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HomeMy WebLinkAboutPermit D19-0272 - KING COUNTY METRO TRANSIT - MODULAR BUILDINGSKC METRO TRANSIT - VIEHICLE MAINT BLDG (2) MODULAR BLDGS 12400 E MARGINAL WAY 5 FINALED 08/11/21 D19-0272 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 630CI Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-57S-4407 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 7340600480 12400 E MARGINAL WAY S Permit Number: Issue Date: Permit Expires On: KING COUNTRY METRO TRANSIT - VEHICLE MAINT BLDG D19-0272 7/13/2021 1/9/2022 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: KING COUNTY -TRANSIT 201 S JACKSON ST #417 , SEATTLE, WA, 98104 JENNIFER LEE 201 5 JACKSON ST M/S KSC-TR-0431, SEATTLE, WA, 98104 MODERN BUILDING SYSTEMS INC Address: P 0 BOX 110, AUMSVILLE, OR, 97325 License No: MODE:RBS272KC Lender: Name: KING COUNTY METRO TRANSIT Address: 201 S.JACKSON MAILSTOP KSC-TR- 0433 SEATTLE WA 98104 Phone: (206) 263-8272 Phone: Expiration Date: 1/11/2022 DESCRIPTION OF WORK: INSTALLATION OF MODULAR BUILDING. Installation of 2 Modular Buildings (Bldg's 2.1 And 2.2) Project Valuation: $714,236.90 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: Tukwila Fees Collected: $21,201.76 Occupancy per IBC: B Water District: 125 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: 0 Fill: 0 Number: 0 No All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: 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. 8: 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. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 I3:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 22: 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) 18: 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) 19: 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) 20: 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) 23: Maintain fire extinguisher coverage throughout. 24: 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) 25: 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) 26: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 27: 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) 28: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is Tess, from the nearest visible exit sign. (IFC 1013.1) 29: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 30: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1013.6.3) 31: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 32: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 34: 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). 33: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 35: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 36: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 38: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206- 433-0179 to make an appointment. (NFPA 24, sec. 10.10.2.2.1) 39: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 40: 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) 41: 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) 42: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 43: 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. 44: 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) 45: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 47: 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. 46: 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) 50: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 48: 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) 49: 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) 51: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 52: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 53: 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. 54: 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) 55: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 56: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 57: Fire department connections (FDC's) shall be located within 40 feet of a fire hydrant. 58: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 59: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port with Knox locking cap, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 60: Fire hydrants shall be oriented in the direction of fire apparatus access. 61: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 62: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 63: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 37: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 64: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 65: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 66: All inspections on deck and canopy must be completed before covering any work - footings, foundation walls, framing PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 1700 BUILDING FINAL** 1700 BUILDING FINAL** 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING FIRE ALARM FIRE FINAL 0201 FOOTING 0409 FRAMING 1600 PUBLIC WORKS FINAL 1600 PUBLIC WORKS FINAL SPRINKLER COVER SPRINKLER HYDRO SPRINKLERS 5090 STORM DRAINAGE Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMIENT PERMIT 7340600480 12400 E MARGINAL WAY S Permit Number: D19-0272 Issue Date: 3/20/2020 Permit Expires On: 9/16/2020 KING COUNTY METRO TRANSIT - VEHICLE MAINT BLDG Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: KING COUNTY -TRANSIT 201 S JACKSON ST #417 , SEATTLE, WA, 98104 JENNIFER LEE 201 S JACKSON ST M/S KSC-TR-0431, SEATTLE, WA, 98104 MODERN BUILDING SYSTEMS INC P 0 BOX 110, AUMSVILLE, OR, 97325 MODEFtBS272KC KING COUNTY METRO TRANSIT 201 S JACKSON MAILSTOP KSC-TR- 0433 , SEATTLE, WA, 98104 Phone: (206) 263-8272 Phone: Expiration Date: 1/11/2022 DESCRIPTION OF WORK: INSTALLATION OF MODULAR BUILDING. Project Valuation: $714,236.90 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $21,201.76 Occupancy per IBC: B Water District: 125 Sewer District: VALLEY VIEW,TUKWILA Current Codes adopted by the City of Tukwila: International Building Cocle 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: Volumes: Cut: 0 Fill: 0 Number: 0 Water Meter: No Permit Center Authorized Signature: / Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this develoipment permit and agree to the conditions attached to this permit. Signature: CQU Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: 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. 8: 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. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 22: 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) 18: 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) 19: 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) 20: 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 linspections 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, 73) 23: Maintain fire extinguisher coverage throughout. 24: 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) 25: 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) 26: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 27: 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) 28: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 29: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 30: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1013.6.3) 31: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 32: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 34: 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). 33: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 35: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 36: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 38: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206- 433-0179 to make an appointment. (NFPA 24, sec. 10.10.2.2.1) 39: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 40: 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) 41: 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) 42: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 43: 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. 44: 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) 45: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 47: 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. 46: 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) 50: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 48: Fire Department kick boxes shall be provided for ac:cess 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) 49: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visuall notification devices. (City Ordinance #2437) 51: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 52: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 53: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table Nlo. 803.11 of the International Building Code. 54: 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 (12.7mrn). (IFC 505.1) 55: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 56: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 57: Fire department connections (FDC's) shall be located within 40 feet of a fire hydrant. 58: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2C)52) 59: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port with Knox locking cap, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 60: Fire hydrants shall be oriented in the direction of fire apparatus access. 61: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; :3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a revel surface. (City Ordinance #2052) 62: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 63: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- :3472 Case Yellow. 37: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 64: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such. condition or violation. 65: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0608 PIPE INSULATION 4037 SI-CAST-IN-PLACE 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4035 SI-SOILS 4004 SI-WELDING Tenant Name: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tuk-wilaWA.gov Building Permit No. DII•02-11/ Project No. Date Application Accepted: Date Application Expires: (For office uIe only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 7340600480 Site Address: 12400 E Marginal Way S Suite Number: Floor: New Tenant ❑ Yes ❑ ..No N/A Owner occupied King, County Metro Transit *00 mann{- b� PROPERTY OWNER Name: King County Metro Transit Address: 201 S Jackson St Mailstop: KSC-TR-0431 City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Jennifer Lee, King County Metro Transit Address: 201 S Jackson St Mailstop: KSC-TR-0431 City: Seattle State: WA Zip: 98104 Phone: (206) 263-8272 Fax: Email: jennifer.lee@kingcounty.gov GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Tetra Tech Architect Name: Marcel Bodsky Address: 1420 Fifth Ave Suite 600 City: Seattle State: WA Zip: 98101 Phone: (206) 883-9314 Fax: (206) 883-9301 Email: marcel.bodsky@teiratech.com ENGINEER OF RECORD Company Name: Tetra Tech Engineer Name: Chuck Purnell Address: 1420 Fifth Avenue City: Seattle State: WA Zip: 98101 Phone: (206) 883-9322 Fax (206) 883-9301 Email: marcel.bodsky@tetratech.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: N/A King County Metro Transit Department Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ $127,200 value paid for VM+Ops bldg in D19-0195 after separated (D19-0195= $91,200 Ops & this one VM D19- $36,000) Describe the scope of work (please provide detailed information): Modular building details and foundation calculations. Public Works Permit #PW19-0047 site development has already been approved by city public works, fire, planning. This additional permit provides the Modular building details and structural calculations required for the city building depai tment review and approval. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below All Buildings Only 1 story floor Existing Interior Remodel New Type of Construction per IBC Type of Occupancy per IBC New Building VM modular 4,810 V-B B Detached Garage 201,000 0 ex.Type II-B' ex.S-1 Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: 12 Existing parking stalls for standard veb.ble retained:587 parkingitalls in garage & 9 relocated surface stall roved ❑UP #L18-0100 Will there be a change in use? L Yes LI No If "yes", explain: 1�1� use of site for office & warehouse remains with addition of bus base functions/use: bus staging,vehicle maintenance, operations FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): See Permit #PW19-0047 for underground utilities, storm water system/ detention in underground vault, grading, paving and landscaping Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ .. Renton ❑...Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis -UUP #L18-0100 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fi11 - Right-of-way 0 Non Right-of-way 0 ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Total Cut 0 cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill 0 cubic yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements O ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 77 O ...Permanent Water Meter Size... 77 WO # ❑ ...Temporary Water Meter Size .. 57 WO # ❑ ...Water Only Meter Size 57 WO # ❑ ...Sewer Main Extension Public ❑ Private 0 0 ...Water Main Extension Public ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size 17 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: PJr.'vJt. �-- Print Name: ennifer Lee King County Metro Transit Mailing Address: 201 S Jackson St Mailstop KSC-TR-0431 Date: 08/15/2019 Day Telephone: (206) 263-8272 Seattle WA 98104 City State Zip H:\Applications\ corms -Applications On Line\2011 Applications\Pemtit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of 'Tukwila DESCRIP I * NS ACCOUNT ( QUANTITY PAID PermitTRAK $50,092.98 D19-0195 Address: 12400 E MARGINAL WAY S Apn: 7340600480 $33,269.43 Credit Card Fee $969.01 Credit Card Fee L R000.369.908.00.00 0.00 $969.01 DEVELOPMENT $11,357.84 PERMIT FEE R000.322.100.00.00 0.00 $11,332.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 IMPACT FEE $20,375.94 FIRE R304.345.852.00.00 0.00 $8,137.92 PARK R104.345.851.00.00 0.00 $12,238.02 TECHNOLOGY FEE $566.64 TECHNOLOGY FEE R000.322.900.04.00 0.00 $566.64 D19-0272 Address: 12400 E MARGINAL WAY S Apn: 7340600480 $16,823.55 Credit Card Fee $490.01 Credit Card Fee R000.369.908.00.00 0.00 $490.01 DEVELOPMENT $6,564.53 PERMIT FEE R000.322.100.00.00 0.00 $6,539.53 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 IMPACT FEE $9,442.03 FIRE R304.345.852.00.00 0.00 $3,771.04 PARK R104.345.851.00.00 0.00 $5,670.99 TECHNOLOGY FEE $326.98 TECHNOLOGY FEE R000.322.900.04.00 0.00 $326.98 TOTAL FEES PAID BY RE 4 :IPT; R18627 $50,092.98 Date Paid: Friday, September 20, 2019 Paid By: TSENGYANG VANG Pay Method: CREDIT CARD 0C)8777 Printed: Friday, September 20, 2019 9:38 AM 1 of 1 YSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206 -433 - 1870 CITY OF TUKWILA Date: 09/20/2019 09:37:59 AM CREDIT CARD SALE VISA CARD NUMBER: **********3188 K TRAN AMOUNT: $50,092.98 APPROVAL CD: 008777 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Cash Register Receipt City of Tukwila DESCRIP I • NS ACCOUNT QUANTITY PAID PermitTRAK $4,378.21 D19-0272 Address: 12400 E MARGINAL WAY S Apn: 7340600480 $4,378.21 Credit Card Fee $127.52 Credit Card Fee R000.369.908.00.00 0.00 $127.52 DEVELOPMENT $4,250.69 PLAN CHECK FEE TOTAL FEES PAID BY REC IPT: R18387 R000.345.830.00.00 0.00 $4,250.69 $4,378.21 Date Paid: Wednesday, August 21, 2019 Paid By: TSENGYANG VANG Pay Method: CREDIT CARD 044813 Printed: Wednesday, August 21, 2019 12:33 PM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 08/21/2019 12:33:21 PM CREDIT CARD SALE VISA CARD NUMBER: **********3188 K TRAN AMOUNT: $4,378.21 APPROVAL CD: 044813 RECORD #: 000 CLERK ID: Rachelle X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 08/21/2019 12:33:21 PM CREDIT CARD SALE VISA CARD NUMBER: **********3188 K TRAN AMOUNT: $4,378.21 APPROVAL CD: 044813 RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy w4ss City of Tukwila Department of Community Development -- Jack Pace, Director March 18, 2021 Jennifer Lee 201 S JACKSON ST M/S KSC-TR-0431 Seattle, WA 98104 Sent to Jennifer.Lee@kingcounty.gov RE: Request for Extension #e;- Permit Number D19-0272, D19-0195, D19-0196 Dear Ms. Lee, Allan Ekberg, Mayor This letter is in response to your written request for an extension to the subject permits. The Permit Supervisor, Rachelle Sagen, has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be granting an extension to the permits as follows: - D19-0272 10/21/2021 - D19-0195 11/18/2021 - D19-0196 11/29-2021 If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Shana Markstrom Admin Support Coordinator Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov King County METRO Moving forward together Capital Division Capital Planning & Portfolio Management 201 5. Jackson Street KSC-TR-0431 Seattle, WA 98104-3856 3/15/21 City of Tukwila Jerry Hight, Building Official Permit Center, Building Division 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 jerry.hight@tukwilawa.gov RECEIVED MAR 23 2021 CommuDevelopment Re: Request for extension TMC 16.04.250 E Permit No. D19-0272 King County Metro Transit Modular Bldg Vehicle Maintenance Issued: 3/20/20 Last Inspection: 11/20/20 Permit Expires On: 4/21./21 Dear Mr. Hight, King County Metro Transit continues to complete our construction work for the site which includes completing and finalizing work associated with this permit. We are in the process of obtaining the required city permit for the associated fire alarm radio system for this modular building which impacts when we can request a final inspection for permit D19-0272. We request the City of Tukwila grant us a permit extension. Sincerely, Jennifer Lee, Real Property Agent Cc: Rachelle Sagen (Ripley), Permit Supervisor rachelle.ripley@tukwilawa.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development -• Jack Pace, Director January 24, 2020 Jennifer Lee King County Transit 201 S Jackson St, M/S KSC-TR-0431 Seattle, WA 98104-3856 RE: Request for Application Extension #1 Permit Number D19-0272 Dear Ms. Lee, This letter is in response to your written request for an extension to application number D 19-0272. 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 August 21, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, ?-)41J-‘ Bill Rambo Permit Technician File: Permit No. D18-0272 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Ili King County METRO Moving forward together capital Division Capital Planning & Portfolio Management 7.01 S. Jackson Street I;SC-TR-0431 Seattle, WA 98104-3856 1/6/20 City of Tukwila Jerry Hight, Building Official. Permit Center, Building Division 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 Re: Request for extension up to 180 days i'ermit No. D19-0272 King County Metro Transit Modular Bldg 1 1pplied Date: 8/21/19 Approved Date: 9/29/19 'Permit Expires On: 2/21/20 bear Mr. Hight, IIECEIVEE CITY OF TUKWILA JAN 0 6 2020 PERMIT CENTER King County Metro Transit is currently having the modular building under this permit fabricated off site. Fabrication sclhedule impacts when our contractor will be able to install the mod: gar on - site. We request the City of Tukwila grant us a permit extension. Sincerely, 4ennifer Lee, Real Property Agent Cc: Bill Rambo, Permit Tech 7 Request for Permit Application Extension # l Current Expiration Date: Extension Request: Gi Approved for days Lil Denied (provide explanation) Signature/initials City of Tukwila Department of Community Development 1/2/2020 JENNIFER LEE 201 S JACKSON ST M/S KSC-TR-0431 SEATTLE, WA 98104 RE: Permit Application No. D19-0272 KING COUNTY METRO TRANSIT - VEHICLE MAINT BLDG 12400 E MARGINAL WAY S Dear JENNIFER LEE, Allah Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 8/21/2019, 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 2/21/2020. 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, Bill Rambo Permit Technician File No: D19-0272 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PROJECT NAME: . e_ SITE ADDRESS: 0 Vo 0 L (Yll,oiS PERMIT NO: L) (`1- ORIGINAL ISSUE DATE: 03 /20/2o.2v REVISION LOG REVISION NO. • DATE RECEIVED STAFF INITIALS ISSUED DATE ' Z t2 / i/ STAFF INITIALS G��� ` Summary of Revision: Fv- ( LuaCku_la cj ('C'J-er' c e c.,{ 13 (dc dlcr (uk (u c` 6,..),-: i Kc;x c js !;Lt 1'c„---eC ( L� I /Ili l (tin. e Lf (t 7; i ei'1G(r ,i -eA. 4. /I C -e Received by: - C- « / D REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE :RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) PLAN REVI EVV/ROUTING SLIP PERMIT NUMBER: D19-0272 DATE: 06/23/21 PROJECT NAME: King County Metro Transit - Vehicle Maint Bldg SITE ADDRESS: 12400 E Marginal Way S Original Plan Submittal Response to Correction Letter # I 1 G� �� I lt�b p&Pr- DEPARTMENTS: \ 6LS AlAJ' c0()At (4 I 011A tilW C U/as l a- P Building Division ipig Fire Prevention Revision # before Permit Issued X Revision # 1 after Permit Issued �J S Vlh o/go/zl c� Public Works MI Structural ❑ A- 74/-/ Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/24/21 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) DUE DATE: 08/19/21 Approved with Conditions Denied (ie: Zoning Issues) Fire Fees Apply ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/I8/2013 PERMIT COORD COP'( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D9-0272 ,, DATE: 08/21/19 PROJECT NAME: KC METRO TRANSIT - VEHICLE MAINT BLDG SITE ADDRESS: 12400 E MARGINWAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued otio 0/1) 1 Building Division M PO 414°1 ?ublic Works Aln ° 61 P(V Fire Prevention Planning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/22/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/19/2019 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MA [LED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 6/16/2021 Plan Check/Permit Number: D198272 ❑ Response to Incomplete Letter # ❑ Response to iCorrection Letter # ❑X 1 Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: South Base Expansion Development Project RECEIVED CITY OF TUKWILA JUN 2 3 2321 PERMIT CENTER Project Address: Contact Person: 12400 East Marginal Way South Jennifer Lee Phone Number: 206 263 8272 Summary of Revision: Due to budget constraints, full walkway coverage of Building 2 modular walkways was deleted, only 1 canopy at primary entrance is now provided. Sheet Number(s): 2A1.02, 2A5.03, 2S1.01, S6.01 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: E I Entered in TRAKiT on U(P 5 b-I )tJ W \Permit Center\Templates\Forrns\Revision Submittal Form.doc Revised: August 2015 c E Clarity Engineering LLC RECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER Geotechnical Engineering Report King County South Interim Base Tukwila, Washington March 20, 2019 Revision 1 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED AUG 11 2019 TUKWILA PUBLIC WORKS Prepared for: Tetra Tech, Inc Seattle, Washington Prepared By: Clarity Engineering LLC 12705 SW 248th Street Vashon, WA 98070 �►q• oa�a GEOTECHNICAL ENGINEERING REPORT KING COUNTY SOUTH INTERIM BASE TUKWILA, WASHINGTON MARCH 20, 2019 Prepared for: Tetra Tech, Inc Seattle, Washington Attention: Marcel Bodsky Prepared by: Clarity Engineering, LLC 12705 SW 248th Street Vashon, WA 98070 Matthew D. Gibson, PhD, PE Principal Clarity Engineering LLC Project No:107 i KC Interim South Base - Geotechnical Report_revl.docx i Clarity Engineering LLC CONTENTS 1 INTRODUCTION 1 1.1 PROJECT UNDERSTANDING 1 1.2 SCOPE OF SERVICES 2 1.3 BASIS OF REPORT 2 1.4 USE OF THIS REPORT 3 1.5 LIMITATIONS 4 2 SITE AND SUBSURFACE CONDITIONS 5 2.1 SITE CONDITIONS 5 2.2 SUBSURFACE EXPLORATIONS 5 2.3 GROUNDWATER OBSERVATIONS 6 Table 1: Summary of Observed Groundwater Conditions 6 2.4 SMALL PILOT INFI-TRATION TESTS 7 Table 2: Summary of Small Pilot Infiltration Tests 8 2.5 INTERPRETED SUBSURFACE CONDITIONS 8 2.5.1 VM Building 8 2.5.2 OPS Building 9 2.5.3 Southeast Corner 9 3 EARTHQUAKE ENGINEERING HAZARD 10 3.1 LIQUEFACTION AND LATERAL SPREAD 10 3.2 SEISMIC DESIGN INFORMATION 10 Table 3: IBC 2015 Seismic Design Parameters 10 4 SHALLOW FOUNDATIONS 11 4.1 BEARING PRESSURES AND FOOTING DEPTHS 11 Table 4: Shallow Foundation —Allowable Bearing Pressures 11 4.2 UPWARD RESISTANCE 12 4.3 LATERAL RESISTANCE 12 4.4 MAT FOUNDATIONS AND SLABS -ON -GRADE 12 5 SUBGRADE WALLS 13 6 UTILITIES 14 6.1 EXCAVATION AND PIPE SUPPORT 14 6.2 BEDDING 14 6.3 UTILITY BACKFILI' 15 6.4 UPLIFT OF UTILITIES 15 7 DEWATERING 16 7.1 VM BUILDING INSDECTION PITS 17 Table 5: Summary of Observed Water Levels in TP- 5 17 Project No: 107 ii KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC 7.2 DETENTION POND DEMOLITION AND BACKFILLING 17 8 SURFACE WATER INFILTRATION CHARACTERISTICS 18 8.1 VM BUILDING AND WESTERN PROJECT BOUNDARY 18 8.2 OPS BUILDING AND WEST PROJECT BOUNDARY 19 8.3 GROUNDWATER MOUNDING 19 9 PAVEMENT SECTIONS 19 10 EARTHWORK 20 10„1 SUBGRADE PREPARATION 20 10.1.1 VM Building Footings 20 10.1.2 OPS Building 21 10.1.3 Slabs -on -Grade and Pavement 21 10.2 STRUCTURAL FILL 22 10.3 WET WEATHER CONSIDERATIONS 22 10,4 TEMPORARY SLOPES 23 11 SITE DRAINAGE CONSIDERATIONS 24 12 ADDITIONAL SERVICES 24 13 REFERENCES 26 APPENDIX A: SUBSURFACE EXPLORATION A-1 APPENDIX B: GEOTECHNICAL LABORATORY TESTING B-1 APPENDIX C: VIBRATING WIRE INSTRUMENT CALIBRATION SHEETS C-1 APPENDIX D: HISTORIC EXPLORATIONS - SOUTH BASE FACILITY D-1 APPENDIX E: HISTORIC EXPLORATIONS — EXISTING PARKING GARAGE E-1 FIGURES Figure 1—Site Vicinity Map and Exploration Plan Figure 2 - Groundwater Observation Summary Figure 3 - Pilot Infiltration Test Summary - TP-1 Figure 4 - Pilot Infiltration Test Summary - TP-3 Project No: 107 111 KC Interim South Base - Geotechnical Report_revl.docx GEOTECHNICAL ENGINEERING REPORT KING COUNTY SOUTH INTERIM BASE TUKWILA, WASHINGTON 1 INTRODUCTION Clarity Engineering LLC This revised report presents geotechnical engineering recommendations for the King County South Interim Base facility (Facility) located at 12400 East Marginal Way South in Tukwila, Washington (see Figure 1- Site Vicinity Map and Exploration Plan). This report supersedes any previous versions of the report, preliminary conclusions and recommendations previ- ously provided in e-mails, meetings, or by verbal communication. 1.1 Project Understanding The current facilities located on the site consist of a multilevel parking structure, a large com- mercial building, a one-story addition to the commercial building, a stormwater pond, and paved parking areas and throughways. We understand that the existing commercial build- ings and stormwater detention pond will be demolished prior to construction of the new Facility. Construction of the Facility consists of the following features: • Vehicle Maintenance (VM) Building located at the southwest corner of the site. This building is a proposed one-story, at -grade structure that will have maintenance pits used to service buses. We understand that excavations for the maintenance pits will extend down to approximately elevation 22 feet (or 6 to 8 feet below the existing ground surface). • Operation (OPS) building located at the northeast corner of the site where a storm - water pond currently exists. This building is a proposed one-story, at grade structure. According to original development plans, the bottom of the existing stormwater de- tention pond is at approximately elevation +18 feet (or 10 feet below the existing ground surface). • Stormwater treatment and detention vaults along the southern half of the east bound- ary of the site. • Stormwater, sewer, water, and power utilities. • Paving over most of the site including existing building locations. Project No: 107 1 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC 1.2 Scope of Services This scope of services was authorized under work order no. 4 under contract E00455E16 is- sued by Tetra Tech, Inc effective July 9, 2018. The scope was developed based on our under- standing of the project, project objectives, schedule, budget, risk management preferences, and report purpose. The portion of our scope of services covered by this report include: • Data search and gathering of existing geotechnical information. • Site visit to visually observe field conditions and site features visible at the surface. • Geotechnical subsurface explorations: perform field tests, collect samples, and install groundwater monitoring instruments. • Geotechnical laboratory tests. • Geotechnical engineering evaluations and provide recommendations for: • Seismic hazard • Liquefaction and lateral spread • Settlement • Shallow foundations • Retaining walls • Groundwater levels • Groundwater infiltration • Earthwork • Dewatering • Utilities Our scope of services did not include: • Removing instrumentation that we installed at the site. It is the Owner's responsibil- ity to properly decommission subsurface installations in accordance with Washington State regulations when use of the instrumentation is no longer needed. • Restoring site conditions to pre -exploration conditions. 1.3 Basis of Report Our geotechnical evaluations, explorations, conclusions, and recommendations are based on: • The limitations of our approved scope, schedule, and budget described in our scoping letter dated June 18, 2018. Project No: 107 2 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC • Our understanding of the project and information provided by Tetra Tech, Inc and their design team. We assume this information is representative and accurate. • The 2015 International Building Code. • Existing geotechnical subsurface data by Converse Davis Dixon Associates Inc. for the existing King County South Base facility located to the north of the project site. ■ Existing geotechnical subsurface data by Earth Consultants, Inc. for the existing park- ing garage located at the northwest corner of the project site. • Published United States Geologic Survey geology and topography maps. • Site and subsurface conditions we observed in the subsurface explorations as they ex- isted at the time of the explorations. • The results of field testing performed during the explorations and laboratory testing performed on samples we collected from the explorations. • Groundwater measurements made with vibrating wire piezometers (VWPs) installed in two of the exploration boreholes. • Our experience for similar projects with similar site conditions. ■ Assumptions described in this report. 1.4 Use of this Report This report was prepared for the exclusive use of Tetra Tech, Inc and their design consultants for the King County South Interim Base. This report should not be used for other purposes without Clarity Engineering's review. This report is an informational document and is not to be used for construction contractual purposes. Clarity Engineering should be retained to review the applicability of assumptions, conclu- sions, and recommendations of this report if any of the following occurs: • Conditions at or adjacent to the site change due to natural forces or human activity. • The basis of this report has changed or is no longer representative or accurate. • Project details or schedules change or ne'w information about the project or site be- comes available. • If the site ownership or land use has changed. • Regulations or laws change. Project No: 107 3 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 1.5 Limitations This report for the King County South Interim Base was prepared in accordance with local generally accepted engineering principles, practices and standards. No warranty is ex- pressed or implied. The findings and recommendations contained in this report are based upon the services you requested and approved. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. Any interpretations of subsurface conditions in this report are based on our analyses, experience, and judgment. There is no warranty that these subsurface conditions occur anywhere on the site except at the exact location and exact time when and where explorations and field tests were conducted. Groundwater levels can be especially sensitive to seasonal and other changes. Clarity Engineering is not responsible for interpretations others may make using this report. The conclusions and recommendations in this report assume that field explorations and tests, and our interpretations accurately portray and represent subsurface conditions at the site. If, during excavation and/ or construction significantly different subsurface conditions are en- countered from that described in this report, our firm should be immediately notified and retained to review these conditions and, if necessary, revise our recommendations. Unantic- ipated soil conditions are commonly encountered during excavation and construction and cannot be fully anticipated by widely spaced subsurface sampling locations and testing in- tervals. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. If there is a significant lapse of time between our report submittal and the start of construc- tion,we should be retained to review and verify site conditions. Clarity Engineering cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in this report. The recommendations contained in this report are not intended to direct the contractor's methods, techniques, sequences or procedures, ex- cept as may be specifically described in the report. Clarity Engineering will not be responsi- ble or liable for any construction, scheduling, or safety activity on this site. Project No: 107 4 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 2 SITE AND SUBSURFACE CONDITIONS 2.1 Site Conditions The project site is located between E Marginal Way South and Highway 99 in Tukwila, WA. The current facilities located on the site consist of a multilevel parking structure, a large one- story commercial building, a one-story addition to the commercial building, a stormwater pond, and paved parking areas and throughways. Based on historic topographic maps (Wal- dron 1962) and geology and mineral resource documents (Cole and Fraser, 1969), the site was once a rock outcrop consisting of basalt and sandstone. The Riverton quarry was formed at the site in 1930 to mine basalt and andesite. An aerial photograph of the site during quarry operations is shown below. Aerial photograph of site during quarry operations According to these documents, the quarry consisted of many working levels with the lowest occurring along the eastern boundary near the highway. The quarry was apparently back - filled however the methods and composition of that backfill is unknown except where the historic explorations and the explorations performed for this study sampled the fill. 2.2 Subsurface Explorations We performed three mud -rotary borings, one hollow -stem auger boring, seven test pits, and three small pilot infiltration tests (PITs) for the current project to evaluate the subsurface con- ditions at the locations of proposed development. The locations of these explorations and tests are shown on Figure 1— Site Vicinity Map and Exploration Plan. Detailed information Project No: 107 5 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC on methods used for the subsurface explorations, boring logs, and test pit logs are presented in Appendix A: Subsurface Exploration. Laboratory test methods and results are presented in Appendix B: Geotechnical Laboratory Testing. In addition, we have reviewed documents of historic explorations performed by others for previous development of this site and the King County South Base facility to the north. Boring and test pit logs and site map that were prepared for the original King County South Base facility are presented in Appendix D: His- toric Explorations - South Base Facility. Historic boring logs prepared for the development of the existing parking garage structure are presented in Appendix E: Historic Explorations — Existing Parking Garage. Note that a site map and some pages of the boring logs were missing from this document 2.3 Groundwater Observations For i:his study, we measured groundwater piezometric levels using vibrating wire piezome- ters (VWPs) installed in two boreholes (MW-1 and MW-2) and observed indications of groundwater in a third borehole and in the test pits. Calibration sheets for the installed VWPs are presented in Appendix C: Vibrating Wire Instrument Calibration Sheets. A graph of the measured groundwater piezometric levels are shown in Figure 2. Groundwater level obser- vations are also available from the historic explorations completed by others. All observa- tions indicate that groundwater levels vary across the site from approximately 2.5 to 20 feet below existing ground surface. A summary of the observations made by Clarity Engineering are summarized in the table below. Location MW-1 B-2 MW-4 TP--1 TP--2 TP--3 TP--4 TP--5 TP--6 TP--7 Table 1: Summary of Observed Groundwater Conditions Depth in Feet 5.5 to 121 14.5 2.5 to 4.51 5.0 (mounded after PIT) None Observed 4.7 (mounded after PIT) 7.0 4.2 4.0 (perched) 4.0 (perched) Date Observed Sept 6, 2018 to Sept 6, 2018 Sept 5, 2018 to Nov 21, 2018 Nov 21, 2018 Nov 26, 2018 Nov 21, 2018 Nov 21, 2018 Nov 26, 2018 Nov 27, 2018 Mar 19, 2019 Mar 19, 2019 Project No: 107 6 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC The groundwater levels are influenced by rainfall, the water level in the Duwamish River, the geometry of the quarry excavations, groundwater flow from the surrounding areas and slope at the south end of the site, and environmental factors. We will continue to monitor groundwater piezometric levels through May 2019 or through construction if feasible to as- sess seasonal groundwater levels that may impact infiltration and construction activities. We will provide results of the additional groundwater monitoring as an addendum to this report. 