structural calculations indicates that the wind load calculations are based on outdated ASCE 7-05. Wind load calculations should be revised with the latest ASCE 7-10 adopted by the City of Tukwila, or information should be submitted verifying that the change does not affect the design. See IBC Sections 107.1 and 1613.1. Foundation 16. The structural calculations do not appear to include documentation for the design of concrete structures. See IBC Sections 1603.1, 1604.1, 1604.2, 1604.4, 1807.1, 1808.1, and 1906.1. Documentation substantiating the design of concrete structures should be submitted for review. The documentation should include, but not be limited to: a. Structural calculations and drawings for below grade concrete walls and foundations. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 8 b. Structural calculations and drawings for the design of exterior and interior load bearing wall foundations. c. Structural calculations and drawings for the design of interior and exterior column footings. d. Structural calculations and drawings for the design of foundation for several pieces of equipment in Pump Room, Electrical and Control Room, and Engine Generator Room. e. Structural calculations and drawings for the design of fuel tank foundation as shown on Sheet S02. f. Structural calculations and drawings for the design of Meter Vault. 17. Details 206 and 207 on Sheet C07 show an access gate and fence with posts buried a minimum of 3 feet. Substantiating data should be provided for the embedment of the fence posts. See IBC Section 1604.2. Vertical 18. Detail 305 on Sheet S06 indicates the reinforcement at openings in the concrete walls. Diagonal reinforcement should be provided at corners of the openings. See IBC Section 1901.5 and ACI 318-14 Chapter 14.6. 19. Structural calculation for the design of the elevated concrete slab at grade level do not appear to be provided. Substantiating data should be provided for review. See IBC Section 1604.2. 20. Detail 306 on Sheet S06 for the equipment pad shows a 3 -1/2 -inch -thick concrete pad. Section A on SO4 appears to indicate a much larger pad thickness. The drawings should be updated to show the correct equipment pad thickness and reinforcement, and calculations should be provided substantiating the design of the equipment pads. See IBC Section 1603.1. 21. Structural calculations for the design of concrete columns as shown on Sheet SO2 and SO4 do not appear to be provided. Substantiating data should be provided for review. See IBC Section 1604.2 and 1901.2 and ACI 318-14 Chapter 10.1. 22. Continuing the comment immediately above, Sheet SO4 shows reinforcement layouts on concrete columns. The layout is unclear about how concrete columns are connected to the elevated concrete slab above or the concrete footing below. The column reinforcement details should be clarified. See IBC Section 1905.1 and ACI 318-14 Chapters 14.6 and 15.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 9 23. Sheet S03 shows several openings in the roof that cut through wood blocking and trusses. Roof framing members and openings should be coordinated. Calculations substantiating design of the roof diaphragm with openings should be provided for review. See IBC Sections 1613.1. 24. Sheet SO4 shows HVAC equipment at the truss bottom chords. It is unclear how the equipment is supported. Structural calculations and details for equipment support should be provided. See IBC Sections 107.1 and 1604.2. 25. Structural calculations do not appear to be provided for the design of the W18x35 monorail hoist beam shown on Sheet S02. Structural calculations should also include the design of the columns at each end of the W18 beam, beam -to -column connections, and column baseplate connections to the concrete floor. See IBC Sections 107.2 and 1604.2. 26. Slab edge reinforcement should be provided for all unsupported elevated slab edges shown on Sheet SO2 of the structural drawings. See Section 1604.2 and 1901.5. 27. Detail 407 on Sheet S07 shows a steel beam to column connection. The detail appears to be incomplete. For example, the bolt size and the bolt distance from the end of beam has not been provided. Also, it appears that the steel column does not fit over the bolt assembly. Missing information on this detail and calculations substantiating the design should be provided for review. See IBC Sections 107.2 and 1604.2. 28. Detail 408 on Sheet S07 appears to be only for the condition where the steel column bears on a concrete stem wall. Sheet SO2 appears to indicate that a steel column also bears on to a concrete slab. Structural calculations should be provided for both conditions, at the concrete stem wall and concrete slab. The structural drawings may need to be revised. See IBC Sections 107.2, 1604.2, and 1901.3. 29. Section B/S05 indicates that equipment is mounted on the south wall of the building. Substantiating data should be provided for the equipment connections to the wall, as well as the strength of the wood frame wall to resist out -of -plane loading from the equipment. See IBC Sections 1604 and 1613.1. 30. Structural calculations for the design of the fixed ladder anchorage to concrete structure as shown in Detail 400/S07 should be provided for review. See IBC Sections 1604.2 and 1901.3. 31. Details 401, 402, and 403 on Sheet S07 show the guardrail connections to the concrete floor. Structural calculations substantiating the design of the guardrail Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 10 and its connection to the concrete structure should be provided for review. See IBC Section 1604.2. 32. Detail 405 of Sheet S07 shows a removable guardrail. Structural calculations for the design of the removable guardrail system should be provided for review. Additional reinforcement may be required in the concrete slab at this condition. See Section 1604.2 and 1901.5. 33. Detail 402 on Sheet S07 and Section on Sheet SO4 show the grating is supported on concrete vault lid. The details are unclear as to how the grating is to be supported on the concrete lid. Structural calculations and drawings substantiating the design of grating support should be provided. See IBC Section 107.1. Lateral 34. Page 11 of the structural calculations appears to show the wall lengths provided for the wood shear walls. These lengths appear to be inconsistent with the wall lengths shown in the structural drawings. The structural calculations and drawings should be coordinated. See IBC Section 1613.1. 35. Structural calculations should be provided for the design of the shear wall hold downs. See IBC Section 1604.2. 36. Structural calculations should be provided for the wind uplift loads on the roof overhang. See IBC Section 1604.2. 37. Structural calculations for the design of below -grade concrete walls, as shown on Sheet SO1, should be provided for review. See IBC Sections 1604.2, 1613.1, and 1807.1. 38. Structural calculations for the design of the concrete vault and concrete thrust block, as shown on Sheet SO4, should be provided for review. See IBC Sections 1604.2, 1613.1, and 1807.1. The structural design appears to be substantially incomplete and to contain multiple deficiencies. A thorough review of the submittal documents has been performed to assist the applicant in completing the design. Additional comments may be provided pending review of resubmittal documents. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/001101 Page 11 complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Suzanne Bauer, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Galen Page, Page & Beard Architects PS (by e-mail) Emily Coba, RH2 Engineering Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review Review\Tukwila\18\TK18 011R01.docx\sss Reid iddleton c City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 13, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0355 Highline Water District —16032 42 Ave S Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, 7—r4/( Bill Rambo Permit Technician encl File: D18-0355 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0355 DATE: 07/13/21 PROJECT NAME: Highline Water District SITE ADDRESS: 16032 42nd Ave S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division ,1-1A, Public Works El f;) ��y/• Fire Prevention k I Structural Planning Division ❑ Permit Coordinator IAV PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: x/21 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 09/09/21 ❑ Approved with Conditions ❑ Fire Fees Apply Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Date: 6/4/19 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: D18-0355 O Response to Incomplete Letter # • Response to Correction Letter # 1 O Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Highline Water District Project Address: 16032 42 Ave S Contact Person: Emily Coba Phone Number: 425-951-5349 Summary of Revision: Revised planting detail to remove burlap and ties Reduced groundcover spacing. Revised tree and shrub sizing to meet City standards. Added additional tree species to meet diversity re- quirements. Added additional screening around the heat pumps and the PSE transformer box. RECEIVED CITY OF TUKWILA JUN 032019 PERMIT CENTER Sheet Number(s): LO 1 "Cloud" or highlight all areas of revision including date of revisi r Received at the City of Tukwila Permit Center by: Entered in TRAKiT on .;"-t C:\Users\bill•r\De ktop\Revision submittal Form.doc Revised: August 2015 PERMIT COORD COPY d PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0355 DATE: 06/03/19 PROJECT NAME: HIGHLINE WATER DISTRICT SITE ADDRESS: 16032 42 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n AtAic Planning Division nPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/04/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 07/02/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 ;EMT COORD COPY CI PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0355 DATE: 11/06/18 PROJECT NAME: HIGHLINE WATER DISTRICT SITE ADDRESS: 16032 42ND AVE S X Original Plan Submittal Revision # before Permit Issued after Permit Issued Response to Correction Letter # Revision # DEPARTMENTS: AWC sLM1 Building Division erj 141Y\ CoriK t7 -30A Public Works Structural /}M Aug- 12-r-3-16 Fire PreventionPt 33— Co ri 12---)491 Planning Division Permit Coordinator w PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 11/08/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/06/18 Approved ❑ Approved with Conditions Denied Corrections Required (corrections entered in Reviews) (ie: Zoning Issues) n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1� `� _' (00-17 Yle Departments issued corrections: Bldg 0Fire PIng�PW4— Staff Initials: 12/18/2013 PROJECT NAME: a ,) )- I..t.t c r" PERMIT NO: j S -c 35'S SITE ADDRESS: )(,43: 3 ORIGINAL ISSUE DATE: /U/,,fit /f' REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS i 0 lfi3 b) / 14i Og'11r l � '<Ca Summary of Revision: Atattlrj,, c `( Sift /,7I-f«S�",�.,.74,; t-- it ?,?/'l -hrr s,. 71,,-,-3),Na f/ri LIA.)- Received by: Received by: 1,0-1 9 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 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/ DEFERRED SUBMITTAL Revision submittals must be submitted via paper if started as paper at the Permit Center. Revisions must be attached to your permit if started electronically at Construction Permits (aspgov.com). Please notify staff of your submittal by emailing permits@tukwilawa.gov Date: 07/12/2021 Plan Check/Permit Number: D18-0355 ❑ Revision # before Permit is Issued • Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Highline Water District REC CITY OF TUKWEIVEDILA JUL 13 f,.-71 PERMIT CENTER Project Address: 16032 42nd Ave S Contact Person: Ryan Feskens Phone Number: (425) 951-5396 Summary of Revision: Addition of site infrastructure to supply fire suppression flow for the building's interior sprinkler system. Proposed components include: (1) DDCVA with a concrete vault, (1) Fire Department Connection (FDC) assembly, (1) Post Indicator Valve (PIV) unit, and (2) runs of ductile iron piping — one to provide water service from the water main to the sprinkler system connection point (SSCP) and one to connect the SSCP to the FDC/PIV unit. The proposed approach and the attached plans have been approved by the Tukwila Fire Department as per the communication included with this packet. Sheet Number(s): Sheet 15 (C05) "Cloud" or highlight all areas of revision including date of revision 1:\Data\FIWD\I 16-038\Permits\Tukwila\Fire Permit\Revision 1 Submittal Form D18-0355.doc Revised: January 2021 CITY OF TUKWIL& Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Centti1ding Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: '❑IPart A: To be completed by applicant Site Address: 16032 42ND Ave S (attach map and legal description showing hydrant location and size of main):. (caner information: 'Agent/Contact Person:: Owner Name: Highline Water District — -- — Agent/Contact: Jeremy DelMar, P.E., District Engineer Owner Address: 23828 30th Ave S., Kent, WA 98032 Agent Address: 23828 30th Ave S., Kent, WA 98032 Owner Phone: 206-824-0375 Contact Phone: 206-592-8904 This certificate is for the purposes of: New Pump Station ❑ BUILDING PERMIT ❑ PRELIMINAR'Y PLAT 0 SHORT SUBDIVISION El COMMERCIAL INDUSTRIAL 0 REZONE ❑ OTHER Estimated number of service connection and water meter size(s): Additional meters & sizes to be determined. Vehicular distance from nearest hydrant to the closest point of structure is 10'+/- to property. See attached map for hydrant location. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature !PART B: To Be completed by water utility district The proposed project is within 2. © No improvements required. 3. TUKWILA /King Date (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Project requires engineered plans including fire marshal stamped approval. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1500 at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specc location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. gpm 5. _ Water Availability: Acceptable service can be provided to this project ji Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project I hereby certify that the above information is true HIGHLINE WATER DISTRICT / 206-824-0375 Agency/Phone sed on the best available information. DELMAR ENGINEER iS 03SY RECEIVED `JVD to j;— ate NUV 0 6 2038 PERMIT CENTER • .1 v N 4 a Test Report Print Title for PS8 16032 42nd Ave S Date: Monday, October 02, 2017, Time: 14:28:41, Page 1 form 2016_04_01 HWD_Model WSP Updated new node for H3132 at elev 455 TH ID Static Demand (9pm) Static Pressure (psi) Static Head (ft) Fire -Flow Demand (9Pm) Residual Pressure (psi) Available Flow at Hydrant (9pm) Available Flow Pressure (psi) 1 J962 0.92 5921 691.64 1,500.00 37.22 2,064.74 20.00 Date: Monday, October 02, 2017, Time: 14:28:41, Page 1 form 2016_04_01 HWD_Model WSP Updated new node for H3132 at elev 455 TH ATTACHMENT 1 ZONE VALV V464-5 tri SHUTOFF 16012 V465( qar o.� TU SP 201407 900001 H 16017 24' ACC b SHUTOFF 16018 Jun #L12-0 OT 3 16023 16026 AREA 27,773 SQ. FT. 404229 LO 0002 d M et SUE 52 '2179 16035 020_002005 4068 6490425/- S. 16 d .d PL. 1- H i=1-/jj 16043 LOT 1 16061 16205 16036 16042 ntract 96-3 16050 -V1 47 H2133 1:100 Water Availability Site Map Parcel 53798 00009 16032 42nd Ave S 10/2/17 Legend Hydrants N Water meters N Valves 600 Zone Water Main RECEIVED CITY OF TUKWILA MJV 0 6 2018 PERMIT CENTER 1. S...... o _._...,.. i'r`""^ti._`!. 1 �.. k1 ;.r�/ ..' •--- f)AI 3 6.�• sr�wss 16 4031, 4.13ovi / 6035 034 5(14 p� ..6 i i •-�- 16032 42ND AVE S, 98188 FO' Show more results / • / 6050 •✓ ib06 y" �� i k 4.600 ' `16042 I r1 62051 "/".."1:..‘;;;•—.---(------L7711 1,0.62.11 s`t2jI i r 744 4,4 l jttt` 4.6218 \ K.C. Elevation data for 16032 42nd Ave S Water Availability 10-2-17 \ 4 i 46200 Ctgstview Crestvie% - ( jukwila CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanPci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: D(g -0 3 " 1.5 STATE OF WASHINGTON) ) ss. COUNTY OF KING ) pikv6 ,S r'I4AJ L E -r , states as follows: [please print name] / 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number (f , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I m ' •therwise have nder state law in any decision to engage an unregistered contractor to perform constr tion ork. Own i/Owner's Agent* Signed and sworn to before me this 1 day of De -`-1-0 P/2 , 20 19 N YtAI PUBLIC in and for the State of Washington Residing at /'' //I Name as commissioned: My commission expires: , nnCounty it /o`�' 4 Wer(e c?s%et /a a 1 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in-kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. HIGHLINE WATER DISTRICT OFFICIALS TODD FI.ILTZ COMMISSIONER DANIEL JOHNSON COMMISSIONER VINCE KOESTER COMMISSIONER. GF%OR.GE LANDON COMMISSIONER KATI•ILEEN QUrONG-VERMEIRE COMMISSIONER MATT" EVERETT GENERAL MANAGER JER.EMY DELMAR ENGINEERING & OPERATIONS MANAGER JON SEJBEL OPERATIONS SUPERVISOR SHANE HEFLEN TREATMENT & TELEMETRY Wits PREPARED BY: RH2 ENGINEERING SINCE 197$ Ark* PLANNING APPROVED - No changes*can be made to these plans without approval from the Planning Division of DCD Approved By: ;) 12.eatils Date: -7 `? - q ARCHITECTS 950 1ST STREET SOUTH KIRKLAND, WA 98033 TEL: 425.827.7850 FAX: 425e827.7014 WEMPASEANDSEARD.COM NOT FOR CONSTRUCTION, ISSUED FOR AGENCY REVIEW REGISTERED AR.. RE VISIONS E '••.• di S r'yj' I N7 i� � E. r'.:S'.is";S Vr•It �.+ t.rier di .1_rY •.. .. . :. :.. ti civiilasll:f : pian ieev eiw. FILE COPY 'vrs.-''fG1ai is siioleci...,eivoi 6 C(. random documents (foes .., .,� of a y adorned aria or i.iJ _ x..i :. Ry1: {xh,�°i.a: f'f&>x WINTER 2018 VOLUME II OF II SEPARATE PERMIT REQUIRED FOR: Mechanical /Electrical a PluMbing Ci/ Gas Piping Gay of Tukwila BUILDING DIVISION A 7/0/.L`i.. cam REVIEWED FOR CODE COMPLIANCE :APPROVED .. ...::JUL 2.6 2019 BUILDof Tula ING DIIV SION o2)s RECEIV I•it7v J ti • TuKV. USLIC GENERAL CONSTRUCTION NOTES ADDRESSES PUMP STATION NO. 8 PROJECT SITE: 16032 42ND AVENUE SOUTH, TUKWILA, WA 98188 OWNER: HIGHUNE WATER DISTRICT OFFICE BUILDING ADDRESS — 23828 30TH AVE. S, KENT, WA 98032 MAILING ADDRESS — P.O. BOX 3867, KENT, WA 98089 ENGINEER: 22722 29TH DRIVE SE, SUITE 210, BOTHELL, WA 98021 SITE AND BUILDING INFORMATION IBC OCCUPANCY GROUP U IBC CONSTRUCTION TYPE 1—B SEE DWG NO. CO2 FOR ADDITIONAL SITE AND BUILDING INFORMATION. CRITERIA 1) CONSTRUCTION OF SITE, ROAD, AND UTILITY IMPROVEMENTS SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, LATEST EDITION, AS ISSUED BY THE WA. STATE DEPT. OF TRANSPORTATION AND THE AMERICAN PUBUC WORKS ASSOC. AND CURRENT AWWA SPECIFICATIONS. 2) ALL BUILDING MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2006). 3) ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS, HIGHLINE WATER DISTRICT STANDARDS, CITY OF TUKWILA STANDARDS, AND ALL PERMITTING CONDITIONS OF APPROVAL. STRUCTURAL NOTES SEE DRAWING NO. S06. GEOTECHNICAL NOTES 1) SEE PUMP STATION NO. 8 ENGINEERING GEOLOGY EVALUATION TECHNICAL MEMORANDUM PREPARED BY RH2 ENGINEERING, INC. (SEPTEMBER 2017) FOR DETAILED SITE GEOLOGY AND ENGINEERING GEOLOGY CONCLUSIONS AND RECOMMENDATIONS. 2) BASED ON SOIL CONDITIONS AND THE DEPTH OF THE REGIONAL WATER TABLE, IT IS ASSUMED THAT THE REGIONAL WATER TABLE WILL NOT INFLUENCE CONSTRUCTION OF STRUCTURAL FOUNDATIONS. 3) GROUNDWATER SEEPAGE IN SHALLOW SOIL MAY OCCUR DURING THE WET SEASON OR TIMES OF EXTREME PRECIPITATION. GROUNDWATER SEEPAGE RATES ARE ASSUMED TO BE LOW. HOWEVER, DURING AND FOLLOWING PRECIPITATION EVENTS, PARTICULARLY DURING THE WET SEASON, THE RATE OF SEEPAGE WILL INCREASE. SEE DRAWING NO. CO2 AND SPECIFICATIONS FOR DEWATERING REQUIREMENTS. 4) PERFORMING EXCAVATION AND BUILDING AND BACKWASH STORAGE TANK FOUNDATION CONSTRUCTION BETWEEN JUNE 15TH AND SEPTEMBER 15TH IS PREFERRED. EXCAVATION AND FOUNDATION CONSTRUCTION PERFORMED OUTSIDE OF THESE DATES MAY REQUIRE ADDITIONAL MEASURES TO PROTECT EXCAVATED SLOPES AND NATIVE SUBGRADE. DURING RAIN EVENTS EXCAVATED SLOPES SHOULD BE PROTECTED WITH PLASTIC SHEETING AND SURFACE WATER DIVERTED FROM TOP OF SLOPE. 5) IT IS ANTICIPATED THAT SHORING WILL NOT BE REQUIRED FOR CONSTRUC11ON. REFER TO ENGINEERING GEOLOGY EVALUATION TECHNICAL MEMORANDUM FOR TEMPORARY CONSTRUCTION SLOPES. MECHANICAL NOTES SEE DRAWING NO. M04. GENERAL CONSTRUCTION 1) A COPY OF THE APPROVED PLANS AND SPECIFICATIONS MUST BE ON —SITE WHENEVER CONSTRUCTION IS IN PROGRESS. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY OTHER REQUIRED OR RELATED PERMITS PRIOR TO BEGINNING CONSTRUCTION. 2) IN THE EVENT THAT STANDARD CONSTRUCTION NOTES ARE FOUND TO BE IN CONFUCT WITH PROJECT SPECIFIC NOTES, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. WHERE CONFUCTS OCCUR, THE CONTRACTOR SHALL PROCEED BASED ON THE MORE RESTRICTIVE CONDITION. GENERAL NOTES 1) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBUC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. 2) A PRE —CONSTRUCTION CONFERENCE SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE 48 HOUR ADVANCE NOTIFICATION TO THE OWNER, ENGINEER AND ALL AFFECTED UTILITY COMPANIES AND AGENCIES PRIOR TO ACTUAL START OF WORK. 3) CONTRACTOR SHALL HAVE A PROFESSIONAL LAND SURVEYOR PROVIDE STAKING OF CONSTRUCTION FOR OWNER INSPECTION A MINIMUM OF 72 HRS. PRIOR TO CONSTRUCTION. CONTRACTOR TO FURNISH ALL MATERIALS. 4) RIGHT—OF—WAY PERMIT(S) AND APPROVED TRAFFIC CONTROL PLAN(S) ARE REQUIRED FOR ALL WORK WITHIN THE RIGHT—OF—WAY. DISTRICT WILL OBTAIN ALL RIGHT—OF—WAY PERMITS. SITE 1) SEE DRAWING NO. CO2 FOR ADDITIONAL CLEARING, GRADING AND TESC GENERAL NOTES. 2) STORAGE OF ALL MATERIALS AND EQUIPMENT IS TO BE CONFINED TO WITHIN THE CONSTRUCTION LIMITS AS DEFINED ON THE PLANS. IF STORAGE IS NEEDED OUTSIDE THE DEFINED CONSTRUCTION LIMITS THE CONTRACTOR SHALL OBTAIN WRITTEN PERMISSION FROM THE OWNER AND/OR ADJACENT PROPERTY OWNERS. 3) DO NOT DISTURB OUTSIDE OF CONSTRUCTION LIMITS AS SHOWN IN PLANS. UMITED EXCEPTIONS ARE STATED IN THE SPECIFICATIONS. MAINTAIN INTEGRITY AND SECURITY OF EXISTING SITE FENCE TO DISCOURAGE SITE ACCESS BY UNAUTHORIZED PERSONNEL. 4) CONTRACTOR SHALL RESTORE ALL DISTURBED AREAS TO EXISTING OR BETTER CONDITION UNLESS OTHERWISE STATED ON THE PLANS. 5) ALL VEHICLES ARE TO BE CLEANED OF ALL EXCESS CONCRETE AND DIRT PRIOR TO LEAVING THE SITE. KEEP CITY OF TUKWILA STREETS CLEAN DURING CONSTRUCTION. ANY DAMAGE OR CLEANUP SHALL BE SOLELY AT THE CONTRACTOR'S EXPENSE AND BE COMPLETED TO THE SATISFACTION OF HIGHLINE WATER DISTRICT, AND THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT. SITE (CONT.) 6) THE CONTRACTOR SHALL CLEANUP ALL AREAS AFFECTED BY HIS ACTIVITIES TO THE SATISFACTION OF THE OWNER BY THE END OF EACH WORKING DAY OR MORE FREQUENTLY IF REQUIRED BY THE OWNER. THIS INCLUDES REMOVAL OF ALL DUST, MUD, ROCKS, ASPHALT DEBRIS, AND REFUSE FROM STREETS, SIDEWALKS, DRIVEWAYS, AND ANY OTHER AREAS AFFECTED BY THE CONSTRUCTION ACTIVITIES. FAILURE TO CLEANUP TO THE SATISFACTION OF THE OWNER WILL NECESSITATE A SHUTDOWN OF THE PROJECT UNTIL CLEANUP IS PROPERLY PERFORMED. DAILY CLEANUP IS AN INTEGRAL PART OF THE REQUIRED EROSION AND POLLUTION CONTROL. 7) CONTRACTOR IS RESPONSIBLE FOR MEETING ALL REQUIREMENTS FOR OFF SITE DISPOSAL INCLUDING ONLY DISPOSING OF WASTE MATERIAL AT LOCAL CITY OR COUNTY APPROVED SITES. 8) AT THE END OF EACH WORKING WEEK, THE OWNER WILL INSPECT ALL TEMPORARY ROAD RESTORATION. IF THE TEMPORARY RESTORATION DOES NOT PROVIDE AN ADEQUATE DRIVING SURFACE, AS DETERMINED BY THE OWNER, THEN THE CONTRACTOR SHALL IMMEDIATELY PROCEED WITH THE PERMANENT RESTORATION AS DESCRIBED IN THE SPECIFICATIONS. UTILITIES 1) THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION, ELEVATION AND SIZE OF EXISTING UTILITIES PRIOR TO CONSTRUCTION OF ANY BURIED PROPOSED UTILITIES. CALL 1-800-424-5555 48 HOURS BEFORE CONSTRUCTION FOR UTIUTY LOCATIONS. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES AND SIZES AS NECESSARY FOR PROPOSED IMPROVEMENTS. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER AND THE UTILITY COMPANY WHEN A CONFLICT OCCURS OR WHEN A CONFLICT IS ANTICIPATED. 2) ALL TRENCHING SHALL BE PERFORMED IN ACCORDANCE WITH OSHA AND WISHA STANDARDS. 3) EXISTING WATER AND POWER FACILITIES MAY NOT BE SHUT DOWN FOR ANY PERIOD WITHOUT PRIOR APPROVAL FROM OWNER. A MINIMUM OF 72 HOURS NOTICE TO THE OWNER IS REQUIRED FOR ANY SHUT DOWN. THE CONTRACTOR SHALL NOT OPERATE EXISTING WATER OR POWER SYSTEM EQUIPMENT (VALVES, SWITCHES, ETC.). 4) THE CONTRACTOR SHALL NOTIFY THE DISTRICT AND FRANCHISE OmCIAL(S), A MINIMUM OF 48 HOURS IN ADVANCE OF ANY PLANNED DISRUPTION TO UTILITIES INCLUDING, BUT NOT LIMITED TO SEWER, NATURAL GAS, IRRIGATION, TELEPHONE, POWER, CABLE AND FIBER OPTICS. 5) ALL UTILITY CONSTRUCTION SHALL COMPLY WITH HIGHLINE WATER DISTRICT AND UTIUTY FRANCHISE STANDARDS. 6) CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXISTING UTIUTIES AND STRUCTURES AND SHALL PROVIDE SHORING AND SUPPORT AS NECESSARY. 7) IN LOCATIONS WHERE THE EXISTING WATER MAIN IS EXPOSED IN ORDER TO CONSTRUCT THE PROPOSED WATER MAIN, THE CONTRACTOR SHALL CONDUCT THE WORK IN A MANNER THAT PREVENTS DAMAGE TO THE EXISTING WATER MAIN. 8) CONFUCTS WHICH MAY OCCUR DURING CONSTRUCTION OF THE WATER MAIN OR SERVICE UNE(S) SHALL BE RESOLVED IN THE FOLLOWING MANNER: — IF THE PROPOSED WATER MAIN CONFLICTS WITH A MAJOR UTILITY SUCH AS THE SEWER OR STORM LINES, THE WATER LINE SHALL BE REALIGNED USING VERTICAL OR HORIZONTAL BENDS AS APPROVED BY THE ENGINEER. PAYMENT FOR THESE ALIGNMENT CHANGES SHALL BE BASED ON THE UNIT PRICES FOR BENDS AND FITTINGS AS ESTABLISHED PRIOR TO THE CHANGES BEING CONSTRUCTED AND AS APPROVED BY THE ENGINEER. — IF THE PROPOSED WATER MAIN CONFLICTS WITH A MINOR UTILITY SUCH AS POWER, CABLE, GAS AND TELEPHONE LINES, THE U11UTY COMPANY SHALL BE CONTACTED AND THE CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY TO REAUGN THE CONFLICT UTILITY, UNLESS OTHERWISE APPROVED BY THE ENGINEER. THESE ALIGNMENT CHANGES SHALL BE CONSIDERED INCIDENTAL TO THE PROJECT. — IF THE PROPOSED WATER SERVICE UNE(S) CONFLICT WITH ANY U11UTY, THE SERVICE LINE SHALL BE REALIGNED AS APPROVED BY THE ENGINEER. PAYMENT FOR THESE ALIGNMENT CHANGES SHALL BE CONSIDERED INCIDENTAL TO THE PROJECT. 9) ALL CONNECTIONS TO EXISTING MAINS WILL BE MADE WITH HWD AFTER REQUIRED TESTING. ANY CONNECTIONS TO RESTRAINED JOINT PIPE SHALL ALSO BE RESTRAINED JOINT. DISINFECT FITTINGS AND PIPE PRIOR TO MAKING ANY CONNECTIONS. REFER TO CONNECTION DETAILS ON DWG NO. W05 FOR ADDITIONAL INFORMATION. 10) CONTRACTOR SHALL MEET COMPACTION REQUIREMENTS AS STATED IN THESE PLANS AND SPECIFICATIONS. 11) ALL WATER MAINS SHALL BE RESTRAINED FROM UNRESOLVED HYDROSTATIC THRUST FORCES BY CONCRETE BLOCKING UNLESS SPECIFIED OTHERWISE. INSTALL BLOCKING ONLY IN AREAS WHERE THE BLOCKING DOES NOT BEAR DIRECTLY OR INDIRECTLY UPON OTHER UTILITIES AND WHERE EXCAVATION OF THE OTHER UTIUTIES WOULD NOT COMPROMISE THE THRUST RESTRAINT SYSTEM. 12) AT POINTS WHERE EXISTING THRUST BLOCKING IS FOUND, MINIMUM CLEARANCE BETWEEN THE CONCRETE BLOCKING AND OTHER BURIED U11U11ES OR STRUCTURES SHALL BE 5 FEET. 13) CONTRACTOR SHALL CONNECT THE PROPOSED WATER MAIN TO THE EXISTING SYSTEM ONLY AFTER PROPOSED MAIN IS PRESSURE TESTED, FLUSHED, DISINFECTED AND SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED IN ACCORDANCE WITH THE SPECIFICATIONS OF HIGHLINE WATER DISTRICT AND THE WASHINGTON STATE HEALTH DEPARTMENT. ALL TESTING SHALL BE DONE IN THE PRESENCE OF A REPRESENTATIVE OF HIGHUNE WATER DISTRICT. STORM 1) ALL STORM PIPE SHALL BE SUBJECT TO TESTING PER SECTION 7-04 OF THE WSDOT/APWA STANDARD SPECIFICATIONS AND CITY OF TUKWILA STANDARD PROCEDURES. SURVEY HORIZONTAL DATUM:NAD 83/91 AS ESTABLISHED FROM SURVEY BY CH2M HILL FOR 42ND AVE S. VERTICAL DATUM: NAVD 88 AS ESTABLISHED FROM SURVEY BY CH2M HILL FOR 42ND AVE S. SITE AREA: ALL DISTANCES SHOWN ARE GROUND DISTANCES UNLESS OTHERWISE NOTED. THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN IN ,2016, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) 1" TRIMBLE S6 SERIES ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C. 332-130-100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332-130-090. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT PURPORT TO SHOW ALL EASEMENTS. THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE ENGINEERS, INC. DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUC11ON. CALL FOR LOCATE: UTILITY LOCATION SERVICE: 811 SHEET INDEX SHEET NO. SHEET TITLE DWG NO. 0 COVER COV 1 GENERAL NOTES & INFO GO1 2 WATER MAIN OVERVIEW PLAN W01 3 WATER MAIN PLAN & PROFILE 1 W02 4 WATER MAIN PLAN & PROFILE 2 W03 5 WATER MAIN PLAN & PROFILE 3 W04 6 WATER MAIN CONNECTION DETAILS W05 7 WATER MAIN DETAILS 1 W06 8 WATER MAIN DETAILS 2 W07 9 CATHODIC PROTECTION DETAILS 1 W07 10 CATHODIC PROTECTION DETAILS 2 W08 11 EXISTING SITE PLAN C01 12 DEMOU11ON & TESC PLAN CO2 13 CONSTRUCTION & TESC DETAILS CO3 14 PROPOSED SITE PLAN C04 15 PROPOSED UTILITY PLAN C05 16 SITE CROSS SECTIONS C06 17 SITE & UTILITY DETAILS C07 18 RETAINING WALL PLAN AND PROFILES CO8 19 RETAINING WALL DETAILS C09 20 LANDSCAPING PLAN AND DETAILS LO1 21 IRRIGATION PLAN AND DETAILS L02 22 ARCHITECTURAL FLOOR PLAN Sc SCHEDULES A-2.0 23 ARCHITECTURAL EXTERIOR ELEVATIONS A-3.0 24 BUILDING SECTIONS A-3.1 25 ARCHITECTURAL DETAILS A-8.0 26 FACILITY FOUNDATION PLAN S01 27 FACILITY FLOOR PLAN SO2 28 FACILITY ROOF PLAN S03 29 FACIUTY SECTIONS 1 SO4 30 FACILITY SECTION 2 S05 31 STANDARD STRUCTURAL DETAILS 1 S06 32 STANDARD STRUCTURAL DETAILS 2 S07 33 STANDARD STRUCTURAL DETAILS 3 S08 34 STANDARD STRUCTURAL DETAILS 4 S09 35 MAJOR PIPING PLAN MO1 36 MAJOR MECHANICAL SECTIONS M02 37 MINOR MECHANICAL PLAN M03 38 HVAC PLAN 1 M06 39 HVAC PLAN 2 M07 40 MECHANICAL DETAILS 1 M04 41 MECHANICAL DETAILS 2 M05 42 ELECTRICAL LEGEND E01 43 ONE—UNE DIAGRAM E02 44 ELECTRICAL SITE PLAN E03 45 ELECTRICAL AND CONTROL ROOM — POWER DISTRIBUTION & SIGNAL PLAN E04 46 PUMP ROOM — POWER DISTRIBUTION & SIGNAL PLAN E05 47 ELECTRICAL AND CONTROL ROOM — LIGHTING & RECEPTACLE PLAN E06 48 PUMP ROOM — UGHTING & RECEPTACLE PLAN E07 49 MOTOR CONTROL CENTER DETAILS E08 50 GENERATOR DETAILS E09 51 FUEL TANK DETAILS E10 52 CONTROL LOGIC DIAGRAMS 1 Ell 53 ELECTRICAL DETAILS 1 E12 54 ELECTRICAL DETAILS 2 E13 55 ELECTRICAL SCHEDULES 1 E14 56 ELECTRICAL SCHEDULES 2 E15 57 RTU — PANEL LAYOUT E16 58 RTU — POWER & COMMUNICATIONS DIAGRAM E17 59 RTU — PLC INPUT & OUTPUT WIRING 1 E18 60 RTU — PLC INPUT & OUTPUT WIRING 2 E19 SCHEDULE A - WATER MAIN SCHEDULE B - BOOSTER PUMP STATION ,f. VICINITY MAP NOT TO SCALE dem. iqr Fellows S .es Didir �� dux.►'' ; + :' estview.Park..; ABBREVIATIONS GENERAL/CIVIL: BE CIPP CO DI DIA 0 EL ELEV EX FH GV HORIZ ICV IE MDD MH PROP RE SIM TN TYP UNO STRUCTURAL: CL CLR EA EF EW FF HORZ NOM 0.C. PL PJF RST SST T&B TOF TOW VERT BOTTOM ELEVATION CURED —IN —PLACE PIPE CLEANOUT DUCTILE IRON DIAMETER DIAMETER ELEVATION ELEVATION EXISTING FIRE HYDRANT GATE VALVE HORIZONTAL IRRIGATION CONTROL VALVE INVERT ELEVATION MAXIMUM DRY DENSITY MANHOLE PROPOSED RIM ELEVATION SIMILAR TOP OF NUT TYPICAL UNLESS NOTED OTHERWISE CENTERUNE CLEAR EACH EACH FACE EACH WAY FINISHED FLOOR HORIZONTAL NOMINAL ON CENTER PLATE PREMOLDED JOINT FILLER REINFORCING STEEL STAINLESS STEEL TOP AND BOTTOM TOP OF FOOTING TOP OF WALL VERTICAL PLUMBING PIPING: CW COLD WATER, POTABLE PRV PRV V PRESSURE REDUCING VALVE PRESSURE REUEF VALVE VENT WASTE SECTION AND DETAIL REFERENCES THE FOLLOWING CONVENTIONS HAVE BEEN USED WITHIN THESE DRAWINGS TO REFER THE READER BETWEEN THE SECTION/DETAIL AND THE PLAN FROM WHICH IT IS REFERENCED. REFERENCE BUBBLES PLAN REFERENCE BUBBLE — REFERS READER BACK TO THE PLAN FROM WHICH THE DETAIL OR SECTION ORIGINATED. DETAIL/SECTION REFERENCE BUBBLE — REFERS READER TO THE DRAWING ON WHICH THE DETAIL OR SECTION IS LOCATED. WHERE, ID = SECTION/DETAIL REFERENCE NUMBER ## = DRAWING NUMBER ON WHICH DETAIL ORIGINATED OR RESIDES. SECTION/DETAIL REFERENCE NUMBER CONVENTIONS: SECTIONS OR ELEVATIONS SHOULD HAVE A LETTER REFERENCE NUMBER (A THROUGH ZZ). DETAILS SHOULD HAVE AN ALPHANUMERIC REFERENCE NUMBER (A—Z OR 1-1799). DISCIPUNE SPECIFIC STANDARD DETAILS FOLLOW THE DIVISION NUMBER. EXAMPLES: 2XX = SITE WORK OR CIVIL STANDARD DETAILS 15XX = MECHANICAL STANDARD DETAILS 3XX = CONCRETE STANDARD DETAILS 16XX = ELECTRICAL STANDARD DETAILS 4XX = MASONRY STANDARD DETAILS FOR CODE COMPLIANCE iAPPROVED 1...riUL 2 6 2019 CONTACT PERSONNEL City of I kwila BUILDING ISION AGENCY HIGHLINE WATER DISTRICT HIGHLINE WATER DISTRICT HIGHLINE WATER DISTRICT HIGHUNE WATER DISTRICT RH2 ENGINEERING RH2 ENGINEERING RH2 ENGINEERING RH2 ENGINEERING RH2 ENGINEERING CITY OF TUKWILA PUGET SOUND ENERGY (PSE) ONE —CALL LOCATE NATIONAL RESPONSE CENTER WASHINGTON EMERGENCY MANAGEMENT DIVISION DEPARTMENT OF ECOLOGY NW REGIONAL OFFICE CONTACT JEREMY DELMAR, P.E. ENGINEERING MANAGER JON SEIBEL, OPERATIONS SUPERVISOR/WATER QUAUTY SHANE HEFLEN, TREATMENT & TELEMETRY DAVE STANLEY, FIELD SUPERVISOR EDWIN HALIM, P.E. PROJECT MANAGER CHRIS ROBERTS, P.E. ELECTRICAL ENGINEER JON CONNER, P.E. STRUCTURAL ENGINEER RYAN FESKENS, P.E. PROJECT ENGINEER BARNEY SANTIAGO, P.E. PROJECT ENGINEER PUBUC WORKS DEPARTMENT VAL BUZUNOV, PROJECT MANAGER CALL 48—HRS BEFORE YOU DIG REPORT ALL OIL OR HAZARDOUS MATERIALS SPILLS REPORT ALL OIL OR HAZARDOUS MATERIALS SPILLS REPORT ALL OIL OR HAZARDOUS MATERIALS SPILLS PHONE 206-592-8904 206-592-8946 206-824-0375 x126 206-592-8912 425-951-5332 425-951-5358 425-951-5352 425-951-5396 425-951-5456 206-433-0179 253-395-6826 800-424-5555 800-424-8802 800-258-5990 425-649-7000 FIECEi"Et' CITY OF 1 UKW LA NUV 0 6 2018 RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www rt:2 corn : 800.720 8052 24, 0 n. 1y 0 z GENERAL NOTES & CD PS8-D-GEN01.DWG z 0 U SAVE DATE: Oct 30, 2018 PLOT DATE: Oct 30, 2018 ENGINEER: BMS r- V z 0 08 ' U Lim' w 0 L-1-- L O♦n z CDR J SCALE: SHOWN r DRAWING IS FULL SCALE WHEN BAR MEASURES 7 2" PERMIT CENTER DWG NO.: GO1 SHEETNO.: 1Jr) 0 VALVE BOX AND COVER a 8" PVC PIPE. PROVIDE 24" MIN LENGTH FROM FINISH GRADE TO BOTTOM OF PVC PIPE 24"X24"X6" 7 CONCRETE PAD TEST STATION WIRES PER TEST STATION TYPE & WIRE IDENTIFICATION. TEST STATION INSTALLATION NO. 8 AWG STRANDED COPPER WIRE (ONE SHOWN, 2 REQUIRED) N /'•/r�ir�ir'ir�ir�ir�ii/'/ y, TEST STATION 7 EXOTHERMIC WELD WIRE CONNECTION, TYP NOT TO SCALE 2" PVC PIPE WITH LOOSE TOP END CAP, NO BOTTOM CAP \Sri/\/r/\/ir\/\ /\ /it• •rii�/i\�/• yi>�\i���\i�>�\�yi>�\i�?��>�\ice>�\ice>�\ice>�\ice>\✓��\ice>�i��\ice>�i�>�\ice>�\ice>�\i.>�\i VALVE BOX AND COVER NYLON WIRE TIES, TYP (2) CP MONITORING COUPONS WITH (2) NO. 12 AWG WIRES EACH, 0-1" TO END OF 2" PVC PIPE NOTES: 1. BED COUPON IN SAME BACKFILL AS PIPE. COMPACT BACKFILL TO 1 FT MIN ABOVE COUPON. 2. DO NOT BACKFILL INSIDE 2" OR 8" PVC PIPE AWAIMAIr MONITORING TEST STATION (TS/M) NOT TO SCALE 40 MIL GEOMEMBRANE SHEETING PVC TAPE MAX 2'-0" O.C. ` 10'-0" MIN (OR AS DIRECTED) 1 GAS MAIN OR SERVICE TEST STATION, SEE DETAIL DIELECTRIC ISOLATION JOINT EXOTHERMIC WELD /— WIRE CONNECTION, TYP ' " 6 . 1. ISOLATION FLANGE JOINT SHOWN, OTHERS SIMILAR. ISOLATION JOINT TEST STATION (TS/IJ) NOT TO SCALE ITEM WIRE COLOR WIRE NEW WATER MAIN WHITE 8 AWG STRANDED COPPER WIRE, USE -TYPE INSULATION EXISTING WATER MAIN BLACK 8 AWG STRANDED COPPER WIRE, USE -TYPE INSULATION CASING PIPE ORANGE 8 AWG STRANDED COPPER WIRE, USE -TYPE INSULATION GALVANIC ANODES BLUE 12 AWG SOLID COPPER WIRE, TW OR THHN INSULATION ZINC REFERENCE CELL YELLOW 12 AWG SOLID COPPER WIRE, TW OR THHN INSULATION CP MONITORING COUPONS PURPLE 12 AWG STRANDED COPPER WRE, TW OR THHN INSULATION NOTES: WIRE SHALL HAVE ENOUGH SLACK TO EXTEND A MIN OF 2 FT ABOVE FINISHED GRADE AFTER FINAL PAVING._ 2. FOR AN ISOLATION JOINT RUN OF NEW WATER PIPE, WIRE ON THE UP STATION SIDE OF THE ISOLATION JOINT SHALL BE WHITE AND WIRE ON THE DOWN STATION SIDE OF THE ISOLATION JOINT SHALL BE BLACK. 3. COLOR CODE WIRES BY INSULATION COLOR, OR BY COLORED TAPE OR PAINT ON LAST 4 FT OF WIRE. CORROSION CONTROL TEST WIRE IDENTIFICATION TABLE 2'-0" MIN OVERLAP 1 6" MIN ELEVATION PROVIDE UNDER LAYER OF 40 MIL GEOMEMBRANE AT JOINTS Wm - CARRIER PIPE NOTES: 1. PROVIDE GEOMEMBRANE ENCASEMENT WHEN CROSSING OVER OR UNDER POTENTIAL STRAY CURRENT SOURCES AND AT ALL METALLIC GAS MAIN AND GAS SERVICE CROSSINGS. PROVIDE CONTINUOUS POLYWRAP ALONG PIPELINE UNDER SLEEVE WRAP. 3. OVERLAP GEOMEMBRANE SHEETING A MINIMUM OF THE OF PIPE CIRCUMFERENCE. ENSURE OVERLAP RUNS ALONG CROWN OF PIPE. 4. SHEETING SHALL BE DRY & MOISTURE FREE BEFORE SEALING. GEOMEMBRANE ENCASEMENT DETAIL NOT TO SCALE OVERLAP'/4 CIRCUMFERENCE SECTION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION C11 7' CA-7 T UI\'.ir'LA NOV 06 2018 PERMIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE, Suite 210 www.rh2.com 1.800.720.8052 1 1- U CC V! NE WATER D U SAVE DATE: Oct 30, 2018 a 0 CL CO N 0 0 e a (X) 0 z N J Q W Z 0 U W 1- 0 CC a U 6 0 1- U SCALE: SHOWN 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG NO.: WO8 SHEET NO.: 10 60 EXISTING SITE LEGEND 120 cm] �— --- ST ----< -- ST oS ss w —• TOE TOP BENCH MARK CITY LIMITS EASEMENT PROPERTY LINE SECTION BOUNDARY RIGHT OF WAY MAJOR CONTOUR MINOR CONTOUR FIBER OPTICS VAULT GUY WIRE TELEPHONE PEDESTAL UTILITY POLE UTILITY POLE WITH OVERHEAD LIGHT POWER PAD MOUNT TRANSFORMER UNDERGROUND TELEPHONE OVERHEAD POWER OVERHEAD GUY WIRE NATURAL GAS METER NATURAL GAS STORM CATCH BASIN STORM MANHOLE STORM DRAIN CULVERT STORM DRAIN DITCH FLOWLINE STORM DRAIN ASPHALT FLOWLINE STORM PIPE SEWER MANHOLE SEWER MAIN WATER VALVE WATER METER WATER MANHOLE WATERMAIN PAVEMENT MARKINGS BUILDING EDGE FENCE WOODEN FENCE SIGN MAILBOX TREE VEGETATION TOE OF SLOPE TOP OF SLOPE GRAVEL AREA CONCRETE AREA ROADWAY ASPHALT AREA \ 1� 111r1 I, l it 'IL" 'n n v — N 6 V. •eL 0 / 30' ._ - 445 1 " 448 -. - 450 - 452 \ 3 455 458 __ co \ 30' 1 1. 1 1 ti ti \4 MAILBOXES 11 \ \\ II \ II \ 11 'ECOLOGY BLOCK LL 11 I, •— 26" FI \ \BLOCK WALL 7- 6' WOODEN FENCE \ 1 • \ L ' — �- 137980--0009 ) 1603242ND AVE S 11/ I tJ I/ ECO BLOCK WALL BLOCK BORDER 6' WOODEN FENCE r 494----._.L APPROX. SIZE AND LOCATION OF PRE-EXISTING BUILDING. BUILDING AND FOUNDATION HAVE ALREADY BEEN REMOVED AND OUTLINE IS FOR REFERENCE ONLY. ASPHALT DRIVEWAY - 445-. 537980-0002 ) 16026 42ND AVE S CP #8 738-19.8HT N=170711.20 E=1282353.59 ELEV.=444.04 BUILDING /-L�11J-/ LL ° l i ° _ APPROX. SIZE AND LOCATION OF r J PRE-EXISTING SEPTIC AND DRAINFIELD. / J J /— I— r 7\ 7 -- / —/—rt, ) /I� 1 BUILDING GATE a _J .61--®-i 15.0' SEWER EASEMENT PER 42ND AVE. SOUTH SEWER EXTENSION CONSTRUCTION RECORDS / /^ \ '// / / / 1 L. / // / / \1 - 6' WOODEN / / E FENCE �/ / —J GRASS / 444 f �' it r Jl / yl r 4s r ) !I \ 1rI / I i' L J ( 537980-000 ) 16036 42ND AVE S EXISTING SITE PLAN 1"=10' C ° nyyt=Pt 6. a x. J 6 < . • < . y ^ a • 8" HDPE SS N I0 x W a 0 x CO i / / / / 6' CHAINLINK FENCE WOODEN WALL 10.0' SEWER EASEMENT PER 42ND AVE. SOUTH SEWER EXTENSION CONSTRUCTION RECORDS / WOODED STEPS / / / SEWER MAIN APPROXIMATED BY RH2 PER 42ND AVENUE SOUTH SEWER EXTENSION PROJECT AS -BUILT RECORDS (7/11/2017) DEPTH FROM ASBUILTS IS APPROX. 10' BELOW EXISTING GRADE TO TOP OF PIPE / / ' REVIEWED FOR CODE COMPLIANCE // 30" FR •S• APPROVED JUL262019 " City of Tukwila BUILDING DIVISION 7.5' SEWER EASEMENT PER 42ND AVE. SOUTH SEWER EXTENSION CONSTRUCTION RECORDS VICINITY MAP PROJECT PARCEL CRESTVIEW RESERVOIR RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA (1(1;1 j1.121 4,0 13 or) CC Z 44q' o a. CO CO CO Ca 0 0 a. co Ki) 0 0 W SCALE: SHOWN DRAWING IS FULL SCALE WHEN BAR MEASURES 2" DWG NO.: SHEET NO.: 1 1 56'0/ / '1 I't 1 I 1 1 4 11 / / 0 U O U 1. 0 v z 42ND A VENUE S G (1 1 t- 452_. 458 _ SITE PHOTO G O 0 M \ \ \ \ , f� .�.� �. O 2] SITE PHOTO 2 • / A : a r r_J J 1 1 i ( 53 7980-0003 ) 16036 42ND AVE S PLAN VIEW 1" = 10 cci SITE PHOTO liaJD J �-1 / //\ \ / / / \ L_�✓/ / \ r (4 L J a a 4 a a .. 1 p `G4 p a. - a �a p4ap• a a a .. , . a • r a A r e a 4 a . n a •: •a v s• w a .•/4a , 4 4 f p, a,. ,a. • 777T// 2 XL. SITE PHOTO 0' / DEMOLITION LEGEND 0 I Iart N a h 8" HOPE SS - 8" HDPE SS / 0 i SAWCUT LINE ASPHALT REMOVAL VEGETATION REMOVAL AREA STABILIZED CONSTR. ENTRANCE SILT FENCE SAWCUT EXISTING ASPHALT REMOVE AND PROPERLY DISPOSE OF EXISTING ASPHALT REMOVE AND PROPERLY DISPOSE OF EXISTING CONCRETE CURB REMOVE AND PROPERLY DISPOSE OF EXISTING VEGETATION REMOVE AND PROPERLY DISPOSE OF EXISTING WOODEN STEPS AND WOODEN WALL. PROVIDE TEMPORARY SLOPE STABILIZATION AS NEEDED. REMOVE AND PROPERLY DISPOSE OF EXISTING CONCRETE WALL REMOVE AND PROPERLY DISPOSE OF EXISTING SEPTIC SYSTEM MATERIALS. MATERIALS MAY CONSIST OF BUT ARE NOT LIMITED TO A 750 GAL SEPTIC TANK, 140 LF OF PERFORATED PIPE AND GRAVEL OR CRUSHED ROCK. OBTAIN NECESSARY PERMITS FOR REMOVAL AND DISPOSAL COORDINATE WITH PROPERTY OWNER TO REMOVE EXISTING WALL. WALL WILL BE REPLACED PER DWG NO. C04 ON THE DISTRICTS PROPERTY. DO NOT DISTURB EXISTING WATER SERVICE DO NOT DISTURB EXISTING FIRE HYDRANT DO NOT DISTURB EXISTING GAS SERVICE DO NOT DISTURB EXISTING WALL DO NOT DISTURB EXISTING FENCE DO NOT DISTURB EXISTING MAILBOXES DO NOT DISTURB EXISTING RAISED ASPHALT EDGE PROVIDE SILT FENCE PER DETAIL ON DWG NO. CO3 200 CO3 PROVIDE CONSTRUCTION ENTRANCE PER DETAIL ON DWG NO. CO3 NOTE: ALL MATERIALS SHALL BE PROPERLY DISPOSED OF AT A CONTRACTOR PROVIDED DISPOSAL SITE PER WSDOT SPECIFICATION SECTION 2-03.3(7)C CONSTRUCTION AND TESL NOTES -P+$l9Ita$,e.., .'. ON.I.O .AMAEV Attu .,`��i Ji:'• ' Rd' • PROVIDE DEWATERING SYSTEM PER SPECIFICATIONS TO PREVENT ACCUMULATION OF PRECIPITATION AND/OR GROUNDWATER SEEPAGE IN BUILDING EXCAVATION. CONTRACTOR SHALL MEET ALL REQUIREMENTS FOR STORMWATER DISCHARGE PER THE PLANS AND SPECIFICATIONS AND IS RESPONSIBLE FOR PREVENTING SURFACE WATER FROM ENTERING EXCAVATED AREAS. • CONTRACTOR TO PROVIDE SLOPES AND SHORING DURING EXCAVATION PER PLANS AND SPECIFICATIONS. SEE DETAIL ON DWG NO. CO3 FOR PLASTIC COVERING FOR EXCAVATED SLOPE PROTECTION. /202 • KEEP ALL EXCAVATION, MATERIAL STORAGE AND CLEARING ACTIVITIES CONTAINED ON PARCEL 537980-0009 AND WITHIN 42ND AVE S RIGHT-OF-WAY. NO WORK SHALL BE PERFORMED ON ADJACENT PARCELS WITHOUT APPROVAL BY THE DISTRICT AND THE OWNERS. • CONTRACTOR IS RESPONSIBLE FOR PROVIDING 61 CHAIN LINK FENCING TO MAINTAIN SITE SECURITY AND SAFETY FENCING IS NOT SHOWN ON THIS SHEET. KEY NOTES 0 CONTRACTOR RESPONSIBLE FOR PREVENTING WATER FROM ENTERING SITE ONCE RAISED ASPHALT EDGE HAS BEEN REMOVED FROM THE ROADWAY REVIEWED FOR CODE COMPLIANCE APPROVED JUL262019 City of Tukwila BUILDING DIVISION 1�R '.• adyh RFCF)V D CITY uF I UK .ILA NUV062018 PENCE RH2 ENGINEERING 40 ‘,TAPs SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www.rh2.com 1.800.720.8062 1- cc NE WATER D J s 2 w 1,101 00 Z QZ a ots W 1- z 0 J 0 2 W CO CO FILENAME: PS8-D-CIV02.DWG cc o wm co 0 0 0 0 cn CO s N CO U 0 MGINEER: OM P REViEV/ED: RJF DESCRIPTION SCALE: SHOWN DRAWING IS FULL SCALE WHEN BAR MEASURES 2' SHEET NO.: 12 Jr/0 SILT FENCE NOTES: 1. FILTER FABRIC EROSION CONTROL FENCE FABRIC SHALL BE EQUAL TO LINQ INDUSTRIAL FABRICS GTF-400E, WITH AN AOS = 0.212 mm. 2. FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. 3. DOUBLE SILT FENCE: AREAS REQUIRING DOUBLE SILT FENCE SHALL CONSIST OF 2 SILT FENCES INSTALLED WITH 3-4 FT OF SEPARATION. CONTRACTOR SHALL PROVIDE 3-INCH MIN. THICKNESS OF UNCOMPACTED STRAW IN AREA LOCATED BETWEEN THE SILT FENCES. TOE IN SHEETING IN MINIMUM 4"x4" TRENCH JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENTS TO ATTACH FABRIC TO POSTS. ' 111111111111111111111111111 1111111111111u1111111111 •IIIllllllllllIIIull ' 1111111I1111111I111 1111111111111111I1 1II=IIIII=I1l= III =III=III—III 6' MAX. 2"x2" BY 14 GAUGE WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED 1 MINIMUM 4" X 4" TRENCH POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED STEEL FENCE POSTS SILT FENCE NOT TO SCALE HIGHLINE WATER DISTRICT IMPROVEMENT PROJECT Contractor. XXX Cost: $XXX Questions: Call HWD at (206) 824-0375 CAUTION* CONSTRUCTION ZONE DRIVE CAREFULLY 5'-0" i 3' 0" i CONSTRUCTION ENTRANCE SIGN NOT TO SCALE I�-ICI-III ' 111= � *Wm, 111! I I I I I I ill III TO 6 II�III PLASTIC SHEETING E MIL. OR THICKER CLEAR POLYETHYLENE. INSTALL PER KING COUNTY STANDARDS. EQUAL PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED —1 TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: 10' MAX, TIRES, SANDBAGS, OR EQUIVALENTS MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED PLASTIC COVERING NOT TO SCALE 10' MAX. FILTER FABRIC 1 I 1II Ili Ili Ifik, di! -III 2' MIN. 12" MIN. 4" TO 8" QUARRY SPALLS PROVIDE GEOTEXTILE FABRIC EQUAL TO MIRAFI 140N TO SUBGRADE PRIOR TO ROCK PLACEMENT 12" MIN. THICKNESS PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE •r, REVIEWED FOR CODE COMPLIANCE APPROVED JUL 262019 City of Tukwila BUILDING DIVISION F3ECEI:CEO CITY i3F IUKW LA NOV 0 6 2018 RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www rh2.corn 1 800.720.8052 1- U cc V♦ 6 cc w w Z JOB Na: 116.038 FILENAME: PS8-D-CIVO2.DWG z U savE DATE: Oct 29, 2018 PLOT DATE: 0Ct 30. 2018 ENGINEER: OMP REVIEWED: RJF co 1- w V w 1- Z OL ■ Ct U CC co Z 0 V CO V Il 0 0 DO 0 a SCALE: SHOWN 0' I" DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2" PERMIT CENTER DWG NO.: CO3 SHEET NO.: 13 r610 REPLACE RAISED ASPHALT EDGE IN KIND 206 12' SLIDING GATE PER \. DETAILS ON DWG NO. C07 470' 460' 450' COORDINATE WITH PROPERTY OWNER FOR ANY GRADING AFTER WALL REMOVAL REFER TO PROFILES ON DWG NO. C06 FOR EDGE OF DRIVEWAY ELEVATIONS GATE KEYPAD MSE RETAINING WALL PER DWG NO. C08 AND DETAILS ON DWG NO. C09 DISPERSION TRENCH PER DWG NO. C06 CONCRETE ENTRANCE LANDING PER SECTION ON DWG NO. S07. SLOPE ARROW, TYP. ARROW POINTS FROM HIGH TO LOW ELEVATION ONEEINEMIlliat --••••• • • • • • o • te.5Y5.5. tV4 v�+FA7.ie.Fd.Yir?E7?Y..Y/i.'�.:iY.r:<.iti.�&r.Yee ri¢od.?A.Y,Y.V.1,%tt Are.y+S.9.O.,cP.t .4,z.NaC.O.Y 6.Yet .Yb.i'l:P.:1 u+.Vd.'lai:l LM P 4171 INIIM 11111FrFr 12' WIDE ACCESS ROAD PER SECTION RAIN GARDEN #1-- REFER TO SECTION ON DWG NO. C06. LANDSCAPED AREAS, REFER TO LANDSCAPING PLAN FOR ADDITIONAL INFORMATION TYP. 20'\ APPROX. 376 LF OF ARCHITECTURAL FENCE l � - f- r /1/ I PROPOSED SITE PLAN 1.. 10' PUMP STATION FINISHED FLOOR ELEV: 445.00' G EXTERIOR BUILDING EDGE 4' WIDE CONCRETE WALKWAY PER SECTION DRAINAGE SWA..E PER SECTION a 7 a PVI STA:0+63.57 PVI ELEV:445.11 K:2.07 LVC:20.00 FINISHED GRADE ALONG DRIVEWAY CENTERLINE EXISTING GRADE ALONG DRIVEWAY CENTERLINE -9.46% 0.19% 440' r-- 0 430' W 0+00 0 0 L (NI CO cci ww CO ww DRIVEWAY CENTERLINE H: 1"=10',V: 1"=10' r- CO wu- 1+00 if) Crl N N Lulu- 470' 460' 450' 440' "' 430' 1+35 N u, W a 7/ BUILDING FOUNDATION EDGE O. oo !MSE RETAINING WALL PER DWG NO. C08 AND DETAILS ON DWG NO. C09 EMERGENCY GENERATOR , FUEL TANK J SITE LIGHT PER ELECTRICAL PLANS, TYP. POINT TABLE POINT NO. DESCRIPTION ELEV. NORTHING EASTING EDGE OF ASPH. 2 EDGE OF ASPH. 3 EDGE OF ASPH. 4 EDGE OF ASPH. 5 EDGE OF ASPH. 6 EDGE OF ASPH. 7 RADIUS CENTER 8 EDGE OF CONC. 9 EDGE OF CONC. 10 EDGE OF CONC. 11 EDGE OF CONC. 12 VAULT CORNER 13 VAULT CORNER 14 TRANSFORMER PAD CORNER 15 TRANSFORMER PAD CORNER 16 DISPERSION TRENCH TOP 17 DISPERSION TRENCH TOP 18 SWALE BOTTOM 19 SWALE BOTTOM 20 FENCE CORNER 21 FENCE CORNER 22 FENCE CORNER 23 FENCE CORNER 24 GATE POST 25 GATE POST 26 SITE LIGHT 27 SITE LIGHT 28 SITE LIGHT 29 LANDSCAPE LIGHT 30 LANDSCAPE LIGHT 31 LANDSCAPE LIGHT 32 LANDSCAPE LIGHT 33 LANDSCAPE LIGHT 34 LANDSCAPE LIGHT 35 LANDSCAPE LIGHT 36 LANDSCAPE LIGHT 37 GATE KEYPAD 38 BUILDING EDGE 39 BUILDING EDGE 444.62 444.80 445.26 445.00 445.43 445.00 444.97* 445.18* 444.96 444.84 444.92 444.92 170662.06 1282344.70 170682.95 1282345.12 170693.15 1282335.31 170694.26 1282410.77 170703.50 1282420.77 170694.49 1282399.26 170683.15 1282335.12 170690.85 1282431.46 170674.52 1282431.14 170657.00 1282398.19 170657.76 1282359.86 170678.98 1282354.36 170671.16 1282361.88 448.25 170688.71 1282302.57 448.25 170680.73 1282302.42 443.79 170711.69 1282423.55 443.79 170709.92 1282413.51 444.34 170656.28 1282359.76 444.34 170654.97 1282426.27 170715.35 1282314.17 170712.42 1282444.22 170647.99 1282443.08 170650.91 1282312.53 170705.56 1282313.92 170693.56 1282313.61 170706.88 1282315.99 170705.51 1282386.97 170669.70 1282431.99 170691.50 1282319.79 170666.58 1282321.00 170661.61 1282334.93 170672.23 1282343.92 170684.75 1282343.56 170691.27 1282334.43 170661.51 1282348.76 170677.92 1282317.13 170706.92 1282305.58 170660.58 1282419.93 170689.07 1282420.49 *NOTE: ELEVATIONS FOR THE FUEL TANK PAD ARE FOR FINISHED GRADE AT THE PAD. REFER TO DWG NO. E10 FOR CONCRETE PAD HEIGHT ABOVE FINISHED GRADE. REVIEWED FOR CODE COMPLIANCE APPROVED 1 JUL262019 City of Tukwila BUILDING DIVISION I v D RECEIVED CITY OF i UK:s IA NOV 0 6 2018 PERMIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www.rh2.com 1.800 720.8052 Z a W N W N 0 a 0 cc cx SCALE: SHOWN ,. DRAWING IS FULL SCALE WHEN BAR MEASURES 2' r C04 14 NO.: 1 so NO.: SHEET DWG a 0 450' 440' • • e� LANDSCAPED AREAS, REFER TO LANDSCAPING PLAN FOR ADDITIONAL INFORMATION TYP. SITE LIGHT PER ELECTRICAL PLANS, TYP. OF 3 POWER CONDUIT PER ELECTRICAL PLANS, TYP. TELEMETRY CONDUIT PER ELECTRICAL PLANS, TYP. 14" k>.Yvk.F.s G'r e::x AO;• T.?r.Bur 414 • .50..7�+".�r, .4.:. 111, I' V77_ L11J/LL1 . �_ PUMP STATION --"-•z=o_-_ METER VAULT PER DWG NO. MO1 QUARRY SPAtL DISPERSION PAD PER DETAIL ON DWG NO. C07 PROPOSED SITE UTILITY PLAN 1"=10' a 4 4 4 A - w a 'n • 4"7- p 4 0 44_e p <' 1.1 :7 • T7777/ / / p 4 4 n p A 435' 0+00 RAIN GARDEN PER SECTION ON DWG NO. C06 CB #1 - TYPE 1 L WITH BEEHIVE GRATE. I- REFER TO DETAIL ON DWG NO. C07 C)N_ PROPOSED 24" DI WATER MAIN DISPERSION TRENCH PER DETAIL ON DWG NO. C07 CULV. I.E.: 442.15' 450' 440' 435' RAIN GARDEN OVERFLOW PROFILE H: 1 " = 10' , V: 1 ' = 10' INTERCEPTOR SWALE PER SECTION ON DWG NO. C06 CULV. I.E.: 444.34' DISPERSION TRENCH PER DETAIL ON DWG NO. C07 CULV. I.E.: 442.15' 0+00 STORM BYPASS PROFILE 0+61 450' 440' 435' 0+93 450' 440' 435' FLOW DISPERSION TRENCH PER DWG NO. C07 STORM BYPASS PER PROFILE ON THIS SHEET EMERGENCY - GENERATOR FUEL'TANK BUILDING EXTERIOR EDGE BUILDING DRIP EDGE % i i • ALL DISCHARGE PIPING INTO THE RAIN GARDEN SHALL BE SET AT AN INVERT ELEVATION OF 444.5' WATER - SUCTION O APPROX. 103 LF OF 24" DI PIPE N: 170701.32 E: 1282374.14 PROVIDE: (1) - 24"x16" DI TEE (RJxRJ) 24" DI RJ PIPE, LENGTH TO FIT. ADJUST PIPE LENGTH AS NECESSARY TO MATCH PUMP SPACING ON DWG NO. MO1 [�a N: 170701.13 E: 1282383.80 PROVIDE: (1) - 24"x16" DI TEE (RJxRJ) 0 N: 170700.94 E: 1282393.47 PROVIDE: (1) - 24"x16" DI TEE (FLxFLxFL) (1) - 24" DI BLIND FLANGE TAPPED FOR 6" DI PIPE N: 170700.74 E: 1282403.47 PROVIDE: (1) - 6" ADAPTER (FLxRJ) (1) - 6" DI 90° BEND (RJxRJ) (1) - 6" DI GATE VALVE (FLxRJ) 0 16" DI RJ PIPE LENGTH TO FIT 16" DI PIPE LENGTH TO FIT (FLxPE) 0 6" DI RJ PIPE LENGTH TO FIT N: 170702.75 E: 1282297.61 PROVIDE: (1) - 24"x6" DI TEE (RJxRJxFL) (1) - 6" DI GATE VALVE (FLxFL) (1) - 6" DI BLIND FLANGE REVIEWED FOR CODE COMPLIANCE APPROVED ILIL262019 City of Tukwila BUILDING DIVISION MISCELLANEOUS UTILITIES :O APPROX. 31 LF OF 3" SCH 40 PVC SUMP PUMP DISCHARGE _, 0 APPROX. 21 LF OF 3" SCH 40 PVC WATER QUALITY ANALYZER DISCHARGE. WATER - DISCHARGE N: 170694.21 E: 1282328.72 PROVIDE: (1) - 24" DI 45° BEND (RJxRJ) 0 APPROX. 28 LF OF 24" DI RJ PIPE O APPROX. 66 LF OF 24" DI RJ PIPE Oa N: 170694.84 E: 1282297.20 PROVIDE: (1) - 24"x6" DI TEE (RJxRJxFL) (1) - 6" DI GATE VALVE (FLxFL) (1) - 6" DI BLIND FLANGE O APPROX. 