2.4 Small Pilot Infiltration Tests Clarity Engineering; performed three small pilot infiltration tests at test pits TP-1, TP-3, and TP-7. Infiltration was attempted at TP-2 and TP-6, however infiltration was not observed in the first hour, so the tests were aborted. Based on over excavation, infiltration was prohibited by bedrock and a cemented sandy silt layer in TP-2 and TP-6, respectively. The tests were performed based on guidelines from the King County Surface Water Design Manual. The test pits were dug to the test depth and then the PIT was started using a hose bib as a source of water. The test depths were chosen based on the proposed depth of infil- tration facilities. The test generally consists of three steps: pre-soak period, steady-state pe- riod, and falling head period. The water was delivered to the test pit using a 3/4-inch hose with a screened dispersion pipe. The flow rate from the hose into the pit was monitored with an in -line flow meter.. During the pre-soak period, a constant head was maintained at about one -foot depth for at least six hours by adjusting the flow of water into the pit. The steady-state period was deter- mined when a constant head was maintained at a constant flow rate from the hose bib for at least one hour. Following the steady-state period, the hose was turned off and a falling head test was per- formed. The water level in the test pit was monitored by visual depth observations based on a survey rod and a vented, 0 to 70kPa, vibrating wire piezometer placed at the bottom of the pit. After the falling head period, the test pits were over excavated about 5 feet to observe soil types and mounding water depths beneath the test elevation. Water level observations for TP-1 and TP-3 are presented in Figure 3 and Figure 4, respec- tively. A summary of the infiltration tests is provided in the Table 2 below. See Section 8 Project No: 107 7 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC Surface Water Infiltration Characteristics for further discussion of infiltration rates and de- sign recommendations. Test Depth Location in Feet TP-1 TP-2 TP-3 TP-6 TP-7 3.5 3.5 4.0 4.0 4.5 Table 2: Summary of Small Pilot Infiltration Tests Test Dimensions in feet 3.5 x 5.0 3.0 x 4.0 3.0 x 4.0 3.0 x 4.5 3.0 x 4.0 Date Performed Nov 21, 2018 Nov 21, 2018 Nov 26, 2018 Nov 26, 2018 Nov 27, 2018 Steady -State In- filtration Rate in incheslhour1 14 None2 9 None2 None2 Falling Head Infiltration Rate at 6-inches of head in inches/hours 8 Not Attempted3 4 Not Attempted3 Not Attempted3 1. Infiltration rates are estimated from field measurements and correction factors used for design of infiltration facilities have not been applied. See Section 8-Surface Water Infiltration Characteristics for infiltration recom- mendations. 2. No visible infiltration observed. 3. Falling head infiltration was not performed given infiltration was not observed at steady-state with zero inflow. 2.5 Interpreted Subsurface Conditions Our understanding of the subsurface conditions of the project site are based on observations of conditions encountered in our explorations, our review of historic explorations, and our understanding of the historic quarry activity at the project site. Given the variability of sub- surface conditions we observed at the site and for purposes of this design report we have assumed different subsurface conditions across the site. 2.5.1 VM Building At the southwest corner of the site where the VM building is proposed we observed a four to five -inch layer of asphalt pavement over approximately 1 to 2 feet of fill. Beneath the fill we encountered dense to very dense sand and very dense sand with gravel and cobbles that appears to be native soils down to the maximum explored depth of 31.5 feet below ground surface (bgs). Some of the sand was slightly cemented. We observed groundwater levels in TP-5 and piezometric measurements monitored by a vi- brating wire piezometer installed in exploration MW-4. Measurements collected since Sep- tember 2018 indicate a piezometric level three to four feet below the ground surface. Mois- ture contents of samples collected from explorations B-3 and MW-4 appear consistent with this piezometric surface. These groundwater measurements were made during the dry Project No: 107 8 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC season and the beginning of the wet season; we estimate that wet season groundwater levels could be as high as 2 feet deep. 2.5.2 OPS Building At the northeast corner of the site near the existing detention pond and the planned OPS building, we observed a four to five -inch layer of asphalt pavement over approximately 1 to 2 feet of base gravel fill. Beneath the gravel base we observed silt, sand, and gravel fill to a depth of about 15 feet bgs underlain by a medium dense to dense sandy silt fill to a depth of 27 feet bgs. Based on groundwater levels, it is possible that the sandy silt was placed in submerged conditions during backfilling of the quarry. Below 27 feet bgs we encountered a hard, blue -grey, sandstone down to the maximum explored depth of 30 feet bgs. Groundwater was observed in boring B-2 at depths of 12 to 14.5 feet bgs. Measurements gathered from the VWP instrument installed in exploration MW-1, indicates a piezometric surface ranging from 5.5 to 12 feet bgs. Moisture contents of samples collected from these two explorations appear consistent with this piezometric surface. Explorations completed for the existing parking structure indicate the shallowest depth of groundwater encountered at that time was nine feet bgs with localized seepage at shallower depths. Explorations completed for the King County South Base facility to the north of the site measured groundwater fluctuations of four to six feet. Seasonal fluctuations of 6 to 8 feet should be considered likely for the OPS building and nearby facilities. 2.5.3 Southeast Corner At the southeast corner of the site where a stormwater detention vault will be constructed, we performedfour test pits, TP-1 through TP-4, and two small PITs (see Section 2.4 Small Pilot Infiltration Tests). The subsurface conditions consisted of 4 to 7 feet of sand with some gravel. Beneath the sand was sandy gravel. In TP-2 and TP-3, refusal conditions were en- countered at 3.5 and[ 8.0 feet below ground surface, respectively, and were interpreted to be bedrock. Based on the explorations along the east boundary of the project and borings com- pleted for the Sound Transit elevated guideway, it appears that the bedrock surface slopes north and east. Project No: 107 9 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC Groundwater was observed at 7 feet in TP-4 and at 5 feet in TP-2 and TP-1 after the PITs. Based on the vibrating wire in MW-1, we expect similar groundwater fluctuations as de- scribed for the OPS building. 3 EARTHQUAKE ENGINEERING HAZARD 3.1 Liquefaction and Lateral Spread We evaluated the liquefaction potential of soils within the project area using the simplified method of Boulanger and Idriss 2014. Earthquake input parameters used in our analyses were based on the 2008 United States Geological Survey (USGS) seismic hazard model for a recurrence interval of 2,475 years (Petersen et al, 2008). We used a design earthquake mag- nitude of 7.1 and peak ground acceleration (PGA) equal to 0.63g. Based on our analyses, the site sandy soils are not susceptible to liquefaction. The analysis method indicates that the silts between 14 and 27 feet bgs near the OPS building would have a factor of safety less than one for liquefaction. However, in our opinion the liquefaction analysis method is conserva- tive for silts; thus, we estimate that elevated pore pressures will result in post -seismic settle- ments of less than one inch. Given this liquefaction analysis, the presence of bedrock to the east below the Sound Transit guideway, and the distance to the green river, the risk of lique- faction -induced lateral spreading for this site is low. 3.2 Seismic Design Information Based on our interpretation of the existing subsurface data, the site can be classified as a Site Class C for structures. Site Class C seismic parameters for this site that should be used to construct a code -based spectrum are shown in Table 3 below. Table 3: IBC 2015 Seismic Design Parameters IBS 2015 Seismic Parameter Site Class Designation Short Period SRA, Ss, Site Class B Long Period SRA, S1, Site Class B Seismic Coefficient, FA Seismic Coefficient, Fv Short Period SRA, Ss, Site Class C Long Period SRA, S1, Site Class C SRA = Spectral Response Acceleration Source: USGS US Seismic Design Maps Value C 1.51g 0.57g 1.0 1.3 1.51g 0.74g Project No: 107 10 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 4 SHALLOW FOUNDATIONS In our opinion, the VM and OPS buildings and slabs -on -grade can be supported by shallow foundations. However, given the varying subsurface conditions, differing preparation of subgrade soils and allowable bearing pressures are required. The VM building foundations can be placed on dense, in -situ soils assumed to be no more than 2 feet below the bottom of the foundations. The OPS building foundations can be placed on structural fill that will need to be placed to fill the excavation created by the demolition of the existing stormwater deten- tion pond. 4.1 Bearing Pressures and Footing Depths Shallow, square and strip footing foundations for the two buildings can be designed for the allowable bearing pressures in Table 4, provided the subgrade preparation recommendations in Section 10.1, Subgrade Preparation are followed. Table 4: Shallow Foundation - Allowable Bearing Pressures Allowable Bearing Foundation Location Pressure Soils VM Building 8 ksf OPS Building 3 ksf ksf = kips per square foot Dense, In -Situ Sand Structural Fill A temporary, one-third increase in bearing pressure is allowed for wind and earthquake loading cases. Footing widths should be a minimum of 18-inches. The VM Building foundations can be founded on the dense, native sand encountered in bor- ings B-3 and MW-4 at 2 feet bgs. The footings should be founded at the lower elevation as determined from the following criteria: • two feet below finished grade, • the bottom elevation of the demolished existing communications building footings, ■ the lowest elevation of soil disturbed by demolition activities. If the above criteria are too costly or onerous for construction, then the VM Building footings can be designed for an allowable bearing pressure of 3 ksf and founded on prepared struc- tural fill as described in Section 10.1, Subgrade Preparation. Project No: 107 11 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC For static loading conditions, footings will experience settlement as loads are applied to the footings. For footings less than 5-foot-square, we estimate that total settlements from long- term loads will be less than one inch and differential settlements will be approximately half of the total settlements. Actual settlement will depend on preparation of the subgrade prior to concrete placement. 4.2 Upward Resistance Upward building forces can be resisted by the self -weight of the footing and compacted soil above the top of footing. Only soil within the vertically projected footprint of the footing should be considered. The soil unit weight above the footing can be assumed to be 125 pounds per cubic foot if compacted, structural fill is used. 4.3 Lateral Resistance Shallow foundations can resist lateral forces by the combination of sliding resistance along the base of the footing and passive pressure against the face of the footing. An ultimate co- efficient of friction for footings and slabs founded on structural fill can be assumed to be 0.55. Ultimate passive resistance for footings can be calculated using an equivalent fluid weight of 450 pounds per cubic foot. A minimum factor of safety of 1.5 should be used for sliding. 4.4 Mat Foundations and Slabs -on -Grade Mat foundations and slabs -on -grade founded on prepared subgrade can be designed assum- ing a Winkler spring model. A coefficient of subgrade reaction for a 1-foot square plate is estimated to be approximately 150 pounds per cubic inch. This coefficient can be modified to larger slabs sizes using the equation ks k1 (i+B)2 l4BJ ks = kl (i+B)2 `2B J for footings/slabs where B < 20 for footings/slabs where B _> 40 Where, Ks = modulus of subgrade reaction, interpolate for intermediate values of B Ki = modulus of subgrade reaction, 1-foot square plate B = Foundation width Project No: 107 12 KC Interim South Base - Geotechnical Report_revi.docx Clarity Engineering LLC Slabs should be underlain by a minimum of 6-inches of compacted drainage layer to serve as a sub -slab drainage and capillary break layer. Slabs -on -grade constructed below the design groundwater level should be designed to resist uplift forces induced by hydrostatic pressures. The pressure will be equal to the depth of the base of the slab below the groundwater level multiplied by the density of water. 5 SUBGRADE WALLS For retaining walls backfilled on one side only, the structural engineer can estimate the lateral load and resistance on the walls using an equivalent fluid to represent the soil. We make the following recommendations for walls with backfill placed per the structural fill recommen- dations as follows: • Retaining wall footings should be designed as described in Section 4, Shallow Foun- dations; • For a yielding wall, defined as one in which the top rotates at least 0.1 percent of the wall height, with level backfill, the wall: should be designed for an active horizontal equivalent fluid density of o 35 pounds per cubic foot (pcf) for soils above the design groundwater level, or; o 18 pounds pcf for soils below the design groundwater level. • For a non -yielding wall with level backfill, the wall should be designed for an at -rest equivalent fluid density of o 55 pcf should be used for soils above the design groundwater level, or; o 28 pcf for soils below the design groundwater level. • For seismic loads, add an incremental uniform earth pressure equal to 8H pounds per square foot (psf) where H is the height of the wall in feet to the active or at -rest earth pressures. • For uniform surface surcharges within a horizontal distance equal to the retained height of the wall, a uniform earth pressure should be applied to the wall. This uni- form earth pressure can be calculated as the uniform surface surcharge multiplied by 0.3 and 0.45 for active and at -rest wall conditions, respectively. • For passive resistance, use an ultimate passive equivalent fluid density of 550 pcf. The top two feet of soil providing passive resistance should be ignored. A factor of safety of at least 1.5 should be used in computing resistance to lateral loads. Project No: 107 13 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC ■ For portions of the wall below the design groundwater level, a hydrostatic water pres- sure should be added to both the active and passive earth pressures. The water pres- sure will start at zero at the groundwater level and increase hydrostatically with depth at a rate of 62.4 pounds per cubic foot. • Hydrostatic uplift pressures will act on the base of retaining wall footings constructed below the groundwater level. The pressure will be equal to the depth of the base of the footing below the groundwater level multiplied by the density of water. • For walls above the groundwater level, weep holes should be installed and the wall should be backfilled with free -draining material. Note that these densities do not consider any surface loading conditions other than uniform surface surcharges. Clarity Engineering should be consulted to evaluate other surcharges conditions if they occur. 6 UTILITIES The native and existing fill soil encountered throughout the site should generally provide suitable support for underground utilities, provided subgrades remain in an undisturbed condition and the pipes and structures are bedded and backfilled as described in the follow- ing sections. 6.1 Excavation and Pipe Support A smooth -bladed excavator bucket should be used to excavate to the subgrade elevation and foot traffic on the subgrade minimized to reduce the amount of disturbance to the subgrade. A layer of bedding material or gravel may be used to protect the subgrade once it is exposed. If unsuitable subgrade conditions are encountered at the time of construction, the subgrade should be evaluated, and the course of action determined by Clarity Engineering. Typical courses of action may include overexcavation and replacement with structural fill, stabiliza- tion with quarry spalls, or judicious use of geosynthetics. 6.2 Bedding Bedding material and placement procedures should meet the appropriate requirements and criteria of the current King County Standard Specifications, depending on the utility being considered. Six inches of bedding is material placed both below and above the utility within Project No: 107 14 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC the trench to reduce detrimental load concentrations on the buried utility. This thickness may need to be increased if the type or class of utility warrants. In areas where a trench box is used, the bedding material should be placed before the trench box is advanced. Bedding material disturbed by movement of trench boxes should be re -compacted prior to final back - filling. Care shouldbe taken not to disturb the utility as the trench box is advanced. 6.3 Utility Backfill For utility backfill the following recommendations are made: ■ Structural fill should be placed on top of the bedding in accordance with 10.2 Struc- tural Fill. • The contractor should exercise care in compacting fill immediately adjacent to and above utilities to avoid damage to the utility. • Backfill should not be dropped directly on the utility. ■ Place and compact backfill uniformly on both sides of the pipe. • Do not place backfill containing cobbles or boulders (particles larger than 3 inches) adjacent to the utility walls. 6.4 Uplift of Utilities Utilities installed at or below groundwater should be evaluated for uplift caused by buoy- ancy of the utility. A factor of safety against uplift is defined as the weight of a manhole or utility divided by upward hydrostatic pressures and should be greater than one. The factor of safety assumes that side friction on the utility is not considered. The weight of the manhole or utility includes its self -weight plus any soil directly above it. If a base flange is used that extends out horizontally beyond and are structurally connected to the manhole then the soil directly above the flange can also be used for self -weight. Soil densities of 125 pcf and 62 pcf can be used for soil above and below groundwater, respectively. Buoyant pressures acting on the utility can be estimated as the unit weight of water (62.4 pcf) multiplied by the depth of the base of the utility below groundwater. Groundwater levels to be considered for the uplift evaluation of utilities will depend on where they are located on the site. Three recom- mended groundwater level zones for the purposes of utility uplift calculations are shown on Figure 1. Groundwater elevations (NAVD88) of +29 feet, + 27 feet, and + 25 feet are recom- mended for zones 1, 2, and 3, respectively. Project No: 107 15 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 7 DEWATERING Based on our review of project plans, we expect excavations for the VM building inspection pits, demolition and backfilling of the existing stormwater detention pond, and various util- ity and detention vaults around the site will occur below groundwater and in areas with localized seepage. Based on our understanding of the subsurface conditions, we assume that a combination of dewatering wells and/or sumps and pumps could be used to manage groundwater inflow in these excavations. The dewatering system components will depend on the time of year dewatering is performed and the means and methods of the contractor. We make the following recommendations: • Pumped groundwater will likely need to be stored temporarily in above ground tanks so that suspended solids can settle out and be removed before pumping the water to the storm drains. • Dewatering of excavations will lower the groundwater levels outside the extents of the excavations. Construction requiring dewatering should be performed and com- pleted prior to construction of footings and walls within the dewatering system's area of influence where groundwater will be lowered. • The contractor should take care to not change the natural groundwater levels around existing or new structures to reduce the potential of inducing dewatering related set- tlements. • The contractor should be required to hire a professional civil engineer or licensed hy- drogeologist to develop a dewatering design based on the contractor's planned sched- ule and methods of excavation. The design should be submitted to Clarity Engineer- ing for review and should include a description of the system, materials, and equip- ment to be used. • Clarity Engineering should review the contractor's dewatering plan before commenc- ing with dewatering and excavation below groundwater. • Clarity Engineering should be on -site during implementation of the dewatering sys- tem. Additional information for specific locations of the project site are provided below. Project No: 107 16 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 7.1 VM Building Inspection Pits For construction dewatering purposes of the VM Building inspection pits, the excavations will require excavations up to 3 feet below the groundwater level. Local excavations for sump pits and utilities will require excavations up to 6 feet below the groundwater level. Shallow excavations above the groundwater level may also encounter localized seepage. To assess groundwater infiltration behavior near these pits, after excavation of TP-5 to a depth of 9 feet bgs (elevation 20 feet), we allowed groundwater to infiltrate into the test pit. The test pit horizontal dimensions were approximately 2 feet by 3.5 feet. The water level in the test pit was observed using a measuring tape and is summarized in Table 5. Table 5: Summary of Observed Water Levels in TP- 5 Depth to Water Elevation of Water Surface Elapsed Time in Feet in Feet in Minutes 9.0 20.0 0 8.5 20.5 4 8.0 21 17 7.5 21.5 28 6.9 22.1 48 Groundwater initially encountered at 4 feet deep (elevation 25 feet) While the water level rose in TP-5, we observed caving of the vertical side walls where groundwater was flowing into the test pit through the side walls. The inflow rates into TP-5 are dependent on the geometry of the test pit, soils encountered, and groundwater levels at the time the test pit was excavated. These observations will differ from those experienced during constructionas infiltration rates into an excavation will depend on the geometry of the excavation, accumulated rainfall, actual soil and groundwater conditions encountered at the time of construction. For these reasons, the observed rates should not be used directly as expected rates of groundwater inflow of a larger excavation to be completed during construc- tion. 7.2 Detention Pond Demolition and Backfilling Demolition of the detention pond will require removal of stormwater from the pond and excavation of pond Infrastructure and accumulated sediments. Given our understanding of the bottom of the pond elevation earthwork will need to take place approximately 4 feet Project No: 107 17 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC below observed groundwater levels. Depending on the weather season this work is per- formed in, groundwater may be higher and local seeps may be encountered. 8 SURFACE WATER INFILTRATION CHARACTERISTICS Pilot Infiltration Tests (PITs) were performed to assess infiltration behavior at the site and are described in Section 2.4-Small Pilot Infiltration Tests. In addition, we estimated infiltration characteristics of the near surface soils based on grain -size tests performed on samples col- lected from the borehole explorations. Our evaluation of the subsurface infiltration charac- teristics is based on the Department of Ecology's 2014 Stormwater Management Manual for Western Washington (SMMWW). This manual was used to evaluate short-term infiltration rates for the soils tested. Correction factors to address uncertainties associated with variabil- ity in the subsurface soils and the amount of siltation and bio-build-up that could occur over the design life of the facility were applied to these short-term infiltration rates to calculate a long-term design infiltration rate. The SMMWW requires the base of all infiltration systems to be at least 5 feet above the seasonal high groundwater level, bedrock, or other low perme- ability layer. Per the SMMWW, this separation may be reduced to 3 feet if a ground water mounding analysis, volumetric receptor capacity, and the design of the overflow and/or by- pass structures are judged by the site professional to be adequate to prevent overtopping and meet design goals. 8.1 VM Building and Western Project Boundary For the area around the VM building including the western boundary of the site we recom- mend no infiltration. This is based on the high groundwater level to the south and the rela- tively impermeable layers encountered at about 3 to 4 feet deep along the remainder of the boundary. Some infiltration may occur for shallow facilities one to two feet deep, however given the separation distance to the impermeable soils and shallow groundwater level, the rates may be small. Thus, facilities in this area should be designed with an underdrain that can accommodate all water introduced to the facility. Additional field tests and engineering including a groundwater mounding analysis would be required to determine allowable infiltration in these shallow soils. Based on discussions with the project team, limited opportunities to infiltrate, and likely low infiltration rates, these additional tests and analyses will not be pursued further. Project No: 107 18 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC 8.2 OPS Building and West Project Boundary For the area around the OPS building including the eastern boundary of the site we recom- mend design infiltration rates of 0.5 to 1 inch per hour. These rates include the following correction factors; Ftesting=0.5, Fpiugging=0.8, and Fgeometry=0.3 estimated from 4D/W + 0.05, where D=distance from the bottom of the proposed facility to either the maximum wet -season water table or seven feet, and W=width of facility. Corrections factors are applied by multiplying the measured infiltration rate by each factor. As discussed in Section 2.5.2, groundwater lev- els may occur as high as 6 feet below the ground surface based on the current groundwater level and historic fluctuations measured in the 1970's at the King County South Base facility to the north. Given the high groundwater levels, the base of infiltrating facilities should be located no lower than one foot deep. Deeper infiltration facilities will require a groundwater mounding analysis to be performed and additional consideration of the influence of the ex- isting Sound Transit infiltration facilities. 8.3 GROUNDWATER MOUNDING Groundwater mounding is an upward and outward expansion of the free water table, which results from a surface recharge method. Mounding can alter groundwater flow; however, the effects are often localized and may be temporary, depending on the frequency and duration of the surface recharge events. The 2014 SMMWW requires a groundwater mounding anal- ysis for projects where runoff from more than o:ne acre will be infiltrated, or where it is de- sired to reduce the vertical separation between the bottom of the facility and the groundwater level to 3 feet. A groundwater mounding analysis was not in our scope of services. Clarity Engineering should be consulted if the above criteria are met and a mounding analysis be- comes necessary. 9 PAVEMENT SECTIONS We understand that two new pavement sections have been designed Tetra Tech for this site. The first section consists of 8 inches of hot -mix asphalt (HMA) placed over 4 inches of crushed surface base course (CSBC) to accommodate heavily traveled portions of the site with an es- timated 300,000 to 600,000 equivalent single axle loads (ESALS). The second section consists of 6 inches of HMA placed over 4 inches of CSBC. The design life for the pavement sections is 5 to 10 years. To evaluate these pavement sections for the subsurface conditions at the site Project No: 107 19 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC a bulk sample was collected from TP-4 so that a California. Bearing Ratio (CBR) test could be performed. The results of this are presented in Appendix B: Geotechnical Laboratory Testing. The CBR measured in the test was 15 to 20 and is consistent with the subgrade soils encoun- tered in our explorations that are prepared according to Section 10 Earthwork. We performed an AASHTO flexible pavement analysis based on the provided pavement sections, traffic loadings, design life, and observed subsurface conditions. The results of this evaluation in- dicate the pavement section has an adequate structural number. Pavement sections should be placed on prepared subgrade and described in Section 10 Earth- work. 10 EARTHWORK 10.1 Subgrade Preparation Subgrade preparation for the new facilities should begin with the removal (stripping) of all deleterious matter, organic matter, asphalt, concrete, and existing structures. Given the var- iability of subsurface conditions, additional subgrade preparation will vary based on the pro- posed structure locations. 10.1.1 VM Building Footings The subsurface conditions near the proposed VM building location indicate dense to very dense native sands within a few feet of the existing ground surface. Given the bearing pres- sures of 8 ksf recommended for this area, the footings subgrade should be prepared such that the footings are founded on undisturbed, dense to very dense native sand. This may require localized overexcavation of fill and other soils disturbed by demolition or construction activ- ities. The contractor should consider the use of rat slabs of concrete or controlled density fill (CDF) to preserve the bearing conditions of the native sand. The footing excavations should also be maintained in state where surface water and groundwater are not allowed to flow into the excavation and pond on the footing subgrade. Footing excavations that require over - excavation to expose the bearing soils may be backfilled with CDF up to the base of footing elevation. In this case the CDF backfill should have a width equal to the footing width plus twice the overexcavation depth and be centered on the footing location. For footings Project No: 107 20 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC designed for the lower 3 ksf bearing pressures, preparation of the subgrade should be based on recommendations in Sections 10.1.3 Slabs -on -Grade and Pavement and 10.2 Structural Fill. Demolition, excavation, and construction will occur below groundwater levels and levels where perched groundwater seepage could occur. Refer to Section 7 Dewatering for addi- tional details and recommendations. 10.1.20PS Building A stormwater detention pond is currently present at the proposed location OPS Building. We understand the detention pond's infrastructure includes concrete, rip -rap, liner, organic material, and other physical features will be demolished and removed. We anticipate the demolition will expose undocumented fill placedduring the backfilling; of the quarry site and past development at the site. The excavation created by the detention pond demolition should be backfilled with structural fill, as described in Sections 10.1.3 Slabs -on -Grade and Pavement and 10.2 Structural Fill, prior to the placement of slabs -on -grade and building foot- ings. Demolition, excavation, and construction will occur below groundwater levels and levels where perched groundwater seepage could occur. Refer to Section 7 Dewatering for addi- tional details and recommendations. 