80 LF OF 1" TYPE K COPPER. PROVIDE FITTINGS AS NECESSARY TO AVOID CONFLICTS WITH OTHER UTILITIES ON SITE. STORM WATER • N: 170686.80 E: 1282339.56 PROVIDE: (1) - WSDOT TYPE 1L CATCH BASIN PER DETAIL ON DWG NO. C07. • APPROX. 39 LF OF 6" CPE AT 0.54% • N: 170708.81 E: 1282371.74 PROVIDE: (1) - WSDOT TYPE 1 CATCH BASIN RIM ELEV: 444.40' I.E. SW: 442.36' I.E. E: 442.36' • APPROX. 42 LF OF 6" CPE AT 0.51 % • APPROX. 54 LF OF 6" CPE AT 4.03% SITE LEGEND ASPHALT 120 MAJOR CONTOUR 119 MINOR CONTOUR CONCRETE BUILDING - - — ARCHITECTURAL FENCE STORMWATER PIPE ❑ TYPE 1 CATCH BASIN SUMP DRAIN LINE SITE LIGHT LANDSCAPING LIGHT POWER CONDUIT TELM TELEMETRY CONDUIT 4, •4 St t/4h\ CITY CF 'i UF(WILA NOV 0 6 2018 PERMIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Dr:ve SE. Suite 210 www rh2 corn 1.800.720.8052 a94. , RFGIST SCALE: SHOWN 1" DRAWING IS FULL SCALE WHEN BAR MEASURES 2' H: 1" = 10', V: 1' = 10' DWG NO.: C05 15 r6SHEETNO.: 0 470' 460' 450' 440' 430' 470' 460' 450' 440' 430' - - +_ `w M � o ai o �� Q w N ; _ PVI STA:0+61.25 PVI ELEV:445.45 K:2.41 LVC:20.00 _ - - - ` - ` ` N o cii CO cri N ui m N o > 14) tii w FINISHED GRADE ALONG LEFT EDGE OF DRIVEWAY EXISTING GRADE ALONG DRIVEWAY CENTERLINE _ - - -� -8.32% La v r- v .T -U co c0 O 4 d U.. $ cfl V' .er 0d WILL * ao M ( •v O0 WILL. co .� N , c.: (7i✓' WIU... co O "1t[) OCyi W co •7 u_ c c o O - 1 u; oL' WILL ce) O-si c' �T(-, W (-.. ,_: i.u. .. I,A - NORTH DRIVEWAY EDGE OF ASPHALT H: 1"=10',V: 1"=10' N - - - — o o < CO II J W PVI STA:0+63.19 PVI ELEV:445.03 K:1.87 LVC:20.00 - - - ` _ _ _ 0) 0 CD tii > a� o �> ili FINISHED GRADE ALONG RIGHT EDGE OF DRIVEWAY EXISTING GRADE ALONG DRIVEWAY CENTERLINE -- _ _ ` - �- i- 0.05% - - — r-� oo 00 �° W U. WILL ou_ WILL og 00 W o8 d0 LL W LL oo dd0717. W LL. W LL 1. AA -- SWALE WITH SOD OVER 6 INCHES OF TOPSOIL TYPE C. REFER TO LANDSCAPING PLANS FOR ADDITIONAL PLANT ESTABLISHMENT REQUIREMENTS. FINISHED GRADE VARIES PER THIS SHEET A C04 2" COMPACTED DEPTH HMA CLY2", PG 64-22 COMPACTED IN SINGLE LIFT. 6" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE ONE LAYER OF TENCATE MIRAFI HP270 FABRIC COMPACTED AND PROOF ROLLED NATIVE SUBOGR / / / / / / DL///\\/\/\//,\/\\\,\\\\/\/ 1.0' 2 1 SOUTH DRIVEWAY EDGE OF ASPHALT WHERE DITCH IS IN FILL CONDITION MIN. 1.0' 1 2 _../\ .\ -- I \/.\ / /\ PROPOSED SWALE SECTION H: 1"=10',V: 1"=10' NOT TO SCALE PROPOSED ASPHALT DRIVEWAY SECTION NOT TO SCALE 4" CEMENT CONCRETE WALKWAY/LANDING 6" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE ONE LAYER OF TENCATE MIRAFI HP270 FABRIC COMPACTED AND PROOF ROLLED NATIVE SUBGRADE OR FILL MULCH PER LANDSCAPING PLANS ON DWG NO. LO1 SURFACE FINISHES PER LANDSCAPING PLANS ON DWG NO. LO1 PROPOSED CONCRETE WALKWAY AND LANDING SECTION 443.21' BOTTOM ELEV: 442.21' / 470' 460' 450' 440' 430' 470' 460' 450' 440' 430' OVER EXCAVATE A MINIMUM OF 3' BELOW THE EXISTING GRADE OR AS DIRECTED BY THE ENGINEER MAX WATER SURFACE ELEVATION REFER TO DWG NO. LO1 FOR SOIL REQUIREMENTS WITHIN THE RAIN GARDEN 460' 450' 440' CUT/FILL SLOPES SHALL BE A MAX OF 3H:1V, TYP. ASPHALT - DRIVEWAY • 0+00 2'-6" BOTTOM WIDTH 6" FREEBOARD MIN. - SECTION H: 1"=10',V: 1"=10' APPROXIMATE EXISTING GRADE ASPHALT PER SECTION ON THIS SHEET \\//��/��/i�////�\//�\//\\\/\\\/\\\/,/\\ OTHER ID COMPACTING 1 EQVING HEAVY UIPMENT ON PMENT R /�� NATIVE SOIL OR BIORETENTION SOIL MEDIA WITHIN RAIN GARDEN E PROPOSED RAIN GARDEN SECTION C04 NOT TO SCALE ..• REVIEWED FOR CODE COMPLIANCE APPROVED JUL 26 2019 City of Tukwila BUILDING DIVISION oktm FiECr'VED CITY OF i°UKW?LA NUV 0 6 2018 0+63 RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Dave SE Suite 210 www.rh2. com 1.860 720.8052 1- U cc — cn 6 W Q W z U) Z 0 cn U W V) cn cc U W co Joe Na: 116.038 SAVE DATE: Oct 29, 2018 PLorDATE: Oct 30, 2018 cc - SCALE: SHOWN DRAWING IS FULL SCALE WHEN BAR MEASURES NOT TO SCALE PERMIT CENTER DWG NO .: SHEET NO.: C06 16 rio BEEHIVE GRATE PER DETAIL ON THIS SHEET. GRATE TO BE ATTACHED DIRECTLY TO TOP OF TYPE 1L CATCH BASIN WSDOT CATCH BASIN TYPE 1L OR APPROVED EQUAL OVERFLOW ELEV: 443.21' 0.E.: 442.57' POND SECTION PER DWG NO. C06 STORM PIPE PER PLAN OVERFLOW STRUCTURE DETAIL NOTES: • ALL STEEL IN PLATES, BARS AND BANDS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36. • STEEL BEEHIVE GRATE SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH ASTM A123 (AASHTO M111) • LOWER BAND DIMENSIONS TO MATCH STRUCTURE SUMP DRAIN PIPE PER PLAN, TYP NOT TO SCALE PLAN 6" \/ SECTION BEEHIVE GRATE DETAIL FINISHED GRADE PER PLANS //\�i\�i,. NOT TO SCALE EXTEND ROCK DISPERSION PAD TO RAIN GARDEN BOTTOM PLAN \\\/\\\�\\\ .\\ �\ \ 34" DIAM. SMOOTH ROUND BARS EQUALLY SPACED (4" O.C. MAX), TYP. /" DIAM. SMOOTH ROUND BAR UPPER BAND Y2" x 3-3/4" CONC. WEDGE ANCHOR, TYP. OF 4. MOUNT ANCHORS INTO TOP OF CATCH BASIN. Y2" STEEL PLATE LOWER BAND CATCH BASIN 4' MIN. LINE BOTTOM OF DISTRIBUTION PAD WITH GEOTEXTILE FABRIC PROVIDE 6" THICK LAYER OF 4" QUARRY SPALLS SECTION ROCK DISPERSION PAD DETAIL NOT TO SCALE 205 C04 LATCH PER MANUFACTURER LATCHING POST AMERISTAR PASSPORT COMMERCIAL ROLL GATE 8' GATE HEIGHT 3' MIN. POST EMBEDMENT DEPTH 4 .4 4 A A A V-TRACK ROLLER GUIDE POST, TYP. FENCE PER DETAIL ON THIS SHEET A A 8' 7' 6'-2/" 2" NOM. • V-TRACK V-TRACK ANCHORS PER MANUFACTURER,TYP. r ♦;.,*,• r,♦'few rat r t.��i.',yt..I]� f ","/"V w;;\/j/\/j\//\•v<(: \ • GUIDE WHEELS PER MANUFACTURER, TYP. ARCHITECTURAL ACCESS GATE DETAIL NOT TO SCALE 17/" 8" 8' O.C. NOM. 1 4.: 11 III Illllll II 11 I 3' MIN. 334", TYP.\;; FOOTING DEPTH 4 • AMERISTAR MONTAGE COMMERCIAL CLASSIC FENCE OR APPROVED EQUAL 1 /" RAIL PER CROSS SECTION ON THIS SHEET, TYP. 3" 012 GAUGE POST, TYP. 1"x1" 14GA PICKET INDUSTRIAL UNIVERSAL BOULEVARD BRACKET, TYP. FOOTING SIZE SHALL BE PER THE MANUFACTURER'S REQUIREMENTS ARCHITECTURAL FENCE DETAIL NOT TO SCALE •►�•��•gip*h p` OVERFLOW ELEV: 443.10' ,I.1I11 4/2111.1110W aslie\/ /Ili►,li�� 4.11° Val 1110 2.0', MIN. /\\ IP��.��/��.����h \\�j\ WV#\ 2.0' MIN. DISPERSION TRENCH DETAIL NOT TO SCALE TRENCH LENGTH PER PLAN 34" TO 1y" WASHED DRAIN ROCK SET OUTLET LEVEL FINISHED GRADE PER PLAN, MAX 15% SLOPE NOTE TO ENGINEER UPDATE DETAIL TO A CANTILEVER SYSTEM 1234„+4" SAFETY SHIELD, TYP. EACH SIDE 9" THICK CONCRETE V-TRACK PAD FINISHED GRADE PER DWG NO. C04 i 1/" O 0 O 0 RAIL SECTION 8" FABRICATED STEEL COVER AROUND KEYPAD DEVICES 4"x4" xx" SQUARE STEEL TUBE 8"x8"x3/" STEEL BASE PLATE WITH (4)Y" J-BOLTS, DOUBLE NUT. 12"Wx12"Lx24"D CONCRETE FOOTING 42" KEY PAD DETAIL NOT TO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED JUL 26 2019 City of Tukwila BUILDING DIVISION KEYPAD FOR GATE OPERATION BASE PLATE COVER SHOE, 3/8" STEEL PLATE MADE TO FIT FINISHED GRADE PER PLANS m RECE;VED CITY C.f i'i1KWiLA NUV062018 PERMIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www.rh2 CO0i 1.800 720.8052 0.1 0 -1 1 0 GO co d 0 4 03 Ci 0 savE DATE: Oct 30, 2018 PLOT DATE: Oct 30, 2018 ENGINEER: OMP U z 0 0 SCALE: SHOWN m DESCRIPTION 0' 1" DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG N 0.: SHEET NO.: C07 17 60 - SS 3d4H „ SS 3d0H „9 450' 440' L. SSI3 0H Ilillllllll.l■r�li.��llrl� 3:1!411�111 , I 11 1 111 wag +411rmul.ls■�lr.[■.1• lay PERFORATED PIPE PER DETAILS ON DWG NO. GRADE BEHIND WALL AT MAX 3H:1V SLOPES' C09. ROUTE PIPE TO DISPERSION TRENCH. } 452 II■�rtl ill■r,.. 11 I r111111111r11111, I_ I_l�t�l ■ M1IIll�ail111fIM�[lr"' ��1 ,,.. --..V ■ iIiMIMF' :1111 11! 11I IIu71111111 t�llwii..'.!'r�l�w�l�wlll([Mrlgrll���f ,�"�� 41111=j 1!10j1111r•4111" :;:. �: 1= &MO:i:_"'! 10%!/0`IIiei Ma1I[IMlrlllll nrl�uu�'1`rt;.. i'• /�/•< rl�l�r, .. �1 1!11111 .::-..1�117!i{(I6leiiliM■rl■tii■ililti][/fir:���■rl•II■.rl■IIIIII•�111�4�[i►1�11■=�1 ■�■II�I�r ull,.... MII: 1� `III■Ilul\ll■IIIII■�IIrCIwl�rlr�Ia�l �lll■=l■�Ill�dlllIUIUI1111 ■■111111111111ur11111111111IIIlII I" 'uwi.: rlv�.�����lmn.��lml•r�[ � �1�'��III�■�Ill�■�■iiiiu ■11■11111■�I: Irrlll���l �II.I���IIu 111111 11 111 GEOGRID PER DWG NO. C09, TYP. PROPOSED KEYSTONE BLOCK RETAINING WALL DO NOT DISTURB EXISTING SEWER MAIN DURING CONSTRUCTION EAST WALL PLAN 1"=5' GRADE AROUND WALL END AT MAX 3H:1V SLOPES ..6■11•11h., . NOTE TO ENGINEER CONSID CLEANOUTS TO PERFORATED PIPE II `I,li..._. I II I II •I 1•111 !111■IIIII I �-1a as IIII IIIII�J I I �P111�In1.l�i�wv!�■Nr�l■=1111111�t1I�■�.n11r111'u.L.. 11 I�n111i1=�!�1�1 r ■�u�■1n1u11111nII. 111�11111'�a I � I I III■l■111� •""+ • •+lll ; I i SS 3d0H „8 - SS 3d0H „9 N: 170709.58 E: 1282433.89 ELEV 447.00' N: 170687.21 E: 1282433.46 ELEV: 449.00 N: 170663.21 E: 1282432.99 ELEV: 450.34 TOP OF WALL PROFILE GEOFABRIC, TYP. LENGTH PER DWG NO. C09 WALL BOTTOM ELEVATION SHALL BE ADJUSTED AS NECESSARY TO MEET EMBEDMENT DEPTH SHOWN ON DWG NO. C09 MI NW/ 1 Ilt t'1 tit 1 t 1 1 mim t 2 aA r rai ff IIi111l inWIfi111WIWWW IWWWW1 �11 WWIWW Wm alu .�. .�.._, Rii iiw W W W W W W W W W W iii iii#iiiY iii W W W it uman- lliiWW WiiiunixumumnuWii1111i1111i11 WWWW mum= IWWWWiiinamu i1W1WIWiiinsi WWiMiiiW WiiiRiiiiiRMWWWWW ,,�� ��i.,IUNIiiiWWWWiiiWIM�II!,�IIII!IIr� !� •. ii WWWWWWWWW WWWWWWWWWWW�f�WiO! BIVoioio rt PROFILE AT BOTTOM OF WALL 0+00 GRADE BEHIND WALL AT A MAXIMUM OF 5H:1V SLOPES GEQGRID PER DWG NO. C09. TYP. GRADE AROUND WALL END At MAX 3H:1V SLOPES 450' 440' PERFORATED PIPE PER DETAILS ON DWG NO. C09. ROUTE PIPE TO DAYLIGHT. EAST WALL PROFILE H: 1 " = 10' , V: 1 " = 10' ' ` �71■Ilii1. I. I, 1.7�P I : mil r r . r i1m h 6 1 V h ARE 11._.....II_._.JV • JJ_....JI _....11.:.....• 11 J....J,.+".:J..:.- �•.:. I�.....J •-.r��:..�sll- ..11.. • 1_...:JI .�...�J1.�.rJL....-:J4. i-...i.....Al..:.....11 if... _....JI 11 J1.:........�._:._.•. 11 I ' .1111111114:1111IMM 1110I ill■N11-111111 Ill■ 1I11711111 Ill■llll. 1111 IIwlllll. 1111 1■wu111�111111 IrIN w'Ii111111■[111111111111M\ .!A11Ir111111®111111111111114r..._' '"'-.'A-'-•-w- -rti-nr -f1i ---w-- r....Tr---.^:......^....-."/911/-Ir-"111-^ ,......V MIN 1■11■II1111111111111111■r•Nl■JIII■11111111■ Irlr ■IA�Il U Uru■m■`r�l l ____ �rllwr r■l IllI■w■■1■Inw1■11rs!rl■ 110111111111111110111111111111111111011111111111111H111111i 111■.Il■li!�l■llll■m■u►'91�I. lI>rr rrlll■�IIII■l■IAIIIIIIC■llll111111111111111111111111111111111111111111111111111H11111 1111 ■l1■111\mil■1111■111■1111110111111M1111111111111111.111.■ r•Ill■IIII■l■lllwlll■■1■1�'i\II■11�1■II■ 1111■1117111■I I•I!!_IiliUiU iiiiUIII�uwlll\i :r1lmlrll■■■ 1■r�1111■l■ll�l�■■■■■ l■i!■11�1■II■ IIIl■111■III■I 1•r111b1111■l.111111111■ r■lrl■IIII■lill11111■1111■■ I■111�! ■■Illll rll11111111111111111111111•r r1■ll■1.I111■111111 1111■■1■11■Ilti.`�1■11■1 l�lll.rl■l�i!�■ IPA. RP. III•U I•II■III ►" JP,!!! TELM TELM TELM TELM NORTH WALL PLAN 1"=5' Il lq I II I111111■I III II I I II r III I I II ■u II I I Ili IIuu IulIlllii:l I I IP! Iun1l11I111111■IIIIIIIIIII W IIIIII■1IIIIIt1111lirl■III11111111111111 I11111111111I11■111IIIIIIIr1111111■111111w1■11■11111111111111111 IlIUIiII1IIIII■111111111I1111IIII■■IIIII111111I■11■II'UIIIIII III11I I I I I I I1111II11I■11111111111I I II II I■ l l l ll l 111111l■l l■'11/11111111111I ■.......111..,.,....11. CI '■nllll 11111111111■1111111111111 II111I111 OI Ilrlliiiiiil GII I ::!! 11111 11111111■ I I I I ■ 11111111'1111 111111111111111111■IIIIIIIIIIIII 111111 111111111111111■ 111111111 1111 TELM TELM TRIM GEOGRID AS NECESSARY TO ACCOMMODATE FENCE POSTS COORDINATE WITH PROPERTY OWNER TO GRADE THIS AREA AFTER WALL REMOVAL NY' ,..11 III ■ IIIIIII■11I I11111111111111111111111111111111111 !l!1I I IIIIIII■IIIIIIIIIIw111111I1111111 IIIIIII■Illllll�uuii i ..,",!'_!!!IIIIIII IIIIIII■IIIIIII■IIIIIIIIII11II11111I11I111 11111111111111111111111111111111111111111111111 PROFILE AT BOTTOM OF WALL GEOFABRIC. TYP. LENGTH PER DWG NO. C09 TOP OF WALL PROFILE N: 170715.80 E: 1282369.76 ELEV: 443.03' WALL BOTTOM ELEVATION SHALL BE ADJUSTED _ AS NECESSARY TO MEET EMBEDMENT DEPTH SHOWN ON DWG NO. C09 ` 't 1't _'t tit N: 170717.13 E: 1282310.53 ELEV: 446.36' N: 170716.81 E:1282324.75 ELEV: 445.70' N: 170716.46 E: 1282340.49 ELEV: 445.03' WW-'margiamiraW"rm MM iilAii■iiiiWWW t � NM'-�1yM� •� Truu■■■a �•a��� _ 1 1 11 1 1 11111111 1 1 11 11 11 r I [r`. IM RiN ii iii MN W iii W W■a■Wi■■Wia11WW i Y■ W W it t i■itu WWi_■wWilu u,1 i.■.:.� •�:'= ■ WWWWWWWWWW I 1 WWW mum maw Wsal WWW N: 170716.14 E: 1282354.77 ELEV: 444.36' N: 170715.99 E: 1282361 51 ELEV: 443.69' 0+00 NORTH WALL PROFILE H: 1 " = 10' , V: 1 " = 10' 0+86 450' 440' 0+99 450' 440' GENERAL WALL NOTES • BLOCK LAYOUTS SHOWN IN PLAN AND PROFILE VIEWS ARE CONCEPTUAL IN NATURE. FIELD ADJUST AS NECESSARY TO AVOID CONFLICTS AND MEET BLOCK EMBEDMENT REQUIREMENTS. • BOTTOM MOST ROW OF GEOGRID SHALL BE 4.5' IN LENGTH. REMAINING ROWS SHALL BE 6.0' IN LENGTH. • CONTRACTOR SHALL PROOF ROLL THE WALL SUBGRADE IN THE PRESENCE OF THE ENGINEER PRIOR TO PLACING ANY FOUNDATION ROCK. IF THE ENGINEER DETERMINES THAT OVER EXCAVATION IS NECESSARY, THE CONTRACTOR SHALL EXCAVATE PER THE ENGINEER'S INSTRUCTION BELOW PROPOSED FOUNDATION ELEVATION; ROLL A LAYER OF QUARRY SPALLS INTO THE NATIVE MATERIAL, AND FILL WITH MATERIAL ACCEPTABLE TO THE ENGINEER IN 4 INCH LIFTS COMPACTED TO 95% OF THE MODIFIED PROCTOR. • PROFILE NORTHING AND EASTINGS ARE AT THE FACE OF WALL, NOTE TO ENGINEER CONSIDER ADDING CLEANOUTS TO PERFORATED PIPE WALL END AT MAX 3H:1V SLOPES City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 262019 i 3 f;ECr_,VE7 CITY OF 1 UK'VtLA NOV 0 6 2018 PF_RTAIT CENTER ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drwe SE. Suite 210 www rh2.com 1 800.720.805: cc 1- Cc W 1- Q W z TJ ,IDe rro 116.038 W 0 SAVE DATE: Oct 30. 2018 ENGINEER: OMP 0 PS8-D-CIVO5.DWG 1. CO N CO U 0 0 0 w 0:, T W J WALL PLAN AND PROF SCALE: SHOWN w DESCRIPTION r DRAWING IS FULL SCALE WHEN BAR MEASURES 2' DWG NO.: C08 18 r6/0SHEETNO.: MATERIAL AND INSPECTIONS MATERIAL SPECIFICATIONS: CRUSHED SURFACING BASE COURSE - EQUAL TO WSDOT SPECIFICATION 9-03.9(3). BLOCK - KEYSTONE COMPAC III 12" DEPTH STRAIGHT SPLIT BLOCK OR EQUAL. COLOR TO BE CONCRETE GRAY. FIBERGLASS PINS - 1/2" 0 x 5%" LONG COMPATIBLE WITH BLOCK AND GEOGRID. PROVIDE COMPATIBILITY CERTIFICATION INFORMATION IN SUBMITTAL. GEOGRID - SUBMIT STRENGTH DATA FOR REVIEW AND APPROVAL. EQUAL TO MIRAFI 5XT. GRAVEL BORROW FOR GEOSYNTHETIC RETAINING WALL - EQUAL TO WSDOT SPECIFICATION 9-03.14(4) DRAIN PIPE 4" SILT SOCK LINED PERFORATED CORRUGATED POLYETHYLENE PIPE. ROUTE END TO DAYLIGHT. PROVIDE SS WOVEN WIRE RODENT MESH AT END. SPECIAL CONSTRUCTION: GEOGRID SHALL BE PULLED TAUT AND ANCHORED PRIOR TO BACKFILL PLACEMENT OVER TOP. HEAVY CONSTRUCTION EQUIPMENT SHALL BE KEPT 3' FROM THE WALL FACE. COMPACTION SHALL BE COMPLETED WITH LIGHT EQUIPMENT (JUMPING JACK OR HOE -PLATE). DO NOT DAMAGE GEOGRID DURING PLACEMENT. FOLLOW MANUFACTURERS INSTRUCTIONS AND AT A MINIMUM. VEHICLES SHALL BE KEPT AT LEAST 6" FROM GEOGRID AS IT IS PLACED WITH NEXT LAYER OF FILL OVER TOP. CRUSHED SURFACING BASE COURSE SHALL BE COMPACTED TO FIRM AND UNYIELDING CONDITION. GRAVEL BORROW FOR GEOSYNTHETIC RETAINING WALL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY PER ASTM D1557 (MODIFIED PROCTOR). GRAVEL BACKFILL FOR DRAINS SHALL BE COMPACTED TO FIRM AND UNYIELDING CONDITION. SPECIAL INSPECTION: THE OWNER'S GEOTECHNICAL ENGINEER OR ENGINEERING GEOLOGIST SHALL OBSERVE NATIVE SUBGRADE OF WALL BASE, AND SUBGRADE BELOW GEOGRID. DO NOT BEGIN CONSTRUCTION OF WALL UNTIL NATIVE SUBGRADE FOR WALL AND GEOGRID HAVE BEEN APPROVED. PERIODIC INSPECTION SHALL BE REVIEWED TO OBSERVE PROPER INSTALLATION OF CRUSHED SURFACING BASE COURSE, GEOGRID AND GRAVEL BORROW FOR GEOSYNTHETIC RETAINING WALL. SECTION LEGEND KEYSTONE COMPAC UNIT KEYSTONE CAP UNIT LEVELING PAD RETAINED SOIL/NATIVE SOIL TOPSOIL MULCH GRAVEL BORROW , ,�, GRASS/LANDSCAPING GEOGRID GRAVEL BORROW FOR GEOSYNTHETIC RETAINING WALL APPROX. LIMITS OF EXCAVATION RETAINED SOIL GEOGRID FABRIC. LENGTH 6.0', TYP. LOCATION PER DWG NO. C08 GEOGRID FABRIC. BOTTOM LAYER LENGTH 4.5' NOTE: TEMPORARY EXCAVATED SLOPES SHALL BE 1:1. STEEPER SLOPES MAY BE POSSIBLE IF REVIEWED AND APPROVED BY THE ENGINEER DURING CONSTRUCTION. DECISION WILL BE BASED ON WEATHER CONDITIONS. SOIL CONDITIONS AND LENGTH OF TIME BETWEEN EXCAVATION AND PLACEMENT OF WALL MATERIALS BASE LEVELING PAD NOTES: 1. THE LEVELING PAD IS TO BE CONSTRUCTED OF CRUSHED SURFACING BASE COURSE. 2. THE ENGINEER WILL VERIFY THE NATIVE SUBGRADE IS FIRM AND CAPABLE OF SUPPORTING THE WALL PRIOR TO BASE COURSE PLACEMENT. 3. IF NATIVE SUBGRADE IS CONSIDERED SOFT BY THE ENGINEER. PROVIDE 1' DEEP x 4' WIDE EXCAVATION. PLACE SPALLS COMPACT INTO NATIVE. PLACE GEOFABRIC EQUAL TO TENCATE MIRAFI 160 N AND LEVELING PAD OVER TOP. GRAVEL BORROW CRUSHED SURFACING BASE COURSE. COMPACT TO FIRM AND UNYIELDING CONDITION SEE NOTE 3 ABOVE W ►I FIBERGLASS PINS FRONT FACE FINISH GRADE, PER ' LAN LEVELING PAD DETAIL UNIT ELEVATION NOT TO SCALE UNIT PLAN L_ f 18" Ilk VP•;i �•■ �f• I■,�•.,r- ��(•� ilf1eAlpi eauIP v, _CPfa 0 VIM / /i\ DRAIN PIPE PLACEMENT FOR NORTH WALL. INVERT OF PIPE SHALL BE EVEN WITH FINISHED GRADE BELOW WALL. DRAIN PIPE PLACEMENT FOR EAST WALL. PIPE SHALL BE PLACED ON TOP OF LEVELING PAD. COMPAC III UNIT, FILL VOIDS WITH GRAVEL DRAIN PIPE NOT SHOWN LEVELING PAD MIRAFI 140N PLACED BETWEEN GRAVEL BORROW AND TOPSOIL SURFACE FINISHES PER LANDSCAPING PLAN ON DWG NO. LO1 MULCH PER LANDSCAPING PLAN ON DWG NO. LO1 TOP SOIL PER LANDSCAPING PLAN ON DWG NO. LO1 VARIES P__ PROFILES' KEYSTONE COMPAC III UNITS PER DETAIL ON THIS SHEET FIBERGLASS PINS, TYP. BLOCK -EMBEDMENT DEPTH 12" MIN. REINFORCED WALL SECTION NOT TO SCALE CAP UNIT UNIT FACE COMPAC III UNIT/BASE PAD ISOMETRIC SECTION VIEW CAP UNIT ELEVATION NOT TO SCALE 18" CAP UNIT PLAN CAP UNIT SHALL BE OF THE SAME MANUFACTURER AND COLOR AS THE COMPAC III WALL UNIT AND BE HALF THE DEPTH OF THE COMPAC III BLOCK WITH SOLID FACE, TOP AND SIDES. COMPAC III AND CAP UNIT DETAILS NOT TO SCALE TOPSOIL PER LANDSCAPING PLANS ON DWG NO. LO1 FINISHED SURFACE PER DWG NO. C04 VARIES FPEA \%/�%\; PROFILES FOUNDATION SOIL LEVELING PAD PER DETAIL ON THIS SHEET 1. d%. t'!1 ��\�•� ...�.• �'-\����.�I�1 �a \.•��•. � l�l�<i��""- HIV • .\t'4�•� I - I." 1 ►itia .�sii / 8" OR 16" STEP LEVELING PAD PER DETAIL ON THIS SHEET BOTTOM OF WALL STEPS NOT TO SCALE 8" BLOCK TWO 4" CAPS OR ONE 8" CAP TOP OF WALL STEPS NOT TO SCALE GEOGRID IS TO BE PLACED ON LEVEL BACKFILL AND EXTENDED OVER THE FIBERGLASS PINS. PLACE NEXT UNIT. PULL GRID TAUGHT AND BACKFILL. STAKE AS REQUIRED. GRID AND PIN CONNECTION NOT TO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED JUL 262019 City of Tukwila BUILDING DIVISION I D n CE vED CITY CAF 1LIK .`!LA NOV 0 ( 2018 PERMIT CENTER ENGINEERING 40 BOTHELL, 22722 Nww.rh2.com R YEARS • •I i 29th ��L-�of �j // hT PNJ gFGrSTER-^ WA Drive \-pL.AN wA,/,,4,�9�� 4Ai R . 31878 VONAI.. . FFS yy , .•.5 SINCE SE. Suite 1800.720.8052 ' ir z \��� 2 1978 Q 210 ✓ - sioNAL CNG HIGHLINE WATER DISTRICT y yam` ` : - r ; gw3 `y r . ..b RETAINING WALL DETAILS ENGINEER OMP SAVE DATE:: Oct 30. 2018 CLIENT. HWD JOBNO.: 116.038 BEIIPNE-D. DWB PLOT DATE: Oct 30. 2018 FILENAME' PS8-D-CIV11 DWG T 19N1�..A, 0' I' 2' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' DWG NO.: C09 SHEET 19 NO.: so 0 2' 4' 8' WINDOW SCHEDULE ID TYPE SIZE FRAME & SASH GLASS AREA (SF) U VALUE SHGC NOTES/ REMARKS W HT MATERIAL PROFILE 01 FIXED 3' 6' ALUMINUM PERIMETER CHANNEL GLASS BLOCK 18.0 02 FIXED 3' 6' ALUMINUM PERIMETER CHANNEL GLASS BLOCK 18.0 -- 03 FIXED 3' 6' ALUMINUM PERIMETER CHANNEL GLASS BLOCK 18,0 -- 04 FIXED 3' 3' ALUMINUM PERIMETER CHANNEL GLASS BLOCK 9.0 DOOR SCHEDULE ID TYPE OPERATION DOOR PANEL FRAME HDW GROUP LOCK U-VALUE NOTES/ REMARKS W HT DOOR MATL FINISH GLAZING FRAME MATL FINISH WIDTH HEIGHT D 101 SECTIONAL DOOR OVERHEAD 12' 8' ALUMINUM FF PAINT (CHOCOLATE) N/A 12'-4" 8'-2" 01 -- D 102 PANEL DOOR OUT -SWING 3'-2" 8' H.M. STEEL FACTORY PRIMED, FIELD PAINTED H.M. STEEL FACTORY PRIMED, FIELD PAINTED 3,-6„ 8'_2" 02 KEY 0 17 INSULATE DOORS & PROVIDE ADJUSTABLE NEOPRENE SEALS. D 103 PANEL DOOR OUTSWING 3'-2" 8' H.M. STEEL FACTORY PRIMED, FIELD PAINTED H.M. STEEL 3'-6" 8'-2" 03 -- INSULATE DOORS & PROVIDE ADJUSTABLE NEOPRENE SEALS. D 104 PANEL DOOR OUTSWING 3'-2° 8' H.M. STEEL FACTORY PRIMED, FIELD PAINTED H.M. STEEL 3'-6" 8'-2" 03 -- INSULATE DOORS & PROVIDE ADJUSTABLE NEOPRENE SEALS. 4 4' 52' r • fi 7' 8'-2" / 19' 6'-3" 1 1'-7" 7° 12' 9'-4" 1'-2" 10'-10" 1'-2" 8'-9" -1 1/4" 1 L FFE. 0" 1031 " i r 2 2'-3" 33'-9" N fi NMI 56' REVIEWED FOR BODE COMPLIANCE 4 APPROVED • JUL26 2019 City of Tukwila BUILDING DIVISION CITY OF i ziKV;1LA NOV 0 6 201B PERMIT CENTER MAIN FLOOR FLAN SCALE: 1 /4 1 0 GALEN C. PAGE STATE OF WASHINGTON - 7 � Y _ 2 FLOOR PLAN & SCHEDULES CLIENT: HIGHUNE WATER DISTRICT 6- 0 PLOT DATE 10/29/18 Z 0 CO)". 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J. y yyy.r. .i.yy Jr. y yy.♦_y y y.i.yyyy yyy y--4=1= y.Lyy�yy.LJ.yJ_y.Ly.�yJyJyy..yyJ_yJ.yJylyyyJ_yJ_yJ_yJ_yJyJy�y..yJyJy+yJyJ.yJy.1yJy.1y"'y yJ_y+yJ_yJ_yryJ_yJ.yJyJ_yJ_yyyJ_yJ.yJ.y..yJy.+yL-y lyyy+.iJyiy. fEcEi4'E ) CITY OF' UKINILA NUV 06 2018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED 4 JUL 2 6 2019 ` City of Tukwila BUILDING DIVISION SOUTH ELEVATION 1� SCALE: 1 /4 1 '-0" REGISTERED ARCHIT P GALEN PAGE STATE OF WA..141I!GTON OQ x o c+o0 t: r; a NN w COCO CO Nl Z NN < <a w 0 Z V J Z 0 J w CC 0 CC w w 0 cc z 0 ct DESCRIPTION 1' DRAWING IS FULL SCALE WHEN EAR MEASURES? 2' 0 2' 4' 8' 0 2' 4' e' SHEETNO.: A-3.0 + 10' ELEY = 455.0' 2 TOP PLATE 1 TOP OF SLAB ELEV = 445.0' 011•1••••••14. 0 2 4' 8' 0 2' 4' BUILDING SECTION r,ck,\ SCALE: 1 /4 = 1 0 + 1 0' 014 2 TOP PLATE 0° 1 TOP OF SLAB 14'-3" 14'-3" A-8.0 �6 A80 ri BUILDING SECTION SCALE 1 /4" = 1'-0" ELEV = 455.0' RE CF)VEr1 CITY 6F NOV 0 6 2818 PERMIT CENTER ELEV = 445.0' REVIEWED FOR CODE COMPLIANCE APPROVED d1JL26 2019 City of Tukwila BUILDING DIVISION BUILDING SECTION 5329 REGISTERED ARCHI- L GALEN C. PAGE STATE OF WASHINGTON 0 I- co z (/)0 0 0 z 1— j0 /W 1- VJ Q 0 z W 0, Z D J J o_ 2 0O z 0 W a 0 r DRAWING IS FULL SCALE WHEN BAR MEASURES 7 0 2' 4' 8' SCALE: 1 /4" = 1'-0" SHEET NO.: A-3.1 2 X 4 BLOCKING, NAIL PER STRUCT 2 X 4 BLOCKING, NAIL PER STRUCT -mosI GABLE END WALL, DROP TOP CHORD/PLATE TO ACCOMODATE-----• OUTLOOKERS A CEMENT BOARD J i.10 111 BEADBOARD SOFFIT 4 O 6" 1' 2' ROOFING PER ELEVATIONS OVER ROOFING FELT OVER ICE AND WATER SHIELD (EXTEND MIN. 24" OVER CONDITIONED SPACE) 3/4" X 3 1 /2" CEMENT BOARD TRIM OVER 1' X 9 1 /2" CEMENT BOARD TRIM PAINT GRADE PLYWOOD SHEATHING (PAINT) AT ALL EXPOSED EAVES/GABLES, TYPICAL 2 X 4 OUTLOOKERS 2' O/C (PAINT) 2X WOOD TRIM. SPECIES TO MATCH OUTLOOKERS (PAINT), MILL TO STAND 1 /4" PROUD OF CEMENT BOARD BATTENS BUILT-UP BATTENS, 3/4" X 2 1 /2" CEMENT -BOARD OVER 3/4" X 5 1 /2" CEMENT BOARD METAL FLASHING, LAP OVER TRIM, LAP WRB OVER FLASHING 1" X 9 1 /4" CEMENT BOARD TRIM BEAM PER ROOF PLAN, FURR OUT TO 6X 12 DIMENSION 1 /2" PLYWOOD SHEATHING WRAP BEAM W/ 5/16' CEMENT BOARD PANEL 3/4" X 3 1 /2" CEMENT BOARD TRIM RAKE EAVE AT PORCH ROOF CEMENT BOARD J BEADBOARD SOFFIT 410 O 6" 1' OIL B: COLUMN UPPER 1 3/4" to to 1R-0181MODIFIED) SCALE: 1" = 1'-0" TRUSS PER FRMG PLAN W/ 2X6 EXPOSED RAFTER TAILS (PAINT), CUP TO TOP PLATE PER STRUCT SHEAR BLOCK SELECT AND CLEAN CUT FOR APPEARANCE (PAINT); NAIUNG PER STRUCTURAL; PROVIDE SCREENED VENTILATION PER ATTIC VENTILATION NOTES ROOFING PER ELEVATIONS OVER ROOFING FELT OVER ICE AND WATER SHIELD (EXTEND MIN. 24" OVER CONDITIONED SPACE), LAP OVER METAL FLASHING AT FASCIA PAINT GRADE PLYWOOD SHEATHING (PAINT) AT ALL EXPOSED EAVES/GABLES, TYPICAL GUTTER PER SPEC 1 " x 7 1 /4" CEMENT BOARD FASCIA 3/4' X 3 1 /2" CEMENT BOARD TRIM OVER 1" X 9 1 /4" CEMENT BOARD TRIM 1 /2" PLYWOOD SHEATHING BEAM PER ROOF PLAN, FURR OUT TO 6X 12 DIMENSION WRAP BEAM W/ 5/16" CEMENT BOARD PANEL 3/4" X 3 1 /2" CEMENT BOARD TRIM EAVE AT PORCH ROOF on A: COLUMN BASE SCALE: 1" = 1'-0" MITER CORNERS OF TRIM PIECES LEAVE 1 /4' GAP AT JOINT BETWEEN CEMENT BOARD PANELS, SEAL JOINTS 5/16' CEMENT BOARD PANEL PT 6X6 POST 2X4 FURRING WRB OVER 1 /2" PLYWOOD SHEATHING MITER CORNERS OF TRIM PIECES BEAM PER ROOF PLAN WRB OVER 1 /2" PLYWOOD SHEATHING 5/16' CEMENT BOARD PANEL 12 LAP SIDING PER ELEVATIONS 0 6' DECORATIVE OUTLOOKER BEAM- 2' POOR PER SCHEDULE BEND OVER BACK LEG OF SILL PAN TO FORM A HEM OW-07D.2.3 (MODIFIED) METAL FLASHING. SEAL BOTTOM OF 0 FLASHING TO CAP TRIM OF COLUMN 3/4' CEMENT BOARD TRIM, RIP TO 1 3/4" WIDTH -3/4" X 5 1 /2" CEMENT BOARD TRIM 3/4" X 5 1 /2" CEMENT BOARD OVER 3/4" X 9 1 /4" CEMENT BOARD OVER CEMENT BOARD PANEL NO SEALANT AT GAP 1' X 5 1 /2" CEMENT BOARD TRIM 3/4' X 5 1 /2" CEMENT BOARD TRIM PT 6X6 POST 5/16' CEMENT BOARD PANEL WRB OVER 1 /2" PLYWOOD SHEATHING 2X4 FURRING 3/4' X 5 1 /2" CEMENT BOARD 'TRIM ABW66Z POST BASE PT BASE PLATE METAL FLASHING. LAP WRB OVER FLASHING, SET BASE IN MASTIC CONCRETE PLINTH PER FOUNDATION PLAN, CHAMFER EDGES 1 /2" ISOLATION JOINT BETWEEN SLAB AND PLINTH, SEAL PER SPEC PORCH COLUMN TRIM SCALE: 1" = 1'-0" 6' 9" VAPOR BARRIER PER STRUCTURAL PLANS STRUCTURAL OUTLOOKERS PER RAKE EAVE DETAIL CEMENT BOARD PANEL WOOD 'TRIM PER RAKE EAVE DETAIL BUILT-UP CEMENT BOARD BATTEN (3/4" X 2 1 /2" OVER 3/4' X 5 1 /2"), INSTALL ® 24" O/C OVER CEMENT BOARD PANEL RUNNING TRIM (METAL FLASHING OVER 1" X 9 1 /4" CEMENT BOARD TRIM) EXPOSED TRUSS TAIL 1" X 5 1 /2" CEMENT BOARD CORNER TRIM GABLE END ELEVATION SCALE: 1" = 1'-0" SET DOOR THRESHOLD IN (3) -CONTINUOUS BEADS OF SEALANT TO CREATE AIR AND WATER SEAL _(3) CONTINUOUS BEADS OF SEALANT BELOW SILL PAN TO CREATE AIR SEAL c SET PATIO SLAB ELEVATION INTERIOR SLAB ELEVATION METAL SILL PAN WITH BACK DAM AND TURNED UP EDGES AT JAMBS. LAP OVER RIGID INSULATION CONCRETE SLAB AND DRAINAGE LAYER PER TYPICAL DETAILS, SLOPE AWAY FROM BUILDING (MAX. 1:48 SLOPE) FOUNDATION FLASHING PER TYPICAL DETAILS DOOR THRESHOLD AT PATIO SCALE: 3" = 1'-0" P.T. SILL PLATE PER SHEAR WALL SCHEDULE & A.B. PER STRUCTURAL NOTES OVER SILL GASKET PER SPEC AIR SEAL SHEATHING TO SILL PLATE JOIST -W/ CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE METAL FLASHING W/ DRIP EDGE, LAP OVER RIGID INSULATION AND PROTECTIVE BOARD, LAP WRB OVER FLASHING SLOPE GRADE AWAY FROM BUILDING 5/16" CEMENT BOARD PROTECTION BOARD, EXTEND MIN. 6' BELOW GRADE RIGID INSULATION PER SPEC TO EXTEND MIN. 2' OUT FROM FOUNDATION, SLOPE AWAY FROM BUILDING RIGID INSULATION PER SPEC ISOLATION JOINT AT SLAB PERIMETER, SEAL PER SPEC DAMP PROOFING PER SPEC TYPICAL FOUNDATION • ATTIC INSULATION PER SPEC AIRTIGHT DRYWALL CEIUNG; TAPE ALL JOINTS IN CLG DRYWALL, TAPE CLG DRYWALL TO WALL GWB AT WALLS, AND SEAL ALL PENETRATIONS AIR SEAL (CAULK GLUE, OR GASKET) GWB TO TOP PLATE AT ALL WALLS R-020.3 (MODIFIED) 2' 12 AIRTIGHT DRYWALL CEIUNG; TAPE ALL JOINTS IN CLG DRYWALL, TAPE_) CLG DRYWALL TO WALL GWB AT WALLS, AND SEAL ALL PENETRATIONS AIR SEAL (CAULK GLUE, OR GASKET) GWB TO TOP PLATE AT ALL WALLS R-01 B (MODIFIED) 0 6' 1' 2' 0 6" 1' f1/4" ROOFING PER ELEVATIONS OVER UNDERLAYMENT PER SPEC OVER ICE ANC' 'WATER SHIELD PER SPEC (EXTEND MIN. 24' OVER CONDITIONED SPACE) 3/4" X 3 1 /2" CEMENT BOARD TRIM OVER 1' X 9 1 /2" CEMENT BOARD TRIM PAINT GRADE PLYWOOD SHEATHING (PAINT) AT ALL EXPOSED EAVES/GABLES, TYPICAL 2 X 4 OUTLOOKERS ®1 2' O/C (PAINT) 2X WOOD TRIM, SPECIES TO MATCH OUTLOOKERS (PAINT), MILL TO STAND 1 /4" PROUD OF CEMENT BOARD BATTENS BUILT-UP BATTENS, 3/4" X 2 1 /2" CEMENT BOARD OVER 3/4" X 5 1 /2" CEMENT BOARD GABLE END TRUSS OR GABLE END WALL, DROP TOP CHORD/PLATE TO ACCOMODATE OUTLOOKERS 3/4" X 3 1 /2" CEMENT BOARD TRIM OVER 1" X 9 1 /4" CEMENT BOARD TRIM DECORATIVE 6X 10 DF EAVE BEAM AND 4X4 OF KNEE BRACE (STAIN), INSTALL AFTER CORNER TRIM AND RUNNING TRIM _CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE TYPICAL RAKE EAVE 3 SCALE: 1" = 1'-0" TRUSS PER FRMG PLAN W/ 2X6 TAIL (PAINT), CUP TO TOP PLATE PER STRUCT ATTIC INSULATION PER SPEC SHEAR BLOCK SELECT AND CLEAN CUT FOR APPEARANCE (PAINT); NAIUNG PER STRUCTURAL; PROVIDE SCREENED VENTILATION PER ATTIC VENTILATION NOTES PAINT GRADE PLYWOOD (PAINT) AT ALL EXPOSED EAVES/GABLES TYPICAL ROOFING PER SPEC OVER UNDERLAYMENT PER SPEC OVER ICE AND WATER SHIELD (EXTEND MIN. 24" OVER CONDITIONED SPACE), LAP OVER METAL FLASHING -GUTTER PER SPEC 1" x 7 1 /4" CEMENT BOARD FASCIA AND CONT. FLASHING W/ DRIP EDGE PROVIDE CONCEALED BOTTOM CUP 3/4" X 3 1 /2' CEMENT BOARD TRIM OVER 1' X 9 1 /4' CEMENT BOARD TRIM TRIM, AUGN TOP W/ PLATE CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE TYPICAL EAVE SCALE: 1" = 1'-0" P.T. SILL PLATE PER SHEAR WALL SCHEDULE & A.B. PER STRUCTURAL NOTES OVER SILL GASKET PER SPEC AIR SEAL SHEATHING TO SILL PLATE JOIST W/ CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE TAPE TO AIR SEAL JOINT BETWEEN PLYWOOD SHEATHING AND CONCRETE METAL FLASHING W/ DRIP EDGE. LAP OVER kp RIGID INSULATION AND PROTECTIVE BOARD FROM TOP OF CONCRETE STEM WALL TO SOIL SLOPE GRAPE AWAY FROM WALL 5/16" CEMENT BOARD PROTECTION BOARD, EXTEND MIN. 6" BELOW GRADE DAMP PROOFING PER SPEC RIGID INSULATION PER SPEC 2' TOP OF FOUNDATION WALL SCALE: 1" = 1'-0" RIGID INSULATION PER SPEC STRUCTURAL SLAB ON GRADE PER STRUCTURAL VAPOR BARRIER PER STRUCTURAL PLANS WATERSTOP TYPICAL FOOTING AT BASEMENT 5/8" AIRTIGHT GYPSUM BOARD CEIUNG; TAPE ALL JOINTS IN CLG GYPSUM BOARD, TAPE CLG GYPSUM BOARD TO GWB AT WALLS. AND SEAL ALL PENETRATIONS HDR PER STRUCTURAL AIR SEAL ALL WINDOW PERIMETER JOINTS FROM INTERIOR W/ BACKER ROD AND SEALANT PER SPEC LOCATION OF VAPOR BARRIER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 6 2019 City of Tukwila BUILDING DIVISION VAPOR BARRIER PER / STRUCTURAL PLANS ATTIC INSULATION PER SPEC TYPICAL ROOF ASSEMBLY - ROOFING PER ROOF PLAN - UNDERLAYMENT PER SPEC - ICE & WATER SHIELD AT EAVES. EXTEND FROM EDGE OF SHEATHING TO 24' OVER CONDITIONED SPACE - SHEATHING PER FRAMING PLAN AIR SEAL SHEATHING TO TOP PLATE CASING PER ELEVATIONS AIR SEAL SHEATHING TO FRAMING W/ CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE AROUND ENTIRE WINDOW OPENING GLASS BLOCK WINDOW UNE OF SQUARE DASHES (BLUE ON COLOR PRINT) INDICATES LOCATION OF AIR BARRIER. SEAL ALL PENETRATIONS AT THESE LOCATIONS. i9 AIR SEAL SHEATHING TO FRAMING W/ CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE AROUND ENTIRE WINDOW OPENING CASING PER ELEVATIONS TYPICAL EXTERIOR WALL ASSEMBLY - SIDING PER ELEVATIONS - WATER -RESISTIVE BARRIER PER SPEC - SHEATHING PER SHEAR WALL SCHEDULE (1 /2" PLYWOOD U.N.0.), TAPE ALL JOINTS IN SHEATHING - 2X6 FRAMING QD 16" 0/C W/ MIN. R-2 1 BAIT INSULATION - 5/8" GWB P.T. SILL PLATE & AB. PER STRUCTURAL NOTES OVER SILL GASKET PER SPEC AIR SEAL SHEATHING TO SILL PLATE JOIST W/ CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE TAPE JOINT BETWEEN PLYWOOD SHEATHING AND CONCRETE FOUNDATION FROM TOP OF CONCRETE STEM WALL TO SOIL PROTECTIVE CEMENT BOARD COVERING DAMP PROOFING AT ALL FOUNDATION WALLS BELOW GRADE BACKFILL PER SPEC RIGID INSULATION PER SPEC CONCRETE STEM WALL AND SLAB PER FOUNDATION PLAN & STRUCTURAL DETAILS WATERSTOP FlECt-''.'En CITY GF 1 r INWItA NO 0 6 2018 PERMIT C;:NTER 5329 REGISTERED ARCHITECT GALE'? C. PAGE STATE OF WASHINGTON 1- 0 CC V�J O QZ cc z W O co W 2 Z_� (2 V Z a PLOTLMTE 10/29/18 sa 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 7 7 O 6" 1' 2' 6' 2' SCALE 1" = 1'-0" 2' SCALE: 1" = 1'-0" 6" 1' 2' TYPICAL WALL SECTION SCALE: 1" = 1'-0" SHEET NO.: A-8.0 OBLIQUE NOT TO SCALE METER VAULT PER DWG NO. MO1 LADDER OUTLINE OF ACCESS HATCH ADDL (2) #5 @ 16" O.C. HORZ, I.F., ALT WI TYP. RST FOR 6" SPACING, TYP J60" NORTH WALL CORNERS ONLY 60" EL 445.50 TOP OF EXTERIOR STEM WALL, TYP. DOWEL AND EXTEND STEM WALL RST INTO PUMP ROOM WALLS MIN 4" TYP. 12" x 12" SUMP EL 437.11' EL 437.61', TYP. n EL 444.33 TYP. DOOR THRESHOLD GARAGE DOOR THRESHOLD 19'-0" 8'-9 24" x 12" SUMP 12'-0" THRESHOLD rr !� EL 436.00' TYP. AT TOP OF FOOTING BASE DOWEL AND EXTEND STEM WALL 8" RST INTO STEM WALLS MIN 4" TYP. 361- t ....1111► [aamtigNiNiti,i t=ta>_ t'aa>•Mtartitt�ttatta>•���aattar.� tt�t�"a"ttrt'�a">•'" tttt�=tttt�ttttt�ttttttttt�ttttt�tttt�tttttttt�._tta>•_ttatttt�_ttttrtta�._ttttttttrtittt.a_atattrau u _=_�r.t�tttt.rau�a-�.r a♦ 1111111111li111111isi-=11111Elli.tiriiai111.i.1.111.11.1111l.alini tt.m...���s�� .��- .. a�..=a�tT1=ai a t--..IINIMI ..t t,ttt. t___ r .ttttttttt.ttttttttt.ttttttttt. Irtta•#_ rs.=ae2=r=a�a�M.ara�).a� �_..1 .-. r. 2-2" ''= 9-1"_10r-0.im,' t`v ''� 11, ---- EL442.50'EL _ 7TOP OF FRP j 435.001 1 GRATING f "It■,t■tr.��� f irn — o THICKENED SLAB AT SUMP PIPE PENETRATION TYP. CONCRETE WALL CORNER RST FD EL 435.7T CONTRACTOR DESIGNED PUMP ROOM ACCESS LADDER, TYP. 3 EL 444.33' TOP OF INTERIOR STEM WALL, TYP. FOUNDATION PLAN 36- = 1,_0" FD EL 435.71' EL 436.00' TOP OF SLAB EXTENSION, TYP. 56'-0" 4'-0" 4'-0" 3'-7" THRESHOLD 12" 0 COLUMN, TYP. 3 EDGE OF THICKENED SLAB BELOW 8" TYP. AT PUMP ROOM WALLS 6" TYP. SLAB EXTENSION AT PUMP ROOM f : . . y}y City of re1f'.Wrl(ix 111 EL 444.33' TYP. DOOR THRESHOLD EXTERIOR DOOR THRESHOLD AWNING PEDESTAL FOOTING BASE, TYP. 2 14" 0 CONCRETE PEDESTAL FOR AWNING SUPPORT, TYP. 2 EL 436.00' TOP OF FTG, TYP. EL 445.50' TOP OF EXTERIOR STEM WALL, TYP. \\_ OUTLINE OF UPPER INTERIOR WALLS SPREAD FOOTING, TYP. 6" TYP FOOTING STEM WALL REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: Structural Provisions of the International Building Code Non -Structural Provisions of the International Building Code 0 Others: The project applicant is responsible for conformance with all applicable codes. conditions of approval. and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the laws of the governing jurisdiction and the Slate of Washington. Jurisdicin C I i s-1 28'-6" COLOR LEGEND -CONCRETE PUMP ROOM WALLS & DOOR THRESHOLDS CONCRETE SLAB EXTENSION CONCRETE STEM WALL & CONCRETE PADS CONCRETE FOOTING GALLERY GRATING - - - - FLOOR ABOVE OR PIPE BELOW - - - - FLOOR SLOPES NOTES: 1) SEE MECHANICAL, PLUMBING, AND ELECTRICAL PLANS FOR ADDITIONAL UNDER/IN SLAB PIPING AND CONDUIT. 2) SEE DWG NO. A-2.0 FOR DOOR AND M06 FOR LOUVER SCHEDULE. 3) SEE NOTES. FOR GENERAL STRUCTURAL 4) SEE MECHANICAL DRAWINGS FOR PIPE AND PENETRATION LOCATIONS. CONCRETE ANCHORS @ 36" O.C. FOR BOTTOM 2X6 PLATE ATTACHMENT .`''a 2 RH2 SINCE 1978 BOTHELL, WA SIGNED: 04/19/19 SIGNED: 04/19/19 V cc cn cc 1- Q W Z J co rri FILENAME: PSB-D-STR01.DWG ty a PLOT DATE: Apr 19, 2019 ENGINEER: DND REVISIONS CJ to >- CO REVISED PER PERMIT REVIEW COMMENTS DESCRIPTION SCALE: SHOWN 0' 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' By —r Date I;l I , 1�1 REID MIDDI,.ON, INC. Code Review Consultant DWG NO.: S01 SHEET NO.: 26 ri EXTERIOR CORNER DETAIL, TYP. 507 \ WEST HOIST S07 / BEAM SUPPORT GARAGE DOOR JAMB 04440404444444 0 h°0°0°0°0°0°0°0°0°0°0°0°0°0° o°o°o°o°o° A°o°o°o°o°iuiuiu 00000000000o°o°o°o°o`'o°o°o°o°o°o°o°o°o°o°IIrii o°o°o°o°v°o°o°o°o°o°o°o°o°o°o°0°0°0°O O O'00°0°0°0°0°0°0°°°°°°0000 00°000 0000 0 000. VAULT ACCESS HATCH J PER DWG NO. M01/SO4 15/32" SHEATHING GRADE PANELS W/ 10d NAILS @ 3" O.C. PANEL EDGES, 12" O.C. FIELD, TYP. EAST AND WEST SHEAR WALLS WALK WAY AREA PER DWG NO. C04 4'-0" 12' 0" 19'-0" 4'-0" 3'-3" 3'-0001� �I 4'-0" OBLIQUE NOT TO SCALE OUTLINE OF SUMP BELOW CONTRACTOR DESIGNED FRP COLUMN SUPPORT, TYP. 3 306 EQUIPMENT 1 S06 PAD, TYP. 3 DOUBLE 2x12 HEADER OVER GARAGE DOOR OPENING i301 ON ATTIC GABLE END CENTERED IN WALL ABOVE GARAGE DOOR, SEE A-3.0 FOR ELEVATIONS COLOR LEGEND FINISH CONCRETE FLOOR EQUIPMENT PAD 2x6 WOOD FRAMED WALL 2x2 ACOUSTIC WOOD FRAMED FURRED WALL GALLERY GRATING ROOF OUTLINE CONTRACTOR DESIGNED FRP PLATFORM WITH - LADDERS AND RAILING GRATING SUPPORT, TYP. ALL AROUND 1 TON MONORAIL HOIST SYSTEM ON W18X50 BEAM U U U r `/ CONTRACTOR DESIGNED GUARDRAIL W/ TOE BOARD AROUND PUMP ROOM PERIMETER, TYP. N GARAGE DOOR STORAGE AREA 2-HR FIRE RATED EXTERIOR WALL ASSEMBLY, TYP. SOUTH AND EAST WALLS 34'-4" EL 445.00' TYP. AT TOP OF SLAB FLOOR PLAN 43' = 1 - 0" 6" x 6" POST, TYP. 2 308 \ ENTRANCE WALKWAY PROVIDE DOUBLE STUD FOR BEAM - POST CONNECTION, TYP. 2-HR FIRE RATED DOOR 0-103) 6x8 BEAM, TYP. - CONTRACTOR DESIGNED REMOVABLE GUARDRAIL EXTENTS FOR PUMP REMOVAL OUTLINE OF COLUMN BELOW FLOOR, TYP. 3 INTERIOR DOOR /501 JAMB, TYP. SIM. \ S08 EL 445.00' TYP. AT TOP OF SLAB CAULK JOINT WITH NON -HARDENING SILICONE MASTIC, TYP. 2-HR FIRE RATED ASSEMBLY WALL, TYP, 511 INTERIOR WALLS 13'-2" 12'-0" NOTE: FRP PLATFORM AND WALKWAY SHALL BE DESIGNED BY THE CONTRACTOR TO MEET OSHA AND IBC REQUIREMENTS. • ALL GRATING, SUPPORT FRAMING, LADDERS, AND RAILING SHALL BE FRP • ALL CONNECTING HARDWARE AND FASTENERS SHALL BE TYPE 304 SST EXTERIOR DOOR JAMB, TYP. EL 445.00' TYP. AT TOP OF SLAB 3" 0 COLUMN, TYP. 2 2-HR FIRE RATED DOOR FURRED WOOD WALL, TYP. 2-HR FIRE RATED EXTERIOR FURRED WALL ASSEMBLY, TYP. SIM. ROOF OUTLINE 11 City of rus'tF'it , eua L ; r G:•,,. ,•. BEAM - COLUMN CONNECTION WITH SIMPSON LCE4, TYP. 4'-8" 5'-3" 2x6 WOOD WALL, TYP. i EAST HOIST r BEAM SUPPORT CAULK JOINT WITH NON -HARDENING SILICONE MASTIC, TYP. NON ABOVE LOUVERS, SEE A-3.0 FOR ELEVATIONS INTERIOR CORNER DETAIL, TYP., SIM. /(3) #5x48" CENTERED IN SLAB OVER WALL CORNERS, TYP ..fs. •-. 4'-6" 1' -8" 28-6" 7'-10" 7'-10" 1'-6" 8" SHEATHING GRADE PANELS W/ 8d NAILS @ 6" O.C. AT PANEL EDGES, 12" O.C. FIELD, TYP. NORTH AND SOUTH SHEAR WALLS (2) SIMPSON HD19 HOLD DOWNS W/ 1.25" ANCHORS ON 6x6 DFL #2 POSTS, TYP. EA CORNER (8 TOTAL) FUEL TANK PAD PER DWG NO. El l REID MIDDLETON, INC. EXTERIOR - CORNER DETAIL, TYP. RH2 SINCE 1978 BOTHELL, WA SIGNED: 04/19/19 SIGNED: 04/19/19 1- 0 1- cn NE WATER D 0 Z 15 a cc 0 0 J LL Li. ,rob NO: 116.038 FILENAME. PSB-D-STR02.DWG (7) = N ti 0 ENGINEER: DND O) N 0 0 REVIEWED: JMC cn Z 0 N W cc W W CC DESCRIPTION CC CC SCALE: SHOWN 0 0• 1• DRAWING IS FULL SCALE WHEN BAR MEASURES 7 DWG NO.: SO2 2' SHEET NO.: 27 6z NOT TO SCALE OUTLOOKER - TOP PLATE CONNECTION, TYP. DOWNSPOUT TO CONNECT TO PIPE AND TIGHT LINE TO RAIN GARDEN, TYP. 4 SIMPSON A34 @ 12" 0.C., GABLE TRUSS TO TOP PLATE, TYP. EAST AND WEST WALLS OUTLOOKERS @ 2'-0" 0.C. (23'-4") SIMPSON A34 @ 24" O.C. BLOCKING TO TOP — PLATE, TYP. TRUSSES @ 2'-0" 0.C. (10'-0") DOUBLE TRUSSES FOR HVAC @ 4'-0" 0.C. (4'-0") TRUSSES @ 2'-0" 0.C. (4'-0") AWNING TRUSSES SITTING ON BEAM, TYP. GUTTER TO EXTEND TO AWNING DOUBLE TRUSSES @ 4'-0" O.C. TO SUPPORT SOUND TRAP EQUIPMENT (25'-6") f ROOF DIAPHRAGM NOTES: • DIAPHRAGM PANELS SHALL BE BLOCKED WITHIN 8 FT OF THE EAST AND WEST END WALLS • DIAPHRAGM NAILING OVER THE BLOCKED AREAS SHALL BE 10d @ 4" 0.C. OVER WALLS AND AT PANEL EDGES, 12" 0.C. FIELD • DIAPHRAGM NAILING OVER THE UNBLOCKED AREAS SHALL BE 10d @ 6" 0.C. OVER WALLS AND PANEL EDGES, 12" 0.C. FIELD - �- 7:12 12'-6" i 7:12 �-- 2' " r 1 • rl 5:12 J ATT C ACCESS LOCATION, FULLY ISOLATED FROM — ELECTRICAUCONTROL ROOM GARAGE DOOR STORAGE 5:12 2x BLOCKING FOR HVAC EQUIPMENT, TYP. L SIMPSON A34 @ 24" 0.C. BLOCKING TO TOP PLATE, TYP. HVAC EQUIPMENT, TYP. 2. 5:12 INTERIOR WALL TRUSS CONNECTION, TYP. 507 Sob I� 5:12 SIMPSON H2.5A HOLD DOWN TYP. TRUSSES AND OUTLOOKERS 1 HVAC EQUIPMENT i— SUPPORTED FROM BOTTOM CHORD (60 LS) 2" x 2" AND 2"x6" TOP PLATES, TYP. INTERIOR WALLS A ENGINE GENERATOR - ROOM AIR NTAKE - SOUND TRAP, TYP. OF 6, SEE DWG NO. M07 FOR DETAILS STEPPED TRUSSES @ 2'-0" O.C. 1 TRUSS NOTES: PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES AND OTHER FRAMING SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH ANSI/TP' 1-1995 FOR THE SPANS AND CONDITIONS SHOWN ON THE DRAWINGS. LOADING SHALL BE AS FOLLOWS: ROOF DEAD LOAD: TOTAL DEAD LOAD = 37 PSF, INCLUDES: ROOFING: 1.5 PSF SHEATHING: 2.0 PSF TRUSSES: 2.0 PSF ASSUMED SOUND TRAP EQUIPMENT: 15 PSF INSULATION: 1.0 PSF (4) LAYER OF 5/8 INCH GYPSUM WALLBOARD: 12.0 PSF MISCELLANEOUS MECHANICAL: 3.0 PSF. SNOW LOADS = 25 PSF MAX BOTTOM CHORD DEFLECTION: U360 2'-3" TRUSSES @ 2'-0" O.C. (7'-0") 2'-0" OVERHANG, TYP. i i MASTER FLOW HIGH CAPACITY ROOF VENTS, PROVIDE 1 NFVA PER VENT, TYP. 20 4'-0" TYP. i i i i HVAC EQUIPMENT, TYP. WALL TRUSS CONNECTION, TYP. ALL AROUND ROOF PLAN 3.6* •.-O" \__ ALUMINUM GUTTER, COLOR AND STYLE TO MATCH ROOF, FULL PERIMETER SIMPSON A34 DOUBLE TRUSS TO TOP PLATE, TYP. WALL TRUSS CONNECTION, TYP. ALL AROUND 2"x LADDER BLOCKING @ 24" O.C., TOP AND BOTTOM CHORDS, TYP. INTER OR WALLS BELOW, TYP. RIDGE VENT AT PEAK TO PROVIDE 15 SQ. IN NFVA PER LF 503 08 I I' 2x BLOCKING, TYP. ALL AROUND 2" x 6" TOP PLATE, TYP. ALL AROUND 2" x NAILER, CONT. 1" x FASCIA OVER NAILER OUTLOOKER - TOP PLATE CONNECTION, TYP. OUTLOOKERS @ 2'-0" 0.C., TYP. EACH SIDE (32'-10") CC City ct L'UiLJ. `� �'• .• DEV'EWE r Liu REID MIDDLETON, INC. PROVIDE BLOCKING AND DIAPHRAGM NAILING AROUND EACH VENT OPENING A ROOF SYSTEM AND FLASHING 30 LB ROOFING FELT OVER PLYWOOD DECKING 1%2" THICK CDX OR BETTER APA RATED SHEATHING GRADE STRUCTURAL PANELS. SEE DIAPHRAGM NAILING NOTES THIS SHEET. 2 ! .. R ,..........- BOTHELL, 2 SINCE 1978 WA AL. .A231*44 32: 8 9 «R�aIaTEBT' TONAL * SIGNED: 04/19/19 4. t of II�Sy��•• ZONAL SIGNED: 04/19/19 FACILITY ROOF PLAN WATI ENGINEER: CND SAVE DATE Apr 19, 2019 CLIENT: HWD JOBNO.: 116.038 REVIEWED: JMC PLOT DATE: Apr 19, 2019 FILENAME: PS8-D-STR03.DWG REVISIONS 1 2/11/19 REVISED PER PERMIT REVIEW COMMENTS DD JMC NO. DATE DESCRIPTION BY REVIEW IIIIIIIIIIIIIIIIIII- ry 0 1' 2' DRAWING IS FULL SCALE WHEN BAR MEASURES Z DWG NO.: S03 SHEET NO. : 28 6z GARAGE DOOR JAMB OUTLINE OF COLUMN IN WALL FINISHED GRADE PER DWG NO. C05 ...4c9t_T •• . •,YZLJYrCt. _.. .. 1. * MONORAIL BEAM PER PLAN CONTRACTOR DESIGNED GUARDRAIL-\ WITH TOE BOARD, TYP. 404 S07 r SUPPORT SOUND TRAPS FROM TRUSSES PER MANUFACTURER RECOMMENDATION, TYP. EXTEND (1) COLUMN VERT 4" INTO SLAB, TYP 508 S08 GENERATOR ROOM LOUVERS HIDDEN FOR FURRED WALL CLARITY. Arco EAT GEN pp� R HVAC EQUIPMENT, TYP. INSTALL PER MANUFACTURER RECOMMENDATIONS 1 INTERIOR DOOR JAMB, TYP. SIM. CONTRACTOR DESIGNED / FRP PLATFORM LADDERS \ AND RAILING, TYP. #5 @ 6" O.C., E.W., I- TYP. SLAB RST 2'-0", Imo— TYP. FINISH CEILING WITH 3" K-13 INSULATION AND (4) %" GYPSUM BOARD, TYP. ENGINE GENERATOR ROOM, SEE CEILING SUPPORT AND 2 HR FIRE RATING DETAILS 8" �• ••4 • - • - d • ,- • • •.��' I i - - • . 4 au-• ri ... • • - - • - . 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I Y II • • 1 . • - • - _ • '- • • 1 d • ... •,. - ._...._...d.-_ _ .. _._ .,_.• ,-_.• .-_ _ . _, •. • •. - - ' • .v d •d - 4 ,.. i-1CIi_11=11-1III=I I=11-I I:- ! 1!_1E1I '1 11=1€ ,!1-i1= I. -11 11 �, 11 11 1_il 11= _:!-II=11=�-11-i l-i±-it-1f-1; . _ I I — —1 11=11= €=1-11 Ii=11=11 11: !-I1E11,11�1, II I11'I-II -_I =11 II II I_LII-I!=1kli=1l- l_IC,1=11 II li 11I_II_!! -11 li 1_IF=11- 11-II=11E -!f Ii 11=11=11g II !i=1I.1I-_I =(i li-1=11 Ii=L fhll_IIE I II II 11-11; i1=11=111=_I I l I I-11=11 I I I I I -I I I I 'El =1rE1IE1! 11 IE_iIf-II-IIT .III ---•--- I _11 11 1 II I1 11 - I� i� i=11=II-11-11=11= r ii li=il=li=1i=11=1!-I.1 II ,II=1!-11 I!, it-ll=1; ♦ 1 8" 1'-0" 3" CLR TO RST 12" 0 CONCRETE COLUMN, TYP.3 442.50' TOP OF FRP GRATING 1 � #4 SPIRAL W/ 3Y" PITCH, TYP CONTRACTOR DESIGNED FRP STAIRS W/ HAND RAIL WATERSTOP, 309 TYP• S06 • i I`bh d•1;11. l • • •••••••••ill•W. di; 4 • d L[I � d b MI♦� i-l!ih).e ��: a l�.nl6A/JS . >' e�i �S � ..h ci.»a . a a - •L .. a SUMP IN B/G /4 4i , i•' ' L — J ,07 r . ter!•�y.• 7y' ay. *r0. w. i vs �. y v. v y...- his y� f / . �. y. i•'l. y.. vv/ .• yti1 I. ' --vbl-'vim jar, yi'� R .. •.. rs r r!•r.•rr �r a r. ir• . . . . . . . . . ►•V _ •-_'M' , ♦ • • • i 8 ••••!,.•,a.•'1111Ar•1M flp621111•�11ra••a.•,a.•:a.•'a.•.a.♦:a.•:a.•:a..'..r•t.•�. `P / i / •./ Ail. � •I •/ •I •i• \ \ K a:. rr/rfi`/ r r • .►. � r r r / / O•,.•.a...a ♦.......'. �r\//// r i /y rrr // iK•`' / �i \\ \\r\\r /\\/A.% /1,/,v \\! , s \ \/\\/\\ \/\/ /� /� \i �� / /a Ack 445.07' TOP OF I VAULT • • . 4 iY• 1N:ibrnirfrOIMArrid•nttrioa•i..iio•n1•.ntr_,..sirommirt. a. 1. a. a. a. at at a. •t at at at at 1t it a, a • VAULT SECTION CONT. " 6 MIL VAPOR BARRIER, TYP. 2'-6" SQUARE THICKENED CONCRETE FOOTINGS, TYP. 3 NATIVE MATERIAL A\ SECTION YZ = 1 -0" _•41..♦ .,.. ...•*. •♦.� •i•:=�., ram. '4"---- .. =•J• v�v'3-, �, v v.,.. r 'r lv, .. v. r. v v. v .i r r' *l'i - r. r r. r r r .r. .. . . �-. r . }fib._ ...1 1 - I �11 6 EQUIPMENT PADI 306 IN BIG, TYP. 3 S06 (6) #6 VERT CONCRETE ANCHORS QUALLY SPACED 3" CLR 6" DEPTH CRUSHED SURFACING BASE COURSE COMPACTED TO FIRM AND UNYIELDING CONDITION, TYP. BELOW ALL FOOTINGS AND SLABS 437.61' apik VAULT BASE SUMP NOM. TOP i• OF SLAB -II-iT-11f-11-11-11-TI-1=if=1=l,-IELEFl•11-iT11=Tf11-=Cf=€I--t1=11--1-1- 1--_-1€=1_1=!€=I€ YfilE_: T-I,-1!_II-1!1-1.'l1=11-fl11-=i=1=__i =11-1=II=-=11_I-1-1_-=11_1=1=1111_11=1=1_I--11i=-_.-1I_i1=1411=1=i=1--i-1= 11= 1.-1=i1_-i--iq1-- 1__Ii-1-`IT�I1I=11-it.1 _ -'� II1I I-1i€I-11-ii-11-11-1{EEIE-I=1E EIlEiEllEIP€glI-11EI I1- :.. 11_ I=II_ -I1=,l= _I-,I=I1=II_II--11,EIi=II_I:-il-II_IkEl=II_II_. •' � • -11E.1_11-1=1-1E11-11-11-T-11 11=1;11_11-.11=1E11-1-11=llElI-fl_11=1k'1-1s=11_lI=11-1=11=111-, 11 11= I1_l!.=r=.• 'II-ICIi-II-1EII-11-11-IE1P1191-11=II-11-!I- `l_±I_I!± II II it_ _1•_11 1 i-li it 1111-i I II Ii-II I_•__ii I -II i=11y `{=EI=_-11-11=1-IElulE11=1E11- di=1El€=i1-11-II-11-11-11-1:=1117{€=I-11=11-.li_I=HE-1-I€=1i- II RIGID INSULATION II_ _11_�..1_,_1=1_1_€_11_r_fi_II_i 1_1i_€_ll_11_,1_1+_LI_ lkI_ I_l_I--1- 1_l_i_,_I_11_I_�I_11 -11=�IIk_iL_il=_ f I-I_C�iI IigjI=!I=I1=11-_11_!k111_I1=!1=1i=k€1 II'ESIIE11_"1-=1k1E11=11 11_II_I=MIf- PER SPECS, TYP. :-1• I_Ikil_ i_I, _II-11 i 11:II _II k =-1III I_I1 1I II II I I_EI__I_II_II_1I_I _ll_I1= II I' i'I- -€;1 _"--•_1:I I_-iI•€ii _�-_1__ 1I .i.- \`I,III II_IIin II II Ii � I II�I�I`II-Ii--I!-ll II II_I II II I_IIII I_ I- II- II-l-II-- l�l I II€=lI-EII=-I =11=11-11=LI-{=11-1=1I-11-11-I-11-r1i=1=11=11-!lEll=11-11_II_li=€'- :.-i1 11=1- !__ I-! 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II_Ii=il II 11=II=IIMI-11-11='1Ei1_iIEIIElLEI1-Il: `11=11=11-11=€1=11=11=11=11-1E1191911-II-IE 1=11=11=1E11 it 11 11 I'11=T=! 1 'I-11-{1=11=HEi1=11= E-11=11=11= EI -1= - __ I- 1='=---'-__-' I-=f=ll-====l==-II I I; I_11=1►.f=11-11=11-1r_1=II=11=!1=1:=1=Ti=1Ci1-11-11-11_€i-1i •11 -1=11=1',_- � _ _ 11=i=_I-_II_II_II_II11_il_N-1�1. II_II_II_Ih . /`i=11-11_11=_!lell_II_Il_11=11-11=11=1-11_I1-11 1=11=11E11=1 1 11 II € -•! NE11 =€Ei _I-1rIE11E!1=1=1EII=11=(= Ci = _ _ - - -± - - - - - - -I - 1_ - - _ _ -'_ - - _i = '_I E 1- - -_ c 11 =1 ='_ _ '_ =1 = _ r of i_11 y _ _I_I_I11_II_11_Il_III_il_:I_{,=E1=11=11_I€_€I_ll_L=ii-11=11=11=1 _II 1.- : I I -I•- ii=1=11=1€=€� I =J= i= _ =1= - \-_ _---____-- _1_-- I_I j(II III_h. :%`_Il�il_L.�,I_,I-1-_ �! 11=11-11-11-11=_IIEI€1-11-11-1111- , !II- fllltlll ill Ikl II • II II - _ it 11=11EII�1EI1=1=II_II-11_leil=ll.. I. it Iril I 1II ii II I�EII I i_I-611-g11=11-11=I=IIE11-11-1L--11=11E-1i=1I- II. - 1=11 if li 1i i1-11=11=II-IEII_11-11-_11_llEllEllE11;,11„11 •. ' 11= 436.00 _i I I €€ li 11 I_N_i _ II = € i I!i IIlI I El{=ICii=ll=_1IEFF_- -1144 11 11=11 ' " ! TOP OF II_11-1!E!=1i=11=11=11-11=1i=1i-II_€1_ll= - I 1 / TG I k II II_IEI€_II-11_II_II�€ .� vsa - - r r I c_ I, 1 . 0\\Y/\Y \r�//, />`/\\r//\ \\///\\/\ \\/ . €!=11=11_€I_Li=11=11=II-11=11=_I1=1r f=11-11=11= r11=11-11=11�1-11E11=1!E_! i+ _ 111-11=11=IE11=11=11-11=1i=11=!1=1€=A=11=11=ilf.LliI=li=11_11=11-11=1,-N II 'I-! I_ I � 1'EInl=11_ll_I1_.1_II_IE I_I _u_ll_ 17 I_I II I-il € iII .III - 1-11=11€=11-II-11-1►-11-11E1INI:-11-11EIE11=11EllEIPII-II= IIEIE11 11- - I _I I!_Ii_11=1141�1_II_II_! _ _ = I_II_ I _ f _ _ _ _ :- � 1 NI III II 1 I € II II it .i i a I L. II II ,I_II II-IEII II_I€_iI=I!_1_II_I!_I!_II_Ii_II_1111_II_II_II I_I±I•_I I� j 11 11 if -I. I II €I 1 I I I i I _,r_-- __-! --ill 11111 11,lllkllll II I_ i=I.E11=11=11=ICII=11=11=IkIEll=il=11=11=11=II=11-11=11=11E1=II-f�I Ii €I .- - i 11E I-111,�1-11-1i-il�ll=_I1-11=11-11-f1E 1=1€EI1=11�IE11 II If-lc�ii-II_ I_11-. rlI-i III I �iII III _ 71 II_II_II_11 1•_ I_il_ C=1 _-1 _ II I I_- / / y \ \ / r r// TT \/\�\ / ri' \ / ��\i��\/ e//\ /�y/ter\r\i\\/ l \ T / r r / PUMP ROOM SPREAD SLAB EXTENSION FOOTING, TYP. STRUCTURAL FILL COMPACTED TO 95% MAX DRY DENSITY PER MODIFIED PROCTOR, TYP. MAX. 6" LOOSE LIFTS D' Env 1O EWE �r I � I ='FID MiDDLETON, INC 1 L I 1 p-.: •. .!k .._• City of 1{.ii 11'•iIA 11, APR 2 4 RH2 !. 7 SINCE 1978 BOTHELL. WA SIGNED: 04/19/19 SIGNED: 04/19/19 V/ Z 0 cn —J U Q SCALE: SHOWN 1' 2' DRAWING IS FULL SCALE WHEN BAR MEASURES ? DWG NO.: SO4 SHEET NO. 29 62 RH2 Atik 459.56' APPROX. AWNING ROOF PEAK BEAM - COLUMN CONNECTION WITH SIMPSON LCE4, TYP. 6"x6"POST -\ POST FRAMING PER --\ARCHITECTURAL DETAILS FINISHED GRADE PER DWG NO. C05 ak 445.00' TOP OF ENTRANCE LANDING _ _ 11 _ ; : 'I 11 i1211 I' 5111E I 1, P_t111 I ,1' 0-'! 1' I I:-?1-1'.-11'l1-(1=II-1i-11=1i-11Ei1=11-11-1!-i . i�-1 i il:_;_t L-_ � I - -I- -1 - � -, 11I .=}I_..I_L=11-1j 1-!l=II_II_I=!1=11_II-11=11= =!1_I.11_I1=!'=1=II=_It_ i � ='I=_I!=11=N`=_11�' - rll-lI-lf-J!11-'I I- 12.11 11 II !!-11 II_IIAI! 11_il 1 -/-� --=-'-!IIIII I ,-1111:711RI .1_II-11- 1=1-u =11!-1111-!1=II=11 t •c;,1-11-11_I'_I Ur*I ``�!1-11=1I-_I-L=11� 11-_-: \ �-11-_=11-11=11=I=_.--_:Qi '11=_II 21 11-11-i1_I•_II=_ _►` ��y_ = - 252E — 1=1 -: _ -1- •- \ I_II=11I -I I1 _11= I_I1.I=I«=1 rill-1� i!=11-11=1i=11=ii=11 IL_AWNING FOOTING BASE _. � I _II_II II I -I II �i//i//i//i/✓ i//i/ =11f1=111r11=11 Y4;1=1•=11=i1=II='l=U= � ,i 1\ (6) #5 VERTS \. EQUALLY SPACED /V`///��i/�,,�/�✓i .55,51E #5 @ 12" O.C. E.W., CENTERED IN FOOTING ADD'L #5 @ 8" O.C. VERTS, ALT 6011 W/ TYP. RST FOR 4" SPACING, TYP. NORTH WALL ONLY ROOF - WALL CONNECTION Li BEAM PER PLAN FACE MOUNT BEAM TO WALL STUD ENTRANCE LANDING 4;04. 11=11_I _t =_=IEEE= i- !=1_ I =1N' Il If-11-11_1:111=!I-1; I_,I_1 _:I_I FRP LANDING TO WALL CONNECTION ._ 6 MIL VAPOR BARRIER, TYP. PROVIDE BLOCKING AND DIAPHRAGM NAILING AT ALL VENT PENETRATIONS 5 :.. ",•'MY �•'.'.. 'r,•:•.:?i .; l�•::I.:•'... y, r..: . .. ..vi•nJ.:,3xr.., J 6A" , dv+ ,. •r•�•J)•;. !•� 9.: r..�N.'•5�...:.:�...J..:;....�%tY•%G;�!.'J.�..•✓1.���J.l%:X•'J:�:•} :1 �.'J..`✓.-0:b:C•7�Y.iy� �/.On./ifi .:^{i,'v�..:titih'n:J �i:Y:✓.:i rw �. ROOF VENTS, TYP. ENGINE GENERATOR ROOM AIR INTAKE SOUND TRAP FLASHING AND WATERPROOFING REQUIRED AT ALL ROOF PENETRATIONS I-1r!1=11 I-li= I I 1_ _ _ _ I _Lek, _-_ ,t1_, II_If�I-II-!Ii=11-11=f1-11=11_1rll-il t- :11=11211 H II 1121I 1111E11-11-11-11211E11212E lla-11=_1=1l=_11=11-11- II 11-1!=II=IriI-II_II_lll-II ,1 II 11=11=11-11=11=11-11=11: El II 11�11 !1 1111-2!1=11=11=11=1h1 II II_I'-I --11=11_I =11211-2 I �!!I.II.11=11=11-II-11=11211-112t1=1121=11211=1E1. -1=-- -_'--- 22E-- ._1=11=,i=11Ell=1'=1- 1�11=1=11=11 -,i-i it 11_O11-=11-112f1 11 11=11=11=_II_11=11Ei 121E-1-1 = g2-112.11_lEll-11=11 !=11_IEIE! _ EL -11= I I -II- =1 -I - 1= I-L-II=1 =1 = _ 11=11=1 -1_ _ 11 Li l2_I1=_I1=_I_I=(1=_11=11E111=_IIE_11-11=11E11EI -li-11-11-11=11=1I211=11-11=1 =IIE-11=11 11! 11=11 1! 11=11 II III 11=!1=11=-11-11=11E1i=I1=11=11- :1!-11-11 11_ !'-'1 !'-11-"=1' 1f 1':'IJ1-11=N_II=_I1=1l=-il fi2-11=11-1 =2E11=11= 1- li (IlI I!=11-!= I :I _II t2' " C LR TFO EII i1=11= 11 II I_II 1-II I 1=11 I 11=1 II 11 Ii=1L11 11E 1 I==I1E VERTS, TYP. ilEll -t71-11-11_11=11E.11-11E-11-11=11= RST11=Ii__II_II_IEE1-1_I-II_I1-11-1 11E11211_11_I-1_II 11-11=11 II_II-1111=11=11=11E11=11=1=11=1121E :It=Il=1H__t-_- ,_- II 11=11 II-11-11E11-11-11E1 =11-121 = #5 @ 8"O.C., E.W., I IlEi11E11 11=1=1=- :1:IEII TYPO.FilII 11 11 ll I_=111=11-=211El,_I 1=11211-11-1i-11=1-II_ - _l-112111:_112.r11FI=-1 11- =II II 11=1 =11=11=I�11_!ADD'L #6 VERTS @ 8" 0.C., MIEI1=11- 1i=11=11211=1 li O.F. ONLY. ALT W/ TYP RST 1=11E11=1 .;i1;11„II-1i ; FOR 4" SPCG. TYP ALL III-11 AROUND. EXTEND 53" ABOV SLAB Lll II !i II I .�p`Z`-�. 4 - lr;' �► ' - �r`,� I � i i/i' rV yiil! �`'��g�li* !A'1!��i�}�y� ���?'1 giVaie 'I,i� 1ti NT TKe li ' -- s;�. /#4,- w h //1 �1.':/ � �% /�R _,%SITr/Iji/ •�1 / /y / SS'/l��/1� r,h1 i7 � /'�/y'�'�.1744, -4i4- a 4;7400/4'7,0 ma y ' � t .t sy�r� #5@8"O.C. LONG RST 3"CLR TO TRANSVERSE RST #6@4"O.C. TRANSVERSE RST G ►; h'► . 