10.1.3Slabs-on-Grade and Pavement Exposed subgrade for slabs -on -grade should be observed and evaluated by Clarity Engineer- ing. For mat foundation areas, this evaluation should be performed by proof -rolling the ex- posed subgrade with a fully loaded dump truck. Where truck access is restricted, the sub - grade should be evaluated by probing the soil with a steel T-probe. Soft/loose soils identified during subgrade preparation should be compacted to a firm and unyielding condition or over -excavated and replaced with structural fill, as described in Section 10.2, Structural Fill. If the subgrade requires additional filling to meet design elevations, then structural fill should be used above the proof -rolled or T-probed subgrade. Excavations made during demolition and construction, for example to remove underground storage tanks, utilities, or existing foundations, should be backfilled with Structural Fill per Section 10.2 Structural Fill. Project No: 107 21 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 10.2 Structural Fill Structural fill will be required in areas where the site grade must be raised to proposed slab and footing elevations. Structural fill should meet the gradation requirements of Type 17 material in Section 9-03.16, Mineral Aggregate Chart in the City of Seattle Standard Specifi- cations or equivalent. We estimate that some of the on -site material may be suitable for re- use as structural fill. Some of the excavated fill and native deposits could be silty and above optimum moisture content, and thus may be unsuitable for re -use as structural fill unless it is moisture conditioned to within 3 percent of the optimum moisture content. Depending on the project schedule, area available for moisture conditioning, and the time of year when construction is planned, moisture conditioning may be very difficult or not feasible. If mois- ture conditioning is required and not feasible, material that meets the criteria should be im- ported. Clarity Engineering should evaluate the use of on -site material or any proposed im- ported materials or on -site soils for suitability as structural fill. The Contractor is responsible for protecting stockpiled material from becoming unsuitable while it is on site. Structural fill should be placed in uniform lifts and compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM International [ASTM] Designation: D 1557). For structural fill placed more than two feet below mat slab elevations should be compacted to at least 90 percent of the Modified Proctor maximum dry density. The thickness of soil layers before compaction should not exceed 10 inches for heavy equipment compactors and 6 inches for hand -operated mechanical compactors. The most appropriate lift thickness should be determined in the field using the contractor's selected equipment and fill and ver- ified with in -situ soil density testing. All compacted surfaces should be sloped to drain to prevent ponding. Structural fill operations should be observed and evaluated by Clarity En- gineering. 10.3 Wet Weather Considerations If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when control of soil moisture content is not possible, the following recommendations should apply and be incorporated into the contract specifications: • The ground surface in and surrounding the construction area should be sloped as much as practical to promote runoff of precipitation away from work areas and to prevent ponding of water. Project No: 107 22 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC • Work areas or slopes should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. • Earthwork should be accomplished in small sections to reduce exposure to wet con- ditions. That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with a backhoe, or equivalent, located so that equipment does not pass over the excavated area. Thus, subgrade dis- turbance caused by equipment traffic would be reduced. • Fill material should consist of clean, well -graded, pit -run sand and gravel soils, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet sieving the fraction passing the 3/4-inch mesh sieve. The gravel content should range from between 20 and 50 percent retained on a No. 4 mesh sieve. The fines should be nonplastic. • No soil should be left uncompacted and exposed to moisture. A smooth -drum vibra- tory roller, or equivalent, should roll the surface to seal out as much water as practical. • In -place soil or fill soil that becomes wet and unstable and/or too wet to suitably com- pact should be removed and replaced with clean, granular soil (see gradation require- ments above). • Excavation and placement of structural fill material should be observed on a full-time basis by Clarity Engineering. • Grading and earthwork should not be performed during periods of heavy, continuous rainfall that prevents compaction requirements from being met. 10.4 Temporary Slopes All shoring and excavation work (and all project work) should be accomplished in compli- ance with applicable local, state, and federal safety codes. The contractor should be made responsible for meeting these codes, the stability of all temporary cuts and slopes, and control of all surface and groundwater encountered during construction. We anticipate that excavations can be accomplished with conventional excavating equip- ment, such as a dozer or track hoe. For planning purposes, vertical cuts up to 4 feet may be Project No: 107 23 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC attempted vertically in unsaturated soil, if there are no indications of side wall instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. For cuts greater than 4 feet, temporary unsupported, open -cut slopes should be no steeper than 1.5H:1V above groundwater and 2H:1V below natural groundwater levels. Exposed cut slopes may need to be protected with a waterproof covering during periods of wet weather to reduce sloughing and erosion. Ditching sumps, trench drains, and other measures may need to be used as necessary to permit proper completion of the work. Surface water should not be allowed to flow into excavations. 11 SITE DRAINAGE CONSIDERATIONS Site grading should be planned to transmit water away from buildings and slabs. Perimeter, sub -slab, and footing drains should be used for the buildings and hydraulically connected to drain the capillary break layer. These drains should consist of 4-inch diameter perforated pipe wrapped in filter fabric and placed on a bed of and surrounded by 6 inches of clean free - draining sand and gravel. Roof drains and pavement drainage should not be tied into footing drains. 12 ADDITIONAL SERVICES The conclusions and recommendations presented in this report assume that Clarity Engineer- ing will continue to be consulted to perform the following services that are included in our current contractual scope of services: • Collect VWP measurements of groundwater levels through the end of Spring 2019 and/or end of construction if possible. ■ Review and modify recommendations as additional information and site data become available. • Review the final project plans and specifications to evaluate the implementation of our design recommendations. • Review of contractor's requests for information. • Review of the contractor's geotechnical and dewatering submittals. ■ Observe geotechnical construction activities including the preparation of foundation subgrade, slabs -on -grade subgrade, excavation of infiltration facilities, demolition of Project No: 107 24 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC existing building foundations, dewate:ring, placement of structural backfill, among other activities to evaluate the conditions observed during construction relative to those assumed in this report. Project No: 107 25 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 13 REFERENCES ASTM International (2012). American Society of Testing Materials Annual Book of Standards, Vol. 4.08, West Conshohocken, PA. Boulanger, R. W., and I. M. Idriss. 2014. "CPT and SPT Based Liquefaction Triggering Proce- dures." Rep. No. UCDICGM-14 1. Cole; Bert L., and Fraser, Don L., 1969, Geology and Mineral Resources of King County, Washington, Bulletin No 63., Division of Mines and Geology - State of Washington Depart- ment of Natural Resources. King County Surface Water Design Manual, 2016 Petersen, Mark D., Frankel, Arthur D., Harmsen, Stephen C., Mueller, Charles S., Haller, Kathleen M., Wheeler, Russell L., Wesson, Robert L., Zeng, Yuehua, Boyd, Oliver S., Perkins, David M., Luco, Nicolas, Field, Edward H., Wills, Chris J., and Rukstales, Kenneth S., 2008, Documentation for the 2008 Update of the United States National Seismic Hazard Maps: U.S. Geological Survey Open -File Report 2008-1128, 61 p. Seattle Building Code, 2015 Troost, K.G., Booth, D.B., Wisher, A.P., and Shimel, S.A., 2005, The geologic map of Seattle - a progress report: U. S. Geological Survey open file report 2005-1252, scale 1:24,000 Waldron, Howard, H., 1962, Geologic map of the Des Moines Quadrangle, Washington, U.S. Geological Survey, scale 1:24,000 Project No: 107 26 KC Interim South Base - Geotechnical Report_revl.dooc STATE ROUTE NO. 599 ( I._.I.1 I. MINN � a a cu cu bC aJ 1-7 0 0 N 610Z 'OZ y�ieyy 2Mp.deuial!S J>i\Vuy}eiQ\uoisue xgaseflInnog-IiapJOtSe.L\uolsue xg aseg;isueJL DN LOT \spa.old - J'71gj\DTI upaauT u3 Aiuelj \J113J Qo\uosq; 7eTAT\slam \.J (sa>_pur) uope}idpazd O ti PO 0 3 3 I I Ground Surface C. 10 10 • Mill ■ • N ile MINN • 11 co O d N (NI N N N CO ti (i;'ggUAVN) uoi}Unaia appuiozatd aalPMpuno10 h ft N O 6) GO CNJ • o z 0 0 0 March 2019 L w o Q• ` H CD Cr) V 1--. v Q u) 0 5 =�00H ui vow oo QN ; . "5 RS OGO- H N 4CJ QN�' �O is 0 -d •° .l Lr, .-. =>oci) 2Z ZNpbo,. H 0 -0 — '0 g • au .o00H �� �7:1 o '--+ o oN Q c C v 0 °� ■ ° V ++ tt 0 j�Q �'5 cHn�" o i .), , „2"› ' . '. . n: O cu z�,.��0 Q cu +. 1 ;. u "�4'°, O • OO H v 2 v"Q N u.o0 8C.7�<C 4>,-flcn 1NE z -N C 4 10 ti FIG. 2 uos40.17eIN: 4 Sez6969t+Onap•llsodiaptagmau\uoisueaxgasegtonos-Liapacpisey\uolsueaxg aseg;Isueiy Jx Lol\slaaio1g- J77aJ\nauelJ\yfl J Qo\uosquDHey1\sxasn\:J Vented VWP Falling head period • 1 . — 1 Steady-state period, inflow 2.5 gpm (salput) tpdap zaleM, ti CO O� N TT N ti Falling head period ao Steady-state period, inflow 2.5 gpm 1 O 10 O (znouJsagJut) a}ez uogez}ice 4uazeddy M December 2018 .Si FIG. 3 uosg1J14ey1.^4 '8JOTTOLz+On0p Zlsoa'I'o:ia^ d,l. ,slsay \ uopeiligup uolsueaxgasegtgnos-Isapsplsey \uolsueaxg aseg Ilsue.0 J>I LOI \ slaa!oDd \ T Vented VWP I • I 10 N Falling head period 10 Steady-state period, inflow 1.4 to 1,5 gpm Falling head period E bo 10 c+) O tr) O 1 O (sauaut) a}dap za4eM (znoi.Jsaiput) a}ez uogez}p}ut;uazeddy 0 • Q � vCt Ct o o- o�� bO x December 2018 L G cC O m '* "0 •.t. ▪ u 4-4 • v O CU et 74-1 CnCt ▪ 4-4 FIG. 4 £ yy \ s4sa3, \uogei;;guJ \ uorsueaxgasegq;nog-LiapJoxsey\ uo;sueaxg aseg;isueiy DA LOL \sua!oId \ Clarity Engineering LLC APPENDIX A: SUBSURFACE EXPLORATION A-1 GENERAL Field explorations for the King County South Interim Base project consisted of drilling four borings. The locations of both the recent and applicable existing explorations are shown on Figure 1- Site Vicinity Map and Exploration Plan in the main text of this report. A-2 BORINGS The explorations boreholes, designated MW-1, B-2, B-3, and MAN-4, were drilled by Holt Ser- vices of Edgewood, Washington, under subcontract to Clarity Engineering, from September 4 through 6, 2018. The borings were drilled using a B-52 truck -mounted rig. Borings MW-1, B-3, and MW-4 were drilled using mud -rotary drilling techniques. Boring B-2 was drilled using hollow -stem auger techniques so that groundwater during drilling could be observed. Boring depths ranged from 25.5 to 30.5 feet below the existing ground surface. Washington one -call was contacted with at least 48 hours of notice prior to commencing bor- ing activities. Given numerous underground utilities at the site, we subcontracted with APS Locate Services to surface locate potential utilities with the area of exploration. The soils encountered in the borings were classified in general accordance with the Unified Soil Classification System, as described in Figure A-1. The logs of the borings are after this figure. A-3 INSITU TESTING Standard Penetration Tests (SPTs) were generally performed in the borings at 2.5-foot inter- vals in the upper 20 feet and at 5-foot intervals thereafter. A near surface grab soil sample was collected from boring B-2. The SPT tests were performed in general accordance with ASTM International (ASTM) Designation: D1586, Standard Method for Penetration Test and Split -Barrel Sampling of Soils. The SPT consists of driving a 2-inch outside -diameter split - spoon sampler a total distance of 18 inches into the bottom of the boring with a 140-pound hammer falling 30 inches. The number of blows required to cause the last 12 inches of pene- tration is termed the Standard Penetration Resistance (N value). When penetration re- sistances exceed 50 blows for 6 inches or less of penetration, the test is terminated, and the Project No: 107 A-1 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC number of blows and the corresponding penetration are recorded. The N-values were rec- orded by a representative from our firm and are noted and plotted on the log of the boring. The N-values provide a means for evaluating the relative consistency (stiffness) of cohesive soils and the relative compactness or density of cohesionless (granular) soils. A more detailed description of the N-values and how they relate to soil characteristics is presented in Figure A-1. The split -spoon sampler used during the penetration testing recovers a disturbed sample of the soil. Recovered samples were classified in the field and recorded on the logs by our field representative, sealed in jars, and submitted for laboratory testing. Laboratory testing was later performed on selected samples; the results of the testing are presented in Appendix B: In general, after each boring was completed, the bore hole was filled with bentonite chips, and the ground surface was restored to its pre-existing elevation. Restoration consisted of either a concrete patch or a flush -mounted well monument. Groundwater pressure monitoring instruments, vibrating wire piezometers, were installed in borings MW-1 and MW-2 at depths indicated on the boring logs. The surface of these boring was completed with a flush -mounted well monument head, cemented into place. A battery -operated data logging device was attached to the instrument wires and placed in the monument casing to allow for daily groundwater pressures to be recorded. The recorded groundwater pressures were used to calculate the groundwater piezometric level at the ex- ploration location. A-4 TEST PITS Shallow subsurface conditions and small pilot infiltration tests were evaluated using test pit excavations. The locations of the test pits are shown on cable existing explorations are shown on Figure 1 - Site Vicinity Map and Exploration Plan. The test pits were excavated using a rubber -tracked mini -excavator operated by Northwest Excavating & Trucking Co, Inc. sub- contracted to. Clarity Engineering. The test pits depths ranged from 3.5 to 9 feet and they were backfilled using the materials excavated. A Clarity Engineering representative ob- served and logged the test pits, retrieved representative grab samples, and prepared descrip- tive test pit logs. The logs of the test pits are presented in this Appendix. Project No: 107 A-2 KC Interim South Base - Geotechnical Report_revl.dooc UNIFIED SOIL CLASSIFICATION SYSTEM - ASTM D2488 1,1re I exuuat_.ner - sruML OJZULU I I MAJOR DIVISION GROUP LETTER GROUP NAME SYMBOL SYMBOL COARSE GRAINED CONTAINS LESS THAN• 50% FINES GRAVEL AND GRAVELLY SOILS MORE THAN 50°/, OF COARSE FRACTION RETAINED ON GRAVEL WITH < 5% FINES ow 1111 ow •Ile ..II GW Well -graded GRAVEL ...V "*u-i 16 GW Well -graded GRAVEL WITH SAND `-5 ° o ° o o C GP Poorly graded GRAVEL .• :• :::• �4v GP Poorly graded GRAVEL WITH SAND GRAVEL WITH BETWEEN 5% AND 15% FINES •� ;'•ljtil ' GW-GM Well -graded GRAVEL WITH SILT �� ; �• ,� GW-GC Well -graded GRAVEL WITH CLAY o Qo'"• GP -GM Poorly graded GRAVEL WITH SILT NO. 4 SIEVE ; /, Cy 6. � GP -GC Poorly graded GRAVEL WITH CLAY GRAVEL WITH > 15% FINES ° II. o C! i GM SILTY GRAVEL " 4,'Z. 4010, • v 0 GC CLAYEY GRAVEL SAND AND SANDY SOILS MORE THAN OF COARSE FRACTION PASSING ON SAND WITH < 5% FINES SW Well -graded SAND C:�j..• .'•�'•••• �, .'%•e ••! SW Well -graded SAND WITH GRAVEL • Sp Poorly graded SAND a:: • ' :::.4..::A.:: o SP Poorly graded SAND WITH GRAVEL SAND WITH BETWEEN 5% AND 15% FINES • SW-SM Well -graded SAND WITH SILT '•••;••/ •• •�f / `e• SW -SC Well -graded SAND WITH CLAY NO. 4 SIEVE ' ,:••'� :•.' • : �' :: SP-SM Poorly graded SAND WITH SILT : ; SP-SC Poorly graded SAND WITH CLAY SAND WITH > 15%FINES • '' . SM SILTY SAND tr. f•..•• :• SC CLAYEY SAND FINE GRAINED SOILS CONTAINS MORE THAN 50% FINES SILT AND CLAY LIQUID LIMIT LESS THAN 50 ML Inorganic SILT, low plasticity ML Inorganic SILT WITH SAND, low plasticity j / CL Lean inorganic CLAY, low plasticity CL Lean inorganic CLAY WITH SAND, low plasticity g p y — —_—_ _ _ - — — -- OL ORGANIC SILT, low plasticity LIQUID LIMIT GREATER p MH Elastic inorganic SILT, moderate to high plasticity // CH Fat inorganic CLAY, moderate to high plasticity THAN 50 !S •r^- OH ORGANIC SILT or CLAY, moderate to high plasticity HIGHLY ORGANIC SOILS rr PT PEAT soils with high organic contents TOPSOIL TP TOPSOIL NOTES: 1) Sample descriptions are based on visual field and labora ory observations using classification methods of ASTM D2488. Where laboratory data are available, classifications are in accordance with ASTM D2487. • 2) Solid lines between soil descriptions indicate change in interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. 3) Fines are material passing the U.S. Std. #200 Sieve. FIGURE A-1 (Sheet 1 of 2) BORING LOG KEY : SAMPLING METHOD w El 2-inch OD SPT Split Spoon Sample with 140-Ib hammer falling 30 inches (ASTM D1586). No Recovery. Shelby Tube Sample (ASTM D1587). 3-inch OD Split Spoon Sample (California Sampler) with 300-Ib hammer falling 30-inches. Grab Sample (GB). Non Standard (As noted on log). Core Run. COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No. 4 (4.75 mm) Coarse gravel 3 in to 3/4 in Fine gravel 3/4 in to No. 4 (4.75 mm) Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Coarse Sand No. 4 (4.75 mm) to No. 10 ( 2.00 mm) Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay Smaller than No. 200 (0.075 mm) LABORATORY TEST AL FC GSD ENV SG MD C UCS Perm PP TV DS 0 Atterberg Limits Fines Content Grain Size Distribution (Sieve and/or Hydrometer) Environmental Testing Specific Gravity Moisture Density Relationship Consolidation Unconfined Compression Strength Hydraulic Conductivity Test Pocket Penetrometer Torvane Direct Shear Organic COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace Few Some Less than 5% 5-15% 15-30% MOISTURE CONTENT DRY Absence of moisture, dusty, dry to the touch, MOIST No visible water, near optimum moisture content. WET Visible free water,usually soil is below water table. SATURATED Water content prevents soil from retaining structure. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N - VALUE COHESIONLESS SOILS COHESIVE SOILS Density N (blows/ft) Approximate Relative Density Consistency N (blows/ft) Approximate Undrained Shear Strength (psf) Very Loose Loose Medium Dense Dense Very Dense 0 to 4 4 to 10 10 to 30 30 to 50 over 50 0 - 15 15 - 35 35 - 65 65 - 85 85 - 100 Very Soft Soft Medium Stiff Stiff Very Stiff Hard 0 to 2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 < 250 250 - 500 500 - 1000 1000 - 2000 2000 - 4000 > 4000 SOIL STRATIFICATION AND STRUCTURE VWP Groundwater level & datg measired is Groundwater at time of dolling (ATD) Groundwater 2 Level And Date Measured ' PIEZOMETERS ement Seal entonite lank Casing Filter Pack Screened Casing Vibrating Wire Piezometer and Number lough Bottom STRATA DESCRIPTION STRUCTURE DESCRIPTION Parting Seam Layer Pockets Occasional Scattered Numerous Less than 1/16 inch thick 1/16 to 1/2 inch thick 1/2 to 12 inch thick Inclusions < 1 inch thick < 1 occurrance per foot > 1, < 10 occurrance per foot > 10 occurrances per foot Laminated Stratified Fissured Slickensided Blocky Lensed Homogenous Dilatent Alternating layers of varying material or color with layers less than 1/4 inch thick; note thickness Alternating layers of varying material or color with layers > or = 1/4 inch thick; note thickness Breaks along definite planes of fracture with little resistance to fracturing Fracture planes appear polished or glossy, sometimes striated Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils such as small lenses of san scattered through a mass of clay, note thickness Same color throughout Water appears quickly on the surface of the specimen during shaking and disappears quickly upon squeezing d FIGURE A-1 (Sheet 2 of 2) D WORK\KC.G 1 zz 0 z z a. w w m m SION\TASKORDER a x 7 KC TRANSIT - I:\PROJEC co T STD US LAB.G 0 GENERAL BH / C IEi tianl Engi. eeonq LA.0 WELL NUMBER MW-1 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME IGnq County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila Washington DATE STARTED 9/5/18 COMPLETED 9/5/18 GROUND ELEVATION 28 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services DRILLING METHOD Mud Rotary LOGGED BY MDG CHECKED BY CLG GROUND WATER LEVELS: AT TIME OF DRILLING -- AT END OF DRILLING --- NOTES AFTER DRILLING -- a. ui RECOVERY rn IT ZQ mOO Z TESTS U uD S U 0 o Q MATERIAL DESCRIPTION WELL DIAGRAM Casin Too Elev. 28 (ft) 4 SPT S-1 100 10-10-11 (21) MC = 11% SPT S-2 89 22-29-45 (74) MC= 11% SM Asphalt 97 (SM) Medium dense, gray -brown, fine poorly graded silty Sand with fine gravel, moist [FILL] :'`; 5.5 22.5 SPT S-3 89 15-28-37 (65) MC=9% 10 = 11 SPT S-4 15-18-23 (41) 12 = 13 SPT 14 S-5 15 = 100 11-26-30 (56) MC = 9% 16 SPT S6 100 12-14-16 (30) MC = 17% 17 = 18 = 19 20 21 22 = SPT S-8 13-16-19 (35) 23 = 24 = 25 = 26 SPT S9 100 7-7-9 (16) MC = 18% 27 = 28 = 29 = 0= SPT S-11 100 50/2 GM ML (GM) Very dense, gray -brown, silty Gravel with fine to medium sand, moist [FILL] 13.5 (ML) Medium dense to dense, gray -brown, sandy Silt, wet, scattered gray silt partings [FILL] VWP 27.0 1.0 Very dense, blue -gray, Sandstone 30.2 -2.2 Bottom of borehole at 30.2 feet. BORING NUMBER B-2 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME Kinq County South Interim Base PROJECT NUMBER 107 DATE STARTED 9/6/18 PROJECT LOCATION Tukwila, Washington COMPLETED 9/6/18 GROUND ELEVATION 28 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Sendces GROUND WATER LEVELS: Q. AT TIME OF DRILLING 14.50 ft / Elev 13.50 ft DRILLING METHOD Hollow Stem Auger LOGGED BY MDG CHECKED BY CLG AT END OF DRILLING -- NOTES AFTER DRILLING --- 2 d iG RECOVERY % u). U_ 0 0 Q J MATERIAL DESCRIPTION GB S-1 100 SPT S2 67 8-18-18 (36) 0- z= - 5 = ¢_ X w w ¢= - 7 = m o - 8 W SPT °? = 9 S-4 SPT S-3 56 15-17-16 (33) SPT S-5 83 89 17-23-26 (49) 11-22-21 (43) z- 13 SPT x = 14 I I S-6 m- 15 = - 16 =17= 18= =19= o= 20 = 0- L-,' = y 21 =22= =23= =24= - - 25 = = 26 =27- m GENERAL B SPT S-7 89 89 13-23-15 (38) 13-9-11 (20) SPT S-8 89 6-8-13 (21) SPT S-9 89 14-17-17 (34) SPT 0 A 50/3" S_10 r Asphalt ``. (SM) Medium dense to very dense, gray -brown, silty Sand with fine gravel, moist [FILL] SM . ML 1 27 7, sand tense with water in pores 14.0 14.0 SZ (ML) Medium dense to dense, gray -brown, sandy Silt, wet [FILL] gravel size basalt fragments in sample gravel size basalt fragments in sample 27.0 1.0 1tl.0 No recovery, drilling action indicates sandstone Bottom of borehole at 27.6 feet. flEi Civo,Engncrir1LLC BORING NUMBER B-3 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 9/4/18 COMPLETED 9/4/18 GROUND ELEVATION 27.5 ft N.AVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services GROUND WATER LEVELS: AT TIME OF DRILLING -- DRILLING METHOD Mud Rotary LOGGED BY MDG CHECKED BY CLG AT END OF DRILLING -- NOTES AFTER DRILLING --- dcr 0 0 co_. 5 = a = IIMISPT w 6 S-2 w- a _ _ = 7 = m x- D = 8 SPT °_ S3 ce- 0- 10 11 SPT m S-4 a= z= 12 o= - RECOVERY 83 20-32-50 (82) 60 53-50/4" TESTS MC = 9% MC = 10% 60 47-50/4" MC = 11 67 20-31-26 (57) MC = 19% Z= 13 SPT = 14 S-5 Lux _ 0.)= 15 = m _ SPT 16 S-6 a= 17 =18= °= 19 - oW - 20 = °= 21 SPT, S-7 22 = 23 100 26-43-56 (99) 100 45-50/3" MC = 17% MC=19% 100 _ 50 MC = 17% GM ML 0 0 Q .1)•• (GM) Very dense, gray, well -graded Gravel with sand, moist to wet [FILL] �� ' • •'� 1. .1 • 411 • •'�' • 11 4, 8.5 19.0 MATERIAL DESCRIPTION Asphalt (ML) Very dense, gray, Silt with sand and few gravel, wet, weak to moderate cementation `, 27 9 =24= N - 25= o = 1PrSPT 100 1 50 MC = 19% .... 25.5 2.0 I a S-8 Bottom of borehole at 25.5 feet. J 0 GENERAL BH WELL NUMBER MW-4 (.4 CLIENT C l Ern}nte C PAGE 1 OF 1 E, foq LtC Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 9/4/18 COMPLETED 9/4/18 GROUND ELEVATION 28.5 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING --- LOGGED BY MDG CHECKED BY CLG AT END OF DRILLING — NOTES AFTER DRILLING -- o DEPTH (ft) SAMPLE TYPE NUMBER I RECOVERY % BLOW COUNTS (N VALUE) TESTS co cri GRAPHIC LOG MATERIAL DESCRIPTION WELL Casin• To DIAGRAM Elev 28.5 (ft) 1 _ SP- SM :: ;. •:• : ::..•.� •; :,. .:: • ..:_�_ .::'• " ;` : �.. ti .16.2 Asphalt 9a / ///`` �/ / ;`` / / / / i/ i `` �, (SP-SM) Very dense, gray, fine to medium Sand with silt and trace gravel, wet occassional few gravel 12.3 _ = 2 = 100 16(45�25 MC = 14% 4 SPT S-1 62 f SP 100 20(2534)31 MC = 17% : _ _ 8 SPT 89 16-21-33 (54) ° MC = 22 /o g S-3 = 11 SPT 100 20-31-47 (78) MC = 19% S-4 - 12 - 13 SPT 100 26 67 ) MC = 13% 5 =15_ = 16 7SPT 100 24-35-41 (76) MC = 20% S-6 SM SW- • ^ , . :, ,', (SW-SM) Very dense, gray, well -graded Sand with silt and few gravel, wet/ grades with trace gravel 31.0 -2.5 = 17 - = 19 = 20 - 21 SPT 100 25-32-36 (68) MC = 11 % S-7 22 23 = 24 - - 25 - 26 y SPT 100 25 41-47 MC = 16% � // / VWP 8 27 =28= 29= =30= - 31 SPT 103 25 6o MC = 18% S-9 Bottom of borehole at 31.5 feet. C1EI cti+ Ee,rouc TEST PIT NUMBER TP-1 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 11/21/18 COMPLETED 11/21/18 GROUND ELEVATION 27.7 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating GROUND WATER LEVELS: Q AT TIME OF EXCAVATION 5.00 ft / Elev 22.70 ft (Mounded) EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG AT END OF EXCAVATION — NOTES AFTER EXCAVATION — n. a 0 REMARKS v6 U = CI...a.; MATERIAL DESCRIPTION 1 = 2 = 3 = 4 = 5 = = 6 = 7 = 8 9 = GB 1 GB 2 GB 3 GB 4 GB 5 small pilot infiltration test SM SM to (SM) brown, silty Sand; moist [FILL] 26.7 2 o (SM) dark brown, fine silty Sand; moist [FILL] 25.7 SW GP o SW (SW) gray -brown, well -graded Sand; few gravel; moist, iron staining [FILL] Q 5.5 - 22.2 6.0 (GP) gray -brown, Gravel; 1-2 inch gravel, some sand;, wet [FILL] (SW) gray -brown, medium to coarse Sand; few gravel; wet [FILL] 21.7 8.5 19.2 (GP) gray -brown, dense Gravel with sand; wet [FILL] 9.5 18.2 Bottom of test pit at 9.5 feet. Cl ; fr,n,-rrirq LLC TEST PIT NUMBER TP-2 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 11/21/18 COMPLETED 11/21/18 GROUND ELEVATION 30.2 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating GROUND WATER LEVELS: EXCAVATION METHOD Mini Excavator AT TIME OF EXCAVATION — LOGGED BY MDG CHECKED BY CLG AT END OF EXCAVATION — NOTES . AFTER EXCAVATION -- o_ 0 = 1 REMARKS 0 . 0 2 Ur EL J 0_ MATERIAL DESCRIPTION = 2 3 GB 1 GB 2 pilot infiltration test, no infiltration observed , GP GP ML (GP) brown, sandy Gravel; gravel up to 2 feet diameter, moist [FILL] 1.2 29.0 o� ail (GP) gray -brown, sandy Gravel; iron staining, moist [FILL] 3.0 27.2 35 (ML) gray, Silt with sand; few gravel; moderate cementation, moist 26 7 Bottom of test pit at 3.5 feet. flE. Oeuy Eca , errb I. LC TEST PIT NUMBER TP-3 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila Washington DATE STARTED 11/26/18 COMPLETED 11/27/18 GROUND ELEVATION 29.5 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG GROUND WATER LEVELS: .V AT TIME OF EXCAVATION 4.70 ft / Elev 24.80 ft AT END OF EXCAVATION -- NOTES AFTER EXCAVATION — UJ 0 0 v7 U u). _U I 0 Q 0 MATERIAL DESCRIPTION U LL GB o S-1 m z_ _ a GB L n= 7 .7.S-2 m= - - 8 - GB o— 1S-3, uJ w 0 0 0 H 2 O ro z a a w w 0) m 0) z 1- O O to U w O a N 03 F 0 [7 m 0) O F 0) z Z O a m 0) Wz 0 3 • 4 = = 5 = = 6 = SM SM SP- SM SP SP SP GP of\o to (SM) brown, silty, Sand; moist [FILL] 1.5 \_(SM) brown, fine -medium silty Sand with gravel; moist [FILL] 28.5 28.0 / (SP-SM) dark brown, fine to medium, Sand with silt; few gravel, moist [FILL] 3.0 26.5 Q 5.5 (SP) gray -brown, fine to medium Sand; wet [FILL] 24.0 (SP) dark brown, fine to medium Sand; wet [FILL] 6.5 23.0 7.0 (SP) brown, fine to medium Sand; wet [FILL] / 22.5 8.o (GP) gray -brown, fine poorly graded Gravel with sand; wet [FILL] Bottom of test pit at 8.0 feet. 21.5 1 • 2 C1E; Clan: Eruro.x1 LLC CLIENT Tetra Tech Inc. PROJECT NUMBER 107 DATE STARTED 11/21/18 EXCAVATION CONTRACTOR EXCAVATION METHOD Mini LOGGED BY MDG NOTES COMPLETED Northwest Excavating Excavator TEST PIT NUMBER TP-4 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT LOCATION Tukwila, Washington 11/21/18 GROUND ELEVATION 29 ft NAVD88 TEST PIT SIZE feet GROUND WATER LEVELS: a AT TIME OF EXCAVATION 7.00 ft / Elev 22.00 ft CHECKED BY CLG AT END OF EXCAVATION — AFTER EXCAVATION -- d� 0 : 1 : 2 = 3 = = 4 = 5 = 6 = = 7 = = 8 = w I-w W m J 0_ Z U13 Bulk GI3 S-1 GI3 S-2 U) U u), 0 o ¢� MATERIAL DESCRIPTION SM (SM) brown, silty, Sand; moist [FILL] to 28.0 SM SP- SM 1.5 (SM) brown, fine -medium silty Sand with gravel; moist [FILL] 3.0 (SP-SM) dark -brown, fine to medium, Sand with silt; few gravel, moist [FILL] 27.5 i 26.0 SP GB S•3 SP GW SW (SP) dark -brown, medium Sand; moist [FILL] 4.5 24.5 5•0 (SP) gray, medium Sand; some gravel, moist [FILL] 7.3 - 8.5 (GW) brown, sandy Gravel; moist [FILL] (SW) gray -brown, fine to coarse Sand; few gravel, wet [FILL] 24.0 21.7 20.5 Bottom of test pit at 8.5 feet. C Ei CI r Er ,,:eruct LLC • CLIENT Tetra Tech Inc. PROJECT NUMBER 107 DATE STARTED 11/21/18 TEST PIT NUMBER TP-5 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT LOCATION Tukwila, Washington COMPLETED 11/21/18 GROUND ELEVATION 29 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG NOTES GROUND WATER LEVELS: AT TIME OF EXCAVATION 4.00 ft / Elev 25.00 ft AT END OF EXCAVATION -- AFTER EXCAVATION -- 0_ Lij 0 U u) U_ 20 0_ O Q MATERIAL DESCRIPTION 1 2 3 4 = 5 = = 6 = = 7 = g = 9 = S-1 S-2 S-3 SM SM �.o (SM) brown, silty, Sand; moist [FILL] 28.0 2.5 (SM) gray, silty Sand with gravel; moist, few asphalt pieces [FILL] 26.5 SP- SM 9.0 (SP-SM) gray -brown, fine to medium Sand with silt; moist a wet 20.0 Bottom of test pit at 9.0 feet. 7E1 Clan torsi +1 n Ky LL: TEST PIT NUMBER TP-6 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 11/26/18 COMPLETED 11/26/18 GROUND ELEVATION 27 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating GROUND WATER LEVELS: EXCAVATION METHOD Mini Excavator AT TIME OF EXCAVATION — LOGGED BY MDG CHECKED BY CLG AT END OF EXCAVATION — NOTES AFTER EXCAVATION -- 1— o-- � v 0 = • 1 = 2 3 = • 4 = = 5 = = 6 = E. 7 = 8 = • 9 w o}_ ~w w J2 o-� QZ GB S-1 GE3 S-2 GB S-3 GB S-4 GI3 S-5 REMARKS small pilot infiltration test U GW SM ML U_ 20 o- 0 < (7 MATERIAL DESCRIPTION (GW) brown, dense, silty sandy Gravel; moist [FILL] 1.8 25.2 (SM) brown, dense, silty Sand with gravel; moist [FILL] 2.8 (ML) gray, sandy silt with Gravel; moist, weak cementation 3.8 24.2 23.2 SM SM (SM) gray -brown, silty fine Sand with gravel; gravel <3" diameter, moist 7.0 20.0 (SM) gray -brown, silty fine Sand with gravel; moist 9.0 18.0 Bottom of test pit at 9.0 feet. CIE <ia,!ry Erna-r_-��u�y LLC TEST PIT NUMBER TP-7 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 11/27/18 COMPLETED 11/27/18 GROUND ELEVATION 27 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating EXCAVATION METHOD Mini Excavator GROUND WATER LEVELS: AT TIME OF EXCAVATION — LOGGED BY MDG CHECKED BY CLG AT END OF EXCAVATION — NOTES AFTER EXCAVATION — 111 0 0 1 2 3 4 CUB Bulk REMARKS small pilot • infiltration test I U GW SM ML l`SM _0 aO Q J 0' 0 ow' MATERIAL DESCRIPTION (GW) brown, dense, silty sandy Gravel; moist [FILL] 1.8 25.2 2.8 (SM) brown, dense, silty Sand with gravel; moist [FILL] (ML) gray, sandy silt with Gravel; moist, weak cementation 3.8 (SM) gray -brown, silty fine Sand with gravel; gravel <3" diameter, moist Bottom of test pit at 4.0 feet. 24.2 23.2 2s ro Clarity Engineering LLC APPENDIX B: GEOTECHNICAL LABORATORY TESTING B-1 INTRODUCTION This appendix contains descriptions of the procedures and the results of the geotechnical laboratory tests performed on soil samples obtained for the King County South Interim Base project. The samples were tested to determine basic index, physical, and chemical properties of the subsurface soils. The laboratory testing program was selected by Clarity Engineering and performed at the Shannon & Wilson, Inc. laboratory in Seattle, Washington. The results of the laboratory tests performed for the borings are shown in the attached table and figures. B-2 VISUAL CLASSIFICATION Soil samples recovered from the borings were visually reclassified in the laboratory using a system based on ASTM International (ASTM) Designation: D2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure ASTM, 2007). This visual classification method allows for convenient and consistent comparison of soils from widespread geographic areas. Using this method, the soils are classified using the Unified Soil Classification System (USCS). The individual sample classifications have been incorpo- rated into the boring logs presented in Appendix A. B-3 WATER CONTENT DETERMINATION The natural water content of select soil samples recovered from the field explorations was determined in general accordance with ASTM Designation D 2216, Standard Method of La- boratory Determination of Water (Moisture) Content of Soil and Rock by Mass. Comparison of water content of a soil with its index properties can be useful in characterizing soil unit weight, consistency, compressibility, and strength. Water content, where tested, is plotted on each of the boring logs presented in Appendix A. B-4 GRAIN SIZE ANALYSES Grain size analyses were performed on selected samples of granular soils in general accord- ance with ASTM D422, Standard Method for Particle -Size Analysis of Soils and D1140, Amount of Material in Soils Finer than the No. 200 (75 micrometers [µm]; percent fines). Project No: 107 B-1 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC Results of the grain size analyses are plotted as grain size distribution curves and the percent fines from the tests are shown in the boring logs in Appendix A. Grain size distribution is used to assist in classifying soils and to provide correlation with soil properties, including permeability, capillarity, susceptibility to liquefaction, and sensitivity to moisture B-5 CALIFORNIA BEARING RATIO California bearing ratio was performed on a compacted, composite bulk sample to aid in the evaluation of pavement design sections. Compacted samples were prepared in accordance with ASTM D1557C. The CBR tests were performed in accordance with ASTM D1883. Re- sults of the test are shown as applied pressure versus penetration. Design CBR values are chosen based on the level of compaction anticipated in the subgrade. Project No: 107 B-2 KC Interim South Base - Geotechnical Report_revl.docx U z z O 5 z O z Soil Description Silty Sand with Gravel —11 Silty Gravel with Sand Silt with Sand Silty Sand with Gravel 11 Sandy Silt Poorly Graded Sand with Silt Well -Graded Sand with Silt and Gravel Vl M U VI CrN N mu % * co * kn —, * en,-. 00 * enkn * o� * O ,_. * O -- " pacts % * o Vl * � M * ,-. * en,_. kn * * qzr 00 * r 19AB.19 %N M k- n i c * r+ VD * M N ? 8.0 00 ,rj M O N M O O M 8.6 9.8 --� ,--, 18.8 17.2 In 00 17.4 (T M ,-. k.O O oo •o 17.2 18.3 14.0 kr) 21.5 oo 00 1p N O O V , -, S vi N 00 oncn (IP up up SP-SM laqurnNa[daies Ncn�tvik.oScorn,-•NM LA U] v) C/) UJ V] v) v) v) v) v) V) kr) v) v) l�00.—cucnv,S2 v) LAv) V] V] V] Nen v) v) v) vn�oScorn C/) C/) (ID v] U? (�3) IgdaQ do L N kn N o ,.. `r �n ,--' o N �n N N v S `n 0 v' .N. ,. o N v� N �? N v� S. v, kn .--, v, N , NN. ,n o o N v, N F. M ,0 N WCGCQ{���a1Pa07LgCLl N N coWalCial —, I. d- v I- I- Ir v v I. 0 107-R1-A-Table m rn 0 cn 1 z 0 z UJ w w z 3 z w J U z Q rn U QI =111 SHANNON 6WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT BORING B-2 90 85- 80 00 -5 Gravel Sand Fines Coarse Fine Coarse I Medium I Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 4,1' ��` \0 O N. 0 b N. O O U O° O° 00 Ob 00 Ory O 000 000 00b 000 0 b 0 ^ n. O' O' O' l T T I I I ! 1 _ I 10 -15 i , f I I I i I I 75- t l 20 -25 f I I 70 65^ fn 60 I 30 .35 13 co ( I I j i l i i 1 1 � 55- c 50 I I aoa = •45 o ED I I i i --t-°'f°'- LL c 45- `y 40 I I t 3 f 50 a) -55 Q K } I f I 1 1 a_ 35' 30 { t I { 60 N cn •65 rn I ' I t I 1 25- 20 15- 10 j I 70 •75 I t i 4 f .. 1 ' j ) t i t 80 .85 j t I j I } � I I I I I 5 0 '. d' ^ I I I i i 90 •95 100 i 1 I- I ! f 1 I I t f I ! ! 1 O o O d o ro o n o 0 �' M �' - b' m o ti ry ,. y ro ti ry N O' O' O' 0' O' 0' ^ O o 0 0 O°' O' O' o' O' Grain Size (mm) 0 o O O' O' O' ti ,� ti O o o O' O' O' Sample Identification Depth (tt) Group Symbol USCS Group Name Gravel % Sand % Finesn /o <20pm % <2{.m % WC % Tested By Review By ASTM Std. • B-2, S-3 5.0 SM Silty Sand with Gravel 32 50 18 5.8 AKV C136 . Test specimen did not meet minimum mass recommendations. m rn 0 1, ca z x 0 z 1 w w z 0 z w it 0 U z CD‹ N C71 Q Elul SHANNON FiWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT BORING B-3 Gravel Sand Fines Coarse Fine Coarse Medium 1 Fine Silt .Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters a ry m 0.^ ^ M ,^\ 0 o 0 0° o° o� ory o 000 000 00° o00 oory ^O ry0 �O 00 ^O ,•yo O' O' O' O' O' O' O' O' O' O' 00 O'_ Percent Finer by Mass N > N N N N COp N N O N O O O O N O fn O CON O C Percent Coarser by Mass N N N tJ c�'f N tO0 r r 03 03 ' I +—t--f--"- —1 t- I 1 + t 1 I i I I f i i i -- —+- Ij + i-- } f 1 -4—+ 1 I 1 - ..-f- T- I I I C 1 1 } i 1 i 1 --I— 1 11- f } 1 ..F_ 1 I I 1 Ii ! } } i j 1 4 1 -I- I I r t I 1 1 -t--I--I-I l I S I I j 1 I i 1 + + 1 ---}---4----t---4-- -I- I } I I { + I I I + ! I 1 1 } \ 1 + f + } I I 1 I I 1 I I : } ' -I- -- 4 — -+- I I I-- I i i I ---t• -+ 4 i 1 4 1 1 i t 1 + i I ^'Y e ,o-0 , ^P v...ti ^O0 O'� OO op 0 O O' O' O' O' Grain Size (mm) ry o O OO OOp O0 O' O' 0O O' O' O' O' O' 1uu O^ O' Sample Identification Depth (ft) GouS Symbol USCS Group Name Gravel % Sand % Fines % <20pm % <2pm % WC % Tested By Review By ASTM Std. • B-3, S-3 • B-3, S-5 7.5 12.5 GM ML Silty Gravel with Sand Silt with Sand 51 34 17 15 83 11.1 17.2 AIN AKV C136 C136 • Test specimen did not meet minimum mass recommendations. t 0 rn >J_ z N a C 0 z ww w z 0 z 1 0 0 ¢I U <1 =111 SHANNON 6WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT BORING MW-1 Percent Finer by Mass CO Cal CO CO CDV V CO COa, O ' O N., N A O N O O O N O Percent Coarser by Mass Loon 8 8 M m v v S' 8 m n n m m 8 Gravel Sand Fines Coarse Fine Coarse 1 Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters el, ^� ^ ^� 0 �0 PO `p 00 0 00 0b O<h Oti O 000 00c0 OOP 00� 0Ory I t -1— ' I j I 1 j 1 I i I 1 f I 1 --+— . I t t i I l t I I I � t I { i I i I j i j 1 I 1 1 t 1 I 1 0 O O ^O <o b b 6 N 0 Q P 6 ry h 0 a "� `� ^ ^ O' O' O' O' O' O' A. o O b' O' O' Grain Size (mm) 6 1. �, ry o O .. 0 O O O O O' 0 Sample Identification Depth (ft) Group Symbol USCS Group Name Gravel % Sand % Fines % <20pm % <2pm % WC % Tested By Review By ASTM Std. • MW-1, S-2 ■ MW-1, S-7 5.0 15.5 SM NIL Silty Sand with Gravel Sandy Silt 16 53 41 31 59 10.6 17.2 AKV AKV C136 C136 . Test specimen did not meet minimum mass recommendations. 03 rn i- 0 0 z' x co a. 0 (2 z• uJ w w z w FE U z Q co Q SWII SHANNON iWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT BORING MW-4 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters ey �� ry o ry t. t, \ �. M 0 00 oa oM Dry o 000 00° oo° oo) Dory a t) ry4 a0 [per NCNCYCY CC. (. C. C. C o0 C. 100 -- I- + ---, - ' 1 r 1 ( 1 = f 1 f +- I 95• - -4 I I -, t 1 1 + i I -1- '5 -- -t--1-- -1 - '----'. 1 1 4 1 1 t i -f--}- -}- 90l - •- 4- 4-____._ .1._ -r t I 1 1 1 I 10 I i --I- I -+ 4- 4- -}- + 85• -' -+ 4- 1 t 4- I --t---- -f- { 1 I ! j -7- � 15 i I I 1 i 80. t I I 1 1 I 1 I -1- + 1 1 i 1 I i 20 I 1 75. ._ I I -4. I j 1 1 -f-- 25 I I I 1 1 I ' 70 ---1--- - - •+ -, I I 1 1 -1-+ I - i I ! I 1 4--1 I _1- I i 7 t I 30 - 1 -+ 65 i I -35 _ - "-)'- + 1 1 -.1 60 l ( 1 I CD 0 DI i I I i 40 2 1 - 1 a) T -- 4-- } I j f 1 �- 1 1 I .-I-- - •-45 �50 -- 4- +- 4--1- 1 1 I l -r---?- + 1 1 I I + I 0 1 { I i I I 50co Ni 1- .1.._.._,_I "- -t- -- --F - --i' - --- - 1 '- -I- --- + 1 -i-- CD -I 45 t i I -1- 'I' t- . -.-55 N I -- - -4--+-'-t--- + 1 1 Cr ` 1 1 t 1 ! 1 I I 1 I K a)40 1 - -t-" I t 1 1 60 CD35- +-- - 1 1 . l i 1 -I- 1 , 4- 4- i ` I 1. _I. ! + 1 i I I -65 m -- I I 1 ____4__,__ 1 t 1 +----1.-- 30 1 1 i + f t---1---1- -4- ! -1-- i 70 1I , I 1 1 25- I --I- 1'----...- t I -75 I I -T- -- f 1 I - --r - -i- j ' t 20 1 1 I f I I +- -+-- } 1 80 1 1 15 f -f-- -1-1 I -85 + - 't- -�- --- --+ 1 I i 10 -I- t ' -• 1 1 1 1 i -1- 90 1 a 5. --1--+- - -r-1 I 1 1 I I I I i I I .95 1 -f -+ -`- 1 ;-- 1 I i 1 1 0 I -1 I I 1 1 i i i'- t t ti 00 p0 �O ry0 ^O 0 co ,& b ci N '� O O P ^J ti ^ ^y 00 Op 00 Ory O 00 00 Op O� Ory O ^o' o-. o' o' o' o' o' o 0 0 0 0 0 o O o. o' o' o' o o' o' o' o' o' Co. Grain Size (mm) 100 Sample Identification Depth (8) Group Symbol USCS Group Name Gravel % Sand % %USCS Fines <20pm % <2pm % WC % Tested By Review By ASTM Std. • MW-4, S-2 • MW-4, S-7 5.0 20.0 SP-SM SW-SM Poorly Graded Sand with Silt Well -Graded Sand with Silt and Gravel 6 23 84 67 10 10 16.5 11.4 AKV AKV C136 C136 - Test specimen did not meet minimum mass recommendations. Soil Description Pnnrly C:rarwlerrll Cann with (Trvel Poorly Graded Gravel with Silt and Sand Poorly Graded Sand Silty Sand with Gravel Poorly Graded Sand Poorly Graded Sand Silty Sand with Gravel j Silty Sand with Gravel V'a.o,,— 0 0 — ,—N —4 — � .;. ni 1 71: M N cc N SaUi3 °�o.. --i T N o"o N N N puIs °AI - O in N M 4 O, v'� M O, v� 61 O WI IaAgin 90 O, V• T MM*No' M N v I L5 00 7 4.8 O C rJ 4 (. upup SM up SM ad ii aidures x c C7 GRAB g C7 5 GRAB GRAB GRAB aagwnmaiduies `.' -7' N N N N 1- 0)) gidaQ do L M 11 N o N .r M ,o OD 7, H N H M H 7 H I- H v'1 F-' l0 H ,O H #107-R1-AB-Table Sill SHANNON iWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-1 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters M 100 95- 90 85- 80 75-, 70 65 co co 60 2 a 55 c 50 Il C 45 8) U 40 n. 35- 30 25- 20 15- 10 m L0 z cn ti 1' p0 4 ti0 00 O 00 0b 00 Dry no O' O' O' O' O' O' O' O' • �o P ,"h ry �y 00 Ob O0 O'Gi O' O' O' Grain Size (mm) 0 000 000 0 0b 00^) OOZY 00 0.0 10 -15 20 -25 30 •35 .0 N 40 f) N 7 45 0 0 50 0) 70 .75 80 85 90 -95 100 O Sample Identification Depth (ft USCS u) Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-1, S-2 3.5 SP Poorly Graded Sand with Gravel 49 50 1.1 5.7 AKV AKV C136 Test specimen did not meet minimum mass recommendations. A_GSA_MAIN 102234.GPJ SHAN_WIL.GDT CIII SHANNON &WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-2 Gravel Sand Fines Coarse Fine Coarse ; Medium Fine Silt !Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters A ti 100 95 90• 41/ 0 0 o`O o o oti �o �0 (1‘ O' O' O' O' O' O. O OO' 0. O 000 000 85•• 80 75 70 10 15 20 -25 a 55- c 50 11 C 45 a) 0 a) 40 a 35- 30 30 O 40 n O) -45 25- 20 15- 10 50 0 O n) 0 0) 55cr 60 rn 65 70 -75 80 -85 • ,\O 0 <j .40 o-' O° Ob 4 0 0 0 0 0 0 0 0 0 0 o• Grain Size (mm) O 00 00 00 � C Oooooo• 90 -95 100 Sample Identification Depth (ft) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2} m % WC % Tested By Review By ASTM Std. • TP-2, S-1. 2.5 GP -GM Poorly Graded Gravel with Silt and Sand 59 32 9.0 4.8 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. EIII SHANNON iWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-3 100 95• 90 85 80 Gravel Sand Fines Coarse Fine Coarse Medium 1 Fine Silt : Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters lok co tr. o p p o Dry 000 O0 O0 00 Dory P ^O ryo a0 �O ,moo ryo O' O' O' O• O. 75•- 70 65• N N 60 55 C 50 45.. u) O a) 40 d rn a x 8) a. 0 ce 35 30 25- 0 0 0- 00 ^ OP O�h O" O' O' O' O' O' O O' O' O' ' Grain Size (mm) 0 �o pP p�h 3 O 00 00 O O 00 O O' O' O' O' O' 10 15 20 25 30 -35 - 71 40 a CD 45 n O 50 N N 55 0- 60 8) r1 -65 to 70 75 80 '85 90 -95 100 00 Sample Identification Depth (ft) G oup Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. 0 TP-3, S-2 4.0 SP Poorly Graded Sand : 3 94 2.9 16.6 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. • A GSA MAIN 102234.GPJ SHAN WIL.GDT eili SHANNON 6WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-4 100 95 90 85 80 75 70 65 cn (11 0)60 2 21- 55 it) c SO 45 6) 2 40 CL 35 30 25 20 15 10 0 Gravel Sand Fines Coarse Fine Coarse . Medium 1 Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters • ,5? kl o`9 Grain Size (mm) (%) c0 0 • 0 • 01 Cle r•-• CO 0 0 0 0 0 0 () 0 0 0 01 • .5 10 ••15 20 - -25 : ', I -. 1•• . • 30 • 35 c?' 0' 0' CY -0 , , , ___ ,•_•••.. CD 40 F•3 CD = -45 ,-, 0 Cu 50 01 CD - 55 0 70 • : -75 4 80 -85 90 100 0)01 Sample Identification Depth (ft) USCS Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-4, S-1 0.0 SM Silty Sand with Gravel 37 45 18 3.4 AKV AKV C136 • TP-4, S-2. 2.3 SP Poorly Graded Sand 5 93 2.0 4.8 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. • Elil SHANNON iWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County 100 TEST PIT TP-5 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt ' Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 95- 90 85• 80 75•- 70 65- N ccoo 60 55_ C 50 c 45• N O 40 a 35- 30 • b co 00 op 00 O O°O O°O CA O0 O°O 00 O' O' O. o. o' O' O' O. O' 0 •5 10 •15 20 -25 30 -35 CD 40 •45 0 O 50 N CD •55 cr 60 cn D) -65N 70 25- _ ............__._..._. _- _---....,............_...__..,.............. _.............. ... _.........—_. ...._.... _._. __... _.. .75 20 15- 10 5- 0 ^~ o e v ^y o-• Grain Size (mm) ry ^�" o° 4 0 0 0 0 0 0' o o• aooro o0o go S� ooh Sample Identification Depth (5) USCS Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-5, S-2 4.0 SP Poorly Graded Sand 2 95 2.9 17.0 AKV AKV C136 Test specimen did not meet minimum mass recommendations. a, c� a: a_ z m 80 .85 90 95 100 m 0) n 0 u ;III SHANNON 6WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-6 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt Gay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters ,gyp ^ti $6 100 95- 90 85 80 75.. 70 65- oJ c 60 c 50 35- 30 25 20 15- 10 0 off. 00 V. oO ry0 b0 00 O0 Ob O') O� eV o' o' o' o' Q O0 O0 O0 o0`h 00`Y O' O' O' O' CO' CO' 00 O' 0 0 R ^3 Oa 00 O' O' O' O' O' O' O' Grain Size (mm) O' Sample Identification Depth (ft) Gi up Symbol USCS Group Name Gravel % Sand % Fines % <20pm % <2pm % WC % Tested By Review By ASTM Std. • TP-6, S-2 3.5 SM Silty Sand with Gravel 30 50 21 6.5 AKV AKV C136 • TP-6, S-4 6.0 SM Silty Sand with Gravel 21 67 12 10.0 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. •5 10 -15 20 25 30 40 n 0) -45 C) 0 50 m -55 Q 60 0) •65 u 70 75 80 85 90 95 100 Elil SI-IANNON &WILSON, INC. COMPACTION TEST KC TP-4, S-1, 0 ft King County 150 145 140 135 130 13 125 a H w 120 115 w 110 U w re 100 95 90 85 80 ASTM D1557 Method C, Mechanical Rammer 0 5 Sample Information Date Sampled: 11/21/2018 Sampled By: MDG Date Received: 12/7/2018 Tested By: AKV Reviewed By: AKV Uncorrected Information Maximum Dry Unit Weight 129.3 pcf Optimum Water Content 7.2 % Oversize Correction Information Percent Retained on 3/4 in sieve: 10.1 % Assumed Specific Gravity (G): 2.7 Maximum Dry Unit Weight: 132.4 pcf Optimum Water Content: 6.7 % I\ 10 15 20 25 WATER CONTENT, % 30 0 35 40 CBR TP-4 S-1 Oft012519.xlsm =IIISHANNONWWILSON,INC. CALIFORNIA BEARING RATIO TEST Clarity Engineering, LLC #107 TP-4, S-1, 0 ft Sample Classification: Specimen Data and Test Results Specimen Number Blows per Lift Surcharge (Ibs) Dry Unit Weight (pcf) MC (%) Compaction (%) Soak Time (hours) Swell (%) Dry Unit Weight (pcf) 1 , MC (%) 11.9 cn Compaction (%) 13.3 Soaked Top 1" MC (%) 13.3 Displacement Rate (in/min) Silty Sand with Gravel; SM. Compaction Data: Compaction Standard Maximum Dry Unit Weight (pcf) Optimum Moisture Content (%) Retained on 3/4" Sieve (%) Specimen Number Corrected CBR @ 0.100" Corrected CBR @ 0.200" Bearing Ratio ASTM D1557C 129.3 7.2 9.5 2 3 25.5 30.7 25.3 28.8 25.5 30.7 a a) 1 2 3 10 25 56 10 10 10 119.2 125.4 130.2 7.3 6.9 6.8 92.2 97.0 100.7 96 96 96 0.01 0.07 0.03 119.2 125.3 130.2 12.3 10.2 9.6 92.2 96.9 100.7 11.6 10.8 9.8 0.044 0.044 0.044 • Corrected Value 450 400 350 300 250 200 co 150 100 50 0 E o. rn u, a c Q a)E • 0 • m a N 700 600 500 400 300 200 100 0 1000 900 800 0 Specirnen Plots X-Axis Projection -+- Penetration Curve ==_ ====_ r SNP 0.1" Corrected Value 01 0.2 03 0.2" Corrected Value 04 05 IMMININICIMMI MINNOW -5 Maroon. IM-OMINI• MEOW = 0.1" Corrected Value IIMINOMINNE INIIIIMill• ',II. MO --o IIM IMMININIMINIIIII. MI NU MIIMIIIIIIIIII 6.a _mnin ___ i __I C=1=®C Cow= 0 0.1 02 03 C 04 05 700 -E 0.1" 600 = Corrected 500 = Value 400 300 200 100 0 0.2" Corrected Value 0 0.1 02 0.3 04 05 Penetration (in) Cumulative Plots -.4-Specimen 1 -=-Specimen 2 1000 a 0 0) 0) Corrected CBR Corrected CBR 800 600 400 200 0 00 Specimen 3 ®u■11111, 111111 MINI ..MI .111111111111 35 30 25 20 15 10 5 0 115 02 04 Penetration (in 06 (1i 35 30 25 20 15 10 5 0 90 120 125 130 Compacted Dry Unit Weight (pcf) 135 95 100 Compaction (% Maximum) 105 400 NORTH 34TH STREETE SUITE 100 • SEATTLE, WASHINGTON • 98103 • MAIN 206-632-8020 • FAX 206-695-6777 I • Clarity Engineering LLC APPENDIX C: VIBRATING WIRE INSTRUMENT CALIBRATION SHEETS This appendix contains calibration sheets for the installed vibrating wire piezometers that were installed in MW-1 and MW-4. Below is a table that shows the field zero readings to be used in pressure calculations. Instrument Field Zero Reading Location Serial Number In Digits MW-1 SN1830918 8691.5 MW-4 SN1828178 8524.4 Project No: 107 C-1 KC Interim South Base - Geotechnical Report_revl.dooc Lebanon, NR 03766 USA Wire Pressure Transducer Calibration Report G....,.. Jkoii Model Serial Calibration 48 Spencer St. Vibrating Number: 4500S-350 kPa Date of Calibration: This calibration has Temperature: Barometric Pressure: August 20, 2018 been verified/validated as of 08/27/2018 24.00 °C Number: 1830918 Instruction: CI -Pressure Transducer 7 kPa-3 MPa 999.7 mbar Cable Length: 30 feet r , Technician: 0� 1 ` I -4%1 n: '- Applied Pressure (kPa) Gauge Reading 1st Cycle Gauge Reading 2nd Cycle Average Gauge Reading Calculated Pressure (Linear) Error Linear (%FS) Calculated Pressure (Polynomial) Error Polynomial (%FS) 0.0 70.0 140.0 209.9 279.9 349.9 8701 8029 7358 6680 6005 5327 8705 8030 7358 6681 6005 5327 8703 8030 7358 6681 6005 5327 0.207 70.02 139.6 209.8 279.9 350.1 0.06 0.01 -0.11 -0.03 -0.02 0.06 -0.012 70.09 139.8 210.1 279.9 349.9 0.00 0.03 -0.05 0.03 0.00 0.00 (kPa) Linear Gauge Factor (G): Polynomial Gauge factors: Calculate -0.1037 (kPa/ digit) -1.607E-07 B: -0.1014 C: A: Thermal C by setting PI Factor (K):-0.09558 (kPa/ °C) the polynomial equation and R1 = initial field zero reading into (psi) Linear Gauge Factor (G): Polynomial Gauge Factors: Calculate -0.01503 (psi/ digit) B: -0.01471 C: A: Thermal C by setting PI -2.331E-08 Factor (K):-0.01386 (psi/ °C) the polynomial equation and R1 = initial field zero reading into Calculated Pressures: Linear, P = G(Ri -Ro )+K(Ti-To )-(S 1 -S 0 )* Polynomial, P = AR12 + BR 1 + C + K(T1-T0 )-(S 1 -S 0 )* *Barometric pressures expressed in kPa or psi. Barometric compensation is not required with vented transducers. Factory Zero Reading: 8705 Temperature: 25.5 °C Barometer: 996.1 mbar The above instrument was found to be in tolerance in all operating ranges The above named instrument has been calibrated by comparison with standards traceable to the NISI, in compliance with ANSI Z5400.1. This report shall not be reproduced except in full without written permission of Geokon Inc. a Lebanon, NH 03766 USA Wire Pressure Transducer Calibration Report GEOI(OJV Model Serial Calibration 48 Spencer St. Vibrating Number: 4500S-350 kPa Date of Calibration: This calibration has Temperature: Barometric Pressure: August 20, 2018 been verified/validated as of 08/30/2018 24.00 °C Number: 1828178 Instruction: CI -Pressure Transducer 7 kPa-3 MPa 1000 mbar Cable Length: 30 feet Technician:'--. 1( ;-`-''1 , Applied Pressure (kPa) Gauge Reading 1st Cycle Gauge Reading 2nd Cycle Average Gauge Reading Calculated Pressure (Linear) Error Linear (%FS) Calculated Pressure (Polynomial) Error Polynomial (%FS) 0.0 70.0 140.0 210.0 280.0 349.9 8531 7964 7396 6826 6255 5683 8532 7964 7396 6826 6255 5683 8532 7964 7396 6826 6255 5683 0.307 70.03 139.8 209.8 280.0 350.3 0.09 0.02 -0.06 -0.03 0.00 0.09 -0.016 70.03 140.0 210.0 280.0 350.0 0.00 0.01 -0.02 0.01 0.00 0.00 (kPa) Linear Gauge Factor (G): Polynomial Gauge factors: Calculate -0.1229 (kPa/ digit) -2.452E-07 B: -0.1194 C: A: Thermal C by setting P-4 Factor (K):-0.03934 (kPa/ °C) the polynomial equation and RI = initial field zero reading into (psi) Linear Gauge Factor (G): Polynomial Gauge Factors: Calculate -0.01782 (psi/ digit) B: -0.01731 C: A: Thermal C by setting P-A) -3.557E-08 Factor (K):-0.005706 (psi/ °C) into the polynomial equation and R1= initial field zero reading Calculated Pressures: Linear, P = G(R1-Ro )+K(TI-To )-(S I -S 0 )* Polynomial, P = AR/ 2 + BR t + C + K(T1-Ta )-(S 1-S U )* *Barometric pressures expressed in kPa or psi. Barometric compensation is not required with vented transducers. Factory Zero Reading: 8537 Temperature: 22.8 °C Barometer: 999.4 mbar The above instrument was found to be in tolerance in all operating ranges. The above ramed instrument has been calibrated by comparison with standards traceable to the NIST, in compliance with ANSI Z540-1. This report shall not be reproduced except in full without written permission of Geokon Inc. • PO Box 110. 9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com ERNJOB #2019-31-2 King County Transit SHEET NO 1 OF BUILDING SYSTEMS CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE STRUCTURAL CALCULATIONS (PER 2015 IBC) FOR CALCULATIONS APPLY TO ALL (2) BLDG's, U.N.O. REVIEWED FOR CODE COMPLIANCE APPROVED RECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER tcl•-• o tAOOERNBUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuilding5ystems,com AND3 SUMMARY APPLIES TO ALL (2) BLDG's, U.N.O. SHEET NO MS-1 OF MS-3 DATE f 1G/.201 CHECKEDBY DATE SCALE MATERIALSUMMARY FOR ROOF FRAMING: TYP RFRAFTER USE TYP 6-0" OR LESS OPENING USE HDR RIDGE BEAM - (U.N.O.) USE 'COLUMNS: ENDWALL COLUMNS USE MIDSPAN COLUMNS USE EXTERIOR WALL STUD USE FLOOR FRAMING: TYP FLRJOIST USE TYP FLR JOIST SUPPORT BEAM USE • 4� i ; ERN JOB #2019-31-2 King County Transit SHEET NO MS-2 OF MS-3 BUILDING SYSTEMS CALCULATED BY MCL DATE 4/16/2019 PO Box 110.9493 Porter Rd . Aumsville, OR 97325 CHECKED BY DATE 800.682.1422 ModernBuildingSystems.com SCALE SHEATHING: ROOF USE tj 1. ALL EXT. WALLS (U.N.O.) USE FUSE Ill FLOOR USE SHEAR WALL HOLD DOWNS - USE MIN'SiMP:,CS .8,w/ (4) (U.N.O.) 10's EA EN SIDEWALL TOP PLATE SPLICE USE USEI ENDWALL TOP PLATE SPLICE USE USEMIN SIR RIDGE BEAM TO RIDGE BEAM CONNECTIONS FOUNDATION: TYP PERIMETER FTG USE USEMIIN`( IDOE SEE LFA-3, 7 SEE LFA-4, 8 SEE LFA-4, 8 SEE LFA-4, 8 SEE LFA-1-2, 5-6 SEE LFA-1-2, 5-6 USE USE MIN P.T.2x4PONYWALLw/P.T.2.SEE FDN-1, x 6 BTMM PLATE & 15/32" P T SHTG w/ . 14 8d DG AT 6" EDGE, 1,2" FiELfl (BLOCKED) (ESR . 539, TABLE 8 ERNJOB #2019-31-2 King County Transit SHEET NO MS-3 OF MS-3 BUILDING SYSTEMS CALCULATED BYMCL DATE 4/16/2019 PO Box 110. 9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com DRIVE PINS @ PERIMETER FTG USE CHECKED BY DATE SCALE TYP INTERIOR FTG - (U.N.0.) USE USE TYP INTERIOR FTG @ ASM (100 USE ;USE;_ psf) SEE FDN-15 SEE FDN-1, 5, 9 SEE FDN-12 TYP INTERIOR FTG @ STORAGE USE USE 2 x 12 x 24 in P T '_BADS AT 4' O C SEE FDN-12 (125 psf) ENDWALL COLUMN FTG USE CNTR COLUMN FTG - (U.N.0.) USE CNTR COLUMN FTG POST - USE (U.N.O.) UPLIFT ANCHORS AT MIDSPAN USE US COLUMN FTG UPLIFT ANCHORS AT ENDWALL USE li COLUMN FTG - TYP UPLIFT ANCHORS AT ENDWALL USE ;USE COLUMN FTG ; W 2) HOLD DOWNS AT, EA FTG �!H SEE FDN-3, 7, 9 SEE FDN-3, 7, 10 SEE FDN-3, 7, 11 SEE FDN-16 SEE FDN-16 MODERN BUILDING SYSTEMS, INC. BENDING STRESSES 9493 Porter Road SE * PO Box 110 SHEET NO BS-1 OF BS-2 AUMSVILLE, OREGON 97325 CALCULATED BY MCL DATE 05/16/2016 503-749-4949 CHECKED BY DATE Fax 503-749-4950 SCALE ALLOWABLE BENDING STRESS Fib = Fb (CD CM Ct CL CF Cfu Ci Cr) Fb - BENDING STRESS DESIGN VALUE Co - LOAD DURATION FACTOR CF - SIZE FACTOR Cr - REPETITIVE MEMBER FACTOR BASED ON 2015 NDS SIZE SPECIES M.O.E. (x10^6) Fb (psi) CF Cr FLOORS OR ROOFS CD (Snow) ROOFS Fib W/O DURATION (psi) F'b w/ DURATION (psi) JOISTS AND RAFTERS 2 x 8 DF #1 & Btr 1.8 1200 1.2 1.15 1656 1.15 1904 DF #1 1.7 1000 1.2 1.15 1380 1.15 1587 DF #2 1.6 900 1.2 1.15 1242 1.15 1428 SPF #1 /#2 1.4 875 1.2 1.15 1208 1.15 1389 HF #2 1.3 850 1.2 1.15 1173 1.15 1349 2 x 10 DF Se! Struct 1.9 1500 1.1 1.15 1898 1.15 2182 DF #1 & Btr 1.8 1200 1.1 1.15 1518 1.15 1746 DF #1 1.7 1000 1.1 1.15 1265 1.15 1455 HF #1 1.5 975 1.1 1.15 1233 1.15 1418 DF #2 1.6 900 1.1 1.15 1139 1.15 1309 SPF #1 /#2 1.4 875 1.1 1.15 1107 1.15 1273 HF #2 1.3 850 1.1 1.15 1075 1.15 1237 HEADERS 4 x 4 DF #2 1.6 900 1.5 N/A 1350 1.15 1553 4 x 6 DF#2 1.6 900 1.3 N/A 1170 1.15 1346 4 x 8 DF#2 1.6 900 1.3 N/A 1170 1.15 1346 4 x 10 DF#2 1.6 900 1.2 N/A 1080 1.15 1242 ESR-2913 I Most Widely Accepted and Trusted Page BS-2 of BS-2 5.1 Calculations and drawings demonstrating compliance with this report must be submitted to the code official. The calculations and drawings must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.2 The material is limited to conditions in which the average equilibrium moisture content of solid -sawn lumber will be less than 16 percent. 5.3 Connections other than the nailed and bolted connections described in this report are outside of the scope of this report. 5.4 Evaluation of the effect of fire -retardant or preservative treatment on LVL is outside the scope of this report. 5.5 Installation, fabrication, identification and connection details must be in accordance with this report, the manufacturer's published installation instructions and the applicable code. This report must govem if there are conflicts between the manufacturer's published installation instructions and this report. 5.6 Murphy LVL is produced in Sutherlin, Oregon, under a quality control program with inspections by APA-The Engineered Wood Association (AA-649). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Structural Wood -based Products (AC47), dated February 2013. 7.0 IDENTIFICATION 7.1 The Murphy LVL must be identified with stamps bearing the Murphy Engineered Wood Division name (or the name of one of the listees noted at the beginning of this report, except as noted in Section 7.2 for Anthony Forest Products); grade; evaluation report number (ESR-2913); the mill number (1089), production shift and date of manufacture; and the name of the inspection agency [APA-The Engineered Wood Association (AA-649)]. 7.2 The Murphy LVL, marketed and distributed by Anthony Forest Products, must be Identified with stamps bearing the Murphy Engineered Wood Division name; grade; evaluation report number (ESR-2913); the mill number (1089), production shift and date of manufacture; and the name of the inspection agency [APR -The Engineered Wood Association (AA-649)]. Additionally, the LVL must be packaged with wraps bearing the Anthony Forest Products name. TABLE 1-DESIGN PROPERTIES (ALLOWABLE STRESS DESIGN) FOR MURPHY LVL''' PROPERTY DESIGN STRESS (psl) 2,250Fb-1.5E 2,760 Fb-1.8E 2,850 Fb-1.9E 2,950 Fb-2.0E 3,100 Fb-2.0E Bending (Fb) Joist4 2,250 2,750 2,850 2,950 3,100 Plank 2,200 2,750 2,800 2,950 3,100 Tension parallel to grain (Ft) 5 1,350 1,950 1,950 2,100 2,100 Longitudinal shear (Fv) Joist 285 285 285 290 290 Plank 150 150 150 150 150 Compression parallel (Fog) 2,350 2,350 2,350 3,200 3,200 Compression perpendicular (F,,,) Joist 750 750 750 750 750 Plank 450 450 550 550 550 Modulus of Elasticity, E Joist 1.5x108 1.8x106 1.9x10e 2.0x10e 2.0x108 Plank a 1.4x10 1.8x10 e 1.9x10 a e 2.0x10 e 2.0x10 For SI: 1 psi = 6.9 kPa. 'The tabulated values are design values for normal duration of Toad. All values, except for E and Fes, may be adjusted for other Toad durations as permitted by the code. The design stresses are limited to conditions in which the average equilibrium moisture content of solid -sawn lumber is less than 'I6 percent. 2Reference design values must be adjusted, as applicable, in accordance with Section 8.3 of the NDS. 'Joist = load parallel to glueline. Plank = load perpendicular to glueline. 4The tabulated values are based on a reference depth of 12 inches. For other depths, when loaded edgewise, the allowable bending stress (Fb) shall be modified by (12/d)°'18 where d = depth in inches. For depths Tess than 21/2 inches, the factor for the 21/2-inch depth must be used. 'The values published in Table 1 are based on a reference length of 3 feet. For other lengths, the allowable tensile stress must be modified by (3/4611, where L= length in feet. For lengths less than 3 feet, the unadjusted allowable tension stresses in Table 1 are used. TABLE 2-FASTENER DESIGN FOR MURPHY LVL: EQUIVALENT SPECIFIC GRAVITY' NAILS BOLTS Withdrawal Load Lateral Load Lateral Load Installed in Edge Installed in Face Installed in Edge Installed In Face Installed in Face Parallel to Grain Perpendicular to Grain 0.49 0.50 0.50 0.50 0.50 0.50 'Fastener values based on the equivalent specific gravities in the above table are for normal load duration and may be adjusted using the load duration factors In accordance with the code. ® EN BUILDING SYSTEMS PO Box 110. 9493 Porter Rd • Aump45e, OR 97325 800.682.1422 Modem8uiding5yspems.com Description : TYP ROOF RAFTER - 2019-31 CDDE REF-EREh1Ct Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs OF $gf Printed: 12 APR 2019, 1:41PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Fb + Fb - Fc - Prll Fc - Perp : No.2 Fv Ft Beam Bracing : Beam is Fully E3raced against lateral -torsional buckling : Douglas Fir - Larch 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 95.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend-xx 580.0ksi Density 31.20pcf Repetitive Member Stress Increase s 0 s ° D(0.024? S(6.05) c $ -0 I. 2X10 Span =11.580f1 � 1 pelted loads , y Beam self weight calculated and added to loads Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof Dead Load and Snow Load) Uniform Load : D = 0.0040 ksf, Tributary Width = 2.0 ft, (Sprinkler) Uniform Load : D = 0.0750 k/ft, Extent = 4.80 -» 6.80 ft, Tributary Width = 1.0 ft, (Mach System) •:DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.781: 1 Maximum Shear Stress Ratio 2x10 Section used for this span 1,021.92 psi fv : Actual 1,309.28 psi Fv : Allowable +D+S Load Combination 5.790ft Location of maximum on span Span # 1 Span # where maximum occurs 0.129 in Ratio = 0.000 in Ratio = 0.271 in Ratio = 0.000 in Ratio = 1081 >=360. 0 <360.0 512 >=240. 0 <240.0 Service loads entered. Load Factors will be applied for calculations. 0.497:1 2x10 54.34 psi 109.25 psi +D+S 10.819ft Span # 1 Vertical'React101 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +O+S +D+0.750S +0.60D S Only 0.567 0.290 0.278 0.567 0.495 0.167 0.290 0.567 0.290 0.278 0.567 0.495 0.167 0.290 41�OOERN BUILDING SYSTEMS PO Bo, 110.9493 Porter Rd • Aumwllle, OR 97325 800.Ii8L1422 ModemBurlding5ptems.com Description : UP TO 6'0" OPENING HDR - 2019-31 CODE REFERENCES Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019, 1:41PM 1.1.471 --iEEi'llg'EJF Calculations per NDS 2015, IBC 2015, CBC 016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Fb + 900.0 psi Fb - 900.0 psi Fc - Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 95.0 psi Ft 575.0 psi Beam Bracing : Beam bracing is defined as a set spacing over all spans ''Unbraced Lengths : Douglas Fir - Larch : No.2 First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft 0 9 D(0.02368) D(0.0710o S(0.148) Span = 6.50 ft 9 b E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210pcf Applied Loads Beam self weight calculated and added to loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 5.920 ft, (1/2 Roof span and overhang) Uniform Lead : D = 0.0040 ksf, Tributary Width = 5.920 ft, (Sprinklers) DESIGN SUMMAR.Y::' 'Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.769: 1 2-2x6 1,032.48 psi 1,342.80 psi +D+S 3.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.090 in Ratio = 0.000 in Ratio = 0.150 in Ratio = 0.000 in Ratio = 868 >=360. 0 <360.0 521 >=240. 0 <240,0 Vertical Reactions Support notation : Far left is #1 Design OK Values in KIPS 0.574 : 1 2-2x6 62.71 psi 109.25 psi +D+S 6.049 ft Span # 1 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimlum D Only +D+S +0+0.750S +0,60D S Only 0.801 0.481 0.320 0.801 0.681 0.192 0.481 0.801 0.481 0.320 0.801 0.681 0.192 0.481 OOERN BUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aumwflle, CDR 97325 800.682-1422 ModemBullding5ysiems.wm Description : (2) LVL RIDGE BEAM 0 GRID B-C -2019-31-2.1 Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs YF 3 Printed: 16 APR 2019, 8:33AM pa Is_ r.'3riC.F 1i 1 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Fb + Fb- Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans � a 11.nbraced Lengths : Murphy LVL 3100Fb-2.0E x 24" Deep Manufactured 2,736.0 psi E : Modulus of Elasticity 2,736.0 psi Ebend- xx 2,000.0 ksi 3,200.0 psi Eminbend - xx 1,800.0 ksi 750.0 psi 290.0 psi 2,100.0 psi Density 35.0 pcf First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft (2) Murphy LVL 24" Deep Span = 28.070 ft (2) Murphy LVL 24" Deep Span = 31.920 ft Applje'd toads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = 11.830 ft Partial Length Uniform Load : D = 0.0470 k/ft, Extent = 0.0 —» 60.0 ft DESIG)11 SU MMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.77R 1 (2) Murphy LVL 24" D 2,382.40 psi = 3,058.08psi +D+S 0.000ft = Span # 2 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.476 in Ratio = 804>=360. -0.005 in Ratio = 68586>=360. 0.808 in Ratio = 473>=240. -0.008 in Ratio = 40390 >=240. Service loads entered. Load Factors wit be applied for calculations. Design OK 0.551 : 1 (2) Murphy LVL 24" D 183.78 psi 333.50 psi +D+S = 28.070 ft Span # 1 Vertical _Reactions ;vi Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MlNimum D Only +D+S +D+0.750S +0.60D 5.012 2.951 2.060 5.012 4.274 1.236 18.892 6.224 11.125 3.665 7.767 2.559 18.892 6.224 16.111 5.308 4.660 1.535 41IOOERN G SYSTEMS PO Box 110. 9493 Porter Rd . Aunts -Mlle, OR 97325 800.682.1422 Modemeullding5ystems.com Description : (2) LVL RIDGE BEAM @ GRID B-C - 2019-31-2.1 Vertical fteactions;; Load CombinatiDn S Only Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 1 Support 2 Support 3 KING COUNTY TRANSIT BLDG 2.1 & 2.2 MCL 2019-31-2 36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 16 APR 2019, 8:33AM Values in KIPS 2.951 11.125 3.665 39 15 MEMBER—» ' 9 w E 0 •34 •58 MIN 11,92 17,88 23,99 29,67 35,74 Distance (ft) D O I 1 +6+51 +6+1f,7S65 t! +6.666 41,80 4786 5393 59,99 ODERN BUILDING SYSTEMS PO Box 110 .9093 Porter Rd • AurnMlle, OR 97325 800.68L1422 ModernBuidingSystems.com Description : (2) LVL RIDGE BEAM 0 GRID B-C SHEAR ONLY - 2019-31-2.1 CODE REF-EREI CE Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs F C' of Rr Printed: 12 APR 2019, 1:59PM tl i BUMN LYZTEM Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species : Murphy LVL 3100Fb-2.0E x 24" Deep Wood Grade : Manufactured Beam Bracing Fb + Fb Fc - POI Fc - Perp Fv Ft : Beam bracing is defined as a set spacing over all spans tabraced Lengths First Brace starts at 0.0 ft from Left: -Most support Regular spacing of lateral supports on length of beam = 4.0 ft 2,736.0 psi 2,736.0 psi 3,200.0 psi 750.0 psi 290.0 psi 2,100.0 psi Density 35.0pcf LJ�V IYLV OVJ.'t 3.0 X 16.50 A /� 'APA1ied toads,' E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,800.0ksi Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width =11,830 ft Partial Length Uniform Load : D = 0.0470 k/ft, Extent = 0.0 -» 60.0 ft ':DESIGN SUMMARr Maximum Bench " Stress Ratio Section used for span fb : Actual FB : Allowable 1.612 1 3.0 X 16.50 4,985.57 = 3,I•.. 6psi Load Combination +D+S Location of maximum on span = 0.000ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Tra Deflection Max Upward T lent Deflection Max Do and Total Deflection M ward Total Deflection vertical Reactions Load Combination Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable 1 . Ratio = -0.015 in ' -tio = 2.460in Ra- -0.025 in Ratio = 0.825 : 1 3.0 X 16.50 275.14 psi 333.50 psi Load Combination +D+S Location of maximum on span 28.070ft Span # where maximum occurs Span # 1 261 <360.0 22287 >=360. 155 <240.0 269 >=240. Support notation : Far left is #1 Support 1 Support 2 Support 3 f(Z C14 L( Values in KIPS Overall MAXimum Overall MlNimum D Only +D+S +D+0.750S +0.60D 4.957 2.951 2.006 4.957 4.219 1.203 18.686 6.156 11.125 3.665 7.561 2.491 18.686 6.156 15.905 5.240 4.537 1.495 4IOOERNY SYSTEMS PO Box 110 • 9493 Porter Rd . AumMIle, OR 97325 800.682.1422 ModemKuildingSystems.com Description : (2) LVL RIDGE BEAM @ GRID B-C SHEAR ONLY - 2019-31-2.1 Vertical iRea Lions Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019, 1:59PM Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 SOnly 2.951 11.125 3.665 EN ,IPA BUILDING SYSTEMS PO Box 110.9493 Porter Rd .Aumsvllle, OR 97325 800.682.1422 ModemBuildingSysterns.com Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 16 APR 2019, 8:33AM Description : (2) LVL RIDGE BEAM © GRID B-C & D-E - 2019-31-2.2 GODtAgEERENCES. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 20'15 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 FL) + Fb - Fc - Prll Wood Species : Murphy LVL 3100Fb-2.0E x 24" Deep Fc - Perp Wood Grade : Manufactured Fv Ft : Beam bracing is defined as a set spacing over ali spans Beam Bracing raced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft —16 958) (2) Murphy LVL 24" Deep Span = 2''6.710 ft 2,736.0 psi 2,736.0 psi 3,200.0 psi 750.0 psi 290.0 psi 2,100.0 psi E: Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,800.0 ksi Density 35.0pcf (2) Murphy LVL 24" Deep Span = 33.290 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = '11.830 ft Partial Length Uniform Load : D = 0.0470 klft, Extent = 0.0 —» 60.0 ft DESIGN SLMMARY... Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.789: 1 (2) Murphy LVL 24" D 2,439.05 psi = 3,090.02 psi +D+S 26.710ft Span # 1 0.599 in -0.020 in 1.017 in -0.034 in Ratio Ratio Ratio Ratio Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 667 >=360. 16124 >=360. 392 >=240. 9495>=240. 0.574 : 1 (2) Murphy LVL 24" D = 191.33 psi 333.50 psi +D+S = 26.710ft Span # 1 Vertical Reactions; Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D 4.515 2.659 1.856 4.515 3.851 1.114 19.016 6.601 11.199 3.887 7.818 2.714 19.016 6.601 16.217 5.629 4.691 1.628 4IOOERN G SYSTEMS PO Box 110.9493 Porter Rd . Aums 1 e, 0R 97325 800.682.1022 ModernBufdingSystems.com Description : (2) LVL RIDGE BEAM @ GRID B-C & D-E - 2019-31-2.2 Vertical Reactions ;; Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs of (ZE Printed: 16 APR 2019, 8:33AM Support notation : Far left is #1 s#OU 14CUPTTANGSYS= Mi&_ Values in KIPS Load Combination Support 1 Support 2 Support 3 S Only 2.659 11.199 3.887 44 18 C MEMBER-•» c L E 0 .34 •60 Inn Sb1 11,64 11.61 23,5 2113 Distance (ft) DORIy 1 +D+S 1 +D+675651 +6,66D 35,08 41.03 46,98 52,43 S8 EARN BUILDING SYSTEMS PO Box 110 .9493 Porter Rd • Aumsetlle, 0,R97325 800.682.1422 ModemgulldingSystems.com Description ; (2) LVL RIDGE BEAM @ GRID B-C & D-E SHEAR ONLY - 2019-31-2.2 'CODEJ?EFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 20'15 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019. 2:04PM Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Fb + Fb - Fc - Fri' Fc - Perp Fv Ft Beam Bracing ; Beam bracing is defined as a set spacing over all spans nbra�ced Lengths Murphy LVL 31100Fb-2.0E x 24" Deep : Manufactured First Brace starts at 0.