6- �.�',i4cs.i�� 1% �\��,\ \%\ \% � �/� ���. \ \� N. `�7iL\./ , \< < !\ is\/ SECTION 1 THICKENED CONCRETE COLUMN FOOTINGS IN BIG NATIVE MATERIAL City of Tu" wiia SEE ARCHITECTURAL ELEVATIONS ai APPROX. ROOF PEAK FINISH CEILING WITH 2" THICK SPRAY ON SOUND ABSORPTION INSULATION AND 8" GYPSUM BOARD PER SPECIFICATIONS, TYP. SEE CEILING SUPPORT DETAIL 2x BLOCKING 2x6 TOP PLATE NAILER FASCIA OVER NAILER ALUMINUM GUTTER DO NOT MOUNT EQUIPMENT TO WALL /� 455.00' TOP OF WALL EXTERIOR INSULATION TO BE COVERED PER ARCHITECTURAL DETAILS WALK WAY AREA, SIM. =;1 I I!_ 1�11=11.1�_I!=11-1�I1-II-11=11=11- 1=11_I!=f1=1=II-II=111=11=11=II-11211=1i7 I ! II i1=11=!i 11 11-11-11M1=T=_II=_IlslD E I=11_I1=11II111EIE11-11=1 I 11-11=11E'i=11211 1« 11 II=1121171= =1 li 'I 11 11E-11=11=11=1i=11E11E1 =11 1111� i-11=11�! 1=_I I=11=1I2115E 1 11 II 11911-1E11=11=11=11=11=112- I._.I_II_I1=11. !-11_11_II2Ii-11_II_II_II_ I211 II 11=_=_i 21121=_11_11=11-!1=11EI1_il-1 =1! 111 11_II II !12 _ 11-!11-11=11E-11E11= 1=11 I! II II -II IdIE ` =11=1=_I1-117 EIRI 1,=11=11= Mi-1:=! E11= IaI1=l1=II= I-tI=Ii=11-F=1i=11=1i=11-1!- i-IL 11=1I=1 4 !I II II-!!=11_=1-1 M I! II -I' ' ' !!= OEUMMUUMODUGLH 4=1=11=!1=11=1-1DMNI!=1=! =1I=171_I =11=!1211=!k11=11=i1=11=1- M 1=11=1i=11-11=11=1!-11=1EII=1=1_=11-11 K h!I _I!=11=' =11=11=i1=11=11=11=ih11_11=11=1 =11=!I Ii211=11E111-2121E-1E1'=1EE-1121E11=11F 1=11 11 Il_ 1 II II 1 11=11-11=11=1! .11=11=1 °I 1' 11-II 1! AII_11 II II 11-1121E=11= 121E 11II 11 11 II 11_II II II 11 1121E-11-1 =11 ,1=1 _PlI il-!:_11=i1_II_.il_11=11-EINI = i I IlII�IIIIiIli 1=_111E11211211.211211=12-112112I-!121`1\ = I1_,iII111_,ili11=112= I I II 6" DEPTH CRUSHED SURFACING BASE COURSE COMPACTED TO FIRM AND UNYIELDING CONDITION, TYP. BELOW ALL FOOTINGS AND SLABS r-rm ‘A 1 rw\i7E ro)! lif\Lci . i.x —11 l REID MIDDLETON, INC. 445.50' TOP OF SPREAD FOOTING 445.00' cik TOP OF SLAB 442.50)� TOP OF GRATING RIGID INSULATION PER SPECS SPREAD FOOTING STRUCTURAL FILL COMPACTED TO 95% MAX DRY DENSITY PER MODIFIED PROCTOR, TYP. MAX. 6" LOOSE LIFTS 436.00' ak TOP OF SLAB/FTG SINCE 1978 BOTHELL. WA SIGNED: 04/19/19 SIGNED: 04/19/19 1- cc NE WATER D co co Co 0 a, FILENAME. PSS-D-STR05.DWG PLOT DATE: Apr 19. 2019 ENGINEER- DND REVIEWED: JMC cn Z 0 cn cc DESCRIPTION 0 z SCALE: SHOWN 0• 1 DRAWING IS FULL SCALE WHEN BAR MEASURES ? r DWG NO.: S05 SHEET NO.. 30 r62 GENERAL STRUCTURAL NOTES cc GEOTECHNICAL PARAMETERS: MINIMUM FROST DEPTH MAXIMUM NET BEARING AT -REST LATERAL EARTH PRESSURE GROUND WATER TABLE SOILS REPORT REFERENCE 18" 2,000 PSF STATIC 54 PCF N/A "ENGINEERING GEOLOGY REPORT" PREPARED BY RH2 ENGINEERING MAXIMUM NET BEARING 2,000 PSF STATIC AT -REST LATERAL EARTH PRESSURE 54 PCF GROUND WATER TABLE N/A SOILS REPORT REFERENCE "ENGINEERING GEOLOGY REPORT" PREPARED BY RH2 ENGINEERING OTHER LOADING PARAMETERS: WIND LOAD GROUND SNOW LOAD SEISMIC LOAD SOIL SITE CLASS: Is: 110 MPH, EXPOSURE B, ENCLOSED 25 PSF LAT 47.458679, LONG 122.280733, Sds = 0.989g 1.D5 SEISMIC DESIGN DATA: RISK CATEGORY: IV ESSENTIAL FACILITY SEISMIC IMPORTANCE FACTOR Is: 1.50 MAPPED SPECTRAL RESPONSE ACCELERATION: S1: 0.550 g Ss: 1.472 g SITE CLASS: D DESIGN SPECTRAL RESPONSE ACCELERATION: SDS: 0.981 g SD1: 0.550 g SEISMIC DESIGN CATEGORY: D SEISMIC FORCE RESISTING SYSTEM: LIGHT FRAMED WOOD SHEAR WALLS DESIGN BASE SHEAR: 23,541 LBS SEISMIC RESPONSE COEFFICIENT: 0.266 RESPONSE MODIFICATION COEFFICIENT: 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE WIND DESIGN DATA: ULTIMATE DESIGN WIND SPEED: RISK CATEGORY: EXPOSURE: INTERNAL PRESSURE COEFFICIENT: COMPONENTS AND CLADDING PRESSURE: SNOW DESIGN DATA: GROUND SNOW LOAD: SNOW EXPOSURE FACTOR Ce: IMPORTANCE FACTOR, Is: THERMAL FACTOR, Ct: DRIFT SURCHARGE, Pd: WIDTH OF DRIFTS, W: UNIFORM UNBALANCED SNOW LOAD: OTHER DESIGN VALUES USED: OCCUPANCY CATEGORY CONCRETE CMU STEEL TIMBER LIVE LOADS: ROOF FLOOR 110 MPH IV C +l- 0.18 ZONE 2: 5.14 PSF 25 PSF 0.9 1.20 1.0 N/A N/A 30 LBS ZONE 3: 77.3 PSF UTILITY 4,500 PSI WITH 60,000 PSI REINFORCING 1,500 PSI WITH 60,000 PSI REINFORCING A36 FOR PLATES, A992 FOR OTHER PER TRUSS MANUFACTURER 20 PSF 125 PSF CRITERIA: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION) SPECIAL INSPECTIONS, TESTS, AND OBSERVATIONS: SPECIAL INSPECTIONS AND TESTS SHALL INCLUDE THE FOLLOWING. REFER TO IBC SECTION 1704 AND 1705 FOR DETAILS. 1. SPECIAL INSPECTIONS BY THE GEOTECHNICAL ENGINEER INCLUDING: 1.1. SITE EXCAVATION AND GRADING: PERIODIC 1.2. PLACEMENT OF STRUCTURAL FILL AND SOIL COMPACTION: PERIODIC 1.3. VERIFICATION OF SOIL -BEARING CAPACITY: PERIODIC 2. CONCRETE PLACEMENT AT CONCRETE CONSTRUCTION: CONTINUOUS, SEE ALSO SECTION 1705.3 OF THE INTERNATIONAL BUILDING CODE. 3. REINFORCEMENT AT CONCRETE CONSTRUCTION: PERIODIC, SEE ALSO SECTION 1705.3. 4. MASONRY CONSTRUCTION, INCLUDING PLACEMENT OF MASONRY UNITS, MORTAR REINFORCEMENT AND STRUCTURAL CONNECTIONS: PERIODIC, SEE ALSO SECTION TMS 602 / ACI 530.1 / ASCE 6, TABLE 5. 5. GROUT PLACEMENT AT MASONRY CONSTRUCTION: CONTINUOUS, SEE ALSO SECTION TMS 602 / ACI 530.1 /ASCE 6, TABLE 5. 6. WOOD -FRAMED LATERAL -FORCE RESISTING SYSTEM: PERIODIC, SEE ALSO SECTION 1705.10. 7. TESTING OF CONCRETE FOR SPECIFIED COMPRESSIVE STRENGTH (FC), AIR CONTENT AND SLUMP. SEE ALSO TABLE 1705.3. 8. VERIFICATION OF SPECIFIED COMPRESSIVE STRENGTH (FM) OF MASONRY PRIOR TO CONSTRUCTION AND EVERY 5,000 SQUARE FEET DURING CONSTRUCTION. SEE ALSO TMS 602 / ACI 530.1 / ASCE 6, TABLE 5. 9. STRUCTURAL OBSERVATION BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH IBC 1704.5 SHALL BE PROVIDED. GENERAL: LINES SHOWN ON DRAWINGS MAY BE ASSOCIATED WITH CAD MODELING AND MAY NOT REPRESENT REQUIRED OR ALLOWED JOINTS. SEE DETAILS FOR CLARIFICATION ON REQUIRED AND ALLOWED JOINTS. ALL FASTENERS INSTALLED IN TREATED LUMBER SHALL BE HOT -DIP GALVANIZED. REINFORCED CONCRETE: 1. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH THE "REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE" - SEE THIS SHEET. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS PER DETAIL 303. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 2. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 3. A 6" WATERSTOP SHALL BE PLACED AT ALL BELOW GRADE CONCRETE SLAB AND WALL CONSTRUCTION JOINTS AND AS SHOWN TO PROVIDE A WATERTIGHT STRUCTURE. 4. CONCRETE PROTECTION FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: 4.1. FOOTINGS AND OTHER UNIFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" 4.2. FORMED SURFACES EXPOSED TO EARTH (WALLS BELOW GRADE), WATER OR WEATHER (#6 BARS OR LARGER) 2" 4.3. COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 2" 4.4. SLABS AND INTERIOR FACES 2" ABBREVIATIONS: AL - ALUMINUM CHK- CHECKERED CL - CENTERLINE CLR - CLEAR EA - EACH EF - EACH FACE FB - FLAT BAR GALV - GALVANIZED HORZ - HORIZONTAL LLV - LONG LEG VERT O.C. - ON CENTER PL - PLATE RB - ROUND BAR RST - REINF. STEEL SST - STAINLESS STEEL T&B - TOP & BOTTOM VERT - VERTICAL REINFORCEMENT SPLICE AND DEVELOPMENT SCHEDULE /// j MINIMUM STRAIGHT DEVELOPMENT LENGTHS MINIMUM LAP SPLICE LENGTHS MINIMUM EMBEDMENT LENGTHS MINIMUM DEVELOPMENT LENGTHS BAR TOP BARS OTHER BARS TOP BARS ALL BARS HOOK BARS #4 25" 19" 33" 7" 9" #5 31" 24" 41" 9" 11" #6 37" 29" 49" 10" 13" #7 54" 42" 71" 12" 16" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43% SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2-1/2" END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" DEFERRED SUBMITTALS: THE FOLLOWING ITEMS HAVE BEEN DEFERRED FOR SUBMITTAL TO THE CITY UNTIL AFTER ISSUANCE OF THE BUILDING PERMIT: - PREFABIRCATED STAIR SYSTEMS - FRP ACCESS PLATFORM AND GUARDRAILS - VAULT ACCESS HATCH - PREFABRICATED METAL -PLATE -CONNECTED WOOD TRUSSES - ATTACHMENT OF MECHANICAL AND ELECTRICAL COMPONENETS TO THE STRUCTURE - ANCHORAGE OF EQUIPMENT FOR EMERGENCY AND STANDBY POWER SYSTESMS - PIPING SYSTEMS FOR CONVEYANCE OF FLAMMABLE, COMBUSTIBLE OR TOXIC CONTENTS INSTALLATION OF HVAC DUCTWORK FOR CONVEYANCE OF HAZARDOUS MATERIALS CONCRETE ANCHORS SHALL BE EITHER HILTI HIT -RE 500-V3 INJECTABLE MORTAR, SIMPSON STRONG -TIE SET-XP ANCHORING ADHESIVE, OR POWERS PE1000+ ADHESIVE ANCHORS AS SPECIFIED. WHERE SIZE IS CALLED OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT DEPTHS AS SHOWN ON THE FOLLOWING TABLES. PROVIDE MINIMUM EDGE DISTANCES AND SPACING AS SHOWN ON THE FOLLOWING TABLES UNLESS SPECIFICALLY DETAILED OTHERWISE. SPECIAL INSPECTION REQUIRED. INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. NOTIFY OWNER 48 HOURS IN ADVANCE OF INSTALLATION OF ALL ANCHORS. WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED ON DESIGN LOADS.IF THE MINIMUM EDGE DISTANCE AND/OR MINIMUM SPACING CAN NOT BE ACHIEVED, REFER TO PRODUCT INFORMATION FOR REDUCTION IN ALLOWABLE LOADS. CONCRETE ANCHORS HILTI HIT -RE 500-V3, SIMPSON STRONG -TIE SET-XP & POWERS PE1000+ DIA. OF ROD (INCHES) OR REBAR SIZE NO. MIN. EDGE DISTANCE (INCHES) MIN. EMBEDMENT (INCHES) MIN. ANCHOR SPACING (INCHES) ALLOWABLE LOAD BASED ON BOND STRENGTH (POUNDS) TENSION SHEAR 1/2 2-1/2 2-3/4 2-1/2 1,027 2,210 5/8 3-1/8 3-1/8 3-1/8 1,312 2,827 3/4 3-3/4 3-1/2 3-3/4 1,556 3,351 7/8 4-3/8 3-1/2 4-3/8 1,556 3,351 #4 2-1/2 4-1/2 2-1/2 1,520 3,618 #5 3-1/8 5-5/8 3-1/8 1,775 5,494 #6 3-3/4 6-3/4 3-3/4 2,225 7,570 #7 4-3/8 7-7/8 4-3/8 2,440 9,428 #8 5 9 5 4,520 11,507 CONCRETE ANCHOR CONT. CORNER BARS ti DETAIL AT FOOTING INTERSECTION S DETAIL AT FOOTING INTERSECTION TYPICAL BAR DETAILING #5 @ 12" O.C., MIN.2 #5 DOWELS @ 12" O.C., ALTERNATE HOOKS 8" t 1'-6" TYPICAL FOOTING STD HOOK, TYP MIN OF U4, 10'-0" OR AS REQUIRED FOR LAPS ■ 1 WALL REINF., TYP. L CORNER BARS TO MATCH WALL RST EXCEPT AS NOTED ON PLANS NOTE: THE SIZE AND SPACING OF TYPICAL CORNER REINFORCING SHALL MATCH THE SIZE AND SPACING OF THE HORIZONTAL WALL REINFORCING UNLESS OTHERWISE CALLED OUT. WHERE PERPENDICULAR WALLS HAVE DIFFERENT HORIZONTAL WALL REINFORCING, PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING WITH THE GREATEST AREA OF STEEL. HORIZONTAL WALL RST __Z" (TYP) 4' TYPICAL CONCRETE WALL INTERSECTION / CORNER 1" = ,-0" MIN LAP MIN LAP RH2 SINCE 1978 BOTHELL. WA SIGNED: 04/19/19 SIGNED: 04/19/19 %" PJF, TYP. UNO (5) #5 SPREAD FOOTING 1" = 1'-0" NOTE: NOT ALL PENETRATIONS ARE SHOWN ON STRUCTURAL PLANS. BAR DESIGNATION NOTES: "A" REFERS TO CROSS -SECTIONAL AREA OF A HORIZONTAL BAR THAT HAS BEEN CUT. "B" REFERS TO CROSS -SECTIONAL AREA OF A VERTICAL BAR THAT HAS BEEN CUT. 1-#5 HOOP, DIA OF A OPENING +8" EF FOR PIPES 12" & LARGER 2'-0" PER PLAN PER PLAN NOTE: THIS DETAIL USED FOR SINGLE PENETRATIONS 4" IN DIAMETER AND LARGER, AND IN EQUIVALENT GROUPS OF SMALLER DIAMETER PENETRATIONS. REFER TO MECHANICAL PLANS FOR SIZE AND LOCATION OF PIPE PENETRATIONS. 1'-6" LAP CUT BARS "B" PENETRATION AND OPENING REINFORCEMENT #5 DIAG RST. EXTEND 24" BEYOND EDGE OF PENETRATION, TYP 2'-0" CUT BARS "A" AREA OF BARS EQUAL "A" BARS CUT AREA OF BARS EQUAL "B" BARS CUT FINISHED SURFACE PER PLAN HOLD FOOTING DOWN C `JU.L G.1' ^� I j. e'e• DOOR EXTEND CONCRETE FLOOR ACROSS THRESHOLD 2 LAYERS OF 30# BUILDING PAPER SPREAD FOOTING DOOR THRESHOLD NOTE: SEE MECHANICAL DRAWINGS FOR EQUIPMENT LOCATION AND DIMENSIONS. 3" MIN. BEYOND EQUIPMENT BOLTS, TYP. #4 DOWELS, EACH CORNER AND 18" O.C., 3" EMBEDMENT INTO FLOOR CAST -IN -PLACE CONCRETE FLOOR, REINF. PER PLAN #3 @ 12" O.C., EACH WAY, CENTER OF SLAB. 4" PJF CONCRETE FLOOR 1" = 1 ' 0" ILEA CAST -IN -PLACE CONCRETE, ROUGHEN FLOOR UNDER PAD PRIOR TO POURING PAD. PROVIDE 4x4 W1.4xW1.4 WWM AT TOP FACE WITH 1%" CLEAR COVER EQUIPMENT PAD 1" = 1'-0" PER PLAN 4" CHAMFER, ALL OUTER EDGES CAST -IN -PLACE CONCRETE LANDING. SLOPE AWAY FROM DOOR AT 2% MIN. 4" 3'-1/2" UNLESS OTHERWISE NOTED PROPOSED rGRADE TYPICAL ENTRANCE LANDING DETAIL NOT TO SCALE z REID MIDDLETON 1- U cc cc cn W 1- W Z J ♦_ V 2 cn J 1- W J Q CC 1- U CC 1- co cc Q Z 1- CO FILENAME. PS8-D-STR06.DWG SAVE DATE. Apr 19.2019 ENGINEER: DND REVIEWED. JMC REVISIONS REVISED PER PERMIT REVIEW COMMENTS DESCRIPTION 4-1 SCALE: SHOWN o' r DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG NO.: S06 SHEET NO.: 31 r12 NOT TO SCALE 5' 0" SPACING, TYP 1 T MAINTAIN SLAB ELEVATION SHOWN (2) #4 HOOPS NOTE: WATERSTOP NOT REQUIRED IF SUMP POURED MONOLITHICALLY WITH FLOOR SLAB. HATCH CURB OPENING BAR 3", 2Y2"xl" BRACKETS T&B, 8' O.C. MAX. VERTICAL SPACING SST LADDER SAFETY POST, BILCO LADDER -UP OR EQUAL. INSTALL PER MANUFACTURERS RECOMMENDATIONS STRINGERS, FB 2' "XY2" LADDER RAILS, PUNCH TO RECEIVE RUNGS TYP 8" 8" 3/16" 3/16" 12" MAX. 2" TYP. 4 s P.• • a T+11/2" WATERSTOP CENTERED ON JOINT, TYP. EXTEND DOWELS 31/2" AS READ. WATERSTOP JOINT — 1%" TYP. 0 I a 1'-0" 1' 0" #4 @ 6" O.C., EACH WAY SUMP 1" = 1'-0" 12" MAX. 309 2 WATERSTOP, CONT. #4@6"O.C., ALL SIDES PROVIDE ADDITIONAL DIAGONAL BRACKETS AT TOP CONNECTION 8" 8" PER PLAN END VAPOR BARRIER HERE TYP. OUTLINE OF PUMP ROOM SLAB EXTENSION, TYP. NOTE: LADDER MUST MEET CONSTRUCTION REQUIREMENTS OF ANSI A14.3 "CONCRETE ANCHORS, TYP. IN LIEU OF TOP DIAGONAL, EXTEND RAILS AND BEND 3" AT FLOOR. SECURE WITH %" CONCRETE ANCHORS FIXED LADDER SECTION CONCRETE WALL/RISER TOP POST PLATE - �— 18" --1 7" MIN. 1" DIA. RUNGS, EQUALLY SPACED VERTICALLY @ 12" O.C. 1 PLAN ACCESS HATCH LIMITS J FIXED LADDER PLAN NOT TO SCALE 400 A 0 40� W18 HOIST BEAM <A 3" SUPPORT POST NOTE: SPECIAL INSPECTION OF WELDING AND BOLTING REQUIRED. ALL WELDING MUST BE PRE -APPROVED. P1000 UNISTRUT x 0'-10" WELD OR BOLT TO TOP FLANGE P1000 UNISTRUT x 0'-10" WELD OR BOLT TO WEB POST TOP PLATE BOTTOM POST PLATE EMBED CONCRETE ANCHORS 4" INTO SLAB 02. l 1. 42" 21" 1- L GALV STEEL PIPE HANDRAIL, TYP. TOE BOARD Jr B CONNECTION PER MANUFACTURER TWO -RAIL GUARDRAIL NOT TO SCALE v W18 HOIST BEAM 3" SUPPORT POST 1" GROUT PAD WALL TOP PLATE 318"x2" LAG BOLTS, TYP OF 4 W18 HOIST BEAM DOUBLE STUD B EA SIDE v 3" SUPPORT POST A -A 2X6 BLOCKING AS NEEDED FOR BRACE CONNECTIONS — P1000 BRACE, TYP INTERIOR WALL PER PLAN UNISTRUT HOIST BEAM EAST SUPPORT 2" = 1'-0" B-B 1" TYP i l 1" TYP LAG BOLTS, TYP 1 4" 1/4 Ir TYP. HORZ LONG SLOTTED HOLES, TYP PL 5-1/2"x 5-1/2"x112" SUPPORT POST 1/4 3/8" BOLTS, TYP TYP POST PLATE PL12"x4 Y" xY4" POST, PER PLAN 3/8" SST CONCRETE ANCHORS, EMBED 4" INTO WALL 1 11 TOP OF STEM WALL OR SLAB WEST BASE PLATE 1 1 'r ruitt UNISTRUT P1354 / 1111111111 I .1 I 508 3/8" x 2" LAG BOLTS, TYP UNISTRUT P1000 BRACE, TYP TOP AND BOTTOM INTERIOR WALL PER PLAN / UNISTRUT P1354A, TYP TOP AND BOTTOM W18 HOIST BEAM PLAN LI gV '' I_ REID MIDDLETON. INC. RH2 SINCE 1978 BOTHELL, WA SIGNED: 04/19/19 SIGNED: 04/19/19 1- 2 cc NE WATER D N J Q w J cc 1- U cc cn cc Q cn JOB NO.: 116.038 d FILENAME: PS8-D-STR06.DWG O) 0 N Cri ciJ O> 0 N 1� a ENGINEER: DND REVIEWED: JMC REVISIONS W W Cc co REVISED PER PERMIT REVIEW COMMENTS DESCRIPTION SCALE: SHOWN 0 z 0 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' DWG NO.: S07 2' SHEET NO.: 32 62 /" GYPSUM WALLBOARD /" SHEATHING GYPSUM — LAP SIDING WALLBOARD 2x2 STUDS TYPICAL CORNER DETAIL ,500 2" = 1'-0" 2x6 TRIM (3) 2x6 STUDS BLOCKING SHEATHING LAP SIDING (2) 2x6 STUDS INTERIOR TRIM INTERIOR Y16" I DOOR FRAME BAT INSULATION LAP SIDING OVER SHEATHING 2x4 TRIM EXTERIOR ,6" DOOR JAMB 2" = 1'-0" RIDGE VENT NOTES: 1. INSTALL FALL PROTECTION AT ROOF PEAK OVER METAL ROOFING AND FASTEN TO TRUSS WITH 16d NAILS PER MFR RECOMMENDATIONS PRIOR TO INSTALLATION OF RIDGE VENT. 2. PROVIDE END CAPS FOR RIDGE VENT PER MANUFACTURER'S SPECIFICATIONS. 3. INSTALL FALL PROTECTION ANCHOR SO THAT D RING BUTTS AGAINST EDGE OF VENT. PERFORATED ANGLE 1%"x51/2" NEOPRENE CLOSURE STRIP WITH FASTENERS AT 24", TYP ALIGN D-RING WITH EDGE OF ROOF VENT 2X FLAT BLOCKING, TYP 3" MIN ROOF TRUSS RIDGE VENT DETAIL NOT TO SCALE FALL PROTECTION EQUAL TO GUARDIAN RIDGE -IT 00500 ANCHOR @ 8'-0" O.C. RIDGE VENT CAP 7 METAL ROOFING PLYWOOD DECKING HEEL HEIGHT PER A-3.1 FRAMING ANCHOR PER PLAN, TRUSS TO TOP PLATE ATTACH BLOCKING TO SILL PLATE WITH FRAMING ANCHOR PER PLAN ALUMINUM GUTTER 1"x8" CEDAR FASCIA OVER NAILER 2x NAILER ROOFING ROOF SHEATHING PLYWOOD ROOF DECK 1"AIR GAP, MIN FULL DEPTH VENTED EAVE BLOCKING TRUSS SOFFIT WITH VENT 1"x6" CEDAR TRIM, CONTINUOUS, TYP. 1"x2° CEDAR TRIM, CONTINUOUS, TYP. ATTACH TRUSS TO SILL PLATE WITH FRAMING ANCHOR PER PLAN VENTILATION BAFFLE, INSTALL TO KEEP INSULATION AWAY FROM EAVE VENTS II i!C •d` ..f'.C'b'vr.>r: §•':7i7.1*4'Y !'.�/r\`N'f 4./PY`P ;v19.1V:;X> R-49 INSULATION FINISH CEILING WITH ONE LAYER OF /" GYPSUM WALLBOARD AND 2" SPRAY ON SOUND ABSORPTION MATERIAL, EXCEPT AT ENGINE GENERATOR ROOM. 1"x6" FINISH GRADE HEMLOCK TRIM, CONTINUOUS, TYP. MOUNT TRIM TO 2x6 WALL ON NON -FURRED WALL CONNECTIONS EXTERIOR WALL - TRUSS CONNECTIONS 1" = 1'-0" RH2 SINCE 1978 BOTHELL. WA SIGNED: 04/19/19 SIGNED: 04/19/19 /" GYPSUM WALLBOARD PAINTED WHITE WITH 6d NAILS @ 6" O.C. EDGES AND 24" O.C. FIELD CONCRETE FLOOR 10 -3" DOUBLE 2x6 TOP PLATE, CONTINUOUS. LAP SIDING PER ARCHITECTURAL DETAILS CAULK ALL AROUND SIDES OF FURRED WALLS WITH NON -HARDENING SILICONE MASTIC 1" GAP BETWEEN —NN STUD WALLS 2 LAYERS OF /" GYPSUM WALLBOARD PAINTED WHITE WITH 6d NAILS @ 6" O.C. EDGES AND 24" O.C. FIELD EXTERIOR BREATHABLE VAPOR BARRIER OVER SHEATHING PLYWOOD SHEATHING. SIZE AND NAILING PER PLAN. R-19 BAT WALL INSULATION 2x6 EXTERIOR STUDS @ 24" 0.C. 2x6 PRESSURE TREATED BASE PLATE, CONTINUOUS. SECURE WITH CONCRETE ANCHORS EMBEDDED INTO FOUNDATION STEM WALL. SIZE AND SPACING PER PLAN. CONCRETE STEM WALL WOOD -FRAMED WALLS 10'-3" STAGGER JOINTS ON MULTIPLE LAYERS OF GYPSUM WALLBOARD DOUBLE 2x2 TOP PLATE, CONTINUOUS. DOUBLE 2x6 TOP PLATE, CONTINUOUS. CONCRETE FLOOR LAP SIDING PER ARCHITECTURAL DETAILS EXTERIOR BREATHABLE VAPOR BARRIER OVER SHEATHING PLYWOOD SHEATHING. SIZE AND NAILING PER PLAN. R-19 BAT WALL INSULATION RIGID INSULATION 2x6 EXTERIOR STUDS @ 24" O.C. 2x2 INTERIOR STUDS @ 24" O.C. FULL LENGTH TO FLOOR SLAB 2x2 PRESSURE TREATED BASE PLATE, CONTINUOUS. SECURE WITH CONCRETE ANCHORS EMBEDDED INTO FLOORS SLAB. SIZE AND SPACING PER PLAN. CONCRETE STEM WALL NOTE FOR FURRED WALLS: - ALL GYPSUM BOARD SHALL BE TYPE X. - NAILS AND SCREWS REQUIRED, USE OF AN ADHESIVE IS NOT PERMITTED. SIMPSON A34 FRAMING ANCHOR @ 24" O.C., BLOCKING TO SILL. SIMPSON L50 EACH OUTLOOKER TO TOP PLATE SIMPSON A34, EACH SIDE TRUSS 24" MAX. FULL DEPTH VENTED BLOCKING ROOFING SYSTEM SIMPSON H1, OUTLOOKER TO SILL, TYP. OVERHANG, PER PLAN 2x BLOCKING @ 24" 1x8 CEDAR FASCIA 2x OUTLOOKERS 2xAT24"O.C. AT24"O.C. FRAMED GABLE END WALL OR TRUSS SIMPSON L50 @ 24" O.C. SIDING OVER SHEATHING OUTLOOKER - TOP PLATE CONNECTION 1" = 1'-0" <> F ," /" GYPSUM WALLBOARD, 2x2 WOOD STUD INTERIOR _ FURRED WALLS TRUSS BOT CHORD OR BLOCKING 2d NAILS INTO TRUSS OR BLOCKING @ 24" O.C. L4x4 ANGLE, CONT. 14 GAGE MIN. 2x6 WOOD STUD INTERIOR WALLS INTERIOR WALL/TRUSS CONNECTION 2" = 1'-O" BAT INSULATION LAP SIDING OVER SHEATHING HEADER PER PLAN FLASHING — 1x4 CEDAR TRIM W/ FLASHING EXTERIOR 1x CEDAR TRIM, TYP FULL PERIMETER Y16" GYPSUM WALLBOARD GARAGE DOOR JAMB 2" = 1'-0" INTERIOR GARAGE DOOR ASSEMBLY .: :, �:- 3 '.... C. � • .. TRUSS OR BLOCKING VARIES 4x6 BLOCKING 2'-0" MAX 2" O.D. WASHER FINISH CEILING SMOOTH AROUND BOLT I Th, . .� �l ��fi I \\Il V b L� tl •ti (� � 1 1 IL/ u J REID MIDDLETON, INC. MAX 1250 LB LOAD BLOCKING SIMPSON LUS46 W/ 16d NAILING, TYP THREADED SUPPORT ROD, SIZE AS REQUIRED. CEILING SUPPORT DETAIL 508 NOT TO SCALE A.'R 2 4 _.;:) 1- U cc cn NE WATER D co M co x a 0 FILENAME: PSB-D-STR06.DWG cri 0 N ti ENG?+EER: DND REVIEWED: JMC REVISIONS M J STANDARD STRUCTURAL DETA w w CC m DESCRIPTION Z SCALE: SHOWN a r DRAWING IS FULL SCALE WHEN BM MEASURES 2' 2• DWG NO.: S08 SHEET NO; 33 jr6j2 NOT TO SCALE RH2 2 HOUR FIRE RATING NOTES: - BASE LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO TRUSSES W/ 1%" SCREWS - 2ND LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO TRUSSES W/ 2" SCREWS - 3RD LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO TRUSSES W/ 2%" SCREWS - HAT -SHAPED RIGID FURRING CHANNELS 24" O.C. APPLIED AT RIGHT ANGLES TO TRUSSES W/ (2) 2 Y2" SCREWS AT EACH TRUSS - FACE LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO FURRING CHANNELS W/ 1%" SCREWS TRUSS FURRING CHANNELS 1 -\ /" TYPE X GYPSUM, TYP 4 LAYERS 2 HOUR CEILING 509 1" = 1'-0" 2 HOUR FIRE RATING NOTES: - BASE LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO EACH SIDE OF 2x6 AND 2x2 WOOD STUDS ON SEPARATE PLATES 1 " APART WITH 6d COATED NAILS, 17/8" LONG, 0.085" SHANK, %" HEADS, 24" O.C. - FACE LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO EACH SIDE WITH 8d COATED NAILS, 2 8" LONG, 0.100" SHANK, %" HEADS, 8" O.C. -STAGGER JOINTS 24" EACH LAYER AND SIDE. WALL FRAMING 8" TYPE X GYPSUM, TYP 4 LAYERS 2 HOUR EXTERIOR WALL ASSEMBLY 1" = 2 HOUR FIRE RATING NOTES: - BASE LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO EACH SIDE OF 2x6 WOOD STUD WITH 6d COATED NAILS, 17/8" LONG, 0.085" SHANK, Y4" HEADS, 24" 0.C. - FACE LAYER: 8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO EACH SIDE WITH 8d COATED NAILS, 2/" LONG, 0.100" SHANK, %" HEADS, 8" 0.C. -STAGGER JOINTS 24" EACH LAYER AND SIDE. WALL FRAMING 8" TYPE X GYPSUM, TYP 4 LAYERS 2 HOUR INTERIOR WALL ASSEMBLY REID MIDDLETON, INC. of - A SINCE 1978 BOTHELL, WA SIGNED: 04/19/19 SIGNED: 04/19/19 1- cc cn NE WATER D V/ -J W J CC H U CC H CO 0 CC Z H U) FILENAME PS8-D-STR06.DWG SAVE DATE: Apr 19, 2019 PLOT DATE: Apr 19, 2019 ENGINEER DND REVIEWED: JMC REVISIONS w cc Y m PERMIT REVIEW COMMENTS REVISED P DESCRIPTION 0 SCALE: SHOWN I �1 a I• r DRAWING IS FULL SCALE WHEN BAR MEASURES 7 DWG NO.: S09 SHEET NO. 34 ilr62 PROVIDE: UTILITY VAULT 777-LA OR APPROVED EQUAL. ADD RISERS AS NECESSARY TO REACH DEPTH REQUIRED. PROVIDE 12" DIA., 6" DEEP SUMP IN VAULT CORNER FOR PERMANENT SUMP PUMP LADDER, HOT DIP GALVANIZED, SEE DETAIL 400 ON DWG NO. S07 SIM. 5'x5' VAULT HATCH OUTLINE 16" DISMANTLING JOINT THRUST RESISTING BLOCK 24" DI FLxRJ ADAPTER 24"x16" DI M02 (FLxFL) 16" DI FLxRJ j- ADAPTER /4REDUCER 16" DI 45° BEND WITH THRUST BLOCK (FLxFL) 16" BUTTERFLY VALVE (FLxFL) 16" DI PIPE, LTF 6'-4" MIN SQ OPENING DI THRUST COLLAR WELDED TO PIPE, TYP. 16" DI PIPE SPOOL (PExFL), APPROX. LENGTH 7'-0" SUMP PUMP, TYP. SEE DWG NO. M03 FOR DETAILS WALL MOUNTED INDOOR HEAT PUMP UNIT, TYP. OF 2 8" MIN. 16" RESTRAINED LONG BODY SLEEVE 16" ELECTROMAGNETIC FLOWMETER (FLxFL) PIPE SPOOLS (FLxPE) LENGTH TO FIT BURIED EXPANSION JOINT, TYP. n U CO Z0 ^ { LJ U r_._........... ... 21 _:Y_ .. ... f' t LJy �_.. _.__..__......yf j AIR RELEASE VALVE 10" EXPANSION JOINT (TYP. OF 3) 12"x8" DI REDUCER, TYP. OF 3 (FLxFL) END SUCTION SPLIT CASE CENTRIFUGAL PUMP (TYP. OF 3) 8" WIDE -ARCH EXPANSION JOINT (FLxFL) (TYP. OF 3) 12" SWING CHECK 12" BUTTERFLY VALVE VALVE, TYP. OF 3 WITH HANDWHEEL, (FLxFL) TYP. OF 3 (FLxFL) (16" DISC) LADDER DOWN FROM CATWALK (TYP. OF 4) 16" DI PIPE (TYP OF 3) 16"x10" DI ECCENTRIC REDUCER, TYP OF 3 (FLxFL) OUTLINE OF ELEVATED CONCRETE SLAB T i 12" DI SPOOL, TYP. OF 3 (FLxFL) APPROX. 12" LENGTH 1 16" DISMANTLING I JOINT (TYP. OF 3) OUTLINE OF } UPPER WALLS 16"x12" DI TEE, TYP. OF 3 (FLxFL) PRESSURE GAUGE 1505 AND SWITCH M04 ASSEMBLY, TYP. OF 6 16" BUTTERFLY VALVE WITH HANDWHEEL, TYP. OF 3 (FLxFL) CONCRETE COLUMN, TYP. 6" DI DISMANTLING JOINT 16"x6" DI REDUCER (FLxFL) )2 PRESSURE GAUGE 4 AND TRANSMITTER ASSEMBLY, TYP. OF 2. HP-002 6" DI 22.° BENDS (FLxFL) FOR VERTICAL CONNECTION 6 DI GLOBE STYLE PRESSURE RELIEF VALVE (FLxFL) 6" GATE VALVE, TYP. OF 2 (FLxFL) RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Dave SE. Suite 210 www rh2 eon ' 800 720 8052 0 W Z SCALE: SHOWN I• DRAWING IS FULL SCALE WHEN BAR MEASURES7 DWG NO.: MO1 CEILING MOUNTED INDOOR HEAT PUMP UNIT, TYP. OF 2 ENGINE GENERATOR PRESSURE GAUGE AND TRANSMITTER ASSEMBLY, TYP. 6" GATE VALVE, TYP. OF 2 (FLxFL) 6" DI FLxRJ ADAPTER TAP 24" BLIND FLANGE FOR 6" BYPASS CONNECTION HP-002 " DI DISMANTLING JOINT (RJ) RECIRC) 6" DI 90° BEND (FLxFL) 6" DI GATE VALVE (RJxFL) GAUGE AND PRESSURE SWITCH ASSEMBLY, TYP. 6" DI GLOBE STYLE PRESSURE RELIEF VALVE (FLxFL) OUTLINE OF BOOSTER PUMP AND SUPPORT, TYP. (IN FIG) 16"x6" DI I REDUCER (FLxFL) I HP-004 EXHAUST FAN ELECTRICAL PANELS HP-003 -- J r �\ e ee — e — e e 9aa goy aaa eoe eoe eeaffl ^ o LIGHT FIXTURE, TYP. PUMP ROOM DISCHARGE PIPE SECTION 6" DI 90° BEND (FLxFL) LOWER PUMP ROOM OBLIQUE NOT TO SCALE = 1'-0' 6" DI 22y° BEND (FLxFL) opt 439.50' MAX TOP,' OF PIPE 16" DISMANTLING JOINT (RJ) TYP. OF 2 155STANDON PIPE SUPPORT, TYP. LOCATE PRESSURE APPROX. 48" ABOVE PLATFORM 16" BUTTERFLY VALVE PRESSURE GAUGE AND SWITCH ASSEMBLY, TYP. PIPE PENETRATION, TYPE PP1 WALL MOUNTED INDOOR HEAT PUMP UNIT, TYP. OF 2 HP-001 k PIPE PENETRATION, TYPE PP1, TYP. BEAM FOR jr— BRIDGE CRANE GUARDRAIL, TYP. 16"x10 DI ECCENTRIC REDUCER 10" EXPANSION JOINT SUMP PUMP WALL MOUNTED INDOOR HEAT PUMP UNIT SPLIT CASE CENTRIFUGAL PUMP OUTLINE OF COLUMN 12"x8" DI REDUCER PROPOSED 5'-0"x5'-0" ACCESS HATCH. HATCH DOOR TO LOCK IN VERTICAL POSITION, ANODIZED FINISH, H-20 7 RATED, COUNTERBALANCED OPENING, RECESSED HASP WITH HINGED LID AND PADLOCK, 1Y" FRAME DRAIN, BILCO, L.W. PRODUCTS CO. INC. OR EQUAL FLUSH MOUNTED HATCH. ROUTE ACCESS HATCH DRAIN TO SUMP 16" LONG BODY SLEEVE (RJ) 16" ELECTROMAGNETIC FLOWMETER (FLxFL) ENGINE GENERATOR ROOM AIR INTAKE SOUND TRAP 8" EXPANSION JOINT BOOSTER PUMP SECTION = 1'-0" METER VAULT, SET FLUSH WITH GRADE 16" DISMANTLING JOINT (RJ) r ROOF VENT, TYP.c--) LIGHT FIXTURE (24" DISC,9 16" BUTTERFLY VALVE (FLxFL) ELECTRICAL AND CONTROL ROOM EXHAUST FAN WITH DUCTING TO ROOF CAP CEILING MOUNTED INDOOR HEAT PUMP UNIT, TYP. AIR RELIEF VALVE 12" BUTTERFLY VALVE 12" SWING CHECK VALVE (FLxFL) SEPARATE P ; t1TAND AP; ROVAL RECURED RECEIVED ITY yr -I i;r ,/.LA NOV 0 6 2018 PERMIT CENTER RH2 ENGINEERING 40 YFARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE, Suite 210 www.rh2.corn 1.800.720.8082 co cd SAVE DATE: Oct 29, 2018 ENGINEER: BMS 1- V H co cc W a W Z 0 62,„ X E3. PS8-D-MECO2.DWG CO of 0 O. 0 cn W J a 0 MAJOR MECHAN SCALE: SHOWN LLI CO DESCRIPTION DRAWING 1S FULL SCALE WHEN BAR MEASURES 2' M02 36rsojSHEET NO.: PLUMBING NOTES: 1) THE WASTE AND WATER PIPING SYSTEM AS SHOWN ON THIS DRAWING IS DIAGRAMMATIC AND DOES NOT SHOWN ALL DETAIL OR OFFSETS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CORRECTLY LOCATE AND INSTALL THIS PLUMBING SYSTEM. 