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft Span = 26.710 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width =11.830 ft Partial Length Uniform Load : D = 0.0470 k/ft, Extent = 0.0 -» 60.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Sectio ed for this span ctual FB:AIIo 1.641: 1 3.0 X 16.50 5,10 .psi 1.08psi Load Combination +D+S Location of maximum on span 26.710ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Tra t Deflection Max Upward T lent Deflection Max Do rd Total Deflection Max and Total Deflection 1.84 -0.061 in R 3.096 in Ratio = -0.103 in Ratio = Maximum Shear Stress Ratio Section used for this span Iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio 216 <360.0 5239 >=360. 29 <240.0 31 - 40, Vertical Reactions Support notation : Far left is #1 2,736.0 psi 2,736.0 psi 3,200.0 psi 750.0 psi 290.0 psi E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,800.0 ksi 2,100.0psi Density 35.0pcf Service loads entered. Load Factors will be applied for calculations. Wilreinfanal = 0.851 : 1 3.0 X 16.50 283.66 psi = 333.50 psi +D+S 26.710ft Span # 1 Values in KIPS Load Combination Overall MAXimum Overall MlNimum D Only +D+S +D+0.750S +0.60D Support 1 Support 2 Support 3 4.466 2.659 1.807 4.466 3.801 1.084 18.809 6.529 11.199 3.887 7.611 2.642 18.809 6.529 16.010 5.557 4.566 1.585 ,3#IOOERNBUILDING SYSTEMS PO Box 110. 9493 Porter Rd • Aumsville, 0R 97325 800.6112.1422 ModemBulldingSystems.cam Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Gr Printed: 12 APR 2019, 2:04PM Description : (2) LVL RIDGE BEAM @ GRID B-C & D-E SHEAR ONLY - 2019-31-2.2 Vertical Reactions' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 S Only 2.659 11.199 3.887 JOB 4��/ J a I SHEET NO. {E e P F` 11 OF BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 CALCULATED BYMt- DATE `+ K� 'f ✓ AUMSVILLE, OREGON 97325 CHECKED BY DATE 503-749-4949 • Fax 503-749-4950 SCALE ERN 9493 Porter Road SE - PO Box 110 BUILDING SYSTEMSSHEET NO. 503-749-4949 °Fax 503-749-4950 JOB 9 - CALCULATED BY ti( CHECKED BY � 7 SCALE L DATE"-`� ....... _~T_-_---_-_--_--_-- ---�. -'�-- . .. .. �-. ....... .... / ..... ... ... ............... .................. .............. --. .' -- .' _.... -........ ............. ................. ..... ......... ......... ............ ................ ..... ...... -......... - ..... ..... --i.............. --+--...... f-----r---- �----� r-/—r-........... ............. �...... ............. ......... ---........ .......... ��....... ........ --..... �r—�-- ( | ' ' ! | L._�__)_.__..... _...... ..... _..... ............. ... ...... .... ... ......... �--�-�—���� --'—........... .............. —��--f---............... .... ...... 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'.--.--^ -----�............ .......... --..... --f-- ' ............... ............ 1 __�__ _.... � ........___ ..... _'.......... .... ....... ........... . __' --- �-- ---'--f----�'�-- � ( ' ' OOERN BUILDING SYSTEMS PO Box 110.9493 Porter Rd • Aumsvllle, 0R97325 800.682.1422 Modemgullding5ystems.com Description : END COLUMN FOR RIDGE BEAM 1 OF 2 REQ'D EA END - 2019-31-2 odeRe%r�nces',> Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs RF- 13 OE Printed: 12 APR 2019, 2:06PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General ln'formation ,w Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.170 ft ( Used for non -slender calculations ) Wood Species Douglas Fir Larch Wood Grade No.2 Fb + 900.0 psi Fv 95.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 32.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Applied Loads. Column self weight included : 43.791 Ibs * Dead Load Factor AXIAL LOADS ... 1/2 of Ridge Beam Rxt (a. end: Axial Load at 10.170 ft, Xecc =1.0 in, D=1.357, S = 1.944 k DESIGN,SUMMARY, Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1,600.0 ksi 4x6 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 19.250 in"2 Cf or Cv for Compression 48.526 in"4 19.651 I04 Cf or Cv for Tension Cm : Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling =1 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling=10.170 ft, K = 1.0 Service loads entered. Load Factors wit be applied for calculations. 1.30 1.10 1.30 1.0 1.0 1.0 1.0 NDS 15.3.2 No Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2631 :1 Load Combination +D+S Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Location of max.above base 10.102 ft At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 3.345 k 0.0 k-ft -0.2732 k-ft 817.95 psi 0.01929 :1 +D+S 10.170 ft 2.108 psi 109.250 psi Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.02705 k Bottom along X-X 0.02705 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X -0.1012 in at 5.938 ft above base for load combination : +D+S Other Factors used to calculate allowable stresses Bending Compression Tension 4.IOOERN NGSYSTEMS Po Box 110 .9493 Porter Rd • AumsWlle, 0R 97325 800.682.1422 Modem9uddingSvstems.com Description : CNTR COLUMN FOR RIDGE BEAM 1 OF 2 REQ'D - 2019-31-2 .:f C6de'References Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs PF-14 Gf RF Printed: 12 APR 2019, 2:36PM --er.MOVERN BU-LLING STET Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 GGenerallnformation Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS3x3x3/16 Allowable Strength 46.0 ksi 29,000.0 ksi `►RP�ed Loads.:" Column self weight included : 69.674 lbs * Dead Load Factor AXIAL LOADS ... 1/2 OF RIDGE BEAM RXT; Axial Load at 10.170 ft, Xecc = 1,0 in, D = 3.909, S = 5.60 k DESIGN SiiMMAR'f Overall Column Height 10.170 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling =10.170 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =10.170 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Va : Applied Vn / Omega : Allowable 0.5525 :1 +D+S 10.102 ft 9.579 k 24.083 k 0.0 k-ft 4.522 k-fl -0.7871 k-ft 4.522 k-ft 0.005467 : 1 +D+S 0.0 ft 0.07792 k 14.252 k Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.0 in for load combination : Along X-X -0.1285 in for load combination : +D+S 0.07792 k 0.07792 k 0.0 k 0.0 k at 0.0ft above base at 5.938ft above base DERN BUILDING SYSTEMS PO Box 110.9493 Porter Rd. Aumsville, OR 57325 800.682.1422 ModernBuilding5ystems.tom Description : EXTERIOR WALL STUD ANALYSIS - 2019-31 CodeReferencE Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019, 1:42PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 • rGeneral.lnforlllation Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb + 700.0 psi Fv Fb - 700.0 psi Ft Fc - PrII 850.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending Basic 1,400.0 Minimum 510.0 8.0 ft 95.0 psi 450.0 psi 31.20 pcf y-y Bending 1,400.0 510.0 Applied.0_eds Column self weight included : 14.30 Ibs * Dead Load Factor AXIAL LOADS .. . SL = 25 psf, no O.H.: Axial Load at 8.0 ft, Xecc =1.0 in, D = 0.2270, S = 0.1970 k BENDING LOADS .. . Lat. Uniform Load creating Mx-x, W = 0.0640 k/ft '.DESIGN,SUMMARY Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1,400.0 ksi 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 1.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 8.0 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. 5.50 in 8.250 in^2 20.797 in^4 1.547 in^4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 Yes Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Fonimlaip + Mxx + Location of max.above base At maximum location values are . . Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.4992 :1 +D+0.60W Myy, NDS Eq. 3.9- 4.242 ft 0.2413 k 0.3061 k-ft -0.01003 k-ft 945.22 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 4.027 ft above base for load combination : W Only Along X-X -0.1167 in at 4.671 ft above base for load combination : +D+S Other Factors used to calculate allowable stresses ... 0.1837:1 Bending Compression Tension +D+0,60W 0.0 ft 27.927 psi 152.0 psi ,MODERN BUILDING SYSTEMS PO am 110. 9493 Porter Rd . AumsvRle, OR 97325 800.582.1422 ModemguddingSystems.com Description : TYP FLOOR JOIST- DISTLOAD (OFFICE) - 2019-31 CODE REFERENCES.": Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019, 1:42PM Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Fb + Fb - Fc - Prl I Fc - Perp Fv Ft Beam Bracing Beam bracing is defined as a set spacing over all spans inbraced Lengths : Douglas Fir - Larch : No.2 First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft 2x8 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 95.0 psi 575.0psi Density 32.210pcf Repetitive Member Stress Increase Span = 5.920 ft D(0.01330) L(0.08645) 2x8 Span = 5.920 ft ; _Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = 0,0650 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.336 1 2x8 408.79 psi 1,219.19psi 5.920ft Span # 1 0.013 in 0.000 in 0.016 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fir : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 5390 >=360. 0 <360.0 4560 >=240. 0 <240.0 Design OK 0.461 : 1 2x8 43.76 psi 95.00 psi +D+L 5.325 ft Span # 1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXirr.um Overall MINimum D Only +D+L +0+0.750L +0.60D L Only Values in KIPS 0.227 0.192 0.035 0.227 0.179 0.021 0.192 0.756 0.640 0.116 0.756 0.596 0.070 0.640 0.227 0.192 0.035 0.227 0.179 0.021 0.192 0 ERN BUILDING SYSTEMS PO Box 110.9493 Porter Rd • Aumsetlte, OP 97325 800.682.1422 ModemBuildin9Systems.com Description : TYP FLOOR JOIST- DIST LOAD (ASM) - 2019-31 DE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019,.1:42pm - 4' 3 . 3-- .7 Analysis Method : Allowable Stress Design Load Combination /BC 2015 Fb + Fb- Fc-Pr1l Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade ; No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans lnbraces7 lengths , , First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend -xx 580.0ksi 625.0 psi 95.0 psi 575.0 psi Density 32.210pcf Repetitive Member Stress Increase D(0.01330) L(0.1330) 2x8 Span = 5.920 ft 2x8 Span = 5.920 ft Applied,Loads r Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans ; D = 0,010, L = 0.10 ksf, Tributary Width =1.330 ft DESIGN SUMMARY ;Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection L �/ertical Reactions,; Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 0.48a 1 2x8 595.01 psi 1,219.19 psi +D+L 5.920ft Span # 1 0.020 in 0.000 in 0.023 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 3503 >=360. 0 <360.0 3132 >=240. 0 <240.0 Support notation : Far left is #1 Support 1 Support 2 Support 3 Design OK Values in KIPS 0.670 : 1 2x8 63.69 psi 95.00 psi +04 5.325 ft Span # 1 0.330 0.295 0.035 0.330 0.256 0.021 0.295 1.101 0.984 0.116 1.101 0.855 0.070 0.984 0.330 0.295 0.035 0.330 0.256 0.021 0.295 ERN BUILDING SYSTEMS PO Box 110 . 9493 Porter Rd • Aumsvilla OR 97325 800.68 L1422 ModernBuildingSystems.com Description : TYP FLOOR JOIST.. DIST LOAD (STORAGE) - 2019-31 Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60& 24' x 60 MODULAR OFFICEs P-4;3 ce- printed: 30 APR 2019, 8:91AM JslENER0-741208013EA291 ,8410 spilydropiolirOleiksNaWilk). Licensee : MODERN BUILDING SYSTEMS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing Fb + Fb - Fc - PrIl Fc - Perp : No.2 Fv Ft : Beam bracing is defined as a set spacing over all spans : Douglas Fir - Larch UJbraceLengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft F 2x8 Span = 5.920 ft X 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend-)a 1 ,600.0 ksi 1,350.0 psi Eminbend - xx 580.0ksi 625.0 psi 95.0 psi 575.0 psi Density 32.210pcf Repetitive Member Stress Increase D(0.01330) a 2x8 Span = 5.920 ft „;, Service loads entered. Load Factors will be applied for calculations. r•-• •Avoreit.; , Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = 0.1250 ksf, Tributary Width = 1.330 ft DNS�MMAR .Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination 0.597 1 2x8 728.03psi 1,219.19psi +D+L 5.920ft Span # 1 Design OK Maximum Shear Stress Ratio = 0.820 : 1 Section used for this span 2x8 fv : Actual 77.93 psi Fv : Allowable 95.00 psi Load Combination +D+L Location of maximum on span 5.325 ft Span # where maximum occurs Span # 1 0.025 in Ratio = 0.000 in Ratio = 0.028 in Ratio = 0.000 in Ratio = 2802 >=360. 0 <360.0 2560 >=240. 0 <240.0 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 0.404 0.369 0.035 0.404 0.312 0.021 0.369 1.347 0.404 1.230 0 369 0.116 0.035 1.347 0.404 1.039 0.312 0.070 0.021 1.230 0.369 L(0.1663) ODERN BUILDING SYSTEMS PO Box 110 • 9493 Porter Rd. Aumsville, OR 97325 800.682.1422 Modem8uilding5ystems.com Description : TYP FLOOR JOIST • CONC LOAD at CNTR (OFFICE) - 2019-31 Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs aF Printed: 12 APR 2019, 1:42PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Fb + Fb - Fc - PrII Fc - Perp : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths...: Douglas Fir - Larch 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend -xx 580.0ksi 625.0 psi 95.0 psi 575.0 psi Density 32.210pcf Repetitive Member Stress Increase First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 6.0 ft L(0.4) D(0.01330) 8 b b 2x8 Span = 5.920 ft 2x8 Span = 5.920 ft ;AppliedLoads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010 ksf, Tributary Width = 1.330 ft Load for Span Number 1 Uniform Load : L = 0.40 klft, Extent = 1.70 —» 4.20 ft, `DESIGN SUMMARY. `:.. Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft, (Conc load 2k on 2 joists, 1k on 1 joist) Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.78S 1 2x8 870.93 psi 1,108.82 psi +D+L 2.712ft Span # 1 0.065 in -0.027 in 0.067 in -0.025 in Maximum Shear Stress Ratio = 0.922 : 1 Section used for this span 2x8 fv : Actual = 87.62 psi Fv : Allowable = 95.00 psi Load Combination +D+L Location of maximum on span 5.325ft Span # where maximum occurs Span # 1 Ratio = Ratio = Ratio = Ratio = 1091 >=360. 2634 >=360. 1053 >=240. 2843 >=240. Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L 0.449 0.414 0.035 0.449 0.345 0.791 -0.088 0.674 -0.031 0.116 0.035 0.791 -0.053 0.622 -0.031 1IJBUILDING SYSTEMS PO Box 110. 9493 Porter Rd .Aumwi3e, OR97325 800.682.1422 ModernBudding3ystems.com Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Description . TIT FLOOR JOIST - CONC LOAD at CNTR (OFFICE) - 2019-31� Vertical Reactions,. Load Combination +0.60D L Only Support notation : Far left is #1 Support 1 Support 2 Support 3 FAR- 5 opALP , Printed-:12 APR 2019, . 1:42PM Values in KIPS 0.021 0.070 0.021 0.414 0.674 -0.088 DERN BUILDING SYSTEMS PO Box 110. 9493 Porter Rd . numwille, OR 97325 SOD.682.1422 Modemluilding5ystems.com Description : TYP FLOOR JOIST - CONC LOAD at SUPPORT (OFFICE) - 2019-31 CDDEEFERENCES ' ) : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: Engineer: Project ID: Project Descr: KING COUNTY TRANSIT BLDG 2.1 & 2.2 MCL 2019-31-2 36' x 60' & 24' x 60 MODULAR OFFICEs Printed; 12 APR 2019: 1:42PM t' DERAMIl NG Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Fb + Fb - Fc - Prll Fc - Perp : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans l)nbraced,Lengths , Douglas Fir - Larch First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 6.0 ft Span = 5.920 ft 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 100.0 psi 575.0 psi Density 32.210pcf Repetitive Member Stress Increase Span = 5.920 ft Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010 ksf, Tributary Width =1.330 ft Load for Span Number 1 Uniform Load : L = 0.40 k/ft, Extent = 0.60 —» 3.10 ft, Tributary Width = 1.0 ft, (Conc Load 2k on 2 joists, 1 k on 1 joist) DESIGN SUMMARY :_ Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.73S 1 2x8 814.83psi 1,108.82 psi +D+L 2.150ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.057 in Ratio = -0.021 in Ratio = 0.059 in Ratio = -0.019 in Ratio = 1254 >=360. 3462 >=360. 1203 >=240, 3831 >=240. Design OK 0.891 : 1 2x8 89.11 psi 100.00 psi +D+L 0.000 ft Span # 1 Vertical Reactions . _ Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Values in KIPS Overall MAXimum Overall MINimum D Only +D+L +D40.750L 0.655 0.620 0.035 0.655 0.500 0.563 -0.067 0.447 -0.032 0.116 0.035 0.563 -0.032 0.451 -0.015 jj100ERN U LNGSYSTEMS PO Box 110. 9493 Porter Rd .AumsvlRe, 00.97325 800182.1422 ModemBulldlogiystems.com Project Title: Engineer: Project ID: Project Descr: KING COUNTY TRANSIT BLDG 2.1 & 2.2 MCL 2019-31-2 36' x 60' & 24' x 60 MODULAR OFFICEs bye Printed: 12 APR 2019,1:42PM zarkerses Description : TYP FLOOR JOIST - CONC LOAD at SUPPORT (OFFICE) - 2019-31 Vertical Reactions Load Combination i0.60D L Only Support notation : Far left is #1 Support 1 Support 2 Support 3 Values in KIPS 0.021 0.070 0.021 0.620 0.447 -0,067 Dk ERN BUILDING SYSTEMS PO am 110.9093 Porter Rd • AumMlle, 0R 97325 800.682.1422 Modem3ulldIngSystems.tom Description : TYP FLOOR JOIST SUPPORT BEAM (OFFICE) - 2019-31 CODE REFERENCES', Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 201' 5 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs Printed: 12 APR 2019, 1:42PM Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Fb + Fb - Fc - PrI! Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans -.Oh-braced Lengths., First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft :Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0860, L = 0.4810 k/ft . DES/GN.SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 120.0 psi 525.0 psi E: Modulus of Elasticity Ebend- xx 1,300.0ksi Eminbend - xx 470.0ksi Density 26.830pcf Service loads entered. Load Factors will be applied for calculations. 0.914: 1 Maximum Shear Stress Ratio 4x8 Section used for this span 1,006.91 psi fv : Actual 1,101.64psi Fv : Allowable +D+L Load Combination 6.000ft Location of maximum on span Span #1 Span # where maximum occurs 0.041 in Ratio = 1764>=360 0.000 in Ratio = 0 <360 0.049 in Ratio = 1484>=180 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Design OK 0.886 : 1 4x8 106.35 psi 120.00 psi +D+L 5.397ft Span #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1.286 1.082 0.204 1.286 1.016 0.122 1.082 4.288 1.286 3.607 1.082 0.680 0.204 4.288 1.286 3.386 1.016 0.408 0.122 3.607 1.082 4IODERN BUILDING SYSTEMS PO Box 110 .9493 Porter Rd. AumsxRle, OR 9737_5 800.682.1422 MademBu4dingSystems.com Description : TYP FLOOR JOIST SUPPORT BEAM (ASM) - 2019-31 CODE RFFERENtES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs rLe 9' f ,_ Printed: 12 APR 2019: 1:42PM Analysis Method: Allowable Stress Design Load Combination IBC 2015 Fb + Fb- Fc-Pril Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced 'Lengths.;:.: 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E: Modulus of Elasticity Ebend- xx 1 ,300.0ksi Eminbend -xx 470.0ksi Density 26.830pcf First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft D(0.0860) L(0.740) Span = 5.0 ft f Applied Loads. . Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0860, L = 0.740 k/ft DESIGN SUMMARY.: Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.921: 1 4x8 1,016.01 psi 1,103.37psi +D+L 5.000ft Span # 1 0.030 in 0.000 in 0.034 in 0.000 in Span=5.0ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Vertical Reactions 1981 >=360 0 <360 1765 >=180 0 <180 Support notation : Far left is #1 Design OK Values in KIPS 0.831 : 1 4x8 124.65 psi 150.00 psi +D+L 4.413 ft Span #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L 40.60D L Only 1.558 1.388 0.170 1.558 1.211 0.102 1.388 5.192 4.625 0.567 5.192 4.036 0.340 4.625 1,558 1.388 0.170 1.558 1.211 0.102 1.388 ERN BUILDING SYSTEMS PO Box 110 .9493 Porter Rd. Aumsville. OR. 97325 800.682.1422 ModernXuilding5ystems.com Lic. # : KW-06009251 Description : TYP FLOOR JOIST SUPPORT BEAM (STORAGE) - 2019-31 cFE�11;C Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs PL.Q to Or RR Printed: 30 APR 2019, 8:O1AM * olE6tDA 12flDi)DE 1ii2p1&3a 2Sanctcalese rent kt igt;-o1e Licensee : MODERN BUILDING SYSTEMS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb + Fb Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans .nbracedtLengths :_ 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0ksi Eminbend - )cx 470.0ksi Density 26.830 pcf First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft x 4x8 Span = 4.0 ft D(0.0860) L 0( 9250 ,4;t, x 4x8 Span =4.0ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0850, L = 0.9250 k!ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection vertical 4Reaction Load Combination 0.722 1 4x8 795.05psi 1,101.64psi +D+L 4.000ft Span # 1 0.016 in 0.000 in 0.017 in 0.000 in Design OK Maximum Shear Stress Ratio = 0.759 : 1 Section used for this span 4x8 fv : Actual = 113.88 psi Fv : Allowable = 150.00 psi Load Combination +D+L Location of maximum on span = 3.397 ft Span # where maximum occurs = Span # 1 Ratio = Ratio = Ratio = Ratio = 3096 >=360 0 <360 2819>=180 0 <180 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Overall MAXimum Overall MlNimum D Only +D+L +D+0.750L +0.60D L Only 1.524 1.388 0.136 1.524 1.177 0.082 1.388 5.079 4.625 0.454 5.079 3.922 0.272 4.625 1.524 1.388 0.136 1.524 1.177 0.082 1.388 4.IOOERN PO Box 110.9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com J ransit SHEET NO LFA-1 OF LFA- DATE 4/16/2019 CHECKED BY DATE SCALE SHEAR DIAPHRAGM DESIGN (LP& 2.0 BUILDING INFORMATION: BUILDING LENGTH (L) = BUILDING WIDTH (B) = SHEAR WALL PLATE HEIGHT = ROOF OVERHANG = TRANSVERSE LOADING LONGITUDINAL LOADING TRANSVERSE (WIND CONTROLS) 0.; WIND = 10912 # ROOF = WIND / 2 = 5456 # 91 pif 60.00 Vrf = ROOF / 2 WALLS = 2728 # Lrf = 23.83 v rf = 114 plf SHEAR WALL PIER LENGTHS Lwall = 23.83 v wall = 114 pif Vflr = 2728 # Lfir = 23.83 v flr = 114 pif rs 2728 # ERN BUILDING SYSTEMS PO Box 110 . 9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingsystems.com JOB # 2019-31-2 King County Transit SHEET NO LFA-2 OF LFA-fl' CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE SHEAR DIAPHRAGM DESIGN (CON'T) LONGITUDINAL Vrf = ROOF / 2 WALLS = 2379 # Lrf = 60.00 ' SHEAR WALL PIER LENGTHS v rf = 40 p1f Lwall = 27.00' v wall = 88 plf Vflr = 2379 # Lflr = 60.00' v fir = 40 plf; (SEISMIC CONTROLS) SEISMIC ROOF = 4757 # 199 plf 23.83 ' T 2379 # ®ERN4000A BUILDING SYSTEMS PO Box 110. 9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuiiding5ystems.com SHEARWALL HOLD DOWNS (TRANSVERSE) UNIT SHEAR = PIER WIDTH = ROOF TRIB WIDTH = Mot = 114plf X 23.83' X 9.67' = 26380 lb-ft Mr = [3'(12psf)+9.67'(10psf)] X 23.83'1'2/2 X 0.6 22607 lb-ft T=C=M/b (26380 - 22607)lb-ft / (23.83 - 0.5)' 162 # PER NAIL VALUE (SIMP C-2017 PG 305) 171 # N = 162# / 171# EA = 4 NAILS JOB # 2019-31-2 King County Transit SHEET NO LFA-3 OF LFA- CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE USE MIN SIMP CS-18 w/ (4 N-10's EA END SHEARWALL HOLD DOWNS (LONGIT) UNIT SHEAR = PIER WIDTH = ROOF TRIB WIDTH = Mot = 88p1f X 4.83' X 9.67' = 4114 lb-ft Mr = [5.92'(12psf)+9.67'(10psf)] X 4.83'^2/2 X 0.6 1174 lb-ft T=C=M/b (4114 - 1174)Ib-ft / (4.83 - 0.5)' 679 # 171 # DF 4 NAILS }n;? PER NAIL VALUE (SIMP C-2017 PG 305) N = 679#/ 171# EA = (MIN) (MIN) USE MIN SIMP CS-18 w/ (4) N-10's EA END ERN BUILDING SYSTEMS PO Box 110. 94193 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuiidingSystems.com JOB # 2019-31-2 King County Transit SHEET NO LFA-4 OF LFA-ir CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE SIDEWALL TOP PLATE SPLICE T=C=M/b (91plf X 60'^2)/(8 X 23.83') 1717 # 155 # DF N= 1717#/155#EA= 12 NAILS t; PER NAIL VALUE (NDS 2015 TABLE 12N, Cd=1.6) = (MIN) USE MIN 4 ft SPLICE w/ (12) 12d's (.131) EA END ENDWALL TOP PLATE SPLICE T=C=M/b (199p1f X 23.831^2)/(8 X 60') 235 # PER NAIL VALUE (SIMP C-2017 PG 305) 171 # DF N = 235# / 171# EA = 4 NAILS._,_.a4ss USE MIN SIMP CS-18 w/ 4 N-10's EA END 1 SHEAR TRANSFER AT M.L. v = Vay' = 2728# X (60' X 23.83' / 2)(23.83' / 4) = 172 plf (60' X 23.83'1\3) / 12 V= 172plfX(60'/2)/2X2= 5151# PER BOLT VALUE (NDS 2015 TABLE 12A) (600# X .1.6)= (MIN) 960 # LVL or GLB: G=0.50 N= 5151# / 9Ei0# EA = 6 BOLTS USE MIN (ID - 5/8 in DIA M.B.'s AT RIDGE BEAM (MIN) I°° E R N SHEET NO LFA%5- a, BUILDING SYSTEMS fn���rl,brF ixvnr PO Box 110. 9493 Porter Rd • Aurnsville, OR 97325 800.682.1422 ModemBuildingSystems.com ounty Transit OF LFA jY DATE J4612019 CHECKED BY DATE SCALE SHEAR DIAPHRAGM DESIGN 6,eLPt- 2-2) BUILDING INFORMATION: BUILDING LENGTH (L) BUILDING WIDTH (B) = SHEAR WALL PLATE HEIGHT = ROOF OVERHANG = TRANSVERSE LOADING LONGITUDINAL LOADING TRANSVERSE (SEISMIC CONTROLS} T Vrf = ROOF / 2 WALLS = 3334 # Lrf = 35.83 ' SHEAR WALL PIER LENGTHS vrf = 93 plf' Lwall = 35.83 vwall = 93 plf Vflr = 3334 # Lfir = 35.83 ' vflr = 93 plf $ 684 SEISMIC ROOF = 6668 # 111 plf 60.00 ' T 3334 # ERN BUILDING SYSTEMS PO Box 110 . 9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com JOB # 2019-31-2.2 King County Transit SHEET NO LFA,7 Gj OF LFA.d CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE SHEAR DIAPHRAGM DESIGN (CON'T) LONGITUDINAL T Vrf = ROOF / 2 WALLS = 3334 # Lrf = 60.00 SHEAR WALL PIER LENGTHS v rf = 56 plf Lwa l l = 40.33 ' vwall = 83 pif Vflr = 3334 # Lflr = 60.00' vflr = 56 plf L<3 (SEISMIC CONTROLS) SEISMIC ROOF = 6668 # 186 plf 35.83 T 3334 # ArVI®DERV BUILDING SYSTEMS PO Box 110 . 9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com SHEARWALL HOLD DOWNS (TRANSVERSE) UNIT SHEAR = PIER WIDTH = ROOF TRIB WIDTH = Mot = 93p1f X 35.83' X 9.67' _ Mr = [3'(12psf)+9.67'(10psf)] X 35.831^2/2 X 0.6 T=C=M/b (32240 - 51108)Ib-ft / (35.83 - 0.5)' PER NAIL VALUE (SIMP C-2017 PG 305) N = -534# / 171# EA = JOB # 2019-31-2.2 SHEET NO LFA- "7 CALCULATED BY MCL CHECKED BY King County Transit OF LFA-4' DATE 4/16/2019 DATE SCALE 32240 lb-ft 51108 lb-ft -534 # 171 # 4 NAILS USE MIN SIMP CS-18 w/ (4) N-10's EA END SHEARWALL HOLD DOWNS (LONGIT) UNIT SHEAR = PIER WIDTH = ROOF TRIB WIDTH = Mot = 83p1f X5.83'X9.67' = Mr = [5.92'(12psf)+9.67'(10psf)] X 5.83'112/2 X 0.6 T=C=M/b (4660 - 1710)Ib-ft / (5.83 - 0.5)' PER NAIL VALUE (SIMP C-2017 PG 305) N = 554# / 171# EA = 4660 I b-ft 1710 lb-ft 554 # 171 # 4 NAILS L USE MIN SIMP CS-18 w/ (4) N-10's EA END (MIN) DF (MIN) ERN BUILDING SYSTEMS PO Box 110. 9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com JOB # 2019-31-2.2 King County Transit SHEET NO LFA fk' OF LFA CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE SIDEWALL TOP PLATE SPLICE T=C=M/b (111pif X 60'A2)/(8 X 35.83') 1396 # 155 # DF 12 NAILS 2> PER NAIL VALUE (NDS 2015 TABLE 12N, Cd=1.6) = N = 1396# / 155# EA = USE MIN 4 ft SPLICE w/ (12) 12d's (.131) EA END ENDWALL TOP PLATE SPLICE T=C=M/b (186p1f X 35.83'^2)/(8 X 60') PER NAIL VALUE (SIMP C-2017 PG 305) N = 497# / 17:L# EA = (MIN) 497 # 171 # DF 4 NAILSTu`= 4 USE MIN SIMP CS-18 w/ (4) N-10's EA END SHEAR TRANSFER AT M.L. v = Vav' = 3334# X (60' X 35.83' / 2)(35.83' / 4) _ (60' X 35.83'1\3) / 12 V = 140pifX(601/2)/2X 2= 140 pif 4187 # (MIN) PER BOLT VALUE (NDS 2015 TABLE 12A) (600# X 1.6)= 960 # LVL or GLB: G=0.50 N= 4187# / 960# EA = 6 BOLTS' 62 USE MIN (6) - 5/8 in DIA M.B.'s AT RIDGE BEAM (MIN) ®ERN BUILDING SYSTEMS PO Box 110. 9493 Porter Rd. Aumsvilie, OR 97325 800.682.1422 ModemBullding5ystems.com FOUNDATION DESIGN BUILDING LENGTH (L) = BUILDING WIDTH (B) = FRAME RAIL OFFSET = FLOOR TRIB WIDTH = ROOF OVERHANG = ROOF TRIB WIDTH = WALL PLATE HEIGHT= TRANSVERSE WIND/SEIS. = LONGIT. WIND/SEIS. = WIND UPLIFT= SNOW LOAD = BUILDING WEIGHT = F.F. HEIGHT AVG. ROOF HEIGHT PIER PAD AREA AT EXTERIOR FTG LOAD TO SKIRTWALL 5.92 sf ount Transa>t: SHEET NO FDN-1 OF FDN- b Z. CHECKED BY DATE (ABOVE F.F.) (No Snow) 1, (ABOVE GRADE) (ABOVE GRADE) SITE TYPE = MAX BRG PRESSURE = DL = 5.92'(12 psf)+9.67'(10 psf)+5.92'/2(10 psf) = LL = 5.92' / 2 X 65 psf = SL = 5.92' X 25 psf = D + L = 389 Of D + S = 345 plf D + 0.75L +0.75S = 452 plf 197 plf 192 plf 148 plf CONTROLS ni.irt�E�-r4i::ir•��-•+,.•w�.:.�`�sR�i41'�r:ri`'..�r.w�r.�r.Mni-"%Iw �:l:•a Ii R,••:••n.'r��" AT INTERIOR FTG 65 r2F DL = 5.92' (10 psf) = LL = 5.92' (65 psf) _ D+L=444plf PIER SPACING.i3,1'.... q = 444pif X (6') / 1.78 ftA2 = 59 pif 384 plf CONTROLS 1495 psf QK on ASPHALT USE 2 x 12 x 24 in P.T. PADS AT 6' O.C. E RN JOB # 2019-31-2 King County Transit SHEET NO FDN-2 OF FDN- BUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aumsville, OR 97325 800.682.1422 fvfodernBuilding5ystems.com AT ENDWALL COLUMN FTG COLUMN DL = 2 1 COLUMN SL = 3,$~ DL = [3' (10 psf) + 10.5' (10 psf)] X 5.92' = LL = 3' (65 psf) X 5.92' = CALCULATED BY MCL 4/16/2019 CHECKED BY DATE SCALE 799 # 1153 # D+L= 4666# D + S = 7400# CONTROLS D + 0.75L +0.75S = 7293 # <10000# Therefore OK. (See FDN- 3,5 ) AT MIDSPAN COLUMN FTG COLUMN DL =?818_ COLUMN SL = 1113,r.. DL = 5.92' (10 psf) (6') = LL = 5.92' (65 psf) (6') = 355 # _ 2307 # D + L = 10480# D + S = 19372 # CONTROLS D + 0.75L +0.75S = 18302 # <24000# Therefore OK. (See FDN- 3,6,7 ) �QERN IMBUILDING SYSTEMS PO Box 110.9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuiidingSystems.com JOB # 2019-31-2 King County Transit SHEET NO FDN-3 OF FDN- CALCULATED BY MCL 4/16/2019 CHECKED BY DATE SCALE @ ENDWALL COLUMN FOOTING TRY Pmax = DL % = 47% SL % = 53% W DL= W SL= Width (b) each = 0.63 2000psf X 2 X 0.63' X 4' = 10000 # 2000psf X 0.63' X 0.47 = 593 pif 2000psf X 0.63' X 0.53 = 657 pif @ MIDSPAN COLUMN FOOTING TRY Pmax = DL%= 42% SL % = 58% W DL = W sL= Width (b) each = 0.60' 2000psf X 5 X 0.6' X 4' = 24000 # 2000psf X 0.6' X 0.42 = 2000psf X 0.6' X 0.58 = @ MIDSPAN INTERMEDIATE POST TRY Width (b) each = 506 plf 694 plf 0.46 WDL= 2000psf X 4' X 0.42 / 2 MEMBERS = 1688 pif W 5L= 2000psf X 4' X 0.58 / 2 MEMBERS = 2312 pif OOERN IMBUILDING SYSTEMS PO Box 110. 9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com FOUNDATION DESIGN BUILDING LENGTH (L) BUILDING WIDTH (B) _ FRAME RAIL OFFSET = FLOOR TRIB WIDTH = ROOF OVERHANG = ROOF TRIB WIDTH = WALL PLATE HEIGHT = TRANSVERSE WIND/SETS. = LONGIT. WIND/SEIS. = WIND UPLIFT = SNOW LOAD = F.F. HEIGHT 718 . (No Snow) BUILDING WEIGHT 5.92 441 ansft . SHEET NO FDN-y S OF FDN- CHECKED BY DATE (ABOVE F.F.) 't(ABOVE GRADE) AVG. ROOF HEIGHT '` 31'; (ABOVE GRADE) PIER PAD AREA AT EXTERIOR FTG LOAD TO SKIRTWALL SITE TYPE = MAX BRG PRESSURE = DL = 5.92'(12 psf)+9.67'(10 psf)+5.92'/2(10 psf) _ LL = 5.92' / 2 X 65 psf = SL = 5.92' X 25 psf = D + L = 389 pif D + S = 345 plf D + 0.75L +0.75S = 452 pif 197 pif 192 plf 148 plf CONTROLS AT INTERIOR FTG DL = 5.92' (10 psf) = LL = 5.92' (65 psf) = D + L = 444 pif PIER SPACING =fi 00' q = 444p1f X (6') / 1.78 ftA2 = 59 pif 384 pif CONTROLS 1495 psf .'. OK on ASPHALT USE +/- 16 in. SQ. PADS OR 2 x 12 x 24 in P.T. PADS AT 6' O.C. ERN BUILDING SYSTEMS PO Box 110.9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com AT ENDWALL COLUMN FTG COLUMN DL = COLUMN SL = 388 DL = [3' (10 psf) + 10.5' (10 psf)] X 5.92' _ LL = 3' (65 psf) X 5.92' = IOB # 2019-31-2.2 King County Transit SWEET NO FDN,tCp OF FDN- CALCULATED BY MCL 4/16/2019 CHECKED BY DATE SCALE 799 # 1153 # D + L = 4666# D + S = 7400 # CONTROLS D + 0.75L +0.75S = 7293 # <10000# Therefore OK. (See FDN- 3,5 ) AT MIDSPAN COLUMN FTG COLUMN DL = 781 COLUMN SL = 11199 DL = 5.92' (10 psf) (6') = LL = 5.92' (65 psf) (6') = 355 # 2307 # D + L = 10480# D + S = 19372 # CONTROLS D + 0.75E +0.755 = 18302 # <24000# Therefore OK. (See FDN- 3,6,7 ) 400PAIMERN BUILDING SYSTEMS CALCULATED BY MCL 4/16/2019 IOB # 2019-31-2.2 King County Transit SHEET NO FDN-14 1 OF FDN- PO Box 110. 9493 Porter Rd • Aumsville, OR 97325 CHECKED BY DATE 800.682.142Z ModernBuildingSystems.com SCALE @ ENDWALL COLUMN FOOTING TRY>; Pmax = DL%= 47% SL % = 53% Width (b) each = 0.63 2000psf X 2 X 0.63' X 4' = 10000 # w DI. = 2000psf X 0.63' X 0.47 = 593 pif w SL= 2000psf X 0.63' X 0.53 = 657 pif @ MIDSPAN COLUMN FOOTING TRY Pmax = DL % = 42% SL%= 58% WOi= W SL= Width (b) each = 0.60' 2000psf X 5 X 0.6' X 4' = 24000 # 2000psf X 0.6' X 0.42 = 2000psf X 0.6' X 0.58 = @ MIDSPAN INTERMEDIATE POST TRY Width (b) each = 506 plf 694 plf 0.46 W DL= 2000psf X 4' X 0.42 / 2 MEMBERS = 1688 pif w SL= 2000psf X 4' X 0.58 / 2 MEMBERS = 2312 pif BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 AUMSVILLE, ORIEGON 97325 roe ZO0 .3i SHEET NO. 1::: Vt4 CALCULATED BY 'IC- L CHECKED BY OF -1V I ` DATE �4 DATE 503-749-4949 • Fax 503-749-4950 SCALE !!!!! !!!!! !! !! *045 `RQI 4IOOERN I DING SYSTEMS PO Box 110 .9493 Porter Rd • Aumsvf0e, OR 97325 800.682.1422 ModemBukfingSystems.com Description : ENDWALL COLUMN FTG - 2019-31 CODE AEFEi E1IC Calculations. per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs FPt4-9 ov ifig� Printed: 15 APR 2019, 2:44PM Analysis Method : Allowable Stress Design Load Combination fBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing : Completely Unbraced h 7.50 X 5.50 Span = 1.690 ft Fb + Fb - Fc - Prll Fc - Perp Fv Ft 675.0 psi 675.0 psi 500.0 psi 405.0 psi 95.0 psi 350.0 psi E : Modulus of Elasticity Ebend- xx 1,100.0 ksi Eminbend-xx 400.0ksi Density 27.70 pcf D(0.5930) S(0.6570 7.50 X 5.50 Span = 0.620 ft 7.50 X 5.50 Span = 1.690 ft Applied t.oads Loads on all spans... Uniform Load on ALL spans : D = 0.5930, S = 0.6570 k/ft DESIGN<ScUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.73Q 1 7.50 X 5.50 • 566.50psi 776.25 psi +D+S 1.690ft Span # 1 0.017 in 0.000 in 0.033 in -0.001 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2326 >=360 0 <360 1222 >=240. 5808 >=240. 'Verltical Rea.• 011ot1S.• Support notation : Far left is #1 Design OK 0.514 : 1 7.50 X 5.50 56.16 psi 109.25 psi +D+S 1.236 ft Span # 1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum Overall MINimum D Only +D+S +040.750S +0.60D S Only 2.500 2.500 1.314 9.314 1.186 1.186 2.500 2.500 2.172 2.172 0.712 0,712 1.314 9.314 O:uERN BUILDING SYSTEMS PO Box 110.9493 Porte Rd . AumMlle, 0R 97325 800.682.1922 ModemBullding5ystems.com Description : CNTR COLUMN FTG-2019-31 E;' 4E'FfRoi'CES Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs pH -to - Printed: 15 APR 2019, 2:45PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 20115 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing : Completely Unbraced 7.250 X 3.50 Span = 1.540 ft Fb+ 1,160.0psi Fb- 1,160.0psi Fc - Pill 1,300.0 psi Fc - Perp 405.0 psi Fv 95.0 psi Ft 525.0 psi D(0.5060) S(0.6940) Span =0.920ft E: Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 27.70 pcf 7.250 X 3.50 Span = 1.540 ft ;Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.5060, S = 0.6940 k/ft DESIGN SOMMAR'Y Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.865: 1 7.250 X 3.50 1,153.59psi 1,334.00psi +D+S 1.540 ft Span # 1 0.053 in - 0.004 in 0.092 in - 0.007 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 692 >=360 2624 >=360 400 >=240. 1517 >=240. Vertical Reactions Support notation : Far left is #1 Design OK = 0.815 : 1 7.250 X 3.50 89.05 psi 109.25 psi +D+S 1.255 ft Span # 1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 2.400 2.400 1.388 1.388 1.012 1.012 2.400 2.400 2.053 2.053 0.607 0.607 1.388 1.388 IPIOOERN U G SYSTEMS PO Rmt 110. 9493 Porter Rd . AumrvRle, OR 97325 800.fi82.1422 ModernRundmgsystems.com Description : CNTR COLUMN FTG INTERMEDIATE POST- 2019-31 CODE REFERENC S ' Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs FrDK--11 1` Printed: 15 APR 2019, 2:46PM Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced 6x10 Span =1.210ft Fb + Fb- Fc- Prll Fc - Perp Fv Ft D(1.668) S(2.312 6x10 Span = 0.580 ft 875.0 psi 875.0 psi 600.0 psi 625.0 psi 95.0 psi 425.0 psi 8x10 Span =1.210ft E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 32.210 pcf Applied ..{oads Loads on all spans... Uniform Load on ALL spans : D =1.668, S = 2.312 k/ft DESIGN SUMMARY" .. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.420 1 Maximum Shear Stress Ratio 6x10 Section used for this span 422.62 psi fv : Actual 1,005.39psi Fv : Allowable +D+S Load Combination 0.000ft Location of maximum on span Span # 3 Span # where maximum occurs 0.004 in 0.000 in 0.007 in -0.000 in Ratio = Ratio = Ratio = Ratio = 7188 >=360 0 <360 4176 >=240. 17343 >=240. 1/ertical Reactions Support notation : Far left is #1 Design OK Values in KIPS 0.829 : 1 6x10 90.62 psi 109.25 psi +D+S 0.793 ft Span # 1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAximum Overall MINimum D Only +D+S +0+0.750S 40.60D S Only 5.970 3.468 2.502 5.970 5.103 1.501 3.468 5.970 3.468 2.502 5.970 5.103 1.501 3.468 JOB 2.0 0-31 -z- ERN SHEET NO. -1-( BUILDING SYSTEMS OF 1:71)4 9493 Porter Road SE • PO Box 110 CALCULATED BY DATE AUMSVILLE, OREGON 97325 CHECKED BY DATE 50 4444444444 • Fax: 503-749-4950 4444 SCALE llllllllllllllll lllll lll ll lll l .. 1 VtI tbZ1i& kw '17'1.41.5tf), .. ! .... . ! ..... .. ! .. j .. : .. 191 Cik±") ...... .... .... ...... .. I ... DL 50(-f) .... .. !,_ LI_-= 5.:22t 61,6*-01 92..ptifl Di-(..= ..... ... I .. ... H_ 1.._.......__1,...,_ 1 I it i,--, igt_L-Pmill ....it 1 bz,,f,-Fi ..z:i.,zoctis( li.ib-p!t-z-1 . , .... • .. ; d _ kr2,-*?,1 o I i‘4! .. ...... ... )L-:=1 ..... (101F5i1) !! ..... !1' ...... ..... ....... ....... .... 16tS0 74Yevt ....... ;1, ...... ............... ..... 1 ! 1)1_1_21 199 1 i i .... . , , .. . . .. , ... , . i : .. .. ! I ; .. .. ........ iff,:-.1 T,19___:_gyLLF 4:1 = •• I-06,s f5,-F t- Z000K' ;°0 -.-.1 6-Yrt tS5r11A-0- 1 1 1 ' ! Obit-1H i ! ... ! • z 1 ; • : 2 i rr. : • 1 : • • : : - : 7— i i , i 1 , , ! 1 05E ,,,- t2&24k...fg.. P*5 a 424.;ciLi .... 1 ... .. ! ... ERN BUILDING SYSTEMS 9493 P,orter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 503-749-4949 • Fax 503-749-4950 JOB Zni9-31-Xz. SHEET NO. Fvai Y + 13 OF f'D}-t- CALCULATED BY T L L CHECKED BY SCALE DATE J " 2 6- DATE E BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 503-749-4949 • Fax 503-749-4950 JOB 26(9-31-2 SHEET NO. f pk- 14 OF '// CALCULATED BY 1' `L L DATE 446` 9} CHECKED BY DATE SCALE ,,..,'POT(.0_r..,,M1__...,•Ktinil...15H1.tri?„._.,Vts-47(-__I___!_,,J __,....L.,•_! .. ! '' ! ! ,, C� Lw 4,-, -541-90) .'.. 09): 1:)-f ....I zt..xvi-f 4'. t- c$14 Ai5P00.- 1 .1.-- i 1.11.11:11...... jLtSE-' I• IN PIT z -4 T(EE:�r. @ F * (mil L 0.Q6 -ro lz Pir m- 04414� M A►� ' wry..-... (3LP- z e 1 w.1),o )4(2..1.6.9 17J 22 f 63}pt 7- !! i'' !'i 6!)213''6'7 .... ... ... ... fi... !.' 7 ,'' : C?3v' .. .. ERN JOB Lot 5 -1 BUILDING SYSTEMS tit OF 9493 Porter Road SE • PO Box 110 CALCULATED BY 1 ° 4-- (.. DATE ` - `6 -0 AUMSVILLE, OREGON 97325 CHECKED BY DATE 503-749-4949 • Fax 503-749-4950 SCALE SHEET NO. I PI'4 - 15 FPFt- A t AL-iolfrsLC 1 VkLu.? - v ►N's11 ! 1 I fge- .�' _ (T'._.. S _fit-t _I -tr V.4.. r: 'atier- --r 11.z2a[41_Nkttcs. 4224 -.4 13ir'l t)r- N : ` ice 1 _ _ __ __ _ _. )_J 1 '0-(?(_ z.1 , ... , , '__ : !I, 4411,-F ' 1 7:ii :;:: ! ! !,, • ... ! 1 p 22". FI5fir 14-t).- 4:o4 a : ERN BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 JOB SHEET NO. CALCULATED BY DM- V., OF FIN - DATE 3"2!'1 J CHECKED BY DATE 503-749-4949 • Fax 503-749-4950 SCALE _ (Wft.t,........_41_6.0 IA'3 1111111 : Tht-i--- ..t_ Of (z0L-te) -rber...j. 4-'Z j �a _ iivp4,1 Jo 4 3 2' ' a 6717 4 �__....._...__ ERN BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 503-749-4949 • Fax 503-749-4950 JOB G.o17`�Jb( 4Z SHEET NO. FQP�`!pPICA_ OF DR' / CALCULATED BY p I ( tom., DATE 2 7 CHECKED BY DATE SCALE EN dIA BUILDING SYSTEMS PO Box 110.9093 Porter Rd . Aumswie, OR 97325 800.682.1422 Modem9Ullding5ystems.com Description : S TRT WALL i3 mom PLATE - 2019-31 11� EFEREN Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Project Title: KING COUNTY TRANSIT BLDG 2.1 & 2.2 Engineer: MCL Project ID: 2019-31-2 Project Descr:36' x 60' & 24' x 60 MODULAR OFFICEs r-(44- ; V Gv f9N - Printed_ 12APR 2n19, 1.;411Dm Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing : Completely Unbraced Fb + Fb- Fc - Prll Fe - Perp Fv Ft 850 psi E : Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470 ksi 405 psi 95 psi 525 psi Density 26.84 pcf F 5.50 X 1.50 Span = 2.0 ft D 0.1970 L 0.1920 S 0.1480 5.50 X 1.50 Span =2.0ft Span = 2.0 ft 5.50 X 1.50 Span = 2.0 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.1970, L = 0.1920, S = 0.1480 Ic/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.701: 1 5.50 X 1.50 1,130.90 psi 1,612.88psi +D+0.750L+0.750S 2.000ft Span # 1 0.017 in 0.000 in 0.041 in -0.001 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1375 >=360. 0 <360.0 582 >=240. 17226 >=240. = 0.840 : 1 5.50 X 1.50 91.78 psi 109.25 psi +D+0.750L+0.750S 1.899ft Span # 1 ertical Reacti.os Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MlNimum D Only +D+L +D+S +D+0.750L +0+0.750L+0.750S +0.60D L Only S Only Support 1 Support 2 Support 3 Support 4 Support 5 0.356 0.116 0.156 0.307 0.272 0.269 0.356 0.094 0.151 0.116 1.037 0.338 0.454 0.893 0.792 0.783 1.037 0.272 0.439 0.338 0.842 0.275 0.369 (1.725 0.644 0.636 0.842 0.221 0.357 0.275 1.037 0.338 0.454 0.893 0.792 0.783 1.037 0.272 0.439 0.338 0.356 0.116 0.156 0.307 0.272 0.269 0.356 0.094 0.151 0.116 AIOOERNY PO Box 110.9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModemBuildingSystems.com JOB# SHEET NO CALCULATED BY L-1 0114 OF L-$' DATE 4/;1.6/2b1 CHECKED BY DATE SCALE WIND ANALYSIS FOR ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS - BASED ON IBC 2015 / ASCE 7-10 CHAPTER 28, PART 2 INPUT DATA Risk Category = Basic Wind Speed = Exposure Category = Topographic Factor = Adjustment Factor = Building Length = Building width = Building Height to Eave = Building Height to Ridge = Eave Overhang Building End Zone = Roof Pitch = Approx. Roof Angle = OUTPUT RC Vult EC Kzt Lambda L B he hr oh a RP RA Wind Pressure, ps30 (Fig. 28.6-1) Horizontal Horizontal Horizontal Horizontal Vertical Vertical Vertical Vertical O.H. O.H. A-ps30 B-ps30 C-ps30 D-ps30 E-ps30 F-ps30 G-ps30 H-ps30 Eoh-ps30 Goh-ps30 31.10 -16.10 20.60 -9.60 - 37.30 -21.20 -26.00 -16.40 -52.30 - 40.90 ft ft ft ft ft ft :12 degrees (Ref. Fig. 28.6-1) (Table 1.5-1) mph (3 sec gust)(Fig 26.5-1) (Sec. 26.7) (Sec. 26.8 & 26.8-1) (Sec 28.6-1) 8:30:34 AM psf psf psf psf psf psf psf psf psf psf ERN BUILDING SYSTEMS PO Box 110. 903 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingsystems.com Wind Pressure, ps ps = Lambda * Kzt * ps30 Min Loading Horizontal A-ps 31.10 psf 16.00 Horizontal B-ps -16.10 psf 8.00 Horizontal C-ps 20.60 psf 16.00 Horizontal D-ps -9.60 psf 8.00 Vertical E-ps -37.30 psf 0.00 Vertical F-ps -21.20 psf 0.00 Vertical G-ps -26.00 psf 0.00 Vertical 1-1-ps -16.40 psf 0.00 0.H. Eoh-ps -52.30 psf O.H. Goh-ps -40.90 psf CASE A - Transverse Wind Min Loading A-tw 2612 Ibs 1344 lbs Set to 0 B-tw -97 Ibs 48 Ibs C-tw 15574 lbs 12096 Ibs Set to 0 D-tw -518 Ibs 432 Ibs JOB # 2019-31-2 King County Tran SHEET NO L-2 OF CALCULATED BY MCL DATE 4/16/2019 CHECKED BY DATE SCALE Total 18186 Ibs (SD) Convert to ASD x 0.6 Total Force on building side L = 10912 Ibs (ASD) CASE B - Longitudinal Wind 13920 lbs 0.6 8352 Ibs A-lw 1330 lbs 684 Ibs C-Iw 6253 lbs 4857 Ibs Total 7582 Ibs (SD) 5541 Ibs Convert to ASD x 0.6 0.6 Total Force on building end B = 4549 Ibs (ASD) 3324 Ibs CASE A - Transverse Uplift w/ gable end OH uplift w/ gable end OH uplift w/ gable end OH uplift w/ gable end OH uplift sidewall eaves OH uplift sidewall eaves OH uplift Total Convert to ASD x Total Uplift Force = E-up F-up G-up H-up Eoh-up Goh-up -2667 lbs -1516 lbs -16729 Ibs -10552 lbs 0 lbs 0 Ibs -31463 Ibs (SD) 0.6 -18878 Ilbs (ASD) ABUILDING SYSTEMS ei"i 10 Total Total PO Box 110. 9493 Porter Rd . Aumsville, OR 97325 800.682..1422 ModernBuildingSystems.com EIDERN SHEET NO L-3 °Inmy Transit OF L-. DATE CHECKED BY DATE SCALE SEISMIC per IBC 2015 / ASCE 7-10 ASCE 7-10 Table 1.5-1 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 12.2-1 USGS Data ASCE 7-10 11.4.2 ASCE 7-10 Table 11.4-1 ASCE 7-10 Eqn. 11.4-1 ASCE 7-10 Eqn 11.4-3 ASCE 7-10 Table 11.6-1 ASCE 7-10 Eqn 12.8-1 IBC 2015 1605.3.1 ASCE 7-10 Eqn 12.8-5 Risk Category Seismic Importance Factor Response Modification Factor Spectral Response Accel. Site Class D Site Coefficient Sms = Ss * Fa Sds = 2/3 * Sms Ie = R= Ss = Fa = Sms = Sds = 1.507 1.005 Seismic Design Cat. V = Cs * W = (Sds /( R/Ie) * W)* 0.7 V = 0.108 W Note: 0.7 converts to ASD Vmin = 0.010 W Building Weight Roof (psf) 1.0 2.1 1.9 1.8 1.8 1.2 0 9.8 Interior Wall (psf) 2.8 1.1 2.8 0 0 0 6.7 Exterior Wall (psf) 1.5 1.7 1.3 2.8 2.5 0 0 9.8 Floor (psf) 1.0 2.5 2.2 1.6 0 0 7.3 BUI JOB #2019-31-2 King County Transit ERI SHEET NOL-4 OF L/ LDING SYSTEMS CALCULATED BY MCL DATE 4/16/2019 PO Box 110.9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com Building Weight (con't) Roof = Ext. Wall = Int. Wall = Floor = Chassis = Total CHECKED BY DATE SCALE Wr = Total DL tributary to roof 27182 Ibs W1 = Total DL tributary to floor 23608 Ibs 0.0 psf = 0 Ibs 9.8 psf = 14012 Ibs 9.8 psf = 15888 Ibs 6.7 psf = 10452 Ibs 7.3 psf = 10438 Ibs = 0 Ibs = 0 Ibs W= 50790 Ibs Fx Story (Shearwall) Force Table Story Height Weight Story Force - k Fx= wx*hx/ (I wx*hx)*V Fx Coef = V*hx/(1 wx*hx) Story Shear (hx) (wx) (wx*hx) (Vx) R a , 14 fl(3..,;° 27.18 k 381 k-ft 4.76 k 0.175 4.76 k 1 2 6fl' 23.61 k 59 k-ft 0.74 k 0.031 5.50 k Grade 0.00' Sum (E) 50.79 k 440 k-ft V= 5.50 k rhear Value Comparison OK .4IOOERN Y PO Box 110.9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingsystems.com JOB # SHEET NO CALCULATED BY 3 L-x 5 OF L DATE *SO CHECKED BY DATE SCALE WIND ANALYSIS FOR ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS - BASED ON IBC 2015 / ASCE 7-10 CHAPTER 28, PART 2 INPUT DATA Risk Category = Basic Wind Speed = Exposure Category = Topographic Factor = Adjustment Factor = Building Length = Building width = Building Height to Eave = Building Height to Ridge = Eave Overhang Building End Zone = Roof Pitch = Approx. Roof Angle = OUTPUT RC Vu It EC Kzt Lambda L B he hr oh a RP RA Wind Pressure, ps30 (Fig. 28.6-1) Horizontal Horizontal Horizontal Horizontal Vertical Vertical Vertical Vertical O.H. 0.H. A-ps30 B-ps30 C-ps30 D-ps30 E-ps30 F-ps30 G-ps30 H-ps30 Eoh-ps30 Goh-ps30 31.10 -16.10 20.60 -9.60 - 37.30 - 21.20 -26.00 - 16.40 - 52.30 - 40.90 ft :12 degrees psf psf psf psf psf psf psf psf psf psf (Table 1.5-1) mph (3 sec gust)(Fig 26.5-1) (Sec. 26.7) (Sec. 26.8 & 26.8-1) (Sec 28.6-1) 8:22:41 AM (Ref. Fig. 28.6-1) DERN BUILDING SYSTEMS PO Box 110.94493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com JOB # 2019-31-2.2 King County Tri SHEET NO L 7'( OF L $' CALCULATED BY MCI DATE 4/16/2019 CHECKED BY DATE SCALE Wind Pressure, ps ps = Lambda * Kzt * ps30 Min Loading Horizontal A-ps 31.10 psf 16.00 Horizontal B-ps -16.10 psf 8.00 Horizontal C-ps 20.60 psf 16.00 Horizontal D-ps -9.60 psf 8.00 Vertical E-ps-37.30 psf 0.00 Vertical F-ps -21.20 psf 0.00 Vertical G-ps -26.00 psf 0.00 Vertical H-ps -16.40 psf 0.00 O.H. Eoh-ps -52.30 psf O.H. Goh-ps -40.90 psf CASE A - Transverse Wind Min Loading A-tw 3120 Ibs 1605 Ibs Set to 0 B-tw -115 Ibs 57 Ibs C-tw 15237 Ibs 11835 fibs Set to 0 D-tw -507 lbs 423 Ibs Total 18357 Ibs (SD) 13920 Ibs Convert to ASD x 0.6 0.6 Total Force on building side L = 11014 Ibs (ASD) 8352 lbs CASE B - Longitudinal Wind A-Iw 1593 Ibs 820 lbs C-Iw 9669 Ibs 7510Ibs Total 11262 lbs (SD) 8330 Ibs Convert to ASD x 0.6 0.6 Total Force on building end B = 6757 Ibs (ASD) 4998 Ibs CASE A - Transverse Uplift w/ gable end OH uplift E-up -4789 Ibs w/ gable end OH uplift F-up -2722 lbs w/ gable end OH uplift G-up -24610 Ibs w/ gable end OH uplift H-up -15523 Ibs sidewall eaves OH uplift Eoh-up 0 lbs sidewall eaves OH uplift Goh-up 0 Ibs Total -47643 Ibs (SD) Convert: to ASD x 0.6 Total Uplift Force = -28586 Ibs (ASD) diM®DERN BUILDING SYSTEMS Total Total PO Box 110.9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com iiunty Transit OF L s/20 9 DATE CHECKED BY DATE SCALE 36' x 60'',MODU -11 SEISMIC per IBC 2015 / ASCE 7-10 ASCE 7-10 Table 1.5-1 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 12.2-1 USGS Data ASCE 7-10 11.4.2 ASCE 7-10 Table 11.4-1 ASCE 7-10 Eqn. 11.4-1 ASCE 7-10 Eqn 11.4-3 ASCE 7-10 Table 11.6-1 ASCE 7-10 Eqn 12.8-1 IBC 2015 1605.3.1 ASCE 7-10 Eqn 12.8-5 Risk Category Seismic Importance Factor Response Modification Factor Spectral Response Accel. Site Class D Site Coefficient Sms = Ss * Fa Sds = 2/3 * Sms Ie = R= Ss — Fa = Sms = Sds = Seismic Design Cat. V = Cs * W = (Sds /( R/Ie) * W)* 0.7 V = Note: 0.7 converts to ASD 1.507 1.005 0.108 Vmin = 0.010 W Building Weight Roof (psf) 1.0 2.1 1.9 1.8 1.8 1.2 0 9.8 Interior Wall (psf) 2.8 1.1 2.8 0 0 0 6.7 Exterior Wall (psf) 1.5 1.7 1.3 2.8 2.5 0 0 9.8 Floor (psf) 1.0 2.5 2.2 1.6 1.2 0 8.5 DER NSHEET NO L- rj OF L-% JAB #2019-31-2.2 King County Transit BUIILDING SYSTEMS CALCULATED BY MCL DATE 4/16/2019 PO Box 110 .9493 Porter Rd. Aumsville, OR 97325 CHECKED BY 800.682.1422 ModernBuildingSystems.com Building Weight (con't) Roof = Ext. Wall = Int. Wall = Floor = Chassis = Total DATE SCALE Wr = Total DL tributary to roof 37305 Ibs W1 = Total DL tributary to floor 34510 Ibs 0.0 psf = 0 Ibs 9.8 psf = 21068 Ibs 9.8 psf = 18163 Ibs 6.7 psf = 14311 Ibs 8.5 psf = 18273 Ibs = 0 Ibs = 0 Ibs W= 71815 Ibs Fx Story (Shearwall) Force Table Story Height Weight Story Force - k Fx= wx*hx/ (1 wx*hx)*V Fx Coef = V*hx/(2 wx*hx) Story Shear (hx) (wx) (wx*hx) (Vx) R " 14.00' 37.31 k 522 k-ft 6.67 k 0.179 6.67 k 1 2`501 34.51k 86k-ft 1.10k 0.032 7.77k Grade 0.00' Sum (1) 71.82 k 609 k-ft V= 7.77 k Lhear Value Comparison OK Dix Hazards by Location Search Information Address: 12400 E Marginal Way S, Tukwila, WA 98168, USA Coordinates: 47.4924536, -122.28401459999998 Elevation: 29 ft Ti mesta mp: 2019-03-18T 18:42:18.966Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Basic Parameters Period (s) • Name Value Description Ss 1.507 MCER ground motion (period=0.2s) Si 0.565 MCER ground motion (period=1.0s) SMs 1.507 Site -modified spectral acceleration value SMi 0.848 Site -modified spectral acceleration value Sos 1.004 Numeric seismic design value at 0.2s SA Sol 0.565 Numeric seismic design value at 1.0s SA wAdditional Information Name Value Description SDC D Seismic design category Fe 1 Site amplification factor at 0.2s F, 1.5 Site amplification factor at 1.0s CRs 0.938 Coefficient of risk (0.2s) L-9 FL - Design Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Northwest Geotech, Inc. 9120 SW Pioneer Court, Suite B • Wilsonville, Oregon 97070 503/662.1880 FAX: 503 / 682-2753 DAILY REPORT OF INSPECTION ACTIVITIES PERMIT NO. N/A PROJECT NAME Portland to Milwaukie Light Rail Project (PMLR), Segment K - Center Slreet Remodel & Parldng Lots (Moving Together); Lot A 7-Plex Trailers PROJECT NO. 2676.3.1 PAGE OF 1 2 PROJECT LOCATION Portland, Oregon Hoffman Construction CONTRACTOR cLBJTOR OWNER Tri-Met GENERAL CONTRACTOR'S REPRESENTATIVE Mark Anderson REPORT SEQUENCE NO. 1 DATE 7/1/13 GRADING CONTRACTOR WEATN6i GRADING FOREMAN DAY OF WEEK Monday VISITORS Lou Parker, Hoffman Construction Corp. 80's Sunny WENT OR owNERADDRESS 1800 SW lst Avenue, Suite 300, Portland, Oregon 97201 THE FOLLOWING WAS NOTED: NT1 arrived on -site, as requested, to observe three ground anchor test samples for lateral shear resistance testing using drive pins in asphalt and three ground anchor test samples for resistance testing using crossdrives In asphalt to be used in the ground anchor system for the following: • 84' x 60' temporary mobile construction office • 10' x 42' mobile Tri-Met office • 14' x 30' mobile restroom Lateral Shear Resistange�Testina Using Drive Pins In As halt: Ground anchor system consisted of three No. 5 relnfordng bars, 18 inches in length attached to a two by four pressure treated hem -fir ten feet lin length laying flat on the asphalt surface. The No. 5 reinforcing bars were driven approximately 16 inches into the underlying soil through the two by four and asphalt at a slight angle. The holes for the No. 5 reinforcing bars pre -drilled with a W diameter bit, spaced equally apart, and no doser than 12 inches from the end of the two by four. See attached picture for setup. Three tests were observed in accordance with the test procedures provided by Modern Building Systems, Inc. Test results are as follows: Test 1. = 3,800 lbs., anchor had no movement. Failure occurred at test load end of 2 x 4 causing the 2 x 4 to break. Test 2. = 3,300 lbs., anchor had no movement Failure occurred at test load end of 2 x 4 causing the 2 x 4 to break. Test 3. = 3,950 lbs., anchor had no movement. Failure occurred at test load end of 2 x 4 causing the 2 x 4 to break `Average = 3,680 lbs. Note 1: Required strength for ground anchor system is 2,760 lbs. based on a minimum of an average of three tests. Note 2: The load tests were conducted using a remote tax machine (approhlmately 6,000 lbs. equipment) attached inure with a 6,000 Ib. rated come -along, Geotac 10,000 Ib. S-type bad cell and a 12,000 lb. rated strap (2• x 12ft.). See attached picture for load test equipment setup. (Picture No. 1) Note 3: Lateral shear resistance testing was conducted until failure occurred. MELD REPRESENTATIVe BridgettAdame REVIEWED NY: Michael A. Ginsbach '"' L COPIES TO: Carl Bean, AIA, Tri-Met Mark Anderson, Hoffman Construction Company Lou Parker, Hoffman Construction Company Alan Rasmussen, Modem Building Systems, Inc. Kenneth Rasmussen, Modem Building Systems, Inc. Jay Ponce, City of Portland — BDS REVISION(S) TO PREVIOUS DOCUMENT NOTED IN ITALICS This document shall not be reproduced, except in full, without written approval of NGI/NTI 0-la Northwest Geotech, Inc. 9120 SW Pioneer Court, Suite B • Wilsonville, Oregon 97070 503/682.1880 FAX: 503 / 682-2753 DAILY REPORT OF INSPECTION ACTIVITIES PERMIT NO. PROJECT Portland to Mftwaukie Light Rail NAME Project (PMLR), Segment K - Center Street Remodel & Parking Lots (Moving Together) PROJECT NO. 2676.3.1 PAGE OF 2 2 PROJECT LOCA11ON Portland, Oregon CLE NT OR OWNER Tili-Met REPORT SEQUENCE NO. 1 GENERALf Honan Construction COTRACTOR Corp„ GEPNERAL TA �S Mark Anderson DATE 7/1/13 GRADING COMPACTOR .... GRADING FOREMAN - - DAY OF WEEK Monday WEATHER 80's Sunny VISITORS Lou Parker, Hoffman Construction Corp. CLIENT OR 300, Portland, Oregon 97201 OWNER ADDRESS 1800 SW 1st Avenue, Suite THE FOLLOWING WAS NOTED: Resistance Testing Uslnq Cross Drives In Asphalt: Ground anchor system consisted of one minute man 36-Inch doss drive anchor, model 36-XDH, Mark MMA-35. Cross drive anchors for tests installed Into existing asphalt per manufacturer's Instructions. Test results are as follows: Test 1. = 6,300 lbs., surrounding asphalt cracidng Test 2. = 5,700 lbs., surrounding asphalt cracking Test 3. = 5,600 lbs., surrounding asphalt cracldng 4Average = 5,1365 lbs. Note 4: Required strength for ground anchor system is 4,400 lbs. based on an average of three tests. Note 5: The Toad tests were conducted using a remote trax machine (approximately 6,000 lbs. equipment) attached tmline with a 6,000 lb. rated Dome -along, Geotac 10,000 S-type bad cell, and a 12,000 Ib. rated chain with loading applied at appraxlmately 45 degrees from horizontal. See attached picture for load test equipment setup. (Picture No. 2) Note 6: Resistance testing using cross drives in asphalt was conducted until failure of surrounding asphalt occurred. To the best of NTI'a knowledge the test samples today met the project requirements for ground anchor resistance provided by Modem BuiidingSystems, Inc. Nil informed Mark Anderson, Hoffman Construction Corp. of all observations and test results. REVISION(S) TO PREVIOUS DOCUMENT NOTED IN ITALICS This document shall not be reproduced, except in full, without written approval of NGI/NTI Q-la Picture 1: Lateral Shear Resistance Test Setup f�nri�.arranl4 rnwinn{a r..r. Picture 2: Resistance Testing Using Cross Drives Setup .... ..--e:•--...-. Mr••411.101."114 fl-A01.4.11 LA^ SOILS AND FOUNDATIONS 1809.8 Plain concrete footings. The edge thickness of plain concrete footings supporting walls of other than light -frame construction shall not be less than 8 inches (203 mm) where placed on soil or rock. Exception: For plain concrete footings supporting Group R-3 occupancies, the edge thickness is permitted to be 6 inches (152 mm), provided that the footing does not extend beyond a distance greater than the thickness of the footing on either side of the supported wall. 1809.9 Masonry -unit footings. The design, materials and construction of masonry -unit footings shall comply with Sec- tions 1809.9.1 and 1809.9.2, and the provisions of Chapter 21. Exception: Where a specific design is not provided, masonry -unit footings supporting walls of light -frame construction shall be permitted to be designed in accor- dance with Table 1809.7. 1809.9.1 Dimensions. Masonry -unit footings shall be laid in Type M or S mortar complying with Section 2103.2.1 and the depth shall not be less than twice the projection beyond the wall, pier or column. The width shall not be less than 8 inches (203 mm) wider than the wall supported thereon. 1809.9.2 Offsets. The maxiinum offset of each course in brick foundation walls stepped up from the footings shall be 11/2 inches (38 min) when; laid in single courses, and 3 inches (76 mm) where laid in double courses. 1809.10 Pier and curtain wall foundations. Except in Seis- mic Design Categories D, E and F, pier and curtain wall foundations shall be permitted to be used to support light - frame construction not more than two stories above grade plane, provided the following requirements are met: 1. All load -bearing walls shall be placed on continuous concrete footings bonded integrally with the exterior wall footings. 2. The minimum actual thickness of a load -bearing masonry wall shall not be less than 4 inches (102 mm) nominal or 35/, inches (92 ram) actual thickness, and shall be bonded integrally with piers spaced 6 feet (1829 min) on center (o.c.). 3. Piers shall be constructed in accordance with Chapter 21 and the following: 3.1. The unsupported height of the masonry piers shall not exceed 10 times their least dimension. 3.2. Where structural clay tile or hollow concrete masonry units are used for piers supporting beams and girders, the cellular spaces shall be filled solidly with concrete or Type M or S mor- tar. Exception: Unfilled hollow piers shall be per- mitted where the unsupported height of the pier is not more than four times its least dimension. 3.3. Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete or the cavi- ties of the top course shall be filled with con- crete or grout. 4. The maximum height of a 4-inch (102 min) load -bear- ing masonry foundation wall supporting wood frame walls and floors shall not be more than 4 feet (1219 mm) in height. 5. The unbalanced fill for 4-inch (102 mm) foundation walls shall not exceed 24 inches (610 mm) for solid masonry, nor 12 inches (305 mm) for hollow masonry. 1809.11 Steel grillage footings. Grillage footings of struc- tural steel elements shall be separated with approved steel spacers and be entirely encased in concrete with at least 6 inches (152 mm) on the bottom and at least 4 inches (102 ram) at all other points. The spaces between the shapes shall be completely filled with concrete or cement grout. 1809.12 Timber footings. Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the building official. Such footings shall be treated in accordance with AWPA Ul (Commodity Specifi- cation A, Use Category 4B). Treated timbers are not required where placed entirely below permanent water level, or where used as capping for wood piles that project above the water level over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber footings supported upon treated piles shall not exceed 70 percent of the allowable stresses for the species and grade of timber as specified in the AF&PA NDS. 1809.13 Footing seismic ties. Where a structure is assi to Seismic Design Category D, E or F, individual spread foot- ings founded on soil defined in Section 1613.3.2 as � ,'; e u 23cm%R et' nless It is stra e a -.4 I, .i - n restraint is provi s ed by reinforced con- crete beams within slabs on grade or reinforced concrete slabs on grade, ties shall be capable of carrying, in tension or compression, a force equal to the lesser of the product of the larger footing design gravity load times the seismic coeffi- cient, SDs, divided by 10 and 25 percent of the smaller footin design gravity load. SECTION 1810 DEEP FOUNDATIONS 1810.1 General. Deep foundations shall be analyzed, designed, detailed and installed in accordance with Sections 1810.1 through 1810.4. 1810.1.1 Geotechnical investigation. Deep foundations shall be designed and installed on the basis of a geotechni- cal investigation as set forth in Section 1803. 1810.1.2 Use of existing deep foundation elements. Deep foundation elements left in place where a structure has been demolished shall not be used for the support of new construction unless satisfactory evidence is submitted to the building official, which indicates that the elements are sound and meet the requirements of this code. Such elements shall be load tested or redriven to verify their capacities. The design load applied to such elements shall be the lowest allowable load as determined by tests or redriving data. 432 2015 INTERNATIONAL BUILDING CODE® Exit Index ULTIMATE FRICTION FACTORS AND ADHESION FOR DISSTMTi.AR MATERIALS (NAVFAC DM 7.2, Table 1, p7.2-63) Interface Materials Friction factor Friction angle, degrees Search Mass concrete on the following foundation materials: Clean sound rock Clean gravel, gravel -sand mixtures, coarse sand Clean fine to medium sand, silty medium to coarse sand, silty or clayey gravel Clean fine sand, silty or clayey fine to medium sand Fine sandy silt, non -plastic silt Very stiff and hard residual or pre -consolidated clay Medium stiff and stiff clay and silty clay (Masonry on foundation materials has same friction factors.) Steel sheet piles against the following soils: Clean gravel, gravel -sand mixtures, well -graded rock fill with spells Clean sand, silty sand -gravel mixture, single size hard rock fill Silty sand, gravel or sand mixed with silt or clay Fine sandy silt, non -plastic silt Formed concrete or concrete sheet piling against the following soils: Clean gravel, gravel -sand mixtures, well -graded rock fill with spells Clean sand, silty sand -gravel mixture, single size hard rock fill Silty sand, gravel or sand mixed with silt or clay Fine sandy silt, non -plastic silt Various structural materials: Masonry on masonry, igneous and metamorphic rocks: Dressed soft rock on dressed soft rock Dressed hard rock on dressed soft rock Dressed hard rock on dressed hard rock Masonry on wood (cross grain) Steel on steel at sheet pile interlocks 0.70 0.55 to 0.60 0.45 to 0.55 0.35 to .045 030 to 0.35 0.40 to 0.50 0.30 to 0.35 0.40 0.30 025 0.20 0.40 to 0.50 030 to 0.40 0.30 0.25 0.70 0.65 0.55 0.50 0.30 35 29 to 31 24 to 29 19 to 24 17 to 19 22 to 26 17 to 19 22 17 14 11 22 to 26 17 to 22 17 14 35 33 29 26 17 Interface Materials (Cohesion) Adhesion C, (psf) Very soft cohesive soil (0 - 250 psf) Soft cohesive soil (250 - 500 psf) Medium stiff cohesive soil (500 - 1000 psf) Stiff cohesive soil (1000 - 2000 psf) Very stiffcohesive cohesive soil (2000 - 4000 psf) C-11 0 - 250 250 - 500 500 - 750 750 - 950 950 - 1,300 CO N. PGM Inc TIE DOWNS GENERAL NOTES ENGINEERED TIE DOWN SYSTEM DESIGN LOADS: DESIGN LOADS: ' WIND 15 PSF p0 MPH EXPOSURE "C") CAC T;25 and COMPLIES WITH 2015 IIBC Vutt =115 MPH Exp C • SOIL BEARING 1000 PSF • TIE DOWN STRAP 31500 WORKING LOAD • SEISMIC ZONE . 4 CAC T-25 AND MAC. IBC Se=y5Fa21 00dA S9e C ..P. TIE DOWN STRAPS TO BE MIN. 1 1/4" WIDE x 0.035 THICKNESS ZINC'PLATED AND MEET ASTM D-3953-97 ALT. STRAP; '1 1/_ 4_" WIDE X 0.029" THICK ZINCPLATED f ult' i!5400 LBS • EARTH AUGERS - 2962 # (TESTED TO 4750# MIN.) • CROSS DRIVES . • 2962(TESTED TO 4750# MIN.) • CONCRETE SLAB ANCHORS ---- 2962 #(CALCULATED) Note: At strap angle of 4.5 degrees, uplift and sliding values are 2962# x .70-7 = 2094# 1. THE CHARTS SHOW THE REQUIRED NUMBER OF TIE DOWNS ON THE SIDES AND ENDS OF THE MANUFACTURED HOME. 2. COMBINATIONS OF THE DIFFERENT TYPES OF TIE DOWNS CAN BE USED. 3. FOR ALL. TIE DOWN INSTALLATIONS, THE•MANUFACT;'URED I,LOME CHASSIS MEMBERS ARE SHOWN AS "I" BEAMS, (FOR ILLUSTRATION PURPOSE ONLY) CHAE;SIS BEAMS 4..SIDE TIE DOWNS ARE REQUIRED ALONG THE OUTSIDE CHASSIS BEAMS. END TIE DOWNS ARE REQUIRED AT EACH END OF. EACH TRANSPORTABLE SECTION OF THE MANUFACTURED HOME. 5. END TIE DOWNS CAN BE LOCATED WITHIN 18" OF EITHER SIDE OF CHASE"' BEAM GtlISNBiNI CONEEIW 7iroPra MOATORt x KFltl'J16�rTOFT>fSAlO 18'WN • S. THE. SIZES, TYPES, LENGTHS; ECT, OF MATERI SHOWN HERON WAINTMUM, LARGER, LONGER, HEAVIER MATERIALS SUPPLIED BY SAC INDUSTRIES, INC. MAY BE USED AT THE SAME SPACING AND LOCATION SHOWN. 7. ALL PARTS ARE COATED WITH RUST RESISTANT INDUSTRIAL BHOPPRLt -P PGM Inc STATE AP P I OVAL C9T I 02 Old WA> 53z • 885-265-8981 CA ( PACIFIC CONSULTING ENGII4EER8 2160 BELL AVE. SUITE 146 SACRAMENTO, CA. 86888 Pk f,B18r6B44026 ENGINEERS APPROVAL OR j' NV/ �, #6001 #6000 #6008 NOTE 2' NOTE 3 NOTE 4 CHASSIS 4002N TOPIERP H 7-0 )17002 7' STEEL STRAP w/ HOLE INSTALLATION INSTRUCTIONS 0' /7000 7' STEE STROP w/ IdLIC, /6005 SPLIT BOLT & NUT 4600s •. $1BI ER 46000 SERIES E4RTH AUGER CAL) 1. CONTRACTORS WARNING: CHECK FIRST FOR UNDERGROUND UTILITIES. 2. INSTALL GROUND ANCHORS INTO GROUND LEAVING 17'-14" OF SHAFT EXPOSED. 3. PLACE STABILIZER PLATE NEXT TO SHAFT BETWEEN THE ANCHOR AND CHASSIS BEAM, AND DRIVE INTO GROUND 4. FINISH TURNING ANCHOR INTO GROUND APPLYING CONSTANT DOWNWARD PRESSURE TO MINIMIZE SOIL DISTURBANCE UNTIL ANCHOR HEAD IS FLUSH WITH STABILIZER PLATE. 5. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. 6. IF ANGLE OF SIDE STRAP IS GREATER THAN 80°, STRAP CONNECTION CAN. BE MADE FROM ANCHOR TO OPPOSITE CHASSIS BEAM. 7. INSERT STRAP THROUGH SPLIT BOLT. CUT OFF EXCESS STRAP AND TIGHTEN BOLT UNTIL.STRAP IS SNUG. END TIE DOWNS SEE CHART SINGLE WIDE . END TIE DOWNS .. SEE CHART' DOUBLE WIDE END .11E DOWNS • SEE CHART TRIPLE WIDE .Ridh Qf3 I ky SAC INI). STABIL-X DRIVE TIE DOWN ANCHORS it /7000 or 7002 7' STEEL STRAP -� 16005 SPLIT \` BOLT & NUT—\\ 16013 STABIL 7(. OR/VE ANCHOR GROUND LINE DETAIL "A" c MAssls 14002 PIER BOLT -ON TOP /7002 7' STEEL STRAP w/ HOLE �-T VERTICAL OR ANCLIAR INSTALLATION IS OP110NAL STABIL-X.DRIVE TIE DOWN SEE DETAIL "A" 17000 7' STEEL STRAP w/ BUCKLE /6005 SPLIT BOLT & NUT INSTALLATION INSTRUCTIONS 1. CONTRACTORS WARNING: CHECK FIRST FOR UNDERGROUND UTILITIES. 2. DRIVE STABIUZER PLATE INTO GROUND. 3. DRIVE CROSS RODS THROUGH HEAD TUBES INTO SOIL AS SHOWN. 4. ATTACH STRAPS TO'CHASSIS BEAM IN MANNER SHOWN. 5. IF ANGLE OF SIDE STRAP IS GREATER THEN 60°, STRAP CONNECTION CAN BE MADE FROM ANCHOR TO OPPOSITECHASSIS BEAM. 6. INSERT STRAP THROUGH SPUT BOLT. CUT OFF EXCESS STRAP AND TIGHTEN BOLT UNTIL STRAP IS SNUG. 7, #6002 ANCHOR CAN BE USED WHERE HARD OR ROCKY SOIL OCCURS. IF THE GROUND SURFACE IS OTHER THAN ROCKY SOIL OR MINIMUM 2" ASPHALT, USE STABIL-X ANCHOR OR ENCASE ANCHOR WITH 12'k12k12" CUBE OF CQNCRETE. 8. WHEN #6002 ANCHOR IS USED FOR ANY REQUIRED ANCHOR - (2) ANCHORS . MUST BE USED AT THAT LOCATION. #6002 SEE NOTE #7 AND NOTE #8 EARTH AUGERS r CROSS DRIVE ANCHORS. CONCRETE SLAB ANCHORSMAX. LENGTH OF - MID HONE .. 326' 64' 72' t NOME 36' �' ' - MAX. ` "aF �' �' MIN I. I+O.0PsmE . TIE DCIMM• -. ., !. 9 4 M L No. of SIDE TIE DOWNS 2 S 4 WIC N I.OP . TIE001MS • 2 3 • .4! NOTE: SIDE TIE -DOWNS: MUST BE WITHIN 24" OF THE END OF THE CHASSIS BEAM. END '11E-DOWNS: CAN BE LOCATED WITHIN 24" OF EITHER SIDE OF CHASSIS BEAM ONE TIE -DOWN IS MANDATORY AT EACH END OF 'I'BEAM (SEE PAGE #1 GENERAL NOTE #5). IF SIDE WALL TIE -DOWN GROUND ANCHOR LOCATION I5 SUCH THAT THE ANGLE BETWEEN THE GROUND AND STRAP EXCEEDS 6(T. CONNECT THE TIE STRAP TO THE INSIDE CHASSIS BEAM ON DOUBLE AND TRIPLE WIDES AND THE OPPOSITE: CHASSIS BEAM ON SINGLE WIDES. #7000 #4002 SAC IND. CONCRETE TIE DOWN ANCHORS #7001 10 ® > rr�i #6003 #7002 #600 #6004' CHASSIS 4002 PIER LT —ON TOP /7002 7' STEEL STRAP WITH HOLE 16005 SPLIT BOLT & NUT CONCRETE TIES DOWN INSTALLATION INSTRUCTIONS . NEW CONCRETE - If16004 1. PLACE CONCRETE ANCHOR INTO WET CONCRETE, AND ALLOW TO PROPERLY CURE. 2. • ALTERNATE CONNECTION REQUIRES #5 REBAR PROPERLY EMBEDDED IN CONCRETE. EXBISTING CONCRETE-;I16003 1. CONCRETE -MUST BE A MINIMUM 3h" THICK AND IN GOOD CONDITION. 2. MINIMUM SLAB AREA OF EACH ANCHOR IS 28 SQUARE FEET. 3. DRILL PROPER SIZE HOLE IN SLAB, A MINIMUM OF 12" FROM ANY SIDE. 4, EXPANSION BOLT IS: %" x WV' WITH MINIMUM 23"4".EMBEDMENT AND 8,180 POUNDS PULL OUT, 7,160 POUNDS SHEAR. - CHASSIS CONNECTION 1. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. 2. IF ANGLE OF SIDE STRAP IS GREATER THAN 60°,-STRAP CONNECTION CAN BE MADE FROM ANCHOR TO OPPOSITE CHASSIS BEAM. 3. INSERT STRAP THROUGH SPLIT BOLT, CUT OFF EXCESS STRAP AND TIGHTEN BOLT UNTIL STRAP IS SNUG. NOTE: SIDE TIE DOWNS ARE REQUIRED ALONG THE OUTSIDE CHASSIS BEAMS. END TIE DOWNS ARE REQUIRED AT EACH END OF EACH TRANSPORTABLE SECTION OF THE MANUFACTURED HOME. NOTE: A COMBINATION OF DIFFERENT TYPES OF TIE DOWNS CAN BE USED. DRILL 3fe- HOLE AT MID HEIGHT OF BEAM AND INSTALL 14- A307 BOLT (TYPICAL) SIDE VIEW "C" BEAM CHASSIS SEE GENERAL NOTE #G SIDE VIEW "RFC" BEAM Q ASSIS . BE GENERAL NOTE #3 STD7' STEEL W/ BUCKLE 16604 18003 ALTERNATE • CONNECTION 3Cl1/ft -Ts r iti • // A. SIDE VIEW END VIEW END TIE DOWN NOTE: END TIE D01MJ CAN BE LOCATED WHIN 18' OF EITHE SIDE OF CHA. BSI BFAtd AMS. I CERTIFY THAT 1 HAVE INSTRUCTIONS. I HAVE STRUCTURE. COMPANY NAME: CONTRACTORS UC. # CONTRACTORS CERTL JCATION INSTALLED THE SAC IND., INC. ANCHORING SYSTEM AS PER THE INSTALLATION MADE NO MODIFICATIONS TO THE ANCHORING SYSTEM OR THE BUILDING �7 a PGM part description Cross Drive Anchor W/ 30" Rods Cross Drive Anchor W/ 30" Rndc x_ x 3 1 � O mo c a 4' a N L. _ c :° x a g O eV m M ri 0 V► # 6011 or # 6002 # 6000 # 6006 # 6013 Available Upon Request Available Upon Request Very Loose Sands, 4 b Firm Clays & Silts Available Upon Alluvial Fill 175 to 275 Request Test Probe Values (in lbs.) Z a in in 0 4-. in M 276 to 350 Soil Description Hard Rock or Rocky Very Dense and or Cemented Sands, Coarse Gravel, Cobbles and Clays Medium Dense Coarse Sands, Sandy Gravels, Very ,Very Stiff Silts & Clays Loose to Medium Dense Sands, Firm to Stiff Clays & Silts, Alluvial Fill in in to 1/2 0 (No u ▪ u to 0 cu 0 c▪ o C 0 0. 0 wo al 0 0 u u N u 5, 0. Jo a 0• 0) 1 fa To 0. c 7 2 1 0 0 a 4- (o 4- H s u to W aJ 0 0, CO aJ a Check local and stata regulations first. i \ PGM Inc- / { STEEL PIERS • co -- GENERAL NOTES DEIGN LQADS;. * STEEL PIERS 6,000 LB, RATED LOAD CAPACITY 18,000 LB. MINIMUM TESTED LOAD CAPACITY * STEEL PIERS SHALL BE COATED WITH RUST RESISTANT COATING AND SHALL BE LISTED AND LABELED FOR THE FOLLOWING LOAD: VERTICAL=6,000 POUNDS MAXIMUM ADJUSTABLE STEEL PIERS & TOPS (—STATE APPROVAL 1 PGM Inc 21i1-22 Cold Hwy 99 Centralia, WA 98532 888-265-8981 / CA \ PACIFIC CONSULTING ENGINEERS 2150 BELL AVE. SUITE 145 SACRAMENTO, CA. 95838 PH: (916) 564-6028 ENGINEER APPROVAL 0R { • \ ID j /. UT AZ . • / NV \ sop i CHASSIS BEAM . SUPPORT (TYPICAL) - kill U V 1.7 1 t1LJ1A1U ►7 1 JG,GL r 11 1%BJ MATING LINE SUPPORT (TYPICAL) 6,000 LB. PAD (1,000 ' P SO) 30"x 32P\T PLYWOOD PAD I NOTE: IF PIER IS NOT CAPABLE I OF REACHING RIDGE BEAM, IISE I'x 6' I.D.f. WOOD POST. - INSTALLATION INSTRUCTIONS 1. PREPARE A LEVEL SURFACE AT THE LOCATION OF EACH PIER TO INSURE A FULL CONTACT FOR THE FOOTING PAD. USE THE APPROPRIATE SIZE PAD FAIR THE LOAD REQUIRED. REFER TO THE MANUFACTURERS SET UP MANUAL FOR SPECIFIC LOADS AND FOOTING SIZES. 2. SELECT THE APPROPRIATE SIZE PIERS FOR THE INSTALLATION BY DETERMINING THE PIER HEIGHT AT EACH SUPPORT LOCATION. MEASURE FROM THE TOP OF THE PAD TO ,THE 80T;TOM OF THE CHASSIS BEAM TO INSURE THAT HEIGHT IS NO GREATER THAN 32". 