2) ALL PIPING SHALL BE INSTALLED IN ACCORDANCE WITH THE UNIFORM PLUMBING CODE, LATEST EDITION. AND ALL OTHER APPLICABLE CODES AND STANDARDS. 3) ALL WASTE PIPING TO BE SLOPED AT'/"/FT MIN. UNLESS OTHERWISE NOTED. ALL ELEVATIONS AND SLOPES TO BE FIELD VERIFIED BEFORE INSTALLATION. 4) WASTE VENT PIPING IS NOT SHOWN AND SHALL BE PROVIDED PER PLUMBING CODE. CONNECT ALL WASTE VENT PIPING ABOVE CEILING. CONTRACTOR TO VENT PIPING TO BEST UTILIZE FIELD CONDITIONS, INSTALL WITHIN WALLS, AND MEET ALL APPLICABLE PLUMBING AND CONSTRUCTION CODES. 5) ALL WASTE, DRAIN. AND VENT PIPING SHALL BE PVC UNLESS OTHERWISE NOTED. 6) ALL DWV PIPES SHALL BE LABELED WITH FUNCTION AND FLOW DIRECTION. 7) PROVIDE PIPE SUPPORTS AND STRAPS AS NECESSARY TO SECURE PIPE TO NEAREST WALL / BEAM / CEILING. 8) P-TRAP WATER SUPPLY AND PLUMBING IS NOT SHOWN AND SHALL BE PROVIDED PER PLUMBING CODE PROVIDE P-TRAPS AT ALL FLOOR DRAINS UNLESS NOTED OTHERWISE. - - - 3" SCH 40 PVC SEWER DRAIN PIPE. UNLESS OTHERWISE NOTED 3" CAST IRON FLOOR DRAIN W/ 6" ADJUSTABLE STRAINER WITH BACKWATER VALVE (ZURN Z415S-V OR EQUAL) 0 0 CAST IRON CLEANOUT WITH ADJUSTABLE TOP (ZURN Z1400 OR EQUAL) CONNECT TO EXISTING WATER SERVICE ROUTE SUMP PUMP DISCHARGES TO RAIN GARDEN POTABLE WATER (PWTR) PLUMBING NOTES: 1) ALL COPPER PIPING SHALL BE INSULATED AND SEAMS SEALED TO PREVENT CORROSION. 2) ALL PLUMBING PIPES SHALL BE LABELED WITH FUNCTION AND FLOW DIRECTION. 3) ALL WATER PLUMBING SHALL BE COPPER. CONTRACTOR SHALL PROVIDE ALL NECESSARY FITTINGS AND SUPPORTS. PROPOSED LEGEND/NOTES: • COLD WATER PIPE INSTALLED UNDER FINISH FLOOR SLAB COLD WATER PIPE INSTALLED ALONG WALL OR ABOVE CEILING COLD PIPE FLOOR PENETRATION 4" NON -FREEZE WALL HYDRANT AND HOSE RACK W/ HOSE & NOZZLE 2 %" RECESSED, NON -FREEZE WALL HYDRANT W/ SECURITY COVER D4 1" DOUBLE CHECK VALVE ASSEMBLY W/ STRAINER, WATTS 007M3QT OR APPROVED EQUAL ISOLATION VALVE PRESSURE REDUCING VALVE TO IRRIGATION SYSTEM, SEE LANDSCAPE PLAN FOR DETAILS METER VAULT ELEV.-443.5' 1" —.4--I '-- L 1" 1- MINOR MECHANICAL PLAN A" = 1'-0" 2 AND ilL hamQ LJ1RED RECEIVED CITY OF NOV 06 2018 PER`,'IT CENTER RH2 ENGINEERING 47 YEARS SINCE 1978 BOTHELL. WA 22722 29th Dive SE. Suite 210 Wv.•w.rh2.ccm 800 720 8052 • GJ SAVE DATE. Oct 29. 2018 ENGINEER: BMS FILENAME. PS8-D-MEC03.DWG CAL PLAN Z Q U W 2 cc 0 Z 2 CID ti SCALE: SHOWN DWG N M03 DRAWING IS FULL SCALE WHEN BAR MEASURES 2 0.: SH 2 EET NO.: 37 jr60, FAN SCHEDULE DESCRIPTION AIR DIRECTION FAN TYPE AIRFLOW (CFM) MANUFACTURER MODEL NUMBER STATIC PRESSURE (1N. WG) HP ENCLOSURE VOLTAGE NOTES No. ''. ., 't iX ELECTRICAL AND CONTROL ROOM EXHAUST CEILING 400 GREENHECK CSP-A510 0.384 0.25 TEFC 120V, 1 PHASE 1, 2, 3, 4 410) ENGINE GENERATOR ROOM EXHAUST CEILING 400 GREENHECK CSP-A510 0.384 0.25 TEFC 120V, 1 PHASE 1, 2, 3, 4 NOTES 1. PROVIDE GRILLE MOUNTED TO BOTTOM OF FAN FLUSH WITH CEILING 2. PROVIDE ROOF CAP, GREENHECK GRSF-10 OR EQUAL 3. PROVIDE INTEGRATED BACK DRAFT DAMPER 4. FANS SHALL BE CONTROLLED VIA TIMER AND MANUAL OVERRIDE WALL SWITCH LOUVER AND DAMPER SCHEDULE DESCRIPTION AIR DIRECTION MANUFACTURER MODEL NUMBER SIZE DAMPER No. 1001 ELECTRICAL AND CONTROL ROOM INTAKE VIBRO ACOUSTICS 42 X 48 ALV-LV-24 42"X48" MOTORIZED L201 ENGINE GENERATOR ROOM EG EXHAUST VIBRO ACOUSTICS 94 X 108 ALV-LV-24 94"X108" MOTORIZED L202 ENGINE GENERATOR ROOM EG EXHAUST VIBRO ACOUSTICS 94 X 108 ALV-LV-24 94"X108" MOTORIZED L301 ATTIC INTAKE POTTORFF EFD-445 60"X30" MOTORIZED L302 ATTIC INTAKE POTTORFF EFD-445 102"X42" MOTORIZED MOUNT UNIT MIN. 6'-0" ABOVE LOWER SLAB DISABLE SUPPLY VANE ON THIS SIDE OF UNIT 5'-0" MIN. FROM CTRICAL EQUIPMENT 1.1 18'-3" HEAT PUMP OUTDOOR UNIT, TYP. OF 4 4'-5" E HP-004 11 DISABLE 4'-5" HP-001 Pfi 11 HP-002 4'-5" LOWER HVAC PLAN 36• Fl HEAT PUMP SCHEDULE Room MANUFACTURER INDOOR UNIT MODEL OUTDOOR UNIT MODEL Cooling Capacity (BtuH) Heating Capacity (BtuH) SEER Voltage Weight (Ibs) Indoor/Outdoor PHASE Notes No. HP-001 LOWER PUMP ROOM MITSUBISHI PKA-A36EA7 PUZ-A36NKA7-BS 36,000 38,000 18.8 208/230 55/220 1 1-7 HP-002 LOWER PUMP ROOM MITSUBISHI PKA-A36EA7 PUZ-A36NKA7-BS 36,000 38,000 18.8 208/230 55/220 1 1-7 HP-003 ELECTRICAL AND CONTROL ROOM MITSUBISHI PLA-A36KA7 PUZ-A36NKA7-BS 36,000 38,000 18.8208/230 65/220 1 1-7 HP-004 ELECTRICAL AND CONTROL ROOM MITSUBISHI PLA-A36KA7 PUZ-A36NKA7-BS 36,000 38,000 18.8 208/230 65 220 / 1 1-7 NOTES 1. PROVIDE WALL MOUNTED THERMOSTAT FOR CONTROL 2. MOUNT OUTDOOR UNIT ON CONCRETE PAD. MAINTAIN ALL MANUFACTURER CLEARANCES. 3. UNITS SHALL BE AT LEAST 15% MORE EFFICIENT THAN THE USTED EFFICIENCY IN TABLE C403.2.3(1)A OF THE 2015 WSEC. 4. STAGE THE UNITS BY THERMOSTAT SETTINGS. UNIT HP-001 TO BEGIN COOLING AT 80F, UNIT HP-002 TO BEGIN COOUNG AT 85'F, UNIT HP-003 TO BEGIN COOLING AT 807 AND UNIT HP-004 TO BEGIN COOLING AT 857. ALL SETTINGS ARE ADJUSTABLE. 5. REFRIGERANT PIPING IS SHOWN SCHEMATICALLY. CONTRACTOR TO ROUTE REFRIGERANT PIPING FOLLOWING ALL MANUFACTURER INSTRUCTIONS. 6. ROUTE CONDENSATE TO NEAREST DRAIN OR EXTERIOR LOCATION. CONTRACTOR TO PROVIDE AND INSTALL CONDENSATE PUMP IF NEEDED. 7. MOUNT INDOOR UNITS PER MANUFACTURER INSTRUCTIONS. FOR UNITS NEAR ELECTRICAL GEAR, DISCONNECT MOTORS AND CLOSE VANES ON SIDES OF INDOOR UNITS NEAR WALLS WHICH DO NOT MEET RECOMMENDED CLEARANCES. MOUNT UNIT MIN. 6'-0" ABOVE LOWER SLAB REFRIGERANT PIPING, TYP. ROUTE UP INTERIOR SIDE OF BUILDING EXTERIOR WALL FROM OUTDOOR UNIT TO INDOOR UNIT. SUPPORT PIPE ALONG WALL. NO HIGH POINTS ALONG LINES. ENGINE GENERATOR EXHAUST SOUND TRAP, VIBRO ACOUSTICS 96 X 108 RD-ULV-F1 X 84 OR ENGINEER APPROVED EQUAL 301 PROVIDE DOUBLE WALLED DUCTING TO 90-DEGREE BEND TRANSITION FROM SOUND TRAP INTO ENGINE GENERATOR ROOM, TYP. HVAC OBLIQUE NOT TO SCALE ROOF AND TRUSSES NOT SHOWN THIS VIEW FOR CLARITY AIR INTAKE ROOF VENT, TYP., SEE DWG NO. S03 FOR DETAILS ENGINE GENERATOR INTAKE SOUND TRAP, TYP. OF 6. LOCATE BETWEEN TRUSSES. VIBRO ACOUSTICS 44 X 26 RD-LV-F8 X 108 OR ENGINEER APPROVED EQUAL L302 PROVIDE DOUBLE WALLED DUCTING AT ENTRANCE TO EACH SOUND TRAP, TYP. RECETE ) CITY i U K'II LA. NUV 06 2018 kyl PERMIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22 722 29th Drive SE. Suite 210 vnmev rh2 com 1.SOG 720.8052 F" V CC 1- 6 CC 1- W Z CO Cfj r FILENAME: PS8-D-MEC05.DWG Z 0 SAVE DATE: Oct 29, 2018 PLOT DATE: Oct 29, 2018 ENGINEER: BMS REVIEWED: BMS T HVAC PLAN co {i 0 v wm 0 ii;e: Q 0 06. : `✓o 0 1 U W o ^ LL- SCALE: SHOWN a 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG NO.: M06 SHEET NO.: 38 60 RH2 ROOF AND TRUSSES NOT SHOWN THIS VIEW FOR CLARITY AIR INTAKE ROOF VENT, TYP. HP-003 PROVIDE DOUBLE WALLED DUCTING TO TRANSITION FROM ATTIC TO ENGINE GENERATOR ROOM, TYP. UPPER ATTIC HVAC PLAN PROVIDE DOUBLE WALLED DUCTING AT ENTRANCE TO EACH SOUND TRAP, EXTEND 2-FEET PAST SOUND TRAP OPENING, TYP. ENGINE GENERATOR INTAKE SOUND TRAP, TYP. OF 6. LOCATE BETWEEN TRUSSES. VIBRO ACOUSTICS 44 X 26 RD-LV-F8 X 108 OR ENGINEER APPROVED EQUAL ENGINE GENERATOR EXHAUST HP-004 PROVIDE DOUBLE WALLED DUCTING TO 90-DEGREE BEND TRANSITION FROM SOUND TRAP INTO ENGINE GENERATOR ROOM, TYP. PROVIDE CEILING GRILLE AT EACH PENETRATION LOCATION Y' = 1'-0° HVAC SECTION Y• = 1'-0" ENGINE GENERATOR EXHAUST SOUND TRAP ENGINE GENERATOR ROOM WALLS NOT SHOWN THIS VIEW FOR CLARITY ENGINE GENERATOR INTAKE SOUND TRAP PROVIDE DOUBLE WALLED DUCTING AT ENTRANCE TO EACH SOUND TRAP UPPER HVAC OBLIQUE NOT TO SCALE ENGINE GENERATOR EXHAUST -\ SOUND TRAP HVAC SECTION Y' = 1'_0" AIR INTAKE ROOF VENT, TYP. PROVIDE DOUBLE WALLED DUCTING TO TRANSITION FROM ATTIC TO ENGINE GENERATOR ROOM, PROVIDE GRILLE AT CEILING PENETRATION SEPI\RATP trAND RECEIVE') CITY OF TUKKW LA NOV 06 2018 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 290h Drive SE. Style 210 . ww• m2 com 720 8052 . Jos No.: 116.038 SAVE DATE Oct 29, 2018 ENGINEER: BMS FILENAME: PSB-D-MEC05.DWG PLorDATE: Oct 29, 2018 REVIENED: BMS HVAC PLAN 2 SCALE: SHOWN Ir DRAWING IS FULL SCALE WHEN BAR MEASURES 7 0.: SHEET NO.: PERMIT CENTER DWG N M07 GENERAL MECHANICAL NOTES 1. CONTRACTOR SHALL PROVIDE ALL NECESSARY EQUIPMENT, MATERIALS, LABOR, AND EXPERTISE TO CONSTRUCT MAJOR AND MINOR PIPING SYSTEMS ACCORDING TO APPLICABLE CODES, STANDARDS, AND MANUFACTURER RECOMMENDATIONS. 2. CONTRACTOR SHALL CONFORM TO PIPE ROUTING AND ARRANGEMENT AS CLOSELY AS POSSIBLE. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL PIPING DIMENSIONS. CONTRACTOR SHALL PREPARE AND SUBMIT DETAILED DIMENSIONAL DRAWINGS BASED ON APPROVED EQUIPMENT AND PIPING SYSTEMS. 3. FITTINGS AND/OR PIPING THAT MAY BE REQUIRED IN ORDER TO OPERATE SOME MINOR MECHANICAL SYSTEMS, INSTRUMENTATION, AND EQUIPMENT MAY NOT BE SHOWN IN THE PLANS. THE CONTRACTOR SHALL PROVIDE FITTINGS AND PIPING AS NECESSARY TO HAVE A COMPLETE AND FUNCTIONAL SYSTEM. 4. CONTRACTOR SHALL CONNECT EQUIPMENT, VALVES, METERS, AND OTHER SIMILAR FITTINGS TO PIPING SYSTEM SUCH THAT IT CAN BE READILY DISASSEMBLED FOR MAINTENANCE OF THE EQUIPMENT. THIS MAY REQUIRE PROVIDING ADDITIONAL FITTINGS OR SUPPORTS NOT SHOWN IN THE PLANS. 5. 6. 7. DISASSEMBLY JOINTS OR FLANGE COUPLING ADAPTORS WITH SHACKLE RODS MAY BE ADDED WITH ENGINEER APPROVAL TO FACILITATE PIPE ASSEMBLY. CONTRACTOR SHALL PROVIDE ANY AND ALL VALVED VENTS AT HIGH POINTS AND VALVED DRAINS AT LOW POINTS AND ALL OTHER LOCATIONS AS NECESSARY TO SUCCESSFULLY TEST PIPING SYSTEMS. NOT ALL PIPE SUPPORTS ARE SHOWN IN THE PLANS. CONTRACTOR SHALL PROVIDE AND INSTALL PIPE SUPPORTS AS NECESSARY TO PROVIDE A RIGID, SECURE, NON -SAGGING SYSTEM. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. 8. FITTING TAPS SHALL BE DONE AT THE FACTORY. PIPE TAPS MAY BE DONE ON SITE USING A TAPPING MACHINE BY AN EXPERIENCED OPERATOR. ALL TAPS ARE SUBJECT TO OWNER APPROVAL AND ANY REJECTED MATERIALS SHALL BE REPLACED AT THE CONTRACTORS EXPENSE. TAPPED DI PIPE SHALL BE CLASS 53 MINIMUM. FOR STEEL PIPE, PROVIDE REINFORCING COLLAR AT ALL TAPPING LOCATIONS. REINFORCING COLLAR THICKNESS TO BE EQUAL TO STEEL PIPE CYLINDER OR 0.25", WHICHEVER IS GREATER. DIRECT TAPS ON PIPE ARE TO BE LOCATED SUCH THAT ADJACENT FITTING BOLTS OR SHACKLE RODS DO NOT INTERFERE WITH INSTALLATION OF GAUGES, SWITCHES OR AIR VALVES. TAPPED PIPE WILL BE REJECTED IF EQUIPMENT CANNOT BE INSTALLED CLEANLY AND DISASSEMBLED EASILY. 9. MINOR MECHANICAL PIPING: ALL VALVES 2" AND LARGER SHALL INCLUDE HANDWHEEL OPERATORS. ALL BALL VALVES SMALLER THAN 2" SHALL HAVE Y4 TURN FULL HANDLES AND BE RATED FOR 300psi WORKING PRESSURE. 10. PLUMB ALL CONTROL VALVE PILOT DRAINS, AIR VALVE OUTLETS, AND PUMP HEAD DRAINS TO FLOOR DRAINS USING COPPER AND COMPRESSION FITTINGS OR SCH 40 PVC PIPE AND FITTINGS. SECURE TO PIPE RUNS OR SUPPORTS AWAY FROM TRAVELED PATHS. PROVIDE UNIONS OR COUPLINGS AS NECESSARY TO ALLOW COMPLETE DISASSEMBLY. MAINTAIN CONTINUOUS DRAINING GRADE ON PIPE RUNS. 11. CONTRACTOR SHALL PROVIDE ALL NECESSARY THRUST RESTRAINT, INCLUDING BUT NOT LIMITED TO CONCRETE BLOCKING, SHACKLE RODS MECHANICAL THRUST RESTRAINT (MEGALUGS OR EQUAL) AND TRUE RESTRAINED JOINT PIPE (TRJ) PIPE. 12. IN THE EVENT THAT A SECTION OF PIPING FAILS A PRESSURE TEST, AND ANY MECHANICAL JOINTS WITH MEGA -LUG STYLE RESTRAINTS NEED TO BE DISASSEMBLED, THE MEGA -LUGS AND THE ASSOCIATED PIPE MAY NOT BE REUSED AND MUST BE REPLACED AT THE CONTRACTOR'S EXPENSE. 13. CONTRACTOR SHALL PROVIDE INSULATING FLANGE KITS OR TRANSITION COUPLINGS BETWEEN ALL DISSIMILAR PIPING MATERIALS. 14. ALL FLOW METERS SHALL BE INSTALLED SO THAT THERE IS A MINIMUM STRAIGHT RUN LENGTH OF 5 PIPE DIAMETERS UPSTREAM AND 3 PIPE DIAMETERS DOWNSTREAM. 15. ALL PVC FITTINGS SHALL BE SOCKET END -TYPE FITTINGS UNLESS OTHERWISE NOTED. 16. ALL VALVES SHALL BE REMOVABLE WITHOUT HAVING TO CUT PIPE (I.E. FLANGED OR TRUE UNION) 17. FLANGE COUPLING ADAPTERS (FCA), RESTRAINED FLANGE COUPLING ADAPTERS (RFCA), AND COUPLINGS SHALL BE EQUAL TO ROMAC. 18. ALL PRESSURE PIPE SHALL HAVE RESTRAINED JOINTS. EXPOSED PIPING SHALL BE FLANGED OR GROOVED; BURIED PIPING SHALL BE MECHANICALLY RESTRAINED JOINTS (END CONFIGURATION DENOTED AS "RJ"). PUSH ON JOINTS WITH FIELD LOK (OR APPROVED EQUAL) ARE ACCEPTABLE RESTRAINED JOINT IN STRAIGHT SECTIONS WITH BLOCKING OR RESTRAINED FITTINGS AS SPECIFIED. PROVIDE TRUE (BOLTLESS) RESTRAINED JOINT PIPE (END CONFIGURATION DENOTED AS "TRJ") AND CONCRETE BLOCKING WHERE SPECIFIED ON PLANS. 19. PIPING WHICH NORMALLY OPERATES UNDER FULL CONDITIONS WITH HYDROSTATIC HEAD HIGHER THAN THE CROWN OF THE PIPE SHALL BE CONSIDERED PRESSURE PIPING. PIPING WHICH NORMALLY OPERATES AT A HYDROSTATIC HEAD NO HIGHER THAN THE PIPE CROWN SHALL BE CONSIDERED GRAVITY PIPELINES. ALL PIPING SHALL BE HYDROSTATICALLY TESTED AND DISINFECTED (WHERE APPLICABLE) IN ACCORDANCE WITH THE GUIDELINES IDENTIFIED IN THE SPECIFICATIONS. 20. UNLESS OTHERWISE NOTED, PIPE MATERIAL SHALL BE USED BASED ON PIPE FUNCTION AND AS SPECIFIED IN THE PIPE SCHEDULE (SEE SPECIFICATIONS). PREPARE AND COAT ALL EXPOSED PIPING PER THE FINISHES SECTION OF THE SPECIFICATIONS. 21. ALL BURIED PIPING, INCLUDING SMALL PIPING, SHALL HAVE TWO FLEXIBLE JOINTS (5 DEGREE MIN) OR FLEXIBLE COUPLINGS TO ACCOMMODATE 0.5" DIFFERENTIAL SETTLEMENT WHEN PENETRATING STRUCTURES. 22. CONTRACTOR SHALL INSTALL AND MOUNT ALL EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS, THE REQUIREMENTS IN THE SPECIFICATIONS FOR SEISMIC RESTRAINT, AND THE FOLLOWING REQUIREMENTS. EQUIPMENT MOUNTED ON FLOORS THAT SLOPE SHALL BE LEVELED WITH STEEL SHIMS AND SHALL BE FINISHED GROUTED TO FILL ALL VOIDS CAUSED BY THE FLOOR SLOPE. 23. CONTRACTOR SHALL PROVIDE FITTINGS NECESSARY TO TRANSITION BETWEEN DIFFERENT PIPE MATERIALS AND SIZES. PRESSURE GAUGE, SEE SPECS. Ya" BRASS BALL VALVES (1)Y" BRASS TEE %" BRASS WYE FILTER/STRAINER Ya" BRASS BALL VALVES Ya" SHORT BRASS NIPPLE %" BENT COPPER SAMPLE LINE 1" THREADED TAP 1" SHORT GALV NIPPLE 1" DIELECTRIC UNION EQUAL TO WATTS 3003. 1" TO Y4" BRASS BUSHING PRESSURE GAUGE ASSEMBLY PRESSURE GAUGE, SUCTION SIDE ONLY, LOCATE 48-INCHES ABOVE PLATFORM, SEE PRESSURE GAUGE, SEE Y" BRASS TEE 1" BRASS CROSS 1" BRASS BALL VALVE 1" TOY4" BRASS BUSHING Y4" BRASS NIPPLE, LENGTH AS REQUIRED PRESSURE SWITCH / NOT TO SCALE Xs" BRASS BALL VALVE Y" BRASS BALL VALVE Y4" BRASS BALL VALVE 1" TOY4" BRASS BUSHING Y" BRASS NIPPLE, LENGTH AS REQUIRED 1" BRASS 90° BEND 1" BRASS NIPPLE, LENGTH AS REQUIRED 1" BRASS BALL VALVE 1" THREADED TAP 1" SHORT GALV NIPPLE 1" DIELECTRIC UNION EQUAL TO WATTS 3003. GAUGE AND PRESSURE SWITCH ASSEMBLY ,, o NOT TO SCALE ENGRAVED CALIBRATION AND IDENTIFICATION PLATE (SEE DETAIL) SURFACE MOUNTED PRESSURE TRANSMITTER Y4" POLYETHYLENE TUBING W/ COMPRESSION RING ENDS. COIL EACH SECTION FOR VIBRATION ISOLATION. STAINLESS STEEL SCREWS Y8" ENGRAVED ALUMINUM PLATE 8 (DESCRIPTION - TAG) NORMAL PRESSURE: 50 PSI NOTE: SEE SPECIFICATIONS FOR DESCRIPTION, P&ID TAG, AND PRESSURE RANGE INFO. IDENTIFICATION AND CALIBRATION PLATE DETAIL 2" COMBINATION AIR RELEASE & VACUUM VALVE 2" CLOSE NIPPLE 2" BRASS BALL VALVE (THD) 2" X 4" BRASS NIPPLE PIPE, SIZE VARIES L2x3 GALVANIZED ANGLE, LENGTH TO FIT GAUGE AND PRESSURE TRANSMITTER ASSEMBLY NOT TO SCALE ROUTE VENT PIPING TO WITHIN 6" OF FLOOR AND TERMINATE WITH 45° ELBOW DIRECTED TOWARDS SUMP PUMP i AIR VALVE ASSEMBLY NOT TO SCALE FOUNDATION OR BELOW GRADE WALL RESTRAINED LONG BODY SLEEVE, TYP. OF 2 -1 1-- ' --- ..... • 1111 IhI I!i, 11! I PIPE F 3X PIPE OD -I ;I� I I� 24" MAX. U.N.O. BURIED EXPANSION JOINT XZ' = 1'-0" RECEIVED CITY OF TUKW LA NOV 06 2018 RH2 ENGINEERING 40 YEARS SINCE1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www. rh2.com 1 800.720.8052 JOB Na: 116.038 PS8-D-MEC04.DWG 0 fr— .. iCA z 0 U sawDATE Oct 29, 2018 ENGINEER. BMS W red 0 SCALE: SHOWN it r DRAWING IS FULL SCALE WHEN BAR MEASURES 2" 2' DWG NO.: SHEET NO.: 40 ro PERMIT CENTER M04 GENERAL PIPE SUPPORT NOTES MAX. SPAN FOR PIPE SUPPORTS (FT) PIPE SIZE ROD SIZE STEEL DUCTILE IRON COPPER PLASTIC 1" 3/8" 7 10 5 5 1-1/2" 3/8" 9 10 7 5 2" 3/8" 10 10 8 6 2-1/2" 1/2" 10 10 9 6 3" 1/2" 10 10 10 7 4" 5/8" 10 10 10 7 6" 3/4" 10 10 10 8 8" 3/4" 10 10 10 8 10" 7/8" 10 10 10 10 12" 7/8" 10 10 10 10 14" 1" 10 10 - 10 16" 1" 10 10 — 10 18" 1-1/4" 10 10 - 10 20" 1-1/4" 10 10 - 10 24" 1-1/2" 10 10 - 10 30" 1-1/2" 10 10 - 10 36" 2" 10 10 - 10 1. FOR PIPE SIZES THAT ARE NOT LISTED IN ABOVE TABLE, THE NEXT LARGER PIPE SIZE SHALL BE USED FOR DETERMINING LOADING AND SUPPORT SPACING. 2. ROD SIZE IS BASED ON CARRYING SINGLE PIPE. WHEN MORE THAN ONE PIPE IS TO BE SUPPORTED, RODS SHALL BE SIZED USING SUM OF DESIGN WEIGHTS TO DETERMINE TOTAL LOAD. 3. PLASTIC PIPE SUPPORT SPACING BASED ON SCH 80 PIPE AT 100 DEG F. SCH 40 PIPE OR HIGHER TEMPERATURES REQUIRE SHORTER SPANS. SEE MANUFACTURER'S RECOMMENDATIONS. 4. INSTALL AT LEAST ONE HANGER PER PIPE LENGTH. LOCATE AS NEAR THE END CONNECTION AS POSSIBLE. 5. PROVIDE TURNBUCKLE WITH SUPPORT ROD FOR PIPES SUBJECT TO HORIZONTAL MOVEMENT. 6. PROVIDE LATERAL AND SEISMIC BRACING AS SPECIFIED & REQUIRED. 7. DESIGN WEIGHTS ARE BASED ON SCH 80 STEEL PIPE AT 10 FT SUPPORT SPACING. 8. ALL CONNECTIONS TO CONCRETE SHALL BE CONCRETE ANCHORS PER SPECIFICATIONS & STRUCTURAL DETAILS. 9. MSS REFERS TO MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTING INDUSTRY, STANDARD PRACTICE SP 58 AND SP 69. 10. IF SUPPORT IS SUBMERGED OR LOCATED BELOW THE TOP OF THE WALL WITHIN A WATER BEARING STRUCTURE, ALL HARDWARE AND SUPPORT MATERIAL SHALL BE STAINLESS STEEL. IN ALL OTHER AREAS, MATERIALS SHALL BE HOT -DIP GALVANIZED UNLESS NOTED OTHERWISE. 11. CONTRACTOR SHALL PROVIDE ALL NECESSARY EQUIPMENT, MATERIALS, AND LABOR FOR CONSTRUCTING PIPE SUPPORT SYSTEMS. 12. PIPE SUPPORT SYSTEMS AS DETAILED PROVIDE GENERAL GUIDELINES FOR HOW PIPES SHALL BE SUPPORTED. ADDITIONAL SUPPORT CONFIGURATIONS MAY BE REQUIRED. CONTRACTOR SHALL SUBMIT ALTERNATE SUPPORT DETAILS FOR APPROVAL. 13. CONTRACTOR SHALL PROVIDE SUPPORTS AS NEEDED TO SECURE PIPING SYSTEM IN NORMAL AND TEST OPERATING CONDITIONS. 14. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF PIPE SUPPORTS, HANGERS AND SEISMIC BRACING. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. 6" MIN 12" MAX CONCRETE 6" MIN 12" MAX - OUTSIDE INSIDE BENTONITE WATERSTOP, CONT. PIPE SPOOL (FLxFL) WITH OVERSIZED WALL RING THRUST COLLAR CENTER IN WALL, PIPE DIA. PER PLAN. PP1 - RING PIPE PENETRATION NOT TO SCALE PIPE STANCHION BASE PLATE, SIZE AS REQUIRED. FINISHED FLOOR Q EY PIPE STANCHION, Z- SIZE AS REQUIRED CONCRETE ANCHOR, SIZE AND QUANTITY AS REQUIRED. SEE STRUCTURAL DETAILS FOR SPACING AND LOADING INFO PIPE STANCHION DETAIL NOT TO SCALE LEVELING NUT, TYP. GROUT AFTER LEVEUNG SHACKLE ROD SIZING PIPE SIZE MINIMUM ROD DIAMETER MINIMUM 0 OF RODS 6" AND SMALLER 3/4" 2 8"-10" 1" 4 12"-14" 1" 6 16" 1" 8 1. THIS TABLE ASSUMES HIGH -STRENGTH A588, GRADE B (COR-TEN TYPE) STEEL. 2. SHACKLE PLATES MAY BE SUBSTITUTED FOR EYE BOLTS PENDING REVIEW AND APPROVAL BY ENGINEER. SUBMIT PLANS AND CALCULATIONS SUPPORTING DESIGN. 3. DUC-LUGS ARE NOT ALLOWED. 4. SYSTEMS SHOWN HERE ARE OPTIONS AVAILABLE TO THE CONTRACTOR, BUT ARE NOT THE ONLY CONFIGURATIONS ACCEPTABLE. CONTRACTOR TO PROVIDE ALL MATERIALS AND METHODS AS REQUIRED FOR A COMPLETE THRUST RESTRAINT SYSTEM. ANY METHODS OTHER THAN SHOWN HERE MUST BE APPROVED BY THE OWNER. TYPE A - FLANGE SUPPORT TYPE C - SADDLE CLAMP SUPPORT (TYP. AT PIPING) TYPE B - SADDLE SUPPORT (AS SPECIFIED OR WITH ENGINEER APPROVAL) SEE PIPE STANCHION DETAIL FOR MORE INFORMATION, TYP. 1. FLANGE, SADDLE, AND SADDLE CLAMP SUPPORTS SHALL BE "STANDON" BRAND AS MANUFACTURED BY MATERIAL RESOURCES OR EQUAL. (TYP. AT VALVES, METERS, AND FITTINGS) PS1 - STANDON PIPE SUPPORT PIPE SECURE PIPE TO BLOCK WITH STEEL STRAP, ONE PER BLOCK, SIZE PER TABLE B. CONCRETE PIPE SUPPORT, CAST -IN -PLACE, BLOCK LENGTH PER TABLE B. #4 E.F. #4 CONCRETE ANCHORS, TYP. OF 4, ONE EACH CORNER. PROVIDE 1)i" CLR FROM TOP ROUGHEN FLOOR SURFACE UNDER BLOCK PRIOR TO POURING BLOCK v a NOT TO SCALE PIPE SIZE 12" & SMALLER 12" TO 24" ❖4 1.•.•.' 4 n• STRAP SIZE )ri"X2" 3"X4" 6" MIN. CONCRETE ANCHOR, SIZE PER TABLE B. CONCRETE ANCHORS 7e 1" FLANGE BLOCK LENGTH 9" 12" 1" NON -SHRINK GROUT AS REQUIRED v' PIPE OD + 12" -I CONCRETE PIPE SUPPORT NOT TO SCALE #4 11ES @ 12". MIN. 1 TIE FCA SHACKLE ROD —"" THREADED COUPLING FLANGE TO FCA CONNECTION 1 MJ OR FL STAR NATIONAL TIEBOLT OR ROMAC 90' EYEBOLT FCA TEE THROUGH -BOLT OR ALL -THREAD SHACKLE ROD (LI MJ OR FL ifr FLANGE TO MJ OR MJ TO MJ CONNECTION STEEL CLEVIS, MSS TYP 14 STANDARD WELDING LUG NUT WITH PLATE WASHER SEISMIC BRACING AS REQUIRED DOUBLE NUT OR LOCKNUT FLANGE SHACKLE ROD FCA FLANGE TO FCA CONNECTION 2 STAR NATIONAL TIEBOLT OR ROMAC 90' EYEBOLT SHACKLE ROD ASSEMBLY NOT TO SCALE SUPPORT ROD, SIZE AS REQUIRED. ELBOW SUPPORT ROD AND HARDWARE SIMILAR TO ABOVE. "J" HANGER, MSS TYPE 5. PROVIDE PLASTIC COATING WHEN USED WITH COPPER OR PLASTIC PIPES. 4'-0" MAX BETWEEN RODS ADJUSTABLE PIPE SADDLE WITH U-BOLT, MSS TYPE 37. PROVIDE LEVELING NUT THREADED HANGER ROD, PROVIDE ALL -THREAD ONLY WHERE MULTIPLE LEVELS OF SUPPORTS ARE REQUIRED. PRE FORMED CHANNEL OR STRUCTURAL MEMBER 6" MIN. CORE DRILL CONCRETE, OVERSIZE TO FIT MECHANICAL SEAL PROVIDE MECHANICAL SEAL BETWEEN PIPE AND CONCRETE PIPE CONCRETE WALL/FLOOR APPLICATION LINKSEAL MODEL DIRECT BURY a WASTE WATER —J U w U MODEL "C" X X MODEL "L" X X MODEL "S-316" X X MODEL "T" X $ CONTRACTOR SHALL VERIFY LINKSEAL SUITABILITY FOR CHEMICAL APPLICATIONS WITH MANUFACTURER. ABOVE GRADE AND BELOW GRADE (NON -SUBMERGED) CONCRETE WALL AND FLOOR 1) ALL PENETRATIONS SHALL BE SEALED TO MAINTAIN FIRE AND SOUND RATING OF INTERIOR. 2) ALL BELOW GRADE AND/OR SUBMERGED PENETRATIONS SHALL BE SEALED WATERTIGHT. 3) MECHANICAL SEALS SHALL BE LINKSEAL OR APPROVED EQUAL. MECHANICAL SEALS SHALL BE SELECTED BASED ON THE APPLICATION. SEE TABLE A FOR APPLICATION MATRIX. 4) WHERE PIPE PENETRATION IS LOCATED IN THE FLOOR OVER A POTABLE WATER BEARING STRUCTURE, SLEEVE SHALL EXTEND 1" MIN. ABOVE FLOOR TO FURTHER PREVENT WATER INTRUSION. P WELDED EYE ROD PP3 - MECHANICAL SEAL PIPE PENETRATION NOT TO SCALE JAMB NUT WITH WASHER, TIGHTENED TO SECURE HANGER, TYP. STEEL DOUBLE - BOLT PIPE CLAMP, MSS TYPE 3 DOUBLE NUT OR LOCKNUT, TYP. 1) MAX. ALLOWABLE LOAD: SEE MANUFACTURER RECOMMENDATION SUPPORT ROD STEEL ADJUSTABLE CLEVIS HANGER, MSS TYPE 1 2) LATERAL AND SEISMIC BRACING NOT SHOWN, CONTRACTOR SHALL PROVIDE AS REQUIRED AND NECESSARY. IN GENERAL, PIPING LOCATED IN EXCESS OF 12" FROM CEILING SHALL HAVE BRACING. FOR USE WITH CONDUIT AND SMALL DIAMETER (2" AND SMALLER) PROCESS PIPING U-BOLT, MSS TYPE 24 PIPE STRAP CONDUIT CLAMP PIPE HANGER AND CLAMP DETAILS NOT TO SCALE 1) MAX ALLOWABLE LOAD: 3000 LBS 2) CHANNEL (STRUT) MAY BE USED WITH VARIOUS HANGER, ROLLER, GUIDE, U-CLAMP, AND ANCHOR ASSEMBLIES. 3) IF SUPPORT IS SUBMERGED OR LOCATED WITHIN A WATER BEARING STRUCTURE, ALL HARDWARE AND SUPPORT MATERIAL SHALL BE STAINLESS STEEL. IN ALL OTHER AREAS, MATERIALS SHALL BE HOT -DIP GALVANIZED UNLESS NOTED OTHERWISE. 4) ISOLATE ALL COPPER PIPING WITH PVC TAPE. 5) MAXIMUM SUSPENDED PIPE SIZE SHALL NOT EXCEED 12" DIA. WITHOUT PRIOR WRITTEN APPROVAL FROM THE ENGINEER. 6) HANGERS USED FOR INSULATED PIPE SHALL INCLUDE MSS TYPE 39 SADDLE FOR HOT, AND MSS TYPE 40 FOR COLD. 7) CONTRACTOR SHALL SELECT HANGER OR CLAMP STYLE AS APPROPRIATE TO FOR SUPPORT CONDITION. ADDITIONAL HANGERS AND CLAMPS BEYOND THOSE SHOWN MAY BE USED WITH ENGINEER APPROVAL. 8) CONTRACTOR IS RESPONSIBLE FOR DESIGN OF PIPE HANGER AND SEISMIC BRACING. SEE STRUCTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL INFORMATION. SEP RAT` F'� 4 :"TAND Raj, ftECENE.D ITY OF 1'tsl: ILA. NOV 06 2018 RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE Suite 210 www.rh2 coin 1.800.720.8052 JOB NO.: 116.038 PS8-D-MEC04.DWG 1 0 03 cvm Z O c0 0 N N 0 A PLOT DATE: Oct 29, 2018 ENGINEER: BMS w w CO U V 4‹c 0 ^ W V SCALE: SHOWN 0' 1' DRAWING IS FULL SCALE WHEN BAN MEASURES 2' 2' DWG NO.: SHEET NO.: 41 jpt iEfIMIT CENTER M05 .ONE -LINE DIAGRAM SYMBOLS: PANELBOARDS, SWITCHES; AND EQUIPMENT LIGHTING FI*1. RESIDEV%CES' ABBREVIATIONS LADDER LOGIC SYMBOL LEGEND H RTM OC SSRVS X X A B C D M E -3 E- T 7 TB SPD 0 0 CIRCUIT BREAKER XXX/YY - CB SIZE & NO. OF POLES ET - ELECTRONIC TRIP TM - THERMAL MAGNETIC BREAKER MCP - MOTOR CIRCUIT PROTECTOR SE - SERVICE ENTRANCE GFI - GROUND FAULT INTERRUPTER FUSE FUSED DISCONNECT SWITCH PLUG-IN CONNECTION RUN TIME METER MOTOR OPERATION COUNTER SSRVS - SOLID STATE REDUCED VOLTAGE STARTER VARIABLE FREQUENCY DRIVE MOTOR STARTER MOTOR STARTER W/ OPERATOR DEVICES A - HAND -OFF -AUTO B - OPERATIONAL COUNTER C - RUN TIME METER D - RUN LIGHT E - FAIL LIGHT F - EMERGENCY STOP KIRK KEY INTERLOCK POWER TRANSFORMER CONTROL POWER TRANSFORMER TRANSFORMER CURRENT TRANSFORMER VOLTAGE TRANSFORMER CONTACTOR CAPACITOR ENGINE GENERATOR GENERATOR CONNECTION RECEPTACLE SOUD NEUTRAL TERMINAL BLOCK SURGE PROTECTION DEVICE SURGE PROTECTION DEVICE (ALTERNATIVE) UNXX EE r -1 Fh SERVICE ENTRANCE, SWITCHGEAR, MOTOR CONTROL CENTER, OR PANELBOARD SURFACE MOUNTED PANELBOARD FLUSHED MOUNTED PANELBOARD FIELD CONTROL STATION WITH NEMA REQUIREMENTS. N1 - NEMA 1 N3R - NEMA 3R N4 - NEMA 4 N4SS - NEMA 4 STAINLESS STEEL N4F - NEMA 4 FIBERGLASS N6 - NEMA 6 N12 - NEMA 12 GASKETED EQUIPMENT MOUNTING STAND HEATER, WATTAGE NOTED EQUIPMENT CONNECTION SINGLE PHASE MOTOR. HORSEPOWER AS NOTED THREE PHASE MOTOR. HORSEPOWER AS NOTED SINGLE PHASE MOTOR. HORSEPOWER AS NOTED ELECTRICAL PLUG DISCONNECT SWITCH FUSED DISCONNECT SWITCH COMBINATION MOTOR STARTER AND DISCONNECT SWITCH 0 FLUORESCENT FIXTURE haWALL/CEIUNG MOUNTED FIXTURE Cr---C-f EMERGENCY LIGHT WITH SELF CONTAINED BATTERY 0 SURFACE OR PENDANT MOUNTED FIXTURE RECESSED FIXTURE MOTION DETECTOR PHOTO CONTROL CELL FIRE SYSTEM! SYMBOLS HEAT DETECTOR SMOKE DETECTOR FIRE ALARM DISPATCH STROBE ALARM FIRE ALARM AUDIBLE/VISUAL ALARM FIRE ALARM MANUAL PULL STATION SPDT - SINGLE POLE, DOUBLE THROW SPST - SINGLE POLE, SINGLE THROW DPST - DOUBLE POLE, SINGLE THROW WP - WEATHER-PROOF GF1 - GROUND FAULT INTERRUPT P - POWER C - CONTROL J - INSTRUMENTATION PC - POWER & CONTROL CJ - CONTROL & INSTRUMENTATION CKT. - CIRCUIT C.O. - CONDUIT ONLY N.L. - NIGHT UGHT AL. - ALUMINUM CU. - COPPER HOA RTM OC MRIL SFIL SFTR OT1L MOIL HAND -OFF -AUTO SWITCH RUN TIME METER OPERATION COUNTER MOTOR RUN INDICATION LIGHT SEAL FAIL INDICATION LIGHT SEAL FAIL TRIP RESET OVER TEMPERATURE INDICATION LIGHT MOTOR OVERLOAD INDICATION UGHT INDICATOR LIGHT INDICATOR LIGHT A - AMBER G - GREEN B - BLUE R - RED C - CLEAR W - WHITE RELAY RELAY TR - TIMED RELAY CR - CONTROL RELAY LIMIT SWITCH 0 LIMIT SWITCH, NORMALLY OPEN FLOAT SNATCH O FLOAT SWITCH, NORMALLY OPEN LIMIT SWITCH ,0.:=J--0 LIMIT SWITCH, NORMALLY CLOSED FLOAT SWITCH FLOAT SWITCH, NORMALLY CLOSED TIME DELAY CONTACT TIME DELAY CONTACT, NORMALLY OPEN, TIME TO CLOSE PUSHBUTTON 1.