3. SELECT THE APPROPRIATE TOP FOR THE CHASSIS BEAM OR MATING LINE. THE MAXIMUM ADJUSTMENT ON THE THREADED ROD ADJUSTER FOR CHASSIS BEAM SUPPORT IS 2". WHEN MORE HEIGHT IS NEEDED USE THE NEXT TALLER SIZE ;SUPPORT PIER. 4. PLACE THE PIER SUPPORT IN THE CENTER OF THE SUPPORT PAD. WHERE REQUIRED BY LOCAL CODE, ATTATCH THE SUPPORT PIER TO THE PAD USING APPROPRIATE FASTENERS. CAREFULLY ALIGN THE SUPPORT PIER AND TOP UNDER THE CHASSIS BEAM OR MATING LINE AND TIGHTEN UNTIL SNUG PLUS 1/2 TURN. • 5. REPEAT THIS INSTALLATION PROCEDURE WITH EACH SUPPORT PIER. AFTER ALL THE SUPPORT PIERS HAVE BEEN INSTALLED, AND THE HOME SET UP HAS BEEN COMPLETED PER THE MANUFACTURERS SET UP INSTRUCTIONS, YOU MAY THEN REMOVE THE SAFTEY BLOCKING OF OTHER DEVICES USED TO LEVEL THE CHASSIS. LABORATORY TESTING REPORT PART No. STAND SIZE SAMPLE #1 SAMPLE #2 SAMPLE #3 3008 8" 23,100 Lbs. 24,600 Lbs. 23,200 Lbs. 3010 10" 25,130 Lbs. 25,950 Lbs. 24,320 Lbs. 3012 11.2" 27,200 Lbs. 26,500 Lbs. 26,300 Lbs. 3014 114" 27,700 Lbs. 28,175 Lbs. 26,175 Lbs. 3016 116" 28,250 Lbs. 27,700 Lbs. 23,400 Lbs. 3018 18" 26,400 Lbs. 33,300 Lbs. 25,500 Lbs. 3020 20" 24,950 Lbs. 25,000 Lbs. 23,225 Lbs. 3022 2'2" 20,500 Lbs. 22,400 Lbs. 24,200 Lbs. 3024 24" 22,225 Lbs. 21,650 Lbs. 23,000. Lbs. 3026 26' 22,250 Lbs. 21.500 Lbs. 19,700 Lbs. 3028 28" 20,550 Lbs. 23,720 Lbs. 21,310 Lbs. 3030 30' 22,950 Lbs. 26.550 Lbs. 21,500 Lbs. 3032 32" 21,200 22,000 " 21,900 3034 34' 20,90Q 21,20D 21,000 3036 36" 20,500 19,900 t 19,800 CHASSIS BEAM ,(I�i MATING LINE SUPPORT _ �j�!I� SUPPORT PIER IDENTIFICATION STAMP PGM Inc -Centralia, WA SERIES 3000-M H PIER RATED 6,000 LBS. TESTED 18,000 LBS C.T.C. LIST NO. 0123 MATING LINE SUPPORT AI)J U N'1'Al3LL N'1'J JLL IVYa BOLT ON TOP #4002 SCREW ON TOP #4006 "L" TOP #4003 ANGLE TOP #4005 5" SADDLE TOP 11" SADDLE TOP #4000 #4001 INSTALLATION INSTRUCTIONS #4000 — PLACE SADDLE TOP FLUSH AGAINST MAIN CHASSIS BEAM AND OR MATING LINE — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". #4001 — 11" SADDLE, CAN TO BE USED ON MATING U NE SUPPORTS, PORCHES AND DECKS — ATTACH TOP OF PIER WITH - 2nd 3/4" NUT — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 8". #4002 — ATTACH BOLT ON TOP TO "I" BEAM WITH (4) 3/8" BOLTS AND NUTS — WITH 2nd 3/4" NUT, ATTACH BOLT ON TOP TO PIER — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". #4003 — PLACE "L" TOP FLUSH AGAINST MAIN BEAM — ALTERNATE "L" TOP DIRECTION EVERY OTHER PIER — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". • #4005 — PLACE ANGLE TOP FLUSH AGAINST MAIN BEAM ("C"BEAM or"RFC"BEAM) — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". #4006 — ATTACH SCREW ON TOP TO MAIN CHASSIS BEAM WITH (4) #12 SMS TEK SCREWS. WHEN USED AT MATING LINE AND OR PERIMETER, ATTACH WITH NAILS OR SCREWS. MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". RESIDENTIAL. FLOOR JOINT SUPPORT DECK SUPPORT RZV STABILIZER <HCDI PGM Inc Y b'1'JM BOLT —ON TOP (TYPICAL) STEEL PIER (6,00C) LB RATED) PLYWOOD PAD (6,000 LB RATED) • PIER DESIGN Patent Pending • STRONGER With new patented embossed leg • MORE STABLE With new two piece wider base • STATE 'APPROVED Tested -Listed -Labeled Stamped in Base Plate • 8,000 LB. RATED 9-1 Safety Factor • HOLES PRE -PUNCHED In base for easy attachment to pad or footing • s -- .w_ ;as. CHASSIS BEAM SUPPORT 6,000 LEI PAD (1,000 PSI= SOIL) PLYWOOD PAD 13234 NOTES CHECK MANUFACTURED HOME SET UP INSTRUCTIONS FOR LOADS AND LOCATIONS. WHEN USING PGM Inc. 6,000 LB. RATED PAD (960 SQ. IN.) OR EQUIVALENT, AND PGM Inc 6,000 LB. RATED 'STEEL PIER, CHASSIS BEAM SUPPORT SPACING CAN BE 8 FT. O.C. THIS SPACING IS CALCULATED ON 1,000 PSF SOIL BEARING VALUE AND SQUARE INCH AREA OF PAD SIZE. MATING LINE SUPPORT . MATING LINE SUPPORT These are minor revisions to the previously approved canopies over the walkways between modular building areas. They do not significantly impact the approved design. Minor modification request to #1.18-101: To remove portions of the canopy above the walkways between modular units while retaining the canopies at the main entrances. Metro is requesting this minor modification approval for purposes of occupying the building at present. We are in the process of submitting a separate major modification request to occupy the buildings beyond five years which includes removing the existing condition for a subsequent design review approval in 5 years if the buildings are not removed. If the major modification is granted, it is Metro's understanding and in rbat ill S yo-lt..kuit-..tiens would no longer apply. This includes but is not limited to a 5 year limitation on the design revi w ahFo\aff-PeiGIRmiror modification approval and this current proposed canopy minor modification. CODE COMPLIANCE APPROVED See Below Response to Design Review Criteria 4ac and 4g JUL 12221 1. Relationship of Structure to Site a. The site should be planned to accomplish a desirable trans ion w h8ft ange anc,ito provide for adequate Landscaping and pedestrian movement. BUILDING DIVISION b. Parking and service areas should be located, designed and screened to moderate the visual impact of large paved areas. c. The height and scale of each building should be considered in relation to its site. The removal of a portion of the canopy over the walkways between the building units have no impact on streetscape transition nor landscape screening of parking and service area, nor height and scale of buildings (a, b, c). t ECEIVED FtWII.A, REVISION N0, JUN 2 3 2021 2. Relationship of Structure and Site to Adjoining Area PERMIT CENTER a. Harmony in texture, line and masses is encouraged. b. Appropriate landscape transition to adjoining properties should be provided. c. Public buildings and structures should be consistent with the established neighborhood character. d. Compatibility of vehicular and pedestrian circulation patterns and loading facilities in terms of safety, efficiency and convenience should be encouraged. e. Compatibility of on -site vehicular circulation with street circulation should be encouraged. The canopy changes have no impact on landscape transition, harmony, texture; consistency with neighborhood character; compatibility of vehicular and pedestrian circulation patterns, and compatibility of on site vehicular circulation with street circulation 3 Landscape and Site Treatment a. Where existing topographic patterns contribute to beauty and utility of a development, they should be recognized, preserved and enhanced. b. Grades of walks, parking spaces, terraces and other paved areas should promote safety and provide an inviting and stable appearance. c. Landscape treatment should enhance architectural features, strengthen vistas and important axis, and provide shade. FILE d. -In locations where plants will be susceptible to injury by pedestrian or motor traffic, mitigating steps should be taken. e. Where building sites limit planting, the placement of trees or shrubs in paved areas is encouraged. f. Screening of service yards and other places, which tend to be unsightly, should be accomplished by the use of walis, fencing, planting or combinations of these. Screening should be effective in winter and summer, g. In areas where general planting will not prosper, other materials such as fences, walls, and paving of wood, brick, stone or gravel may be used. h. Exterior lighting, when used, should enhance the building design and the adjoining landscape. Lighting standards and fixtures should be of a design and size compatible with the building and adjacent area. Lighting should be shielded and restrained in design. Excessive brightness and brilliant colors should be avoided. The canopy changes do not affect a. to h: the landscape, screening, and lighting approved and installed. 4. Building Design a. Architectural style is not restricted; evaluation of a project should be based on quality of design and relationship to surroundings. b. Buildings should be to appropriate scale and be in harmony with permanent neighboring developments. The canopy changes are a minor modification to the approved design review. Retaining the canopy at the main entrances while removing the remainder of the canopy does not significantly change the external appearance and does not impact scale and harmony with the neighborhood. c. Building components, such as windows, doors, eaves, and parapets, should have good proportions and relationship to one another. Building components and ancillary parts shall be consistent with anticipated life of the structure. The change does not negatively impact the proportionality of the components. This minor modification is for the change to the canopy. The canopies are unpainted pressure treated and shingle roof that do not require paint. Metro has a state of good repair policy. These canopies will be well maintained over the life of their use so that their appearance will not visually degrade. A separate major modification application is being prepared by Metro for the approximately 40 year life expectancy of the modular buildings and 50 year life expectancy of the pre-engineered metal building. d. Colors should be harmonious, with bright or brilliant colors used only for accent. e. Mechanical equipment or other utility hardware on roof, ground or buildings should be screened from view. f. Exterior lighting should be part of the architectural concept. Fixtures, standards and all exposed accessories should be harmonious with building design. The change does not impact color, screening or lighting (d, e,f). g• Monotony of design in single or multiple building projects should be avoided. Variety of detail, form and fitting should be used to provide visual interest. The revision to the canopy does not impact modulation of the buildings. Elements such as windows and door design remain unchanged.. The VM modular building abuts the larger Pre -Engineering Metal Building that has an angled roof which contributes to the visual interest. The Operations modular building on the back of the property is not readily visible from the street. 5. Miscellaneous Structures and Street Furniture a. Miscellaneous structures and street furniture should be designed to be part of the architectural concept of design and landscape. Materials should be compatible with buildings, scale should be appropriate, colors should be in harmony with buildings and surroundings, and proportions should be to scale. b. Lighting in connection with miscellaneous structures and street furniture should meet the guidelines applicable to site, landscape and buildings. There are no miscellaneous structures or street furniture (a & b). i s Instructions for E ectronic Forms 2015 Washington State Energy Code Compliance Forms for CommerA :" i ink°#Ling R ver 3 stories and all R1 Revised January 2017 Intro , Commercial Provision Chapters 1 - 5 of the 201 rain .shin +� � �+ +� -i • i'*�tt, apply to all commercial occupancies, R-2 and R-3 occupanies greater than 3 stories above grade, and R-1 occupancy (all building heights). This file, MECH15-v2.XLSM, has electronic compliance forms for mechanical provisions as defined in Sections C403, C404, C408, and Chapter 5. There are two companion files: ENV15-v2.XLSM (Sections C303, C402, Chapter 5, and Appendix A envelope requirements), LTG15-v3.XLSM (Section C405 and Chapter 5 lighting systems requirements). Energy Code This form is a compliance aid and is not a substitute for the full energy code text or specific jurisdiction compliance requirements. Users should refer to the code text and contact the local jurisdiction for complete information. The full 2015 WSEC code text is available for download from the NEEC website: http:/www.neec.net/energy-codes Training Refer to the NEEC website for instruction on how to complete all of the 2015 WSEC Compliance Forms. Start-up p Select this file from the NEEC website to download to your computer. When opening the file be sure to Enable Macros, and if applicable, Enable Content. ,.— This file is an Excel workbook that contains multiple compliance forms and resources in : xcel'o • .,� C1 worksheet is indicated by a tab at the bottom of the screen. If the tabs are not visible, set the VjeW i�1 „ • • POSalOverview You may visit each worksheet by selecting it's tab. CODE COMPLIAN Most calculations are automated. Cells that display informational text and the results of i alculatiorAPPROVED and cannot be edited. Save Files This file is saved in the same manner as any standard Excel file. SEP 27 2019 Getting Around Some forms have two pages. Both pages are available on screen when you select the t :b for a form (worksheet). Use the scroll bars to find the second page located below the first page.C. Input Cells T All general project information and the date are entered once on MECH-SUM. This info.i ,....on iis or atiicallti1wila replicated on all other MECH forms. LJ L1.DI (D�IVISI( Only input cells are accessible. If you try to edit a write -protected cell an error message will appear requesting a password. A password IS NOT required to complete these forms. You may use the TAB key to move to the next input cell. If the TAB doesn't take you where you want to go, use your mouse to move around the form. Avoid excessively long text strings when entering information. In some cases, text that extends beyond the available space will not be visible. In most cases the text will wrap within the cell. This may force part of the form onto a new page. To enter the date, use this format: mm/dd/yyyy. For example, you would enter 7/1/2013 or 12/21/2014. Check boxes can be checked or unchecked by clicking in the box with your mouse. Radio buttons (circles) allow only one in a set to be selected. Drop -down lists have an arrow at the right side of the cell. Click on the arrow with your mouse and select the appropriate option. Use the delete button on your computer to clear a drop -down entry. When a form has a space for notes or explanation, click anywhere in the space to edit. Personal- izing You can personalize the forms with your company name, address, phone, or any other information. This is done by editing the header or footer in Excel. Adding g and Removing Lines Many tables, such as for listing proposed mechanical systems, have a certain number of lines available for entering data. You may need more lines to enter all your information. Where this feature is available, you can add additional lines to the table by selecting the "+" button on the right hand side of the table with your mouse. If you can't see the "+" button, scroll to the right or decrease the View Zoom setting for the worksheet. To remove lines that you have added, select the "" button with your mouse. This will delete the last line of the section. You cannot remove lines that were not added; an error message will appear if you try. If you add additional lines with this method, the pagination may be affected forcing the forms to carry additional lines over to other pages. 'Be sure to submit all pages to the plans examiner. Adding MECH- FANSYS Forms A completed MECH-FANSYS form is required for each applicable fan system. One copy of this form is irarteeiEthVE workbook. If additional MECH-FANSYS forms are needed, select the "Insert Fan System Form" buttrtC,ftYR SUM or MECH-FANSYS. An added form may be deleted by selecting the "Delete This Fan System" hfton wit m the added MECH-FANSYS form. AUG 21 21 Printing All forms are set-up to be printed in letter format, with the exception of the MECH-EQ Cooling & Heatin Equipment ti Schedule Form. This MECH-EQ form may be printed in either landscape or letter format, however theRc@`Iar exF N easier to read when printed in landscape. If you are losing form details when printing, you may have a shortage of printer memory. Try printing problem pages individually. Only selected forms are printed. To select one or more forms, hold down the Ctrl key and click the tabs of the worksheets you need. Issue the File Print Selected Sheets command. To print the entire set, use File Print Entire Workbook. CE N D NILA I19 ER a Instructions for Electronic Forms 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Forms (worksheets) in a workbook may not be deleted because the file is locked. Clean Forms To print blank forms to fill out by hand, delete all of the heading information at the beginning of MECH-SUM. For each radio button group there is a button labeled "Clear." Clicking this button will clear the other buttons so that they will print as empty circles. The "Clear" button will not print. End of Instructions for Electronic Forms L 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Summa 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 MECH-SUM Revised January 2017 Project Information Project Title: 1 - This title will copy onto other forms Date 1/1/2015 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Dept. Use Company Name: Company Address: Applicant Name: Applicant Phone: Project Description Briefly describe mechanical systems in the text box provided ❑ No System Changes Q New Building ■ Building Addition II Tenant Improvement ❑ System Retrofit III Total Bldg Performance (TBP) This path includes all mandatory provisions per C401.2 Option 2. MECH-SUM, MECH-CHK, and C407 Energy Analysis forms required. Design Load Calculations building heating, cooling or includes all applicable III 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, El 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 fire station occupancies) air in a manner that does heating or cooling is required. Exception 1) of DOAS (C403.6, Exception library or fire station) C402.4.1.4 with 100% of 1111 DOAS is required per C403.6 effective July 1, 2017 (office, retail, education, library and All occupied, conditioned areas shall be served by a DOAS that delivers required ventilation not require space conditioning fan operation. Space conditioning fans cycled off when no • Ventilation provided via natural ventilation per 2015 IMC in lieu of DOAS (C403.6, • Ventilation and space conditioning provided by a HEVAV system per C403.7 in lieu El DOAS included in project, although not required (occupancy not office, retail, education, DOAS related allowances included in project: ❑ Prescriptive vertical fenestration maximum area allowance increased to 40% per conditioned floor area in building served by DOAS. ❑ Exception to air economizer per C403.3 Exception 1, include MECH-ECONO form. Fan Power ❑' Project includes HVAC air distribution systems that provide heating and/or cooling If yes, provide a MECH-FANSYS -SUM form. exceeds 5hp. 5 horsepower threshold. • For one or more systems, the total fan motor nameplate hp of all fans in HVAC system If yes, provide a seperate MECH-FANSYS form for each HVAC system exceeding the Refer to Section C403.2.11 and MECH-FANSYS-DOC for requirements and exceptions. HVAC Hydronic Systems II Hydronic chilled water III Water -loop heat pump 0 No hydronic systems 111 Hydronic heating water ❑ Geothermal C406 Additional Efficiency Options - Mechanical or air -to -water heat be 15% more efficient than have FEQ z 71 and must be required ventilation air in a annual hot water energy use IIII C406.2 More efficient HVAC equipment and fan systems Requires 90% of heating and cooling capacity to be equipment listed in tables C403.2.3(1)-(9) pumps and heat recovery chillers. All equipment listed in tables C403.2.3(1)-(7) must minimum requirements. All stand alone supply, return, and exhaust fans over 1hp must selected within 10% of maximum total or static pressure. El C406.6 Dedicated outdoor air system (DOAS) Requires 90% of conditioned floor area to be served by a DOAS per C403.6 that delivers manner that does not require space conditioning fan operation. II C406.7 Reduced energy in service water heating Requires 90% of floor area be in occupancy types listed in C406.7.1 and that 60% of be provided by heat pump, waste heat recovery or solar water -heating systems. • S 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Summary, pg. 2 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 MECH-SUM Revised January 2017 Service Water Heating Systems Equipment Type (s) ❑ No service water systems from space heat boiler or El Hot water heating tank(s) ll Instantaneous 111 Dedicated boiler Heat exchange Distribution Type (s) central hot water/steam ❑ On -demand 0 Circulation System Commissioning Commissioning is required for: per C408.2 Q 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. Ell Mechanical systems If required, commissioning Exceptions to commissioning • 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. I 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 5 of 18 Mechanical Permit Pla ns 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: Fill this line out onMECHSUM Date 1/1/2015 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 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 C403.2.1 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 Load calculation report 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 C403.2.3 C403.2.3.2 C403.2.13.1 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) C405.8 C403.2.14 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 2M0.03 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 C403.2.11.1 Fan power limitation For all HVAC fan systems that provide heating and / or cooling, provide system total nameplate hp in MECH-FANSYS-SUM form MECH- FANSYS- SUM form For at 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 C403.2.11.1(1), provide MECH- FANSYS form for each system C4032.11.2 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 N/A C403.2.11.3 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 z 67, or exception taken; indicate these fans are sized so total efficiency is within 15 /u of the fan maximum total efficiency N/A C403.2.11.4 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 C403.2.11.4 (CE-57) N/A 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 N/A C403.2.3 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 N/A C403.4 Large capacity cooling systems For buildings with z 300 tons of cooling capacity, indicate method of multi -stage or variable capacity control (VSD, multiple staged compressors, or max capacity of any single unit < 66% of the total) N/A C403.2.3.1 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 N/A C403.2.13.1 C403.4.3.2 Centrifugal fan open -circuit cooling towers For open -circuit centrifugal fan cooling towers with z 1,100 gpm capacity, indicate cooing towers comply with efficiency requirements for axial fan open circuit cooling towers N/A C403.4.2 C403.4.2.5 Large capacity boiler systems For single boilers with > 500,000 Btu/h capacity, indicate multi -stage or modulating burner N/A For boiler system (single or multiple) with > 1,000,000 Btu/h capacity, indicate tumdown ratio per Table C403.4.2.5 and method (multiple single input boilers, modulating boilers, or combination) NIA C403.2.13 Variable flow capacity - pumps For pump motors z 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 N/A C403.2.3 Gas and oil -fired forced air fumace and unit heaters For forced air fumaces with capacity t 225,000 Btu/h and all unit heaters, indicate in equipment schedule intermittent ignition or IID, flue or draft damper, and rated jacket loss N/A C403.2.4.8 Combustion heating equipment For combustion heating equipment with output capacity > 225,000 Btu/h, indicate modulating or staged combustion control 2M0.02 C403.2.3.3 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 C403.2.12 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 N/A C403.2.7.1 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 N/A 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 2M1.03, 2M1.04 and spec C403.2.4.3 Retum air dampers Indicate locations of retum 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) N/A z 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 6 of 18 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: Fill this line out on MECH-SUM Date 1/1/2015 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 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 N/A 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 N/A 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 N/A Additional Efficiency Package Option, More Efficient HVAC Equipment & Fan Performance - Must comply with all 3 provisions to be eligible 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 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% 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 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 and 2M1 04 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 Sequence of Operation 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 N/A 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 N/A C403.2.4.1.2 Deadband Indicate zone thermostatic controls configured with 5°F minimum deadband for systems that control both heating and cooling Spec 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 2M1.03 and 2M1.04 Indicate a limit switch, mechanical stop or DDC control with programming to prevent simultaneous heating and cooling Sequence of Operation 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 2M1.03 and 2M1.04. sequence of operation 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 Sequence of Operation 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 Sequence of Operation 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) N/A 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 NIA 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 N/A 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 N/A 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 2M1.12 C403.2.4.9 Group Rt 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 N/A 1 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3•stories and all R1 - Page 7 of 18 Mechanical Permit Pla ns Checklist MECH-CHK 2015 Washington State Energy Code Complianc.e Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Fill this line out on MECH-SUM Date 1/1/2015 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 C403.2.4.10 C403.2.4.11 Group R2 / R3 dwelling units, Group R2 sleeping units For primary space conditioning systern, 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 N/A C403.2.6 C403.2.11.4 Ventilation Indicate method of ventilation air delivery (natural or mechanical) for each zone N/A 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 ventilation calculation If delivered via natural ventilation, identify required elements per IMC including minimum openable area to the outdoors or qualifying adjoining spaces N/A C403.2.6.2 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 N/A 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 altemate means provided to automatically reduce OSA when space is partially occupied N/A C403.2.6.4 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) N/A C403.2.6.4 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 N/A 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 N/A For kitchens with total hood exhaust exceeding 2,000 cfm, indicate exhaust air rate per Table C403.2.7.1 and compliance method (DCV, energy recovery, or transfer air that would otherwise be exhausted) N/A C403.2.7.2 Laboratory exhaust systems Refer to Systems Requiring Energy Recovery for requirements N/A C403.2.13 Variable flow capacity - HVAC system fans For HVAC fan motors >_ 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 N/A C403.3.1 DX air handler variable cooling control (Under Integrated Economizer) For DX air handlers with economizer and cooling capacity >_ 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 N/A Indicate control method (cooling capacity controlled in response to space temperature, space temperature controlled by modulating supply airflow, or both) N/A C403.2.11.5 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 z 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) N/A 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 <_ 66% of full speed drawing 5 40% of full speed fan power during periods of low cooling or ventilation only N/A 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 5 50% of full speed drawing :s 30% of full speed fan power during periods of low cooling or ventilation only; or exception taken N/A C403.2.4.12 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 C403.2.4.12.1 N/A Identify all DDC system input / output control points; indicate capability for trending and graphical display 2M0.01 and Spec Ducting Systems C403.2.8.1 C403.2.8.3 Duct construction Indicate on plans that all ductwork is constructed and sealed per IMC 2M0.01 and Spec p For OSA ductwork, also indicate on plans that ductwork meets air leakage requirements per C402.5 and vapor retarder requirements per the IBC 2M0.01 and Spec C403.2.8.3 Duct pressure classifications Identify location of low, medium and high pressure ductwork on plans 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 - 2M0.01 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 8 of 18 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 Project Title: Fill this line out onMECH-SUM Date 1/1/2015 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 C403.2.8.1 C403.2.8.2 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 Spec 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 Spec 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 C403.2.9 Piping insulation Indicate design temperature range of fluid conveyed in piping and thickness of insulation (in inches) on hydronic piping plans; or exception taken N/A C403.2.9.1 Piping insulation exposed to weather Indicate method of protection of pipe insulation from damage / degradation on hydronic piping plans N/A Economizers C403.3 Air economizer required Identify in equipment schedules on plans or in MECH-EQ forms all cooling systems requiring air economizer controls N/A 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) N/A C403.3.1 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 N/A C403.3.2 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 N/A C403.3.3.1 Air economizer capacity Indicate modulating OSA and retum air dampers are configured to provide up to 100% OSA for cooling N/A C403.3.1 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 N/A 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 N/A C403.3.3.3 Air economizer high limit controls Indicate high limit shut-off control method and required high limit per Table C403.3.3.3 N/A C403.3.4.1 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 N/A C403.3.4.2 Water economizer maximum pressure drop Indicate pressure drop across precooling coils and heat exchangers in water economizer system do not exceed pressure drop limit N/A C403.3.1 DX air handling equipment control For DX air handlers with economizer and cooling capacity z 65,000 Btu/h, refer to HVAC System Controls for requirements N/A C403.2.4.7 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 N/A Systems Requiring Energy Recovery C403.5.1 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 N/A 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 C403.2.7.2 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 altemative method per exception (VAV exhaust, semi -conditioned makeup, or CERM calculation) N/A C404.10.4 (under C404.11) 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 N/A Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by z 36°F .. C40352 Energy recovery - steam condensate systems For buildings with on -site steam heating systems, indicate condensate water ER N/A 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 - Page 9 of 18 Mechanical Permit Pla ns 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: Fill this line out on MECH-SUM Date 1/1/2015 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 C403.5.3 Energy recovery - cooler / freezer condensers For buildings with food service, meat or deli departments that have 2 500,000 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) N/A For buildings with 2 40,000 sf conditioned floor area and with >_ 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 N/A C403.5.4 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). N/A Hydronic System Controls C403.2.13 C403.4.2.7 Variable flow control - hydronic system pumps For hydronic system pump motors >_ 7.5 hp, indicate method of variable flow control (VSD or equivalent method that requires > 30% design wattage at 50% design fluid flow); note exception taken NIA Identify whether hydronic coils have DDC controls and associated manner of pump speed control (differential pressure, zone hydronic demand, etc) N/A C403.2.5 C403.4.2.4 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 N/A 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 t 50%. N/A 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 N/A C403.4.2 Boiler sequencing Indicate automatic controls that sequence operation of multiple boilers N/A C403.4.6 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 N/A C403.4.2.2 Two -pipe changeover systems Indicate changeover deadband (min 15°F), heating / cooling mode scheduling and changeover temperature range (limit 30°F) N/A C403.4.2.6 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 N/A C403.2.13.1.1 C403.4.3.1.1 C403.4.3.1.2 Heat rejection equipment - variable flow control For cooling towers with fan motors z 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) N/A For multiple -cell heat rejection equipment with VSD, indicate controls that ramp all fans in unison N/A C403.4.3.3 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 N/A C403.4.2.3.1 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 N/A C403.4.2.3.2.1 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 N/A C403.4.2.3.2.2 Water loop heat pump - heat ZonerSjection equipment, For open- or closed-circuit cooling towers, provide a heat exchanger that separates the cooling tower and heat pump loop N/A C403.4.2.3.3 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 N/A Dedicated Outdoor Air Systems (DOAS) - Optional through 6/30/16, Prescriptive 7/1/2016 C403.6 C403.6.3 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 C403.6.3 Impracticality; or exception taken (buildings complying with C402.4.1.4 or C406.6 rnay not utilize exceptions) N/A C403.6.1 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. C403.6.2 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 2M1.03 and 2M1.04 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 - Page 10 of 18 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: Fill this line out onMECHSUM Date 1/1/2015 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 C402.4.1.4 C403.6 Increased prescriptive maximum vertical fenestration area with DOAS Indicate that all occupied, conditioned spaces are served by a DOAS per C403.6 N/A Additional Efficiency Package Option, Dedicated Outside Air Systems (DOAS) C406J6 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 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 N/A 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 N/A 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; 'rf IMC or ASHRAE 62.1 multiple zone equation is basis for minimum flow rates, provide calculation on plans N/A C403.4.4.1 Single duct VAV temrinal units Indicate single duct terminal units are configured to reduce primary supply air before reheating or recooling N/A 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 N/A C403.4.1.1 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. N/A 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 N/A C403.4.4.3 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 N/A C403.4.4.4 VAV system supply air reset Indicate controls automatically reset supply air temperature in response to building loads or outdoor air temperature; or exception taken N/A Multiple Zone HVAC Systems, High Efficiency VAV - Required for systems utilizing C403.6 DOAS Exception 2, must comply with all 16 provisions 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) N/A C403.7, Item 2 Direct digital controls (DDC) Provide DDC controls for all components of system; identify all DDC system input / output control points; indicate capability for trending and graphical display N/A 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 C403.4.4.3 without exceptions) or DCV (per C403.2.6.2) N/A 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 N/A 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 C403.2.4.4 N/A 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 N/A C403.7, 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 N/A C403.7, Item 8 Sequence of operation Indicate DDC system sequences of operation are designed and configured per ASHRAE GPC 36 N/A 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 C403.2.11.1(1), provide MECH-FANSYS form for each system N/A 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 N/A 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 11 of 18 Mechanical Permit Pla ns 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: Fill this line out onMECHSUM Date 1/1/2015 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 _JJJ I I Information Required - Must be in permit documents Location in Documents Building Department Notes C403.7, 11 Application of single duct Undsan-powered terminal aItem 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 N/A 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 N/A 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 >_ 5°F N/A 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 N/A 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 N/A 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 z 90%, air -to -water heat pumps, or heat recovery chillers N/A 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 C403.2.3(7) (note water-cooled IPLV is max, all others are min); indicate smallest chiller or compressor in plant is .<- 20% of total plant capacity, or provide thermal storage sized for < 20% of total plant capacity N/A C403.7, 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 N/A HVAC Equipment Energy Use Metering 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 Requiirement To Support Commissioning C408.2 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; 2M0.01 and Spec For buildings with z 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 2M0.01 and Spec C403.2.10 C408.1.1 C408.1.2 C408.1.4.2 C103.6 Commissioning requirements in construction documents Indicate in plans and specifications that Cx per C408 is required for all applicable mechanical systems; 2M0.01 Include general summary with at a minimum of Items 1 thri 4 of the Cx plan per C408.1.2 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); Cx spec Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. Cx spec C408.2.2 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 2M0.01 C408.2.2.1 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 2M0.01 C408.2.2.2 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 N/A 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 2M0.01 Project Close Out Documentation C103.6 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 2M0.01 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 12 of 18 Service W. ter Heating Permit Plans Checklist SWH-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: Fill this line out onMECHSUM Date 1/1/2015 The following informaticn is necessary to check a permit application for compliance with the mechanicial 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 C404.2 SWH equipment type and efficiency Provide equipment schedule on plans indicating type and capacity; indicate efficiency complies with required federal standard N/A C404.2.1 High input -rated SWH systems For individual SWH equipment serving an entire building with z 1,000,000 Btu/h capacity, indicate thermal efficiency >_ 90%; or exception taken N/A For buildings with aggregate capacity of all SHW equipment z 1,000,000 Btu/h (exclude < 100,000 Btu/h equipment from threshold calculation), indicate average capacity weighted thermal efficiency z 90%; or exception taken If applying Exception 1 for site -solar or site -recovered energy, provide calculations and source of annual service water heating energy use estimate C404.4 Heat traps Indicate piping connected to equipment have heat traps on supply and discharge 2M5.04 C404.5 Insulation under electric water heater For electric water heaters located in unconditioned spaces or on concrete floors, indicate R-10 insulation under equipment 2M5.04 Piping Systems C404.6 Insulation of piping Indicate thickness of piping insulation on plans per Table C403.2.9; verify insulation is provided - from the water heater to the final fixture in a line, from the inlet / outlet piping at water heater to heat trap (up to 8 feet), and on piping that is heat traced; note exceptions taken Spec C404.3 Efficient SWH supply piping Indicate method of compliance on plans for all piping runs connecting service hot water source to hot water fixture (maximum pipe length or maximum pipe volume method per Table C404.3.1); provide calculations for all piping runs documenting the total length and / or volume maximum pipe length Service Water Heating System Controls C404.7.1 C404.8 Heated -water circulating systems For circulation systems with dedicated retum piping, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand and when the desired water temperature is met sequence of operation For circulation systems with cold water supply piping serving as the retum, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand, or when temperature of water entering the cold water supply pipe is z 104°F C404.7'.2 Heat trace system controls For heat trace systems provided to maintain temperature of service hot water in piping, indicate controls are configured to de -energize system when there is no demand for hot water and when the desired water temperature is met N/A C404.7.3 Controls for hot water storage For systems with separate water heater and storage tank, indicate controls are configured to limit operation time of pump after end of heating cycle to s 5 minutes sequence of operation C403.2.13 C403.4.2.7 Variable flow control - pumps For SWH, pool / spa and pressure boosting pump motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent method that requires >_ 30% design wattage at 50% design fluid flow); note exception taken N/A Identify basis of pump speed control (differential or static pressure setpoint, pressure, zone load demand, etc) Pools and Permanent Spas - Equipment and Controls (Sections are under C404.11) C404.10.1 Pool heating equipment efficiency Provide equipment schedule on plans indicating type and capacity for all pool heating equipment; indicate efficiency complies with required federal standard; for heat pump water heaters indicate COP z 4 N/A VC403.2.13 pumps le flow control - Refer to Service Water Heating System Controls N/A C404.10.1 C404.10.2 Pool heater on / off controls Indicate automatic on / off control based on scheduling and readily accessible on / off switch on heater that operates independent of thermostat setting; note exceptions taken N/A C404.10.3 Pool covers For all pools and in -ground permanent spas, indicate a vapor retardant cover on plans N/A For all pools and in -ground spas heated to > 90°F, indicate cover shall include insulation z R- 12 N/A C404.10.3 Pool assembly insulation For all pools and in -ground spas heated to > 90°F, Indicate on plans that sides and bottom are provided with insulation z R-12 N/A C404.12 Energy consumption of portable spas Indicate portable spa complies with Association of Pool and Spa Professionals APSP-14 N/A A 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 13 of 18 Energy Recovery (ER) Systems - Service Water Heating and Pool Systems C404.10.4 (Section under C404.11) Pools and permanent spas exhaust systems (energy recovery) For buildings with pools or permanent 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 N/A Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by a: 36°F N/A C403.5.3 Energy recovery - cooler / freezer condensers For buildings with food service, meat or deli departments that have >_ 500,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water N/A For buildings with z 40,000 sf conditioned floor area and with a 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water N/A C403.5.4 Energy recovery - condenser systems For buildings with 24-hour operation and > 1,500,000 Btu/h of heat rejection capacity and design SWH 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). N/A C404.10 Drain water heat recovery units For systems incorporating drain water ER, indicate system design complies with CSA B55.2 (or CSA 55.1 for Group R); indicate potable waterside pressure loss at design flow is < 10 psi N/A Service Water Heating Energy Use Metering C404.9 SWH energy usage in dwelling units For Group R-2 multi -family buildings with central SWH systems, provide metering of hot water energy usage per dwelling unit; indicate metering and data reporting method N/A C409.3.2 SWH equipment energy use metering For new buildings > 50,000 sf and building additions > 25,000 sf, with total SWH equipment capacity >_ 50 kW (z 170,600 Btu/h), verily energy use metering of all SWH equipment will be provided per C409 N/A Additional Efficiency Package Option, Reduced Energy Use In Service Water Heating - Must comply with both provisions to be eligible C406.7.1 Eligible building type To comply with additional efficiency package option, verify that z 90% of the conditioned floor area of the building is one or more of the occupancies identified in this section, OR; Provide whole building energy analysis per C407 that demonstrates the SWH load in the building is >_ 10% of total building energy loads C406.7.2 C403.5.4 Load fraction To comply with additional efficiency package option, provide documentation that verifies z 60% of building annual SWH energy is provided by high efficiency sources (heat pump water heater with COP z 3, waste heat recovery, solar water -heating system); 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 (per C403.5.4); provide documentation that verifies z 100% of building annual SWH energy is provided by condenser energy recovery or other high efficiency source Documentation and Specific System Requirements to Supporting Commissioning C408.4 Scope of service water heating systems commissioning Indicate that all SWH equipment and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned;+D7 2M0.01 and Spec For buildings where the largest SWH system has ? 200,000 Btu/h total output capacity, indicate that all SWH systems regardless of individual capacity are required to he commissioned. C408.4.1.3 Scope of pool and permanent spa systems commissioning Indicate that all pool and permanent spa water heating systems regardless of individual capacity are required to be commissioned; N/A Indicate that energy recovery equipment that heats pool water regardless of capacity is required to be commissioned; N/A Identify all pool heating and energy recovery equipment and controls that the WSEC defines as being capable of and / or configured to perform specific functions. N/A C404.13 C408.1.1 C408.1.2 C408.1.4.2 C103.6 Commissioning requirements in constr ction documents Indicate in plans and specifications that Cx per C408 is required for all applicable service water heating systems; 2M0.01 Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408..1.2 including: narrative description of activates, 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); Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. C408.4.1 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 2M0.01 Project Close Out Documentation C103.6 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 SWH 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 2M0.01 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Economizer Exceptions 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: Fill this line out on MECH-SUM Date 1/1/2015 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 (Wlsf) ERV-1 ERV-2 ERV-3 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 • 1 • 11 ptions, 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 1/1/2015 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 - Option 13 - Option c - Cooling equipment efficiency shall be 15% better than the WSEC required minimum efficiency.. Waterside economizer required. Cooling equipment efficiency shall be 5% better than the WSEC required minimum efficiency. Waterside economizer required. All cooling equipment is subject to ASHARE Standard 127. System ID Compliance Option Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 240 kBtu/h): Alternate Exp 10 Capacity Limit: ECONOMIZER IEXCEPTIONS - MECHANICAL SYSTEM ALTERATIONS OR REPLACEMENT C503.4 Pre -approved design altemative 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: Fill this line out on MECH-SUM Date 1/1/2015 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) AHU-1 CV constant volume air handler serving small maintenance spaces 4.6 No ERV-1 CV constant volume energy recovery ventilator serving service bays 5 No ERV-2 CV constant volume energy recovery ventilator serving service bays 5 No ERV-3 CV constant volume energy recovery ventilator serving inspection bays 5 No F-1 CV constant volume exhaust fan removing air from steam wash bay 2 No F-2 CV constant volume emergency fan to remove air from battery room 0.1 No F-3 CV constant volume exhaust fan removing air from the compressor room 3 No F-4 CV constant volume exhaust fan removing air from the electrical room 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. Sing e 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, retum/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. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Fan Power Allowanc 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 MECH-FANSYS-DOC Revised January 2017 TABLE C403.2.11.1(2) FAN POWER LIMITATION PRESSURE DROP ADJUSTMENT Device Adjustment Credits Fully ducted return and/or exhaust air systems 0.5 inch w.c. (2.15 inches w.c. for laboratory and vivarium systems) Return and/or exhaust air flow control devices 0.5 inch w.c. Exhaust filters, scrubbers, or other exhaust treatment The pressure drop of device calculated at fan system design condition Particulate filtration credit: MERV 9 - 12 0.5 inch w.c. Particulate filtration credit: MERV 13 - 15 0.9 inch w.c. Particulate filtration credit: MERV 16 and greater and electronically enhanced filters Pressure drop calculated at 2x clean filter pressure drop at fan system design condition Carbon and other gas -phase air cleaners Clean filter pressure drop at fan system design condition Biosafety cabinet Pressure drop of device at fan system design condition Energy recovery device, other than coil runaround loop (2.2 x energy recovery effectiveness) — 0.5 inch w.c. for each airstream Coil runaround loop 0.6 inch w.c. for each airstream Evaporative humidifier/cooler in series with another cooling coil Pressure drop of device at fan system design conditions Sound attenuation section (fans serving spaces with design background noise goals below NC35) 0.15 inch w.c. Exhaust system serving fume hoods 0.35 inch w.c. Laboratory and vivarium exhaust systems in high-rise buildings 0.25 inch w.c./100 feet of vertical duct exceeding 75 feet Deductions Systems without central cooling device -0.5 inch w.c. Systems without central heating device -0.3 inch w.c. Systems with central electric resistance heat -0.2 inch w.c. w.c..= water column. For SI: 1 inch w.c..= 249 Pa, 1 inch.= 25.4 mm. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Design Load Calculation Summary MECH-LOAD-CALC 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all RRevised January 2017 Project Title: Fill this line out on MECH-SUM Date 1/1/2015 The following information shall be included in the load calculation program summary submitted with the permit documents. If a load calculation summary is not available, provide the required information below. For Building Dept. Use Equip. ID Area(s) Served Heating Design Load in Btu/h (Note 1) Cooling Design Load in Btu/h (Note 1) Calculation Method (Note 2) Notes Note 1 - Design load shall account for the building envelope, lighting, ventilation and occupancy loads of the space(s) served by the mechanical system. Heating and cooling loads shall be adjusted to account for load reduction achieved by an energy recovery system, if applicable. Note 2 - Computer load calculation program, worksheet (identify source), or equivalent computation procedure in accordance with ASHRAE Standard 183. Ventilation and Heating Maintenance Area TEMPERATURES O) M 0 0 C•) N N 1- C 0) 0) 0) O O 0 CO (0 (0 (O to 2 rn0o00000 C o 0 0 0 0 0 0 O 0 0 d `Q m -a0-.0.�amLL O) C 2 (O (0 W O 0) 0) O M (0 0 0 0 0 MMO 0.0M n M (0 CO OO M O 0) N 0) M M T- V- T e- a O 00 0 0 0 0 0 0 0 0 0 0 0 N O O J u- Q.' C 0 !a C y y Q t r N N C LL a7 >> a0+ E O '5 00 c (1a _ EE (LLi Enc_«tW k m m O H m M Z Q 5 LL' W r Q J J ENGINEERING CKS C o •(0 N - O @ N O 2 0 0 0 0 0 0 m c o o O o •a oo00 0 m C Q .* « c t a z U U m Z HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK C - 0 0 1-0 0 0 (() 0 r M00,0 0 0 0 0 N N O 00 0 O l e 0 ON C) 0) V 0(OO N- C) I�0)s- N CD OC)N0O CD CD o F.F `- O O r 0 O•) h 0 1'- 0 60) Ti6N 0 0 o i- M o 0 0 0 OO a) O a Y (aL O Ov• O N N O0) 0 (O N (0 0) en O O O O N Ns. CD 0 0 V C 10 C O CO 0 0 0O CO N- O h r O) a) a) N (0 co co o O) a)n O 0 CO M CO ' 0 'u, CI- CO Ca n r- r N CO- . ,- V CO N Q .Q(f) CV - 01 M 0) 0 F 0 ii N N i =� Y 0) .c O O O O N V O 0) O (O O 0 (0 0) in 0 0 0 f0 C j CO M 0 0 V CO co 1� N I--❑ 0 Ca CO 0) CO 0 C) CO CO CO 0 CO CO coCO 0 Q 0. (qm M(O 1: NO O)�a0 7 20 a) d (n Co N (O U U a) a) 0. a CO h 0. 0 a.7 a, v a C) "O 00 All w II m 2 0) t 2 0 II 875g22813,9 LL= n 1 aJ C E 0 aJ I) J (0 0 O o C c 0 v.. O m C (!) 2 i6 N �- ,(�„ (nOU• N a m m U m m °_ () -;0. J w !° J O i s c Q 10 C T T O N N R O (6 +- C '-a. 0 (O •0 C R C 7 i 2 w d T 0 >00 O-- N a C N- 7 - Q a) LL d •- a a G W 5 o> Q OwORQ D V) C9 00000000000 000 0 000 0 0 y O o F 0 O O. 0 0 0] V GIL 0000000000 0 000 0 0 0 0 0 0 ❑ a) a 0 0 0 Q rn c 00 O m V) c m w o — a 0 N L 0 0 Z - CO 0 0 x E,.c o 0 0 0 0 o O O O O O O 0 00 7 J j m a) + m O ❑a a a; 0 c 0 00000000000 0000 00000000000 0 0 0 0 00 00000000000 000 0 .000 00000000000 0 0 O 0 0 0 0 i� L 000000000000 00o O 000 0 0 u)� a+ CO.- � 0 E Q F 0) c (a m (%)) a Sa oO T 0 as c N m a m a D1 . w C a d y A d m )0 0 0 11 m 11 0 2 y c a 2 `° II J O J ac 6 o a (L ii �) e J C O 'q y 0 a m y O. a) CU J (n O c2 a)° 0 J a) N J O I 0 y 2 c c C, Q w° 0 m env:. U m h 7,271 1-= a)m E a u m m > w Ommm o`m o E soN n Sr.Q 0c'eLLLLSd a s �C/)CO0 �C��au. Q v) °� a� u) •m d o 0> X 7 m c c 0 �° W C 0> 4 pOW (o R'0M(o (.5 CI) LL M 0 0 O. 0 > 7 0 0 0 0 m n 0 10 Z W w 0 0 0 00 0 u) W 7, ,-O O1--,-n a Q F0- 0) V 0) (Of) N ui (n (0 m m 0 0 `o 0 0 0 _ p ot as 5wa03 w, 0 o 0) O 0 •7 N 00 0 00 v 00 1- o o (b JD 0 o 0 00 NI- 0, (n m I L 0 0 0 o o Z O P W oL 0 0 1) U oo (m W LIJ E oo u' Q 0 o UU 0 Z dL o 0 0 J (N 2 o 0 0 OL Um c o o 0 0 00 0 0 O. 0 0 C 0 0 0 O 1- 2 o 0 0 0 c •E < 0 TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 Alternative - 1 System Checksums Report Page 1 of 11 17048 KCT.TRC Incremental Heat Pump OPS Trailers TEMPERATURES 01 (O CO 0 r O. O. O. C 7 (0 0 0 0 O r` co h (0 2 0) 7 c of 0 U O n O r r 7 0'0 —0o o CO r` r. c pp m d E Q 7 o. OD mtL (0 a KLLLLLL O)O c 0 47. C) d 2 00 0 0) 0 (0 0 0 0) (0 0 0 0 0 0 7 7M N M 0) 0) 7 V' co co r (0 r r 7 0 COO (0000000 0 7 7M N M 7 7 M (D r (0 r r 7 c o c c c a ., 06, d •en LL i0 >> N E O K N E U I) 7 W• Y Y 122 co ZQ wre<J_1 ENGINEERING CKS CO 0 CO (0 C ) (O N d x 0)0 CO a 7 0 N C aj (0 CO N N N O N O mn. (0 N r () (O U d C � � Qte. 0 c r a 0 E ° d rz HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK I. O o I. 4) H a O 0o70I. M On 0 (O CO OOMONCOOM o 7 N 00 (`OM O08 O (0 0) CO (O 0) N rnr.r 0) CDDr 0 or) O O O r o 0 O O O O M o o M 0 0 O O O 0 0 O O a) O O O O 0 (O O Y W L 0 0 CO O CO 0 Or 0 (Om 70N CO 0010 00000 00 C) C CO N 0 7 0 0 CO 0) N o (O 0) N aal al co co 7 (0 Na) (O (O CO(O t` (O CO 0) 1- co (O r N (O CO ci0( N CO r- .O r CO W ~ = Y CC L_ 0 0 O O CO (0 O r 0 (O (O N co I. 0 0 0 O m C) c O d d 3 N 07 a N 7 (OO (O 001 (0 (0 O d ID, m 7' co- LC)-t` (0 co- CO- 7 M N N O. a y N O. LI 0 0 a A 0 to `> U 1oCcN 0 V 0LLc1"CS ._II J C Rp p d 11 0d N x a (nU J d�GNxWCi0Cco 3 0.,codU OUO Nf° -1 F QC IY O_-N'0 gO uO - QCaa•- d O. Cd Od 13 W 5 0> <0W0a'< DU) O L 0 0 0 0 r 0 0 O M (O 0)!. f. [ O O O O 0 d a� o M O M r r 7 r O O Y E fO V O O E N 0 a Or (n a m d d L 0 0 0 0 N 0 0 0 O N 7 N 7 7 0 0 0 N N O O CO 4) 0 0 O n 0 0) c [1 W m r- 7 c; O co (O 0) CO CON c,O rn CO- �i o ro v o ((i d N M co O (0 CO 0 N L 0 0 (0 0 (0 0 0 0 O N 000) N 0 0 C) 0 0 (O 7 CO 0 0 CD O N (D 0) 0 (0 N 0) 0 C. 01. 1 C. 0)N (O 0 Z 10 CO 0- 1• 4) o r 0) (O (O M 7 0) ailCO N M O 0) M M CO- O 1. N N CO- ''.. 7 7 N 7 N 7 (O 0 CO CO �x o 22 m E 1 t oo(000(O 0 r o00 0 0o (a 0 (0 m CJ 7 V CO^00 N 10 COM 0 d+ m M co N. O Q O 0 (O N N N a a) ( 0 C (q \ O O O Ort`O O 0 M O 7 (O0)M co or- 0 00-MM O O O O d r N r r r 7 O 2 ~ O a6 d ♦) .0 0 0 0 0 (0 (0 0 0 0 N r r 0) N 00 0 0 CD U N (0 O 0(0 O) (O O (O 0 NC7 -In CO0 I• u1 0 M 7 CO7 d Q ylt + m N M N 7 N 7 (O 07) E 0 H v d a� U) U 3 0. Y O 0) Y d m a a ° a O1 d d 0 •0 d N Q. y. y A [L R '0 U O O a O 0 CO C 1. A++Y x CO II O N C O II II J C7 N a •0 (0 O -0 o u_- C) (0 c O N d d d a 7 -_ Q o U 0 U 0 O O 0 J d O -1 9 1- ;0 c C d Q iE pV Uya02 8m1- m wo. ~ a)m Ev`mmnsd �. a i1'3.°ommm�oa( 2 `d 0)03.N cat?caa0 0. c (cu)(0ce00 o1LQ E Co Jd� U> Q p0is wycep2 (n 0 COLL (0O 0 00 > LV o o O O 1- 0 u r O O. O. m I. O 0 0 M Z CO N 0;E 000 00) 0 u rn J 7 a W'o CO U J O m (y o 0 o (q I CS 00 0 000 C 7 CO :7 Z W x C 9 E x0 co N 0 0 0 0 0 0 0 0 7 (O N CO M CO CO (O M O CO CO N CO CO CD - LT. o.. N O. N 0 M 0 (O M 0 N. M 0 CO '0 N 70 0 0) o 0 (0 0 7 O O ri o ui (o (o a) 0 0 0 o ui co co co 0 (0 n o 'Cr O O 0) 0 7 r M 0 I. (- O Cb 0) M A. L C') O 7 r- cO el O O 7 7 a U 0 c o 0 7 7 F YO a) O M N TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 17048 KCT.TRC System 9 - 2010 - Heating Only & Ventilation, Gas Service + Inspection Area TEMPERATURES 0) 0 0 0 C N n O O O O O N O 0- t` O) O O O O O O O 5 o 0 0 0 0 0 0 O 0 U CI coO C Q • O I; ti • a a m U. (A K Le Le LLLL a 0) CA CA CA 0 N N 0 0 .- (O O 0 0 C `31-01' 01 V' V N t` C7 CO A N N c- N N W 2 01 0 00 0 00 0000000 0 O 0 O U J U. cc c .0 f] f6 N C y 0 6 N Z` d d w ca '6» ° E x `" m m •- £ i w c O --se w ccoco O 1-2 co z < a a' diG- QJiJ ENGINEERING CKS co C N N W (O O (O V M x m 0 0 0 0 0 0 C.60 0 0 0 M C 0 0 0 0 U G) C O ° c s a E E . HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK 0) d V 2N Y CO L Q CA = m NC • d 2 O d 2), m 0. 0. CA L O W d .... y a_ CO CO d C U ~ CO CO 00(O0 V OONO (flO 0 O 0 CO 0 0 CA 0 O) (O 0ori0(0rio06 ci r1 V 0 0 (O 0 00 N O N O N V N V V o 0 m O 0: N. N. co (A rI N 0000 (D (OON `7 CO a O N O N 0) O) r) O) 00 (MO O r o O) C r) (0 c 0 o 0 n Oc6 • _a -0 (° `o v 0 - O O C 0 0 C� JCA ) 000 O 0 C 0 m U y U- (di m � T >. 0 RI l0 C6 (0 0 -Q d Y _ 0m0 - - >comc7c�sc w Internal Loads (OWN st 00000,2100 00 0 r)o O 0 00 000100 00 O (ri'-ri 00 oo((io0 0 0 0 co o N (O N (O 0 0 0 0 0 (0 0 0 00 CO N n O V r N r N .. V CO r) N (O N 0 (00 0 0 non 4' m CO CO- (O (1 0 0. Y 7 d O 0 ▪ ▪ a m 4) 'O II O 2 Es, 1td = A IIw 'O J 2 Omre a J L 1 y �FJ c y2 0 w CO F .c L C Q CO C i0 (' 0 7 0 E>. O d O ¢ j m a a" d 0. Jam 76 > a O WOKQ • IC ci, 0 CA 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 ✓ d L 0000000000 0 000 0 00 0 0 0 0 R d 3 a to m 0 0 (0 0 co co co ti a 0 0 O Ce o00000000000 0000 00000000000 0 0 E F 0 0 a0 0 y«°L o000000000o 0000 00000000000 0 _ Z w 0 0 o H co0 0 0 i. 2 fY 2 O • E jy L o0000 0 0 O 000 0 00 O 0 0 O O • C J O O d + m O ¢ a(6 O c co L 0 00 0 0 0 0 0 0 0 0 000 CI0 0 0 0 aJ O 0 .6 + m o E¢ Cn 1=-o cu @ N (n a 7 O. d O 0 O d Y a C Y 07 @ C N N a co d co O 'O d CM 0. a. Y a 10 [0 i) U O o II a II O ) C a. i0 y d O C c' _ O II II a J N is fl I CO J 0 0 0 0-0 0 LL CO C ~ d d d a 7 �_ d(n0 �pm0 O C c 0 .m.. J W o C ea .Nx C is Cn aI d U • c` y Q > S� l6 (6 t0 If O a Iliw 0 W O d N J C Cli Q L= L a a) C7 'O a W (A (/I CC C7 (��aLL ¢ C7 c Jam • U� Q 00 W (0a'00 y Grand Total C(U 0 0 0 O. o (O 0 O 0 0 - N ILLi - , O O O. co Z n 0 0 O O ▪ ; O) 0 O 0 (0 03 J Q N W .O u± U J_ 0 •87,gy m IA 0 0 0 f' N O O O O (0 a co co t7 (� N v Z U w x ✓a Ca w C x = d d c x L E. iQ a x'0 W Rn o.- 0 0 N 0 (O (O 0 N (() 0) 0 r) 0 CO CI (O CO CO O n � N .- TT `0 0 O ,_, p ,,or o LL 0__ IOL 0. C W re 3 W = a O O. 'I' m O) O O (O co o LL O D. f d 0 0 CA Si u_ o 0 n J . 0 O Qi rn a oo v reoo 00 moL o 0 N- CI 0 0 CD Z (O 0 'd ▪ W l L O. 0 t` • o o rn W D - E o0 0 N 0 -c - Q O UU C7 Z aL O 0 0 J U 2 0 0 0 0 8° y O O O C0 0 O U 0 c V 3 x ,d 2 < 0.0 )O TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 Alternative - 1 System Checksums Report Page 3 of 11 17048 KCT.TRC E N Z CD li . J E 0 a) U N LL ci) o0 System 9 - 2010 - Heating Only & Ventilation, Gas 43 N TEMPERATURES 0)0 M O N O 0 0 c (0 Ti O N O O O A O 6h I!1 d S 01 0 0 0 0 0 0 0 = 0 0 0 0 0 0 0 O O U 0 0 m m E ¢ ` a m a N�d'ad1L U. rn0 c N 2 00) o O) O) d' o o o 0 0 N N V a V 1'- O Eu0 0 0 0 0 0 0 0 0 0 0 0 0 0 y c O O O 0 J LL w 0 0 0 d lc0 y y G o � d ca t0» oE�x E c LL E (A 7 10 W Y Y a a p 1�5 (A Z¢S2Ku Q3 J ENGINEERING CKS O) (O O CO C m (O 0 N M CDo,Ii S a)00000ln c d 0 0 0 0 C 0 0 0 0 0 U c 1k y ¢ ora O E E d e v u 00Z HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK 00 N 0 M. U) 0 (OO (O 00C1001.--0010C1v1.. 00 M O 6007 O O h N M 1- 000OC) V 000 Al N N V O (O N N N N M 0 0 u O) CO N O N 1n 0000 M (OO M O O (O N CO 0 V- 1f) 7 ) N O M t. O M N'O N N 1[) CO n CO (0 0 1s. M N ui 7 1 on o 00000 00 0 oh- 0 0 0 0 0 O O O 06 00000 00 0 M O O N (- N O00 O 00000 00 0) WCO 0 CO M 4) N M M O (() Onn cO coo 0 0 1. M (0 N O CO M 1- u7 ri ri n ri a c m is a m 0 • "O U O II m II ((00 i O( g L S (YO 00�Oova (� II v II ,o� w 2Appd o.3 to U c c (0 c N O J d d U (n O O c C O :� O (0 • C 0s N= y G..r. m mU 8 N12 J J ` �+LL C ¢ O '>. "E! m m — f `Q 0) N L 1) is! U 01 t0 _ '6 d ` ` 'i0+ d Y Y 0 (0 (0 0) (p -p C J E O( d y ' C r ¢ 3 l06 a a ._ d O. C(nu)�C7C��a(i Q-(� d I' :Si V) m o is > 5Q¢a c laC U> Q O W O 2 Q n2t y CL 0 0 0 O O O O O O O O O O O O O O O O 0 00000000000 000 0 000 0 0 0 00 O 0 d u F ad6 0 0 0 0 0 02 om g E L 0 0 0 0 O O 00 0 000 0 00 0 00 0 0 = J m • d + 7 O m ¢ a w O c m d« t 00000000000 0 0 0 0 000 0 0 O m c,ai a+ Ello y E Q w j= 43 c d a 5 Y O 0 0 0 0 0 0 0 0 00 0 000 0 0 OO000OOOOOO 0 0 0 a ZL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hm a O) a d C _le m 74 a m Y m • 'O ( O O 1 O I a• xiom y c w7= O O O II 9 II 'O J f0 > '� 01 A ...CO Y a 'O (0 O 'B 0 1L 1) 0) c O N d d d a O. aU U O 0) 0 0 0 C O O • d O J O F p y c c (0 y¢ O d dU minUw. c� m� m m Q ti a)m �_ Ev w .sIxE 2, d O 0) 01 O .d — .O E L O N 'O C— Q 7 m d LL• 0" ♦. d O. c(Au�I�C�U�a(�a (! ]0. W m o 0i> x a a1 = c 0. W S U> ¢ m O W y a m 7 m >LL 0 0 0 0 0 10 0 0 0 0 - 0 LL I ° N O O O O Z (N O O 0 0 O) Of C d O > c x mCU 2<a 10 '7 CO 0 rn o N 00 0 0 0 0 CA 'CY N n U N o ° o o C 0 a o= p aaa £wa°3 W 2 OO 0 z 00 0 m my- 000 0 0 0 0= Hwy OO 0 • 000 W W a E O O Q O 'o O 0 Z Z O• .L O O O J U 2 o o o O co 0 co P.c.; OO O q „� 000 0 c. 0 o c 0 0 0 0 12 000 0 w 1° TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 System Checksums Report Page 4 of 11 17048 KCT.TRC Incremental Heat Pump VM+OM Trailers TEMPERATURES co 0) O) O V O O O crr OO)000 r N r D d N N (n N r r C O D (C) V O O O O D O U c `Q IIa ci 0ca - co32 hCea' rLLL LL LL 00 D � x (0 (0 0 (C) (0 0 0 d) OD (0 0 0 0 CO01 DCODM CO NN v v Ct r 0) 80 (O 0 ) 0) 0 00 0 C N D C) (0 uCOC) COCO0 0 N r CO (O CO D M M (0 r N 0 0 J LL d' c 3 a (6 (c0 C N N 8- z 1Z' d d (a0 g E E ).E w E 1-2 o z°a E2rewa Q33 ENGINEERING CKS 00 CO M c ,O C( co ai co 2 CO (() (0 D O) (O a) c 7 0) CO N N r v D N N O 0 D v d cC d e mZ d O HEATING COIL PEAK CLG SPACE PEAK C 0 0 (O 0 C F C F 0 CO 0 0) CON N 0 O COO NOM 00 00 d +� a O O O r O O O O M O O N. CO r 0 M M 0 0) 0 0 00 FO "• OO V Or (OO Cr 00 (O Ora D O(0 D O 0) OO O O r r 7 , (N r N ado O Y W L O O N O (0 O N 0 r 5 V 0 D 0 D 0 0 M 0 0 00 CO C CO c — CO CO CO CO 0 0 r (0 D 0) CO CO Ct N 0 d d 2 r 0 0) 0 d D' M4r 0) CO r 0 co 'V) a 0) 0 a) 1'i N N (O o (O r M (O C) O) O) M O O ~ N Y ' (O Ol 0 c d N 2 =m Y 0) L 0OOO DrON 0 (0 OOD (0 NO 0 t0 CO cy Dm Dorr v nD (a 0) 0) Q ec d d O 0) N CO N CO V r N M r Q a u) m n CO- Cl- D (0 10 r M D N a) O d d ' <,., - v O d W N a U) 0) a 0 U o O `oao LL (q 0 O C O O D c C COC fp (�� 0 O T TO N N O Nd d Y .Y O > d 'C N O a V= C(/)U)a'00> aLL Q C(o w Internal Loads n w a 0 C e 0 0 0 CA r N 0 0 00 r 0 CO O C Y N CO 0 0 0 r F Of d d L 0000) OD 500 O (0 V O 0 (O CO D O O CD d V O D O O M Ct 41 D u) a W m V (0 6 0 0 0 V CO V CJ N N C N D) V (0 r M --_ .33 0) co uo CF N co co r CO O ci O O n (� 0 0 (0 D r r 0 0 O O V D D 4 0 O r 0 0 0 0 C) M O O O 0 e N M O D r C) 0 U F O O ado z FO m 00vr CO000 CO M V OD .-- 0r 0 00rrM00 O O) 0 N r V 0 D 0 r 0 CO NI- r r 0) CO M N 0 0) co a) V V7 r r N CO- CO- 6 N CO- V C) Cr- N N N N N t0 N C) 2= 0 Y 2 E A L O Ov000 0 a 400 5" 4O r M0 0 0 D 0 D CO C) N r Q m C _I O 00r 0 (0 r r. V I� .0.w d t LO M V (0N a < aw J 0 c cu 0 (4 0 0 d L 0 CD I--CO0 0 0 COC) 0 0 D D V 0 0 .0D O (5 N I,- CO 0 (0 M V O D O N D RJ MCt V co D0)r N- V V d Q (q+ m N N O V �,-M N r r 0 ~2 0 co U m COO 7 0. d O O) m 3a R c O d 0a,d w O 0I •O d N ._ A a '00I inCO=yIIc.) O 0 I O p (60LLiI II0 J c 0 y /.y Yf J C)3 O 6 ? coio . m Oci v2=2-'0`• 'E d oU0O 8° J O`a cNQ O d O Li N N 0 U ♦ To 6QI-- ° co E G 7 LL d x E > w N c.caL,ruaa cU>oU>l m m a .) v w 0 d.QOa ) OwfK��u 018.E O) 0 0 00 J r 0 0 O O r co v o O 0 m CO 0 0 0 8) D N N 0 0 0 (C) D O (O M N O V0 0 0 0 N 0 0 CO ri i E.. 0 2 0 1- e w m„ 0 (0 0 0 CO 0 CO 0 0 0 V 0 CO V N N N OD M M M O O O 0 �w p o5 07_0c LL a c w K w CD 0 r o ri D D m eL v O D p N 0 ( 0 Z D D 0- P WLL r0 (n C.)(C o CO w W o E 6 o 0 U) E CO M J a V 0 0 0U 0 dL r o M J U n o m 0 co U a0 DLO A U R C I-O M. 0 r O N 0 D D O) 0) 0 r CO CO 0 0 v ti TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 Alternative - 1 System Checksums Report Page 5 of 11 17048 KCT.TRC • Et E co • w V Z • D E O O 0 N • L C/) co System 3 - 2007/2010 - Packaged Rooftop Air Conditioner Maintenance Area TEMPERATURES to o. V' O O O O O o v o v o 0 0 d x 01 O O 0. �- N C 00 O r o 0 0 . O 0 gc<1.715 „- p • a co ni (0 U. U. (1 O) c 0 d x 0) 0) 0) 0 N N O m 7 7 0 0 0 CO CO CO CO M 7 (0 'O ✓ r r CC) CO 0) 0 00 (o (0 (o m O) CD CDQ) O N N O O O O CO c^ n ro CO Cc) CO 0 0)0ro (O (O (O 0 r 0 J LL c � o CL d 0 c C. w t d n ca » E o x /° 0 0 • u Ep c_a c W'K m m p F1• '2 y ZQ W a'3J ENGINEERING CKS 0)7 0 x c c+i O U V 0 0 0O 7 O O O d c 0 1 ° 5 c e 13 O if 8 Z HEATING COIL PEAK CLG SPACE PEAK 4.0 y «o U g a • 0 0 t m• ow O -- • 1 Y W L 10 0) 0 w aym 0 0 a a (0 03 O O 7 0 CO M 0 sr0 us co OOu)OrNOM 00 W ooaiov(oo(oovo vm o0 N 0 (O00 N CO CO 0 0 0 0 N u) 0 r N r u) 0) 0 0 u) 0 0 CD O 0) (O (0 0 0) 0 LO r CO 7 00(0 (O 0 0 o m N (nm r C'iv U1 O( C' N. CO r r 00 00 aisi vui m 000r rc00 sr c0 LO O (0 N or- 0 sr0 0 0 0 O (o M 0 0 0 0 O h o 0 0 0 0 (0 O N 0 0 0 0 0 V 0 CO 0) 0 7 0 0 0 (O CO N. N MO0 CO u) t 0iv(o O- N 0 0 0 0 0 0 0 0 0 O 0 0 V O Y (13 0) a 0 ° n A v d t 2 m a • a U • o g n m u m x rn O c N U �� II O d C.+O p d a d O O OC O a � a J c N d aJ J O f4 D o c c o ,(o o @ a c m = m m v7 y _ 0 (O l6(O O O U tc 0 ... ._ .` Wf4(A000�aILQcy a� U>QOWO‹Q c7 c m y .....- CO r CO +• g O 2 f a0 0000 C M c) sr 0 (O r N q O 0 N O 0000V-(O0M O N CO u) N O CO u) u)M BOO a (9i (o LO 0) 0) ? N M MM N-0)0 0 7 (o cO CO 7 N 0 CD CD u) CO 0 (0 CO r N (0 CO CO CO r 0) V (0 O N N co M O O 0) r V d O f. a0 0 0 0 0 N (O O O O N O o r r O r (o v (o ON 0 Oc00u)N00 0 O 0 0 (0 _ .... ((e�L O O O (00 0 0 CO 0) 0 ONO 0 0) r000 0 CO CO Z +.a r3. fD O) co CO O CO 0) O r r ,(] CO N CO 0 co u) (p 0 CO N u) D) (n O u) CO r r 0 u) u) 7 u) 0) 7 r M I� O a- 0) O r u) ( r �T N co N M s- N O M N. co co i o.62 Y 2 E is L O o 7 0 0 M 0 N 0 0 0 0 0) 0 0) 0 0 0 0 O J 7 O 0) O M V V 0) N 0 c0 Q a C N (0 O v M M O (O V CI- 0 d 0 m of N V M d < a w J 0 y O y 0 d'.c 0 0 0 0 - 0 O (0 N O 0) O 0) 0 0 c+m 0)v (0o(o (0 colter 0) (0 in- c'..)-Ni Z (AJ u)N (�) emu) m Mr0 N 0) (0 a m v (ri 0) 0) (o ui r J £ a) yN CO N M I 00 ~2 c U m y y a 0. d O 0) 0 d m 'C '0 d N a Y A n m -o U • $ od 11 n o c« «Yx y J p O a O 'O c.c. �� d • II J c Q N W d W a ; J y c O O c�.E-c N o i6 O c d (n 2 x 2 y i ay U O y 0 0 0 0 J N 0 J 2` 6 c c (1 Q FO S. • «. Q N N U `O '`• ,� C L Q U• .ca c- al _ E C 7 11 LL x d G a Y.� O (a l0 8'O '�= 3 y Old N 3 — a L D t C.a3 V'O (J9. . G W(n(n�c7c9�a(, Q (4 • CO V> a o0wm�0 c mLL 00 0 00 >° O O r 0 0 - CO O c '1 0 0 O 0 0 W V'o 7 OO Z (0 co Og E 0) O 0) O O 0=0 r N. Q 0 (0 W •o 0 U - t 0lal2 ooNo O. 0 (49 ZU O0 00 0 a� ▪ 0 • O. I u) ((0 co CY« Q H O 0 70 0 u) 0 0 0 0 0 0 O r 7 r va)°u)) u) u) O O O O (�a O+-,5 p. WK5 W _ V O O O i O o 0co 0 (L O O 0 d 0 0 0 > y (L D. O O J ° O O 0 O _ Oo0 m IL O O O to o 0 0 Z O ++ W LL O O O 0 o00 W j 0 E Mo 0 0 E 0 r - Q `o 0 0 0 Z a.c O 0 J U 2 o 0 0 O 80 Um Ph; o 0 O o � 00 0 0 u a 0 0 c O « 00 0 0 0 0 Uc U x Ea'0 W TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 Alternative - 2 System Checksums Report Page 6 of 11 17048 KCT.TRC System 3 - 2007/2010 - Packaged Rooftop Air Conditioner OM Trailers TEMPERATURES C) O (D 0 O) 0 0 0 •C O cM O M 0 0 0 i O) (D N. (D 2 CI O (A N r r C (n O (D (D O O O N co h O U m E • cats pa 0�mu. CLa a LL LL LL C CO 0 0 CO CO 0 M CO (() °00 <0 O) 0)) 0 0 0 • 0 0 0 r r co i0 r a r 2 0) 0 0O CO 0 V V O O M N 00 0 u% C OOO O CD J O _ O U J LL c 1. c c c CI To c N FIL m > > O` 7 x N IT C) • E c LL£= y C O W_ m A t O C L x (YO co 02 pFE O Z< CCLt KQJJ HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK ENGINEERING CKS co co c O) C (y h M R r o co y N 2 C) 0 C (j O r U CO V CO CO C) h N h h O (0 (f) M co 0 N CO (() d • C N Q e O E ° o ettitz 00 V' OTr(()OOON LO 000 0 O0O 0 00000 00 0 +• � a O O M O M 0 0 O O r O) r (() (0 O e} W 0 O 0 0 00 0 0 00 an V NOOO o) V O)�r` (0 O co 00000 0 0 0 O. O r r ( N N O O NC.c 00 oa0 V OOON(D 0)0(0 0 0� 0 Nr0000 00 CO 0) 0 V CD NI. 0 V'N O) ()O) •7 h N a y m 'V OD 0 O CD CO N 01 CO CO N N11 f (h N N p O ( -% 0) L O CD CD O co Tr 0 0 CDN V 0 CD(D (D N CD O V 0) c O) 0 (n v) 0) W W N 0 0 0) O O) 0 0.N CO N 1� (D CO a a corn V-N N 9 N M N h N 1'- N 0(0) 0) N (0 (O0 CO y c ea a p) a a 0 0 00 a li m 2 0) t • It R C a l6 `° ° lL II a (I O. C p p 0 a y J(00 °(°0 O0 '''OM +.. O .D K C F. N d A N re O i O N 2 co a2,mUmwU2 Um1� J wQ 1_ _11- ttC a O T:T p 0 0 W C °`° (0 W .O C L o N J] C) 0) h C 7►` Y E% y Y.Y o__> m a � 0 mm - 3 :. ¢ p ma a._ 0 0. >(q UJxU` U' >n.LL Q_Lp m Jai L� C L a a 0. W 5 0> <OWO24 emu) w 12 a C9 0 h h O g O c m Ol C — � it O 000(Dr h000r CO 0(4O v) 0O O O r r r M r o (r) O O 0) L 0 0 O (D 0 CD 0 0 O h 0) m 0 (D 0O 0 0 0 0 R L j CD CO CO O O M (D (D 0)U) ch- O. to m CI N (D a N V' M N h (D C O r N CO- N N. N 0) h CO • x . - °m = 00(0000 0 7 00O 0 0 (00 0 ,;ND • J (0 co O (0 0 d+ m r M O (O lD (D N tO (f) • Eh O c eb 0 0 0 N C � e e a O 00(A O)rhC0 O O N r V CO et 0 O 0 0 0 CD CV N O O O O M O (D r N Cr 0 O 00 cc N d L O O 0(D O (O 0 0 CD CD (0 000 (