___() PUSHBUTTON, NORMALLY CLOSED INDICATE TYPE BY LETTER :INSTRUMENT METER:•' TIME DELAY CONTACT TIME DELAY CONTACT, NORMALLY CLOSED, TIME TO OPEN PUSHJBUTTON 0 0 PUSHBUTTON, NORMALLY OPEN A - AMMETER AH - AMPERE -HOUR PF - POWER FACTOR V - VOLTMETER VA - VOLT AMMETER VAR - VARMETER VARH - VARHOUR METER W - WATTMETER WH - WATTHOUR METER TIME DELAY CONTACT 11ME DELAY CONTACT, NORMALLY OPEN, TIME TO OPEN THERMOSTAT 0-----_____0 THERMO SWITCH, NORMALLY OPEN RACEWAY LEGEND ADDITIONAL SYMBOLS: 0 0 SOUND SYSTEM SPEAKER SOUND SYSTEM VOLUME CONTROL DOORBELL VALVE SYMBOLS GROUNDING SYSTEM SYMBOLS GROUND METAL PIPE GROUND CONNEC11ON POINT, EXOTHERMIC WELD. CADWELD OR APPROVED EQUAL. GROUND ROD SIZED PER N.E.C. USE EXOTHERMIC WELD CONNEC11ON AT THE GROUND ROD. PIGTAIL, BARE COPPER, LENGTH AS REQUIRED, 8' MINIMUM. CONNECTION POINT, MECHANICAL, COMPRESSION TYPE. RECEPTACLES:AND JUNCT/ON.BOX SYMBOLS e 0? 1 CEIUNG JUNCTION BOX WALL JUNCTION BOX FLOOR JUNCTION BOX DUPLEX WALL RECEPTACLE , 120V WP = WEATHERPROOF G = GROUNDED IG = ISOLATED GROUND GFI = GROUND FAULT INTERRUPTER DOUBLE DUPLEX SINGLE RECEPTACLE, 120V SINGLE RECEPTACLE, 208V DUPLEX FLOOR RECEPTACLE, 120V SPECIAL PURPOSE WALL RECEPTACLE, RATING AS NOTED CLOCK TELEVISION TELEPHONE TELEPHONE/DATA WITH CABLE TELEPHONE/DATA WITHOUT CABLE SWITCH OUTLETS ELECTRICAL SITE PLAN SYMBOLS HH P T F o-0 UTILITY POLE AND GUY WIRE MANHOLE OR HANDHOLE BURIED POWER VAULT OR MANHOLE TELEPHONE VAULT OR PEDESTAL FIBER OPTICS VAULT OR PEDESTAL LUMINAIRE PAD -MOUNT TRANSFORMER S S 3 S HOA HOA STANDARD SWITCH, 120VAC, 20 AMP 3-WAY SWITCH, 120VAC, 20 AMP 3-POSI11ON SWITCH, 120VAC, 20 AMP, LABEL SWITCH POSITION HAND -OFF -MOTION OR PHOTO S SINGLE -POLE DEE S 2 DOUBLE -POLE S 3 THREE WAY 4 S DIMMER S OS FOUR WAY OCCUPANCY SENSOR S PILOT-UGHTED P S KEY-OPERATED S V LOW VOLTAGE S MASTER PUSHBUTTON PILOT VALVE SOLENOID VALVE CHECK VALVE CONTROL VALVE 517 PLAN LFSEND P TELM FO PROPOSED POWER PROPOSED TELEPHONE PROPOSED INSTRUMENTATION PROPOSED FIBER OPTICS OUILDIN6 OR FAuILIT Y PLAN LEGEND 480 VOLT EXPOSED RACEWAY 480 VOLT WRING CONCEALED, UNDERGROUND, EMBEDDED, OR CONCRETE ENCASED RACEWAY 120/208/240 VOLT EXPOSED RACEWAY 120/208/240V WIRING CONCEALED, UNDERGROUND, EMBEDDED, OR CONCRETE ENCASED RACEWAY CONTROL OR INSTRUMENTATION EXPOSED RACEWAY CONTROL OR INSTRUMENTATION, UNDERGROUND, EMBEDDED, OR CONCRETE ENCASED RACEWAY HOME RUN TO PANELBOARD OR AS INDICATED CONDUIT RUN, BROKEN AND CONTINUED SAME SHEET OR AS NOTED FLEXIBLE CONDUIT 1 I I CONDUIT RUN. HATCH MARKS INDICATE NUMBER OF CONDUCTORS CALLOUT INDICATING CONDUIT SIZE, NUMBER AND SIZE OF WIRE. \ )¢" GRC, 2-#12 CALLOUT INDICATING CONDUIT PER SCHEDULE O CONDUIT BENT UP OR TOWARD ) CONDUIT BENT DOWN OR AWAY ] CAPPED CONDUIT TIME DELAY CONTACT TIME DELAY CONTACT, NORMALLY CLOSED, TIME TO CLOSE THERMOSTAT THERMO SWITCH, NORMALLY CLOSED RELAY CONTACT, NC RELAY CONTACT, INSTANTANEOUS CHANGE RELAY CONTACT, NO H FLOWSWITCH 0-----L_____0 FLOWSWITCH, NORMALLY OPEN PRESSURE SWITCH PRESSURE SWITCH PRESSURE SWITCH, NORMALLY OPEN PRESSURE SWITCH, NORMALLY CLOSED FLOWSWITCH FLOWSWITCH, NORMALLY CLOSED 2 POLE SWITCH LADDER LOGIC LINETYPES COMPONENT INSTALLED INSIDE ENCLOSURE COMPONENT INSTALLED ON FRONT OF ENCLOSURE FIELD CONNECTED COMPONENT 0 I C) 3 POLE SWITCH U GENERAL NOTES 1. THIS IS A STANDARD LEGEND. NOT ALL OF THE INFORMATION SHOWN ON THIS PAGE WILL APPEAR IN THIS SET OF PLANS. 2. THESE DRAWINGS ARE DIAGRAMMATIC ONLY; EXACT LOCATIONS OF ELECTRICAL EQUIPMENT SHALL BE DETERMINED IN THE FIELD BY THE CONTRACTOR. THE INSTALLATION OF ALL EQUIPMENT SHOWN ON THESE DRAWINGS OR DESCRIBED IN THE SPECIFICATIONS SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN THE LATEST EDITIONS OF ALL APPLICABLE CODES AND UTILITY COMPANY STANDARDS. CONTACT THE UTILITY COMPANY REPRESENTATIVES AND VERIFY THEIR REQUIREMENTS. 3. NOTIFY THE ENGINEER IMMEDIATELY IF CONFLICTS IN EQUIPMENT LOCATIONS ARE DISCOVERED OR IF PROBLEMS ARISE DUE TO FIELD CONDITIONS, LACK OF INFORMATION OR ANY OTHER REASON. NO PAYMENT WILL BE MADE FOR CHANGES WHICH HAVE NOT BEEN REVIEWED BY THE ENGINEER. SEP.niiAT= "T f.. i : I AND M RECEIVER CITY OF TUKCWELA NOV 06 2018 .� ERPr1lT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29tt1 Drive SE. Suite 210 wv.w.rh2 can 1.800.720.8052 cc V♦ . c aci Lilo z kc's V z LJ J LJ J -J V 2 CC 1- V J LJJ JOB NO.: 116.038 1 a SAVE DATE: Oct 29. 2018 ENGINEER: IDO FILENAME: PS8-D-ELEC01.DWG PLOT DATE: Oct 29, 2018 REVIEWED: CMR SCALE: SHOWN 0° DRA 1° WING IS FULL SCALE WHEN BAR MEASURES 2' DWG NO. E01 SHEET NO.: 42 rio RH2 PAD -MOUNT TRANSFORMER PRIMARY SERVICE 480/277 VOLT P1 CURRENT TRANSFORMERS PER PSE STANDARDS P2 rm STANDBY GENERATOR GROUND PER N.E.C. OUTSIDE 1 UTILITY METER MAIN SERVICE DISCONNECT ❑ 800/3 ET, LSI El)SE, 100% 1 RATED 800/3 1 ET. LSI J100% RATED ELECTRICAL NOTES 1. PROPOSED FUSING OR CIRCUIT BREAKER PER SPD MANUFACTURER'S RECOMMENDATION. 2. SEE GROUNDING DETAIL. THIS SHEET. 3. GROUND ROD PER N.E.C. (TYPICAL). USE EXOTHERMIC WELD CONNECTION AT THE GROUND ROD. SEE DWG NO. E12 FOR ADDITIONAL DETAIL. LOCATE GROUND RODS 2' MINIMUM FROM BUILDING FOUNDATION. 4. CONNECTION TO REINFORCEMENT GRID. SEE DWG NO. E12 FOR ADDITIONAL DETAIL. 5. SEE DWG NO. E14 FOR CONDUIT AND CONDUCTOR SCHEDULE. 6. SEE DWG NO. E15 FOR ELECTRICAL EQUIPMENT SCHEDULE. ATS P4 LINSIDE AUTOMATIC TRANSFER SWITCH "ATS". #6 MIN. 1 MOTOR CONTROL CENTER "MCC" 480V. 3cp, 4W, 800A BUS, 42 KAIC WITHSTAND 800/3 ET. LSI, 100% RATED ❑ ^ n P6 SIN 11 NEUTRAL GND BUS SPD 1) i 2 SERVICE ENTRANCE DISCONNECT SWITCH GND BUS L #3/0 MIN. BOND TO WATER PIPE DIGITAL METER BUILDING GROUNDING NO SCALE #3/0 MIN. UFER BUILDING REBAR MAT CONNECTION ) TM / TM / T00/3 HARMONIC FILTER 250 HP BOOSTER PUMP 1 #3/0 MIN. BOND TO MOTOR CASE, TYP. HARMONIC FILTER 5% REACTORS P7 250 HP BOOSTER PUMP 2 HARMONIC FILTER 5% REACTORS P8 5% REACTORS 250 HP BOOSTER PUMP 3 P9 T50/3 / TM 480V 30KVA, 30. 4W 208/120V II LIf 208/120V MONORAIL HOIST 20/3 TM T120/3 /TM w = to LOAD CALCULATIONS 250 HORSEPOWER MOTOR (BOOSTER PUMP 1) 250 HORSEPOWER MOTOR (BOOSTER PUMP 2) 250 HORSEPOWER MOTOR (BOOSTER PUMP 3) 480-208/120 TRANSFORMER (30KVA) HEATER (5KW) MONORAIL HOIST TOTAL 302A X 1.25 = 378 AMPS 302A X 1.00 = 302 AMPS 0A X 1.00 = O AMPS 36A X 1.00 = 36 AMPS 6A X 1.00 = 6 AMPS 0A X 1.00 = O AMPS 721 AMPS SEPARATE Pt.' :IT I ND RECE'VE,^r CITY OF TUK.•V;LA NUV 0 6 2018 RERnT C7NTF:R ENGINEERING SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www.rh2.com 1 800.720.8O 2 2 cc 0 Q 0 W Z W Z 0 JOB .ND.: 116.038 PLENAMC: PS8-D-ELECO2.DWG SAVE DATE: OCt 29 2018 PLOT DATE. Oct 29 2018 0 0 T4r) Lzo 0 cc. 0 0 PEVIEWED: CMR DESCRIPTION SCALE: SHOWN a• DRAV/ING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG NO.: E02 SHEETNO.: 43 60 RH2 1 2 A# EXISTING UTILITY POLE ELECTRICAL NOTES 1. PROPOSED PRIMARY UNDERGROUND POWER SERVICE. CONTRACTOR SHALL PROVIDE TRENCHING, BACKFILL AND RESTORATION PER PUGET SOUND ENERGY AND CITY REQUIREMENTS. WORK IN ROW SHALL BE PER CITY OF SEATAC REQUIREMENTS AND WORK ON THE PROJECT PROPERTY SHALL BE PER CITY OF TUKWILA REQUIREMENTS. PUGET SOUND ENERGY SHALL PROVIDE AND INSTALL CONDUIT. PUGET SOUND ENERGY SHALL PROVIDE AND INSTALL PRIMARY SERVICE CONDUCTORS. 2. PROPOSED PAD -MOUNT TRANSFORMER. CONTRACTOR SHALL PROVIDE EXCAVATION AND RESTORATION FOR INSTALLATION OF TRANSFORMER VAULT AND TRANSFORMER PER PUGET SOUND ENERGY REQUIREMENTS. PUGET SOUND ENERGY SHALL PROVIDE AND INSTALL TRANSFORMER VAULT AND PAD -MOUNT TRANSFORMER. PUGET SOUND ENERGY SHALL TERMINATE CONDUCTORS ON BOTH PRIMARY AND SECONDARY SIDE OF TRANSFORMER. PROVIDE AND INSTALL BOLLARDS PER PSE 3. PROPOSED SECONDARY POWER SERVICE, (1)1). BY CONTRACTOR. 4. PROPOSED 4" SCHEDULE 80 PVC TELEPHONE SERVICE CONDUIT, CONTRACTOR SHALL PROVIDE TRENCHING. BACKFILL AND RESTORATION. CONTRACTOR SHALL PROVIDE AND INSTALL CONDUIT PER TELEPHONE UTILITY REQUIREMENTS. TELEPHONE UTILITY SHALL PROVIDE AND INSTALL WIRE 5. PROPOSED PRIMARY UNDERGROUND POWER SERVICE AT EXISTING UTILITY POLE. CONTRACTOR SHALL PROVIDE TRENCHING, BACKFILL AND RESTORATION PER PUGET SOUND ENERGY AND CITY REQUIREMENTS TO THE BASE OF THE EXISTING UTILITY POLE. PUGET SOUND ENERGY SHALL PROVIDE AND INSTALL CONDUIT ON THE EXISTING UTILITY POLE 6. CONTRACTOR SHALL PROVIDE AND INSTALL CONDUIT TO THE BASE OF THE POLE AND INSTALL A RISER UP THE POLE PER PSE REQUIREMENTS. 7. SEE DWG NO. E14 FOR CONDUIT AND CONDUCTOR SCHEDULE. 8. SEE DWG NO. E15 FOR LIGHTING FIXTURE SCHEDULE. 9. SEE DWG NO. E15 FOR ELECTRICAL EQUIPMENT SCHEDULE. 0 `1 a' 161P.S IIki. S.Es.U..W.IG S060.l4.Ts.lfd.:df.'L.Ilei11[0.6i lreir1GrFNAVO7fAIR.rsi.tei.bs.faMet.1G'i.Se.Yd.YdU.SOIds.1W.tol.m..r.Ym.(a.FDi.Ca.P.o.fir.9AO.%.r.'r* FI • • -/- r r� METER VAULT, FOR DETAIL SEE DWG NO. E12 II !kJ I I/ I tJ I 7 LOW VOLTAGE 10 TRANSFORMER ELECTRICAL SITE PLAN 1• = 10' SITE LIGHT, TYP. OF 3 ter?•-. • ROOF OUTLINE a a • a e< a 4 a ° < a 4 a 4 a •�e .° 1 a 4 a-^1Ja •-a .a.. 6a a_r.a ^1 a< 4 -a f 44a a 41 i :• • a •_♦ 4 aTe . a-.t a .° a f1; . a. •aa n a n • x e n 'f4 Ct ne •. a n • • C ° t °C.o °..° a.i< • .J• .° 9• a• I ra°, . a,wa ^ e°�° .a.a'a a -9�" e J a < a a °4 °dI � , p sa aaa .e. .an .oe .•. .� y e a• ° I a a' ° e' t' a d ^ �.• 6 a il a 0 .la a. o 17 77/ 8" HOPE SS c. c. 0 — FUEL TANK Y IRECEVIE ) CITY O TUKWILA NUV 06 2018 /ERMIT CENTER r ENGNEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www rh2.com 1.800.720.8052 CO M 00 0 N M V 0 ENGINEER: IDO FlLENAME: PS8-D-ELEC03.DWG PLOT DATE. Oct 30. 2018 REVIEWED: CMR a RF s cc co SCALE: SHOWN a r DRAWING IS FULL SCALE WHEN BAR MEASURES 2' r DWG NO.: E03 SHEET NC.: 44 60 ELECTRICAL NOTES XX 1. SEE ELECTRICAL SITE PLAN DWG NO. E03 FOR CONTINUATION 2. SEE DWG NO. E14 FOR CONDUIT AND CONDUCTOR SCHEDULE. 3. SEE DWG NO. E15 FOR ELECTRICAL EQUIPMENT SCHEDULE. 4. GROUND ROD PER N.E.C. (TYPICAL). USE EXOTHERMIC WELD CONNECTION AT THE GROUND ROD. SEE DWG NO. E12 DETAIL. LOCATE GROUND RODS 2' MINIMUM FROM BUILDING FOUNDATION. 5. CONNECTION TO REINFORCEMENT GRID. SEE DWG NO. E12 FOR ADDITIONAL DETAIL. 6. INSTALL MANUFACTURER'S CABLE BETWEEN DISCONNECT AND HOIST AS WELL AS INSTALLING PENDENT ON HOIST PER MANUFACTURER'S INSTRUCTIONS GARAGE DOOR LOW VOLTAGE J� TRANSFORMER DEDICATED LOW VOLTAGE TRANSFORMER AND IRRIGATION CONTROLLER RECEPTACLE UTILITY METER CURRENT TRANSFORMER MAIN SERVICE DISCONNECT SWITCH 073) AUTOMATIC TRANSFER SWITCH, "ATS" EXHAUST FAN, "F101" EQUIPMENT PAD OUTDOOR HEAT PUMP, HP-003 OUTDOOR HEAT PUMP, HP-004 ELECTRICAL AND CONTROL ROOM - POWER DISTRIBUTION AND SIGNAL PLAN 0 OUTDOOR HEAT PUMP, HP-001 OUTDOOR HEAT PUMP, HP-002 PROPOSED TELEPHONE TERMINATION PANEL. WHITE PAINTED BACKBOARD MOUNTED TO WALL FOR COMMUNICATIONS EQUIPMENT. BACKBOARD SHALL BE 18" WIDE BY 36" TALL. MOUNT TOP OF TERMINATION PANEL 5'-0" ABOVE FINISHED FLOOR. pn VENTILATION CONTROL PANEL, "VCP-1" LOUVER WITH MOTORIZED DAMPER EXHAUST LOUVER ACTUATOR, "L201" / SEPARATE '."fTAND -E:D ftECt)'!E3 CITY 'F TUK` J LA NOV 0 6 2018 r PERM SIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22122 29th Drive SE, Suite 210 in^i; r^2 car• 80C 720 8052 a CO 0 N O M O A U CC 6 CC 1- W Z FILENAME: PS8-D-ELEC04.DWG CO N O c`7 0 ti 1- 0 0 W REVIEWED: CMR a, I 5 Z O a- O J ix a Z O 2 cc co otg O O U _ oI-- Z D a J CC a 1- U� CC 0 U W w WO a O Z SCALE: SHOWN w cr 0' 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 7 7 DWG NO.: E04 SHEETNO.: 45 60 RH2 ELECTRICAL NOTES 1. SEE DWG NO. E14 FOR CONDUIT AND CONDUCTOR SCHEDULE. 2. SEE DWG NO. E15 FOR ELECTRICAL EQUIPMENT SCHEDULE. 3. BOND TO WATER PIPING SEE DWG NO. E12 FOR ADDITIONAL DETAIL. 4. BOND TO MOTOR SEE DWG NO. E12 FOR ADDITIONAL DETAIL. DEDICATED SUMP PUMP RECEPTACLE SUMP PUMP r— C INDOOR HEAT r PUMP, HP-001 "MCC" CONTINUES TO OUTDOOR HEAT PUMP UNIT, HP-001 PUMP ROOM ACCESS LADDER, TYP. CONCRETE FLOOR ABOVE PUMP ROOM - POWER DISTRIBUTION AND SIGNAL PLAN Y" = 1'-0" COLUMN INDOOR HEAT PUMP, HP-002 ' "RTU" CONTINUES TO OUTDOOR HEAT PUMP UNIT, HP-002 nECEIVE;1 A CITY VF1UKV.iLA NtiV 06 2018 PERMIT CENTER ENGINEERING 40 YEARS SINCE 1978 THELL, WA 227BO22 29th Drive SE, Suite 210 `A hW '�'2 corn1 800 720 8052 1- U cc cn 0 cc W 1- W z 0 JOB Na. 116.038 CO *114 (9 0 s! N RDa SAVE DATE: Oct 29, 2018 CO N 0) N ti 0 O 8 W U O U oes z 0 m cc 1- cn PUMP ROOM - POWER D O z SCALE: SHOWN U) o• DRAWING IS FULL SCALE WHEN BAR MEASURES? z DWG NO.: SHEET NO.: 46 ro E05 ELECTRICAL NOTES A# 1. SINGLE GANG BOX AND SWITCH RECESSED IN WALL. 2. DOUBLE GANG BOX AND SWITCH RECESSED IN WALL. 3. QUAD GANG BOX AND SWITCH RECESSED IN WALL. 4. PROVIDE AND INSTALL LABELS FOR ALL LIGHT SWITCHES. LABELS SHALL INDICATE THE DEVICE CONTROLLED BY THE SWITCH. 5. LOCATE ALL LIGHT FIXTURES, SWITCHES, AND DEVICES IN LOCATION SHOWN ON THE PLANS USING ENGINEERING SCALE. ADJUST LOCATION AS NECESSARY TO AVOID INTERFERENCE WITH OTHER EQUIPMENT. 6. SEE DWG NO E15 FOR LIGHTING FIXTURE SCHEDULE. 7. SEE DWG NO. E15 FOR ELECTRICAL EQUIPMENT SCHEDULE. 2 GARAGE DOOR wP GFI LOW VOLTAGE TRANSFORMER UTILITY METER CURRENT TRANSFORMER C MAIN SERVICE DISCONNECT SWITCH AUTOMATIC TRANSFER SWITCH. "ATS° an MINN.��arwr.�■■■■I■ IMMa 1511111111111.11111111IIMIIIIIIIIII N OUTDOOR HEAT _.:.. :•n.= OUTDOOR HEAT PUMP. HP-003 PUMP. HP-004 N_ OUTDOOR HEAT PUMP, HP-001 ELECTRICAL AND CONTROL ROOM - LIGHTING AND RECEPTACLE PLAN OUTDOOR HEAT PUMP. HP-002 CONTINUES TO SITE LIGHTS, SEE DWG NO. E03 FOR CONTINUATION WP 4 GFI VENTILATION CONTROL PANEL, "VCP-1" VENTILATION CONTROL PANEL, 'IVCP-211 SEPARATE CiTYi' TUn' 'ILt+ NuV 0 6 2018 PERMIT CENTER RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29tn Onve SE, Suite 210 ri t2. COOL 1 800. 720.8052 �L.Bqz wAsy, - 32878 kFcrsrr,R%< si ■ • CO CO 0 0 0 0 FILENAME: PS8-D-ELEC CC 0 Z SCALE: SHOWN 0 a w 1' DRAWING IS FULL SCALE WHEN BAR MEASURES ? DWG NO.: RH2 ELECTRICAL NOTES A# 1. SINGLE GANG BOX AND SWITCH RECESSED IN WALL LOCATED ABOVE WALKWAY. 2. PROVIDE AND INSTALL LABELS FOR ALL LIGHT SWITCHES. LABELS SHALL INDICATE THE DEVICE CONTROLLED BY THE SWITCH. 3. LOCATE ALL LIGHT FIXTURES, SWITCHES, AND DEVICES IN LOCATION SHOWN ON THE PLANS USING ENGINEERING SCALE. ADJUST LOCATION AS NECESSARY TO AVOID INTERFERENCE WITH OTHER EQUIPMENT. 4. SEE DWG NO E15 FOR LIGHTING FIXTURE SCHEDULE. 5. RECEPTACLE LOCATED 18" ABOVE FINISHED FLOOR PUMP ROOM - LIGHTING AND RECEPTACLE PLAN = '_Ow SEPARATE v fE(FtVE CITY t;IF TUK71:LA NOV 0 6 2018 ENGINEERING 4C YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www.rh2.com '00 720.8052 SAVE DATE: Oct 29, 2018 ENGINEER. ID0 V I CC 67) 'A YjN CC ci wco a w° Z4. J Lw PLOT DATE: Oct 29, 2018 REVIEWED: CMR w J V Q a w U w CC zz =a 1 2 0 0 CC a 2 a W t CO SCALE: SHOWN o• r DRAWING IS FULL SCALE WHEN BAR MEASURES? 2' PERMIT C' !TER DWG NO.: E07 SHEET NO.: 48 rrio RH2 PROPOSED MOTOR CONTROL CENTER "MCC" WITH DEPTH EQUAL TO 20" A- B- c- D- E- F- G- H- 1- J- K- L- NAMEPLATE 18'-4" 1 2 3 4 5 6 7 8 7'- ■ I. i u11 iii LI O O 55151 ,,I, nE 0 nn n 51 n E n n nnn d n E n n n 6" 4" RUN-TIME METER VFD DISPLAY OPERATION COUNTER HAND -OFF -AUTO SWITCH EMERGENCY STOP BUTTON -\ DISCONNECT SWITCH nnn HMI PUMP RUN LIGHT 7 O PUMP FAIL LIGHT LOW SUCTION PRESSURE LIGHT LOW SUCTION RESET PUSH BUTTON HIGH PRESSURE PRESSURE LIGHT TYPICAL VFD PANEL DETAIL NOT TO SCALE HIGH PRESSURE RESET PUSH BUTTON CONCRETE HOUSEKEEPING PAD. MOTOR CONTROL CENTER LAYOUT 1 "=1'-O" MCC CONTROL DEVICES MCC SECTION NAMEPLATE SCHEDULE 1A BOOSTER PUMP 3 HARMONIC FILTER 2A BOOSTER PUMP 3 ELAPSED 11ME (HOURS) START COUNTS EMERGENCY STOP PUMP RUNNING PUMP FAULT PUMP HAND -OFF -AUTO LOW PRESSURE HIGH PRESSURE EMERGENCY STOP LOW PRESSURE ALARM RESET HIGH PRESSURE ALARM RESET 3A BOOSTER PUMP 2 HARMONIC FILTER 4A BOOSTER PUMP 2 ELAPSED TIME (HOURS) START COUNTS EMERGENCY STOP PUMP RUNNING PUMP FAULT PUMP HAND -OFF -AUTO LOW PRESSURE HIGH PRESSURE EMERGENCY STOP LOW PRESSURE ALARM RESET HIGH PRESSURE ALARM RESET 5A BOOSTER PUMP 1 HARMONIC FILTER 6A BOOSTER PUMP 1 ELAPSED 11ME (HOURS) START COUNTS EMERGENCY STOP PUMP RUNNING PUMP FAULT PUMP HAND -OFF -AUTO LOW PRESSURE HIGH PRESSURE EMERGENCY STOP LOW PRESSURE ALARM RESET HIGH PRESSURE ALARM RESET 7A MONORAIL HOIST DISCONNECT 7B HEATER DISCONNECT 7C PANEL "L" 71 LIGHTING TRANSFORMER AND DISCONNECT 8A MCC MAN DISCONNECT 8G POWER MONITOR 8J SURGE PROTECTION DEVICE (SPD) SEPARATE 'IT AND ti y'1ll�ti� RECE'!U:n CITY OF I UKWILA NOV 06 2018 PERMIT CENTER ENGINEERING 40 YEARS SINCE 1978 BOTHELL: WA 22722 29th Drive SE. Suite 210 vww.rh2.com 1 800 720 8052 L-rt-vN •87F NM y i l iP CO co 1 x $AVE DATE: Oct 29, 2018 U — CC vI — 0 CC W W Z EILENA.4E: PS8-D-ELEC06.DWG PLOT DATE: Oct 29, 2018 REVIEWED: CMR PUMP `ti.`` `ATPON SCALE: SHOWN r DRAWING IS FULL SCALE WHEN Ei4R MEASURES? 7 DWG NO.: E08 SHE ET NO.: 49 pt PROVIDE ALL NECESSARY FLASHING, TRIM AND CAULKING AT ROOF PENETRATION. SEE MOUNTING DETAIL ON STRUCTURAL DRAWINGS FOR EXHAUST PIPE SUPPORT CONNECTION TO ROOF TRUSSES. STAINLESS STEEL RAIN CAP WITH c.4STAINLESS STEEL MOUNTING HARDWARE. GT EXHAUST OR EQUAL, - STAINLESS STEEL PITCHED VENTILATED ROOF THIMBLE ASSEMBLY WITH RAIN 77- GUARD. GT EXHAUST OR EQUAL. ENGINE GENERATOR - FRONT ELEVATION 1/2" = 1'-0" BLOCK LETTERING TYPICAL BOTH SIDES OF SIGN. CAUTIO AUTOMATIC EQUIPVE\T vAY START AT A\YTIvE. EA PROTECTION REQUIRED. ROOF OUTLINE 3" HIGH WHITE BLOCK LETTERING. CAUTION SIGN DETAIL NOT TO SCALE 2" HIGH WHITE BLOCK LETTERING. \\_.RED FIBERGLASS SIGN. SIZE TO FIT ALL LETTERING. ELECTRICAL NOTES 1. ALL PIPE PENETRATIONS SHALL BE GROUTED WITH NON -SHRINK GROUT UNLESS NOTED OTHERWISE. 2. ALL EXHAUST PIPING SHALL BE STAINLESS STEEL. SILENCER SHALL BE STAINLESS STEEL. SIZE AS RECOMMENDED BY ENGINE MANUFACTURER. 3. ALL STAINLESS STEEL USED IN GENERATOR ROOM SHALL BE TYPE 304. 4. CONTRACTOR SHALL MAINTAIN 9" OF CLEARANCE BETWEEN THE CEILING AND THE ALUMINUM JACKET AROUND THE EG EXHAUST. 5. STAINLESS STEEL EXHAUST PIPE, SIZE AS RECOMMENDED BY ENGINE MANUFACTURER AND TO MAINTAIN EXHAUST GAS VELOCITY OF 225 FEET PER SECOND OR LESS. PROVIDE 1" FIBERGLASS EXHAUST INSULATION BLANKET. BLANKET SHALL BE RATED TO WITHSTAND A MINIMUM TEMPERATURE OF 1200° F. WRAP ENTIRE INTERIOR EXHAUST PIPING (INCLUDING BELLOWS) WITH INSULATION BLANKET: DO NOT WRAP SILENCER. PROVIDE EXHAUST WITH PIPE SUPPORT SYSTEM. 6. GENERATOR EXHAUST SYSTEM SHALL BE DESIGNED WITH EXPANSION JOINTS AS NECESSARY TO PROVIDE FOR THERMAL EXPANSION. 7. PROVIDE TWO SETS OF HEARING PROTECTION EAR MUFFS WITH WALL -MOUNTED BRACKET. EAR MUFFS SHALL BE RATED 27 DB NRR OR GREATER. MOUNT BRACKET 5'-0' ABOVE FINISHED FLOOR TO INTERIOR OF BUILDING. BRACKET SHALL BE CONSTRUCTED FROM ALUMINUM OR STAINLESS STEEL. EG CONTROL PANEL AND CIRCUIT BREAKERS CAUTION SIGN SECURED TO EG SET. SEE DETAIL THIS SHEET. RH2 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE, Suite 210 'AWN/.rh2 cons 1.800.120.8052 w 1- w J 0 20 GAUGE SHEET METAL DUCT. FORM THE FLEXIBLE SHEET METAL ADAPTER TO THE DISCHARGE ACOUSTICAL LOUVER. BOLT TO LOUVER AROUND PERIMETER OF DUCT USING 1/4" BOLTS. SECURE TO FLEXIBLE ADAPTER USING SHEET METAL SCREWS. EG EXHAUST FAN AND 20 GAUGE FLEXIBLE SHEET METAL ADAPTER (BELLOWS). BOLT FLEXIBLE ADAPTER TO THE METAL LIP OF THE EXHAUST FAN USING 1/4" BOLTS. PROVIDE 24" W X 24" H X s' THICK HINGED, GALVANIZED STEEL PLATE ACCESS DOOR WITH RUBBER GASKET AND HANDLE FOR ACCESS TO THE LOUVER ACTUATOR. ENGINE GENERATOR - PLAN 1/2" = 1'-0" VENTILATION FAN RAIN HOOD rs.,„/--- SUPER EXTREME GRADE SLIM LINE EXHAUST SILENCER WITH 2" THERMAL PACKING BY GT EXHAUST OR EQUAL. SIZE AND TYPE SHALL MEET APPROVAL OF ENGINE GENERATOR MANUFACTURER AND THE NOISE CRITERIA LISTED IN THE SPECIFICATIONS. PROVIDE STAINLESS STEEL TAP AND BRASS BALL VALVE AT LOW SPOT IN EXHAUST FOR DRAINING CONDENSATION. PROVIDE ALL EXHAUST WITH PIPE SUPPORT SYSTEM. STAINLESS STEEL EXHAUST PIPE, TYP. FLEXIBLE EXHAUST BELLOWS BY GT EXHAUST OR EQUAL ENGINE GENERATOR - SIDE ELEVATION 0,) 1/2' = 1'-0" r— EG EXHAUST LOUVER 4 � D o Cri J w cc 0 1- a cc w z /w V SCALE: SHOWN s W a CO ;iTY i..F) JK'.V;L/k a NUV 06 2018 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG NO.: SHEET NO.: 50 rio PERMIT CENTER E09 RH2 SECURE FUEL TANK PAD WITH 1/2" CONCRETE ANCHORS OR APPROVED EQUAL. EMBED MAX 3" IN CONCRETE. NATIVE OR STRUCTURAL FILL COMPACTED TO 90% STANDARD PROCTOR. FUEL TANK CONCRETE PAD 7" ,/\/\/\/\rl 1-I SIDEWALK BUILDING WALL 5'-0" MIN RETAINING WALL 4'-0" MIN vA FUEL TANK PLAN 1/2" = 1' ti^ / / // / / `/ / / `/ `/ / • / / / • Y MIN 6" CRUSHED SURFACING COMPACTED TO FIRM AND UNYIELDING CONDITION #5 @ 12" O.C. EW, T&B FUEL TANK - SIDE ELEVATION VIEW 3/4* = 1'-0" D E10 DUAL -WALL FUEL TANK 8" PROOF ROLLED NATIVE SOIL. SEP4 RAT! ., FN FtECE:VE;) CITY OF TUK ILA, NOV 062018 ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE, Suite 210 www.rh2.com 1 B00 720 8052 •,.�C7�TER��G�� i'T�NA� �r`�/104 V cc co 0 cc w H w z 2 CO g a SAVE DATE: Oct 29, 2018 0 z 2 0 0 ;,s, " co -J H w 0 z 1- J w IL. CO SCALE: SHOWN 0' r DRAWING IS FULL SCALE WHEN BAR MEASURES ? 2• DWG NO.: PERMIT CENTER E10 SHEET NO.: 51 60 RH2 HARMONIC FILTER CAPACITOR SECTION CAPI CON 480V, 3 PHASE CAP CON -0 I 0 I I--O--I-o C VARIABLE FREQUENCY DRIVE EQUIPMENT IN MCC, SEE SPECIFICATIONS 1FU 2FU HARMONIC FILTER REACTOR SECTION VARIABLE FREQUENCY DRIVE 3FU 0 0 480 VAC Th'n TO 120 VAC, 10, CPT CRH CR 1 EMERGENCY�S-TOP 0 —0 FAN COOLING FANS AS REQUIRED REACTORS ENABLED OFF CRI " 3 CR cid ALARM RESET <.Z TR 1 7 ENABLED VFD RUN - COMMON CAP CON HARMONIC FILTER • CAPACITOR SWITCHING CONTACTOR • "EMERGENCY STOP" VFD RUN VFD ] FAULT VFD FALT G COMMON ] HAND ] AUTO AC DIG IN COMMONE ] LOW SUCTION PRESSURE ALARM ] HIGH DISCHARGE PRESSURE ALARMC VARIABLE FREQUENCY DRIVE RTM OC • "ELAPSED TIME (HOURS)" • "START COUNTS" • "PUMP RUNNING" • "PUMP FAULT" PROFINET WIRING TO RTU LOW SUCTION PRESSURE o- -0 TR 1 ALARM RESET HIGH DISCHARGE PRESSURE ♦—� I • ■ -al 0- TR 2 DIAGRAM 1: BOOSTER PUMP TYPICAL NO SCALE 0-60 SEC. SET 0 30 SEC. 0-60 SEC. SET 0 30 SEC. C "LOW PRESSURE • ALARM RESET" "LOW • SUCTION PRESSURE" "HIGH PRESSURE • ALARM RESET" "HIGH • DISCHARGE PRESSURE" ON DOOR 24V -0 SMOKE +1-1 — ALARM SMOKE DETECTOR (1) +IN Ei (2) +OUT -0 (3) IN/OUT -L (4) A -0 (5) A i DIAGRAM 2: SMOKE DETECTOR CIRCUIT HANDSWITCH PROVIDE ON/OFF/AUTO TOGGLE SWITCH. PHOTO CELL SHALL CONTROL LIGHTS IN AUTO POSITION. NO SCALE 120V ON N OFF AUTO `R-PHOTO CONTROL -1 O WALL-MOUNTED OUTDOOR PHOTO CELL. NUMBER OF FIXTURES VARY DEPENDING ON CIRCUIT DIAGRAM 3: OUTDOOR BUILDING LIGHTING CIRCUIT DIAGRAM "L" 20A CKT 1 OFF NO SCALE VENTILATION CONTROL PANEL.'VCP-1". SIZE NEMA 12 ENCLOSURE TO FIT CONTROL EQUIPMENT HAND AUTO O 0 CB CR1-1 CR1-2 FROM RTU FAN CALL [-- POLING THERMOSTAT ® 120P 1120N NORMALLY OPEN, \20A POWER TO CLOSE N CR 1 0 • LOUVER ACTUATOR 1 } CALL - f /1`r NORMALLY OPEN, 2 OA POWER TO CLOSE - -I r--H] INTAKE LOUVER • ACTUATOR, "L101" • EXHAUST FAN "F101" SEP4RAT• iTY . V NOV 062018 PERMIT CENTER ENGINEERING 4C YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 mww rh2.com 1.800.720.8052 'J^ 'r� tie- 32 7 NAL 1— a) c cn „d c W NCO W CONTROL LOG 0 0 U w J w CO a SCALE: SHOWN 2' DRAWING IS FULL SCALE WHEN BAR MEASURES 2" DWG NO.. Ell SHEET NO. 52 jr6c, RH2 L r "L" 20A CKT OFF HAND \ 41-0 X O • VENTILATION CONTROL PANEL,'VCP-2". SIZE NEMA 12 ENCLOSURE TO FIT CONTROL EQUIPMENT / AUTO 0- ❑ START SIGNAL FROM GENERATOR O O ., --1 H--0 CR1-2 /—o NORMALLY OPEN, 2, OA POWER TO CLOSE NORMALLY OPEN, 20A POWER TO CLOSE EXHAUST LOUVER EXHAUST LOUVER POSITION SWITCH "L201" POSITION SWITCH 1202" 0 CR1-3 IH TR1-1 To OFF CR2 0-/-0 r 0 0-5 MINUTES SET @ 1 MINUTE HAND AUTO •--0 X O 0 0 FROM RTU FAN CALL • N CR 1 GENERATOR LOUVER ACTUATOR CALL EXHAUST LOUVER ACTUATOR, "L201" EXHAUST LOUVER ACTUATOR, "L202" • "LOUVERS OPEN" "LOUVER FAIL • TO OPEN" 0 • EXHAUST FAN CALL COOLING THERMOSTAT --120P— — — ---0 • CR3 \20A o -0 — \`r--� • EXHAUST FAN "F101" CR1-4 120N TR1-2 Eri H-4 Erij LOUVERS OPEN LOUVER FAIL TO OPEN DIAGRAM 4: VENTILATION CONTROL PANEL, "VCP-2" NO SCALE RTU CADWELD TYPE TA. CADWELD CABLE TO CABLE TEE CONNECTION. CADWELD TYPE RR. CADWELD END CABLE TO UPPER REBAR CONNECTION. REBAR COPPER CONDUCTOR COPPER CONDUCTOR GROUND TEE DETAIL GROUND REBAR DETAIL NOT TO SCALE #6 COPPER CONDUCTOR CADWELD TYPE GR CADWELD CABLE TO GROUND ROD CONNECTION. 5/8" X 8' COPPER GROUND ROD. NOT TO SCALE CADWELD TYPE XA. CADWELD CABLE TO CABLE CROSS CONNECTION. ,III 410t � I COPPER CONDUCTOR (TYPICAL) GROUND TEE DETAIL GROUND CROSS DETAIL NOT TO SCALE NOT TO SCALE GRADE PROPOSED CONCRETE COVER TO FIT GROUND ROD PROTECTOR TOP. 8'-0" V PROPOSED CONCRETE GROUND ROD PROTECTOR 13" DEPTH X 12" HEIGHT WITH COVER. PIPE INC. #12R-12A & 12R-12T, OR EQUAL. PROPOSED 5/8"x8' LONG COPPER fGROUND ROD. GROUND ROD DETAIL NO SCALE ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 .vww rh2 corn 1 800 720.8052 ELECTRICAL NOTES XX OX 1. SEE DWG NO. E14 FOR CONDUIT AND CONDUCTOR SCHEDULE. 2. SEE DWG NO. E15 FOR ELECTRICAL EQUIPMENT SCHEDULE. HATCH OUTLINE, TYP. METER VAULT PLAN NOT TO SCALE "RTU" %:•.„ 7% CITY is F TUY�'►`.'IL '11 V `\, NOV 06 2018 PERMIT CENTER 1- U NE WATER DISTR T cn J 1- W J Q U cc H U w W CO CO FILENAME PS8-D-ELEC09.DWG saVE DATE: Oct 29, 2018 PLOTDATE. Oct 29, 2018 0 W z REVIEWED: CMR Luoc o (-) �^ co v J d� 0 O 8 N (J) O < <'1r; SCALE: SHOWN 0 DRA 1" 2' WING IS FULL SCALE WHEN BAR MEASURES 2' DWG NO.: E12 SHEETNO.: 53 ft RH2 ROOF TRUSSES (TYP) G C-CHANNEL OFFSET BRACKET. SECURE CONDUIT TO BRACKET. o0 FLOOR (TYP) CONDUIT (TYPICAL). CONDUIT SHALL BE NEATLY AND EQUALLY SPACED. CONDUIT SHALL BE PARALLEL WITH WALLS. TYPICAL WALL -MOUNTED ENCLOSURE 1.) SIZE AND NUMBER OF CONDUIT VARIES. 2.) THIS DETAIL TYPICAL FOR ALL SURFACE MOUNTED CONDUIT. SURFACE MOUNTED CONDUIT DETAIL NOT TO SCALE NATIVE MATERIAL COMPACTED TO 95% PER ASTM D1557 OR AS REQUIRED PER PLAN RED ELECTRICAL WARNING TAPE CENTERED OVER EACH CONDUIT IN TRENCH (TYP) FINISH SURFACE PER PLAN INTRUSION SWITCH. MOUNT PER MANUFACTURER'S RECOMMENDATIONS. COVER OVER N HIGHEST CONDUIT ----- IN TRENCH } MINIMUM DEPTH BELOW BOTTOM OF DEEPEST CONDUIT INSTALLED IN TRENCH w w 0 0 0 °• 0 0 0 10 SAND BEDDING MATERIAL ELECTRICAL CONDUIT NUMBER AND SIZE VARY AS PER SITE PLAN. MAINTAIN 12" SPACING BETWEEN TELEMETRY CONDUITS AND OTHER CONDUITS. TYPICAL ELECTRICAL TRENCH DETAIL NOT TO SCALE NOTE: BURY DEPTH OF CONDUIT AND HORIZONTAL SPACING SHALL BE CONFIRMED WITH SERVING UTILITY BEFORE CONSTRUCTION. ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www rh2.com 1 800 720.8052 BUILDING INTRUSION SWITCH DETAIL NOT TO SCALE SO TYPE CORD. GRC CONDUIT STRAPPED TO WALL WITH MINIMUM OF (2) STAINLESS STEEL PIPE CLAMPS SPACED EQUALLY APART. LIQUID LEVEL SWITCH. SET TO SWITCH WITH 1/2" OF WATER ON FLOOR. SO CORD CONNECTOR (TYPICAL). RECESSED MOUNTED J-BOX. FLOOD SWITCH DETAIL NOT TO SCALE SITE LIGHT FIXTURE "A5", SEE LIGHTING SCHEDULE HANDHOLE GROUND LUG -� #6 AWG COPPER GROUND CONDUCTOR 4" SQUARE x 20'H, SQUARE STRAIGHT STEEL OUTDOOR LIGHTING POLE. INSTALL PLUMB. z- OUTDOOR LIGHTING POLE SHALL BE LITHONIA MODEL NO. SSS-20-4C-DDB, OR EQUAL. LIGHT POLE SHALL WITHSTAND 115MPH WIND LOAD. ANCHOR BOLTS SIZED AND INSTALLED PER MANUFACTURER'S INSTRUCTION. 6" f FINISHED GRADE 5'-6" 24 LIGHT POLE BASE PLATE. GROUT BASE PLATE WITH NON -SHRINK GROUT AND SILICONE CAULK AT EDGE. CONCRETE CYLINDER FOR ANCHORING STEEL POLE. 45° CHAMFER AROUND EDGE. MIN GROUND ROD 2'-0" CONDUITS AS SHOWN ON SITE PLAN (6) #4 VERT EVENLY SPACED #4 HOOPS @ 12" O.C. OUTDOOR SITE LIGHT DETAIL NOT TO SCALE ,,t RE CE'vEn UTY CIF TUKWILA roe NO.: 116.038 a SAVE DATE: Oct29, 2018 0 W Z z W FILENAME: PS8-D-ELEC09.DWG PLOT DATE: Oct 29, 2018 CC wU t ♦♦CV^ V/ J Es- -J V CC 1- U J W 8 U w SCALE: SHOWN m DRAWING IS FULL SCALE WHEN BAR MEASURES r NOV 06 2018 PERMIT CENTER DWG NO.: E13 54 rio SHEET NO.: RH2 POWER CONDUIT AND CONDUCTOR SCHEDULE CIRCUIT SOURCE DESTINATION TRADE SIZE (QUANTITY) CONDUCTORS NOTES P1 UTILITY TRANSFORMER CURRENT TRANSFORMER ENCLOSURE (2) 4" (3) - #600 MCM, (1) - #600 MCM N PARALLEL CONDUCTORS P2 CURRENT TRANSFORMER ENCLOSURE UTILITY METER 1 1/4" (14) - #13, (1) - #14 GRD CP3) CURRENT TRANSFORMER ENCLOSURE MAIN SERVICE DISCONNECT SWITCH (2) 4" (3) - #600 MCM, (1) - #600 MCM N PARALLEL CONDUCTORS P4 MAIN SERVICE DISCONNECT SWITCH AUTOMATIC TRANSFER SWITCH "ATS" (2) 4" (3) - #600 MCM, (1) - #600 MCM N, (1) - #1/O GRD PARALLEL CONDUCTORS P5 STANDBY GENERATOR AUTOMATIC TRANSFER SWITCH "ATS" (2) 4" (3) - #600 MCM, (1) - #600 MCM N, (1) - #1/0 GRD PARALLEL CONDUCTORS P6 AUTOMATIC TRANSFER SWITCH "ATS" MOTOR CONTROL CENTER "MCC" (2) 4" (3) - #600 MCM, (1) - #600 MCM N, (1) - #1/0 GRD PARALLEL CONDUCTORS P7 MOTOR CONTROL CENTER "MCC" BOOSTER PUMP 1 2 1/2" (3) - #4/O, (1) - #4 GRD P8 MOTOR CONTROL CENTER "MCC" BOOSTER PUMP 2 2 1/2" (3) - #4/O, (1) - #4 GRD P9 MOTOR CONTROL CENTER "MCC" BOOSTER PUMP 3 2 1/2" (3) - #4/0, (1) - #4 GRD (P10) MOTOR CONTROL CENTER "MCC" MONORAIL HOIST 3/4" (3) - #12, (1) - #12 GRD P11 MOTOR CONTROL CENTER "MCC" HEATER 3/4" (3) - #12, (1) - #12 GRD P12 LIGHTING PANEL, "L" DEDICATED SUMP PUMP RECEPTACLE (VAULT) 3/4" (2) - #12, (1) - #12 GRD 01 LIGHTING PANEL, "L" TELEMETRY PANEL, "RTU" 3/4" (2) - #12, (1) - #12 GRD P14 LIGHTING PANEL, "L" DEDICATED LOW VOLTAGE TRANSFORMER AND IRRIGATION CONTROLLER RECEPTACLE 3/4'' / (2) - #12, (1) - #12 GRD P15 LIGHTING PANEL, "L" SITE LIGHTS 3/4" (2) - #12, (1) - #12 GRD (P16) LOW VOLTAGE TRANSFORMER LANDSCAPE LIGHTS N/A VOLT 12/2 CABLE (P17) LIGHTING PANEL, "L" VENTILATION CONTROL PANEL, "VCP-1" 3/4" (2) - #12, (1) - #12 GRD P18 VENTILATION CONTROL PANEL, "VCP-1" INTAKE LOUVER, "L101" 3/4" (2) - #12, (1) - #12 GRD P19 VENTILATION CONTROL PANEL, "VCP-1" EXHAUST FAN, "F101" 3/4" (2) - #12, (1) - #12 GRD P20 LIGHTING PANEL, "L" HEAT PUMP, HP-001, OUTDOOR UNIT 3/4" (2) - #10, (1) - #10 GRD (P21) HEAT PUMP, HP-001, OUTDOOR UNIT HEAT PUMP, HP-001, INDOOR UNIT 3/4" (3) - #10, (1) - #10 GRD P22 LIGHTING PANEL, "L" HEAT PUMP, HP-002, OUTDOOR UNIT 3/4" (2) - #10, (1) - #10 GRD 103 HEAT PUMP, HP-002, OUTDOOR UNIT HEAT PUMP, HP-002, INDOOR UNIT 3/4" (3) - #10, (1) - #10 GRD P24 LIGHTING PANEL, "L" HEAT PUMP, HP-003, OUTDOOR UNIT 3/4" (2) - #10, (1) - #10 GRD (P25) HEAT PUMP, HP-003, OUTDOOR UNIT HEAT PUMP, HP-003, INDOOR UNIT 3/4" (3) - #10, (1) - #10 GRD 020 LIGHTING PANEL, "L" HEAT PUMP, HP-004, OUTDOOR UNIT 3/4" (2) - #10, (1) - #10 GRD P27 HEAT PUMP, HP-004, OUTDOOR UNIT HEAT PUMP, HP-004, INDOOR UNIT 3/4" (3) - #10, (1) - #10 GRD P28 LIGHTING PANEL, "L" DEDICATED SUMP PUMP RECEPTACLE (PUMP ROOM) 3/4" (2) - #12, (1) - #12 GRD P29 LIGHTING PANEL, "L" SITE GATE 3/4" (2) - #12, (1) - #12 GRD P30 LIGHTING PANEL, "L" VENTILATION CONTROL PANEL, "VCP-2" 3/4" (2) - #12, (1) - #12 GRD P31 VENTILATION CONTROL PANEL, "VCP-2" EXHAUST FAN, "F102" 3/4" (2) - #12, (1) - #12 GRD 132 VENTILATION CONTROL PANEL, "VCP-2" EXHAUST LOUVER, "L201" 3/4" (2) - #12, (1) - #12 GRD P33 VENTILATION CONTROL PANEL, "VCP-2" EXHAUST LOUVER, 1202" 3/4" (2) - #12, (1) - #12 GRD CONTROL CONDUIT AND CONDUCTOR SCHEDULE CIRCUIT SOURCE DESTINATION TRADE SIZE (QUANTITY) CONDUCTORS NOTES 410 TELEMETRY PANEL, "RTU" GENERATOR ROOM SMOKE DETECTOR 3/4" (4) - #14, (1) - #14 GRD 450 MOTOR CONTROL CENTER , "MCC" PUMP 1 SUCTION PRESSURE SWITCH 3/4" (2) - #14, (1) - #14 GRD 41190 MOTOR CONTROL CENTER , "MCC" PUMP 2 SUCTION PRESSURE SWITCH 3/4" (2) - #14, (1) - #14 GRD C4 MOTOR CONTROL CENTER , "MCC" PUMP 3 SUCTION PRESSURE SWITCH 3/4" (2) - #14, (1) - #14 GRD 490 HEATING THERMOSTAT ROOM HEATER 3/4" (4) - #14, (1) - #14 GRD C6 TELEMETRY PANEL, "RTU" GARAGE DOOR INTRUSION SWITCH 3/4" (4) - #14, (1) - #14 GRD 430 TELEMETRY PANEL, "RTU" ELEC. AND CONT. ROOM SMOKE DETECTOR 3/4" (4) - #14, (1) - #14 GRD (C8) TELEMETRY PANEL, "RTU" INTRUSION SWITCH 3/4" (2) - #14, (1) - #14 GRD (C9) TELEMETRY PANEL, "RTU" VAULT JUNCTION BOX 3/4" (4) - #14, (1) - #14 GRD C10 VAULT JUNCTION BOX VAULT FLOOD SWITCH 3/4" (2) - #14, (1) - #14 GRD ® VAULT JUNCTION BOX VAULT INTRUSION SWITCH 3/4" (2) - #14, (1) - #14 GRD ® MOTOR CONTROL CENTER , "MCC" PUMP 1 DISCHARGE PRESSURE SWITCH 3/4" (2) - #14, (1) - #14 GRD ® MOTOR CONTROL CENTER , "MCC" PUMP 2 DISCHARGE PRESSURE SWITCH 3/4" (2) - #14, (1) - #14 GRD C14 MOTOR CONTROL CENTER , "MCC" PUMP 3 DISCHARGE PRESSURE SWITCH 3/4" (2) - #14, (1) - #14 GRD ® TELEMETRY PANEL, "RTU" PUMP ROOM FLOOD SWITCH 3/4" (2) - #14, (1) - #14 GRD C16 TELEMETRY PANEL, "RTU" VENTILATION CONTROL PANEL, "VCP-1" 3/4" (2) - #14, (1) - #14 GRD ® TELEMETRY PANEL, "RTU" SITE LIGHTS 2" (1) NYLON PULL CORD FOR FUTURE SECURITY CAMERA USE C18 TELEMETRY PANEL, "RTU" STANDBY GENERATOR 1" (10) - #14, (1) - #14 GRD 619 TELEMETRY PANEL, "RTU" AUTOMATIC TRANSFER SWITCH, "ATS" 1" (8) - #14, (1) - #14 GRD C20 AUTOMATIC TRANSFER SWITCH, "ATS" STANDBY GENERATOR 1" (3) - #14, (1) - #14 GRD ® TELEMETRY PANEL, "RTU" VENTILATION CONTROL PANEL, "VCP-2" 3/4" (6) - #14, (1) - #14 GRD ® VENTILATION CONTROL PANEL, "VCP-1" ELEC. AND CONT. ROOM COOLING TS. 3/4" (4) - #14, (1) - #14 GRD ® VENTILATION CONTROL PANEL, "VCP-2" GENERATOR ROOM COOLING TS. 3/4" (4) - #14, (1) - #14 GRD (C24 VENTILATION CONTROL PANEL, "VCP-2" LOUVER POSITION SWITCH, 1201" 3/4" (2) - #14, (1) - #14 GRD ® VENTILATION CONTROL PANEL, "VCP-2" LOUVER POSITION SWITCH, 1202" 3/4" (2) - #14, (1) - #14 GRD (C26) VENTILATION CONTROL PANEL, "VCP-2" STANDBY GENERATOR 3/4" (2) - #14, (1) - #14 GRD ® SITE GATE SITE GATE KEYPAD 3/4" (4) - #14, (1) - #14 GRD INSTRUMENTATION CONDUIT AND CONDUCTOR SCHEDULE CIRCUIT SOURCE DESTINATION TRADE SIZE (QUANTITY) CONDUCTORS NOTES TELEMETRY PANEL, "RTU" MOTOR CONTROL CENTER "MCC" 1 1/4" (4) P3 PROFINET CABLE ® TELEMETRY PANEL, "RTU" PRESSURE TRANSMITTERS 1" (2) 2-CONDUCTOR SHIELDED CABLE ® TELEMETRY PANEL, "RTU" FLOW METER TRANSMITTER 3/4" 142(1)ONDU14TORRDSHIELDED CABLE, (4) - 411) TELEMETRY PANEL, "RTU" TELEPHONE TERMINATION PANEL 1" (1) TELEPHONE CABLE ® TELEPHONE TERMINATION PANEL COMMUNICATIONS UTILITY POLE 4" (1) UTILITY TELEPHONE CABLE 1 1J NJV062018 PERMIT CENTER ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 21C www.rh2.ccm 1.800.720 8052 4 . 3278 4531' G1V?,LRG�t' 1\111 �1� CO co N O) N 0 0 WQ W 1- U cc v/ NE WATER D TTJ CJ 0 v J W Q Cr) a CO 0 N 0) N 0 0 2 U 0 ti w 2 T SCALE: SHOWN W w CC m 0- 1" DRAWING IS FULL SCALE WHEN BAR MEASURES 2 DWG NO.: E14 SHEET NO.: 55 fr6O RH2 LIGHTING FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER NAME MANUFACTURER CATALOG NO. LAMP QTY. * LAMP CATALOG NO. REMARKS Al LED UGHT FIXTURE, 120 VAC, 4'-4" LONG, 31 WATT, 60,000 HOUR LED, HIGH EFFICIENCY DRIVER, HIGH -IMPACT ACRYLIC LENS, MOLDED FIBERGLASS HOUSING, CEILING MOUNTED, U.L. USTED FOR WET LOCATIONS. UTHONIA FEM L48 4000LM IMAFL 1 INTEGRATED LED A2 LED LIGHT FIXTURE, 120 VAC, 4'-4" LONG, 69 WATT, 60,000 HOUR LED, HIGH EFFICIENCY DRIVER, HIGH -IMPACT ACRYLIC LENS, MOLDED FIBERGLASS HOUSING, CEILING MOUNTED, U.L. LISTED FOR WET LOCATIONS. LITHONIA FEM L48 8000LM IMAFL 1 INTEGRATED LED A3 LED OUTDOOR AREA UGHT - (1)-27W 10C LED. 700mA, 5000K COLOR TEMPERATURE, 120VAC, MOUNT BOTTOM OF FIXTURE 1'-0" ABOVE DOOR, U.L LISTED FOR WET LOCATIONS. UTHONIA DSXW1 LED 10C 700 50K T3M 120 DDBXD 1 INTEGRATED LED A4 DUAL HEAD EMERGENCY LIGHT - (2)-1.8W LED LAMPS, DUAL -VOLTAGE INPUT 120VAC/270VAC, 3 3/4" H, 14 5/8" W, THERMOPLASTIC HOUSING, INTEGRATED RECHARGEABLE BATTERY, MOUNT BOTTOM OF FIXTURE 1'-0" ABOVE DOOR, U.L. USTED FOR DAMP LOCATIONS. UTHONIA EU2 LED M12 2 INTEGRATED LED A5 LED POLE MOUNTED LIGHT - (1)-102W 80C LED. 530mA, 5000K COLOR TEMPERATURE 120VAC, WITH FUSE PROTECTION, PROVIDE FIXTURE WITH BRACKETRY TO MOUNT TO LIGHT POLE. PROVIDE FIXTURE WITH INTEGRATED PHOTOCELL CONTROL. 114 LUMENS PER WATT. U.L. LISTED FOR WET LOCATIONS., 15FT HOT -ROLLED CARBON STEEL POLE. LITHONIA LIGHT - DSX1 LED P3 50K TFTM 120 SPA SF DDBXD POLE - SSS 15 4C DOB OR EQUAL N/A INTEGRATED LED PROVIDE WITH PHOTOCELL CONTROLLER A6 LANDSCAPE LIGHT - CAST BRASS, BRONZE FINNISH, 12VAC, 3000K, 4 WATT LED. VOLT G4-35-12V-830 1 4 WATT * NUMBER OF LAMPS PER FIXTURE PANEL SCHEDULE L NO. L LOCATION: MOTOR CONTROL CENTER SERVING: BOOSTER PUMP STATION 1 -"---- 3 1'--4.---"- 5 -^---ram 7 -^-.----"- 9 - '--•--^-10 11 1'-. 13 15 -^---"- 17 1'--*--rt 19-"-F 21-^-----"- 23 -"----r'- 251'-..----^- 27-"-.-r'- 29 r'-----^- art ----' - 2 4 6 8 L 12 14 16 18 - 20 22 24 26 28 30 208/120 VOLTS 34) 4 WIRE 100 AMP MAIN CIRCUIT DESCRIPTION KVA AMP AMP KVA CIRCUIT DESCRIPTION PUMP ROOM RECEPTACLES 0.72 20 20 0.72 ELECTRICAL AND CONTROL ROOM RECEPTACLES 1 GENERATOR ROOM RECEPTACLES 0.72 20 20 0.72 ELECTRICAL AND CONTROL ROOM RECEPTACLES 2 SITE UGHTS 0.31 20 20 0.26 ELECTRICAL AND CONTROL ROOM LIGHTS EXTERIOR BUILDING LIGHTS 0.05 20 20 0.23 PUMP ROOM LIGHTS GENERATOR ROOM LIGHTS 0.21 20 20 0.01 EMERGENCY LIGHTS HEAT PUMP , HP-001 4.35 30 30 4.35 HEAT PUMP , HP-003 2P 2P HEAT PUMP , HP-002 4.35 30 30 4.35 HEAT PUMP , HP-004 2P 2P LOW VOLTAGE TRANSFORMER 0.18 20 20 0.25 SITE GATE VENTILATION CONTROL PANEL, "VCP-1" 0.05 20 20 0.25 VENTILATION CONTROL PANEL, "VCP-2" SPARE - 20 20 - SPARE SPARE - 20 20 - SPARE SPACE - - - - SPACE SPACE - - - - SPACE CONNECTION LOAD: DEMAND: LIGHTING & RECEPTACLE LOAD DEMAND LOAD: 22.1 KVA 61.4 AMPS 22.1 KVA 61.4 AMPS ELECTRICAL EQUIPMENT AND INSTRUMENTATION SCHEDULE ITEM DESCRIPTION MANUFACTURER MODEL NO. O MAIN SERVICE DISCONNECT SWITCH - NEMA 4X SS ENCLOSURE, HEAVY DUTY BREAKER, SERVICE ENTRANCE RATED, ELECTRONIC TRIP, 800 AMP, 480 VOLT, 3, 65 KAIC WITHSTAND, CIRCUIT BREAKER SWITCH. SIEMENS SHMD6 OR EQUAL © AUTOMATIC TRANSFER SWITCH - NEMA 1 ENCLOSURE, 800 AMP, 480 VOLT, 3 PHASE, 3 POLE, 42 KAIC WITHSTAND. SEE SPECIFICATIONS SEE SPECIFICATIONS © SMOKE DETECTOR - PHOTOELECTRIC, 24 VDC POWERED WITH LOCAL AND AUDIBLE ALARM SIGNAL AND CONTACTS FOR REMOTE ANNUNCIATION THROUGH FOUR WARE CONNECTION TO RTU. SYSTEMS SENSOR 4WTAR-B OR EQUAL © INTRUSION ALARM SWITCH - CONTRACTOR SHALL SELECT ACTUATOR LEVER ARM BEST SUITED FOR MOUNTING CONFIGURATION SQUARE D HEAVY DUTY TYPE C, CLASS 9007 OR EQUAL © FLOW METER SEE SPECIFICATIONS SEE SPECIFICATIONS 0 FLOOD SWITCH - N.O. REED TYPE FLOAT SWITCH, 20 VA. SEE DWG NO. Ell FOR DETAILS. OMEGA LVN-20 OR EQUAL © PRESSURE SWITCH SEE SPECIFICATIONS SEE SPECIFICATIONS OH PRESSURE TRANSMITTER SEE SPECIFICATIONS SEE SPECIFICATIONS 0 WALL MOUNTED HEATING THERMOSTAT - 24V, SPST, RANGE: 40' - 90'F, SET AT 60F, MOUNT 4 FEET ABOVE FINISHED FLOOR. HONEYWELL TH6110D1005/U OR EQUAL kJ OVERHEAD DOOR INTRUSION ALARM SWITCH - 24 VDC N.C. INDUSTRIAL OVERHEAD DOOR SWITCH WITH MAGNETIC CONTACTS AND STAINLESS STEEL ARMORED CABLE. SENTROL 2204AU OR EQUAL KO WALL MOUNTED COOUNG THERMOSTAT - SNAP ACTION, SPDT UNE VOLTAGE AIR SWITCH CONTROLLER. RANGE: -30' - 100T, SET AT 75'F. MOUNT 4 FEET ABOVE FINISHED FLOOR. HONEYWELL T775A2009/U OR EQUAL 0 LIGHT SWITCH - 15 AMP IN -WALL 3-WAY DAYLIGHT ADJUSTING DIGITAL TIMER SNATCH, UL USTED, LED COMPATIBLE. POWER OUTAGE BATTERY BACKUP. DEFIANT 32648 OR EQUAL MO LOW VOLTAGE TRANSFORMER - 150 WATT (12V/15V) MULTI -TAP, STAINLESS STEEL HOUSING, 120 VAC INPUT POWER, LISTED FOR OUTDOOR USE. PROVIDE PHOTOCELL AND TIMER CONTROL. VOLT VTR-150-NG-SS OR EQUAL NO FLOAT SWITCH SEE SPECIFICATIONS SEE SPECIFICATIONS QO LOUVER POSITION SWITCH. CONTRACTOR SHALL SELECT OR FABRICATE ACTUATOR LEVER ARM BEST SUITED FOR MOUNTING CONFIGURATION. SQUARE D HEAVY DUTY TYPE C, CLASS 9007 OR EQUAL HEATER SCHEDULE ITEM DESCRIPTION MANUFACTURER MODEL NO. CO ELECTRICAL HEATER WITH UNIVERSAL MOUNTING BRACKET - 5KW, 480V, THREE PHASE, WITH 24V CONTROL TRANSFORMER AND POWER CONTACTOR FOR THERMOSTAT CONNECTION. MOUNT BOTTOM OF HEATER 7'-0" ABOVE FLOOR. QMARK MUH0541 SZPIAiiiiri �C Ir. /NuY 0 6 2018 PERMIT C=A1TER ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 210 www.rh2 com 1.800.720.8052 03 d 0 0" Z cc U W 0 SCALE: SHOWN I• DRAWING IS FULL SCALE WHEN BAR MEASURES r DWG NO.: E15 SH a m SHEET NO.: 56Pt 1CB 20A 120P 2CB 2A L1 O L2 B3 120 VAC 1PH 60HZ 20A SIEMENS SITOP 24 VDC SYSTEM 0H NO PE0 0 L+ M 0 120N 0 L+ M0 SIEMENS SITOP 24 VDC DC -UPS -MODULE 1A 0 L+ M0 X1 70- X1.80- N1 • BATTERIES B4 B3a 1A B3b 1A B3c 1A B3d 1A B3e PANEL DEVICES FIELD POWER ANALOG POWER FLOW METER 1A B5 24 VDC TO 5 VDC POWER SUPPLY B3f 1A B3g 3CB 15A L3 0 4CB 2A — L4 O 5CB 2A 0 L5 MODEM SMOKE DETECTOR (GENERATOR ROOM) SMOKE DETECTOR (ELECTRICAL AND CONTROL ROOM) WATER QUALITY ANALYZER (FUTURE) SPARE POWER LAYOUT NOT TO SCALE • 3'-0" MIN. TELEMETRY PANEL NAMEPLATE 2'-6" MAX. PUMP STATION 8 TELEMETRY PANEL SIEMENS TP700 DISPLAY RESET PUSHBUTTON OPERATOR IN TROUBLE PUSHBUTTON EXTERNAL TELEMETRY PANEL LAYOUT NOT TO SCALE NEMA TYPE 12. 1' - 6" DEEP ENCLOSURE HANDLE WITH PROVISIONS FOR PAD LOCK f E C ETs./ 1 / CITY r Yt;iciTIA NOV 0 6 2018 'ERMtT CENTER RH2 ENGINEERING 40 YEAR; SINCE 1978 BOTHELL, WA 22722 29th Drive SE, Suite 21C www rh2.com 1 800.720 8052 ''''t-i-,-;,--,,...r ( JOB NO 116.038 co O N Q) N U 0 O er W �u C7 U CC U) 0 CC W a W Z J V fAv PS8-D-ELEC12.DWG CO C) N Cr) N 0 RENEWED.• CMR SCALE: SHOWN W DESCRIPTION 0 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' 2' DWG NO.: SHEET NO.: 57 60 E16 RH2 B3a B4 B3a5 B4 ) B3 5 B4 P3 PROFINET CABLE P3 PROFINET CABLE 0 + 0 SIEMENS SCALANCE 8-PORT SWITCH RJ45 RJ45 RJ45 RJ45 RJ45 RJ45 RJ45 RJ45 P3 PROFINET CABLE MOTOR CONTROL CENTER RJ45 POWER MONITOR RJ45 PUMP NO. 1 P-1 RJ45 PUMP NO.2 P-2 RJ45 PUMP NO. 3 P-3 COMMUNICATIONS LAYOUT NOT TO SCALE TELEPHONE LINE B5 B4 CUSTOM SERIAL CABLE LINE PROTECTION UNIT CONTROL MICROSYSTEMS MODEL 5902 MODEM 0 + 0 TX RX D B 9 RECEIVE^ P470. (3.4TC CITY CIF `I UKV LA t,; JD EA NOV 06 2018 _0 V PERMIT CENTER ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE, Suite 2IC; www.ri)2.cum 800.720 8052 1- U oc Cn NE WATER D Z 0 B Z O cn Z 2a Occ 00 c cc r3 0 a CO M O 0 0 2 0 FILENAMES PS8-D-ELEC13.DWG _ W 0 r.) 0 U w 1 1 I o W In VC n 0 o o O LLW ~ W W O tL� SAVE DATE Oct 30.2018 CO N 0 M 0 0 0 0 UJ 1_ 0 4 w 0 ti 0 w w m SCALE SHOWN 2' DRAWING IS FULL SCALE WHEN BAR MEASURES 2' DWG NO.: SHEET NO.: 58 60 E17 RH2 SIEMENS 6ES7131-6BF00-OBAO DIGITAL INPUT POWER FAIL 120 VAC RESET DC UPS FAIL ALARM DC UPS LOW BATTERY ALARM POWER FAIL 24 VDC TELEMETRY PANEL OPERATOR IN TROUBLE PUSHBUTTON ELECTRICAL AND CONTROL ROOM SMOKE DETECTOR GENERATOR SMOKE DETECTOR L+ 0 L+ CR L+ SIEMENS 6ES7131-6BF00-OBAO DIGITAL INPUT IN 0 RESET PUSHBUTTON (I O 0 L+ 0 L+ DC UPS i FAIL DC UPS LOW i BATTERY CR PFDC L+ L+ FUSE L+ 0 L+ 0 IN 1 0 IN 2 0 IN 3 IN 4 PUSHBUTTON n FIELD CONNECTIONS j� _ SMOKE 1/4A FUSE SIEMENS 6ES7131-6BFOO-OBAO DIGITAL INPUT PUMP ROOM FLOOD SWITCH FLOW METER VAULT FLOOD SWITCH BUILDING INTRUSION ALARMS (WIRED IN SERIES) METER VAULT INTRUSION ALARM CHLORINE PUMP AUTO STATUS (FUTURE) CHLORINE PUMP START/STOP SWITCH STATUS(FUTURE) FLOW METER TOTALIZER SECONDARY CONTAINMENT HANDHOLE FLOAT L+ 0 1/4A FUSE L+ 0 L+ 0 L+ L SMOKE TB J TB DIGITAL INPUTS, SLOT 2 r ,FUSE I J 1/4A FUSE NOT TO SCALE FIELD CONNECTIONS FLOOD SWITCH O- O 1/4A FUSE L+ 0 L+ 0 L+ 0 L+ 0 1/4A FUSE FLOOD SWITCH TB INTRUSION INTRUSION AUTO 1/4A FUSE 1/4A FUSE 1 TB IN 5 0 IN 6 0 IN 7 0 B4 B3a SIEMENS 6ES7131-6BFOO-OBAO DIGITAL INPUT TB IN 0 0 L+ 0 TB START/STOP TOTALIZER 1/4A FUSE 1/4A TB TB FLOAT 0 TB TB DIGITAL INPUTS, SLOT 3 NOT TO SCALE IN 1 0 IN 2 0 IN 3 0 IN 4 0 IN 5 0 IN 6 0 M 0 IN 7 0 • B4 B3a B4 B3a • B4 B3a SIEMENS 6ES7131-6BFOO-OBAO DIGITAL INPUT STANDBY GENERATOR RUN STATUS STANDBY GENERATOR TROUBLE ALARM STANDBY GENERATOR FAIL ALARM STANDBY GENERATOR LOW FUEL STANDBY GENERATOR NOT IN AUTO ATS IN UTILITY STATUS ATS IN EMERGENCY STATUS ATS PRE -TRANSFER STATUS L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 FUSE r FUSE STANDBY GENERATOR EG RUN 1 II EG TROUBLE 1/4A FUSE TB SIEMENS 6ES7131-6BFOO-OBAO DIGITAL INPUT EG FAIL 1/4A FUSE 1/4A FUSE 1/4A FUSE r L TB IN 0 0 L+ 0 LOW FUEL 0 EG NOT II i AUTO TB AUTOMATIC TRANSFER SWITCH ATS IN UTILITY 1/4A FUSE L+ 0 TB ATS IN EMERGENCY 1/4A FUSE SIEMENS 6ES7131-6BFOO-OBAO DIGITAL INPUT ATS POWER FAIL ALARM LOUVERS OPEN LOUVERS FAIL TO OPEN SPARE SPARE SPARE SPARE SPARE L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 L+ 0 TB ATS PRE -TRANSFER 1/4A FUSE L TB TB DIGITAL INPUTS, SLOT 4 NOT TO SCALE STANDBY GENERATOR ATS POWER FAIL 7 FUSE L r VCP-2 CR1-4 1/4A FUSE 1/4A FUSE TB IN 1 0 IN 2 0 IN 3 0 IN 4 0 IN 5 0 IN 6 0 M 0 IN 7 0 84 B3a SIEMENS 6ES7131-6BFOO-OBAO DIGITAL INPUT TR1-2 L____J 1/4A FUSE 1/4A FUSE 1I 1/4A FUSE 11 I 1/4A FUSE 1/4A SPARE SPARE SPARE SPARE SPARE TB TB TB TB TB TB TB DIGITAL INPUTS, SLOT 5 NOT TO SCALE IN 0 0 L+ 0 IN 1 0 IN 2 0 IN 3 0 IN 4 0 IN 5 0 IN 6 0 M 0 IN 7 0 • B4 B3a B4 B3a B4 B3a RECEIVE CITY iiF'1'iin'r1;LA NOV 0 6 2018 PERMIT CENTER ENGINEERING 40 YEARS SINCE 1978 BOTHELL, WA 22 722 29th Drive SE. Suite 210 WNW rh2 corn 1.800 720 8052 0 =$, r � cc 2 w cn 0 cc k W co a W 0 Z V E T� emu. i v..7) a. FILENAME: PS8-D-ELEC13.DWG PLOT DATE: Oct 29, 2018 RE'EwEO: CMR VTR Z cc La r 0 a Z RTU - PLC DESCRIPTION SCALE: SHOWN 0 1' DRAWING IS FULL SCALE WHEN BAR MEASURES Y 2' DWG NO.: SHEET NO.: 59 rio E18 RH2 B3a SUCTION PRESSURE • DISCHARGE PRESSURE DISHCARGE FLOW RESIDUAL CHLORINE (FUTURE) SIEMENS 6ES7132-6BF01—OBAO DIGITAL OUTPUT DQ 0 0 DQ 1 DQ 2 CR SIEMENS 6ES7132-6BF01—OBAO DIGITAL OUTPUT M DQ 3 CR DQ 4 0 CR DQ 5 CR M DQ 6 CR DQ 7 0 M CR\ 7 FUSE CR L+ B B4 B3a 84 B3a DIGITAL INPUTS, SLOT 6 NOT TO SCALE PRESSURE TRANSMITTER 1/8A FUSE PRESSURE TRANSMITTER 1/8A FUSE TB GND FLOW METER 1/8A FUSE B3o 1/8A GND CR 1 VCP-1 CALL TB CR 2 VCP-2 CALL TB TB CR 3 SPARE TB CR 4 SPARE TB TB CR 5 SPARE TB CR 6 SPARE TB CR 7 SPARE TB CR 8 SPARE TB SIEMENS 6ES7134-6GD01—OBA1 ANALOG INPUTS GND TB GND ANALOG INPUTS, SLOT 7 NOT TO SCALE 11 2+ 11 2— U V2 B 11 3+ B 11 3— U V3 m B4 B3a B4 B3a CHLORINE METERING PUMP, SPEED COMMAND SPARE SPARE SPARE HELD CONNECTIONS SIEMENS 6ES7135-6HD00—OAB1 ANALOG OUTPUT ,B4 B3a FUSE METERING PUMP 1/8A GND FUSE 1/8A GND FUSE H 1/8A M 0+ 0 M 0— L+ B M 1+ M 1— e M 2+ M 2— GND FUSE 1/8A TB GND ANALOG OUTPUTS, SLOT 8 NOT TO SCALE M 3+ M 3— ® B4 B3a tir�hl CITY OF TUK'r :LA P77�� „;J'•>>L i� NOV 06 2018 / PERMIT CENTER ENGINEERING 40 FEARS SINCE 1978 BOTHELL, WA 22722 29th Drive SE. Suite 21u wvw.rn2 corn 1 800.720 8052 (.%\t> WAS/��Lr �r 'fo kErnstt><j N Z CC 1- a 0 ces a z RTU - PLC to CO Oi N 0 U o o SCALE: SHOWN ti U 1' DRAWING IS FULL SCALE WHEN BAR MEASURES 2` 2' DWG NO. SHEET NO 60 ft E19 0 C 0 0 450' 440' 435' v) 0 L -1 • P Double Detector Check Valve As- sembly and Vault per Highline Water District Detail 21 4" DI Piping, TYP. (3' min cover) Orientate tee vertically, pro- vide 90 degree bend, rein- stall valve downstream of bend, reduce from 6" to 4" REFER TO DWG NO. �4 FOR AT "LAIN Provide FDC assembly per City of Tukwila require - men s. 4" base elbow shall be MJxFL orientated with flange up. Provide and install 4" globe (FLxFL) or wafer check valve between base elbow and ver- tical spool (FLxTHD). Direct tap (1/2" NPT) vertical spool directly above check valve, route 1/2" copper line back to DCVV and terminate inside vault wall with horizontal ball drip valve. LANDSCAPED AREAS, REFER TO LANDSCAPING PLAN FOR ADDITIONAL INFORMATION TYP. SITE LIGHT PER ELECTRICAL PLANS, TYP. OF 3 POWER CONDUIT PER ELECTRICAL PLANS, TYP. Post Indicator Valve TELEMETRY CONDUIT PER ELECTRICAL PLANS, TYP. L0 0-, 0- 0., _. AS SW LAPLIalan a -�Oa .� — r Clem IMO MI ; firr en!! _ - —( Enter building, resume er Cosco Desi• n PUMP STATION METER VAULT PER DWG NO. M01 QUARRY SPALL DISPERSION PAD PER DETAIL ON DWG NO. C07 PROPOSED SITE UTILITY PLAN 1"= 10' 1- 1 RAIN GARDEN PER SECTION ON DWG NO. C06 CB #1 - TYPE 1 L WITH BEEHIVE GRATE. REFER TO DETAIL ON DWG NO. C07 DISPERSION TRENCH PER DETAIL ON DWG NO. CO7 CULV. I.E.: 442.15' PROPOSED 24" DI WATER MAIN 0+00 450' 440' RAIN GARDEN OVERFLOW PROFILE H: 1"=10',V: 1'=10' INTERCEPTOR SWALE PER SECTION ON DWG NO. C06 DISPERSION TRENCH PER DETAIL ON DWG NO. C07 CULV. I.E.: 444.34' CULV. I.E.: 442.15' 450' 440' 0+93 8' HDPE SS 450' 440' 435' FLOW DISPERSION TRENCH PER DWG NO. C07 STORM BYPASS PER PROFILE ON THIS SHEET EMERGENCY GENERATOR FUEL TANK BUILDING EXTERIOR EDGE BUILDING DRIP EDGE r GENERAL SITE UTILITY NOTES • ALL DISCHARGE PIPING INTO THE RAIN GARDEN SHALL BE SETAT AN INVERT ELEVATION OF 444.5'. • TRENCHES SHALL BE PER DETAIL 211 ON DWG NO. W06. UTILITY LEGEND WATER - SUCTION O APPROX. 103 LF OF 24" DI PIPE • N: 170701.32 E: 1282374.14 PROVIDE: (1) - 24"x16" DI TEE (RJxRJ) O 24" DI RJ PIPE, LENGTH TO FIT. ADJUST PIPE LENGTH AS NECESSARY TO MATCH PUMP SPACING ON DWG NO. M01 a N: 170701.13 E:1282383.80 PROVIDE: (1) - 24"x16" DI TEE (RJxRJ) O N: 170700.94 E: 1282393,47 PROVIDE: (1)-24"x16" DI TEE (FLxFLxFL) (1) - 24" DI BLIND FLANGE TAPPED FOR 6" DI PIPE 0 N:170700.74 E: 1282403.47 PROVIDE: (1) - 6" ADAPTER (FLxRJ) (1) - 6" DI 90° BEND (RJxRJ) (1) - 6" DI GATE VALVE (FLxRJ) 0 16" DI RJ PIPE LENGTH TO FIT O8 16" DI PIPE LENGTH TO FIT (FLxPE) O 6" DI RJ PIPE LENGTH TO FIT > o N: 170702.75 E: 1282297.61 PROVIDE: (1) - 24"x6" DI TEE (RJxRJxFL) (1) - 6" DI GATE VALVE (FLxFL) (1)-6" DI BLIND FLANGE MISCELLANEOUS UTILITIES - APPROX. 31 _F OF 3" SCH 40 PVC SUMP PUMP DISCHARGE WATER - DISCHARGE - N: 170694.21 E: 1282328.72 PROVIDE: (1) - 24" DI 45' BEND (RJxRJ) - APPROX. 28 _F OF 24" DI RJ PIPE - APPROX. 66 _F OF 24" DI RJ PIPE - N: 170694.84 E: 1282297.2C PROVIDE: (1) - 24"x6" DI TEE (RJxRJxFL) (1) - 6" DI GATE VALVE (FLxFL) (1) - 6" DI BLND FLANGE - APPROX. 80 LF OF 1" TYPE K COPPER. PROVIDE FITTINGS AS NECESSARY TO AVOID CONFLICTS WITH OTHER UTILITIES ON SITE. STORM WATER ▪ N: 170686.80 E: 1282339.5t PROVIDE: (1) - WSDOT TYPE 1L CATCH BASIN PER DETAIL ON DWG NO. C07. ■ APPROX. 39 _F OF 6" CPE AT 0.54% ▪ N: 170708.81 E: 1282371.74 PROVIDE: (1) - WSDOT TYPE 1 CATCH BASIN RIM ELEV: 444.40' I.E. SW: 442.E6' I.E. E: 442.36' ▪ APPROX. 42 _F OF 6" CPE AT 0.51% ■ APPROX. 54 _F OF 6" CPE AT 4.03% RECEIVED CITY OF TUKWI1 JUL 13 2 PERMIT CENT' SITE LEGEND J 120 P TE! M ASPHALT MAJOR CONTOUR MINOR CONTOUR CONCRETE BUILDING ARCHITECTURAL FENCE ARCHITECTURAL FENCE COLUMN STORMWATER PIPE TYPE 1 CATCH BASIN SUMP DRAIN LINE SITE LIGHT LANDSCAPING LIGHT POWER CONDUIT TELEMETRY CONDUIT SIGNED: 02/25/2020 SIGNED: 02/25/2020 U 1- cn 0 cc 1- Q W Z J (D 2 J 0 W 0 0M a 0 0 Rt. DAME. PSB•D-CIVO4.DWG SAVE DATE May 20, 2020 PLOT DATE: May20, 2020 0 2 REVISIONS a 0 0 m a. a 05/20/2020 I CONFORMED FOR CONSTRUCTION z SCALE: SHOWN r c c [ .4 = u m 1- 6-3 435' 0+00 STORM BYPASS PROFILE H: 1" = 10', V: 1' = 10' 0+61 435' i Di 7- 03ss I VISION N01_ 0 DRAWING IS FULL SCALE WHEN BAR MEASURES Y DWG NO.: C05 SHEETNO.: 15 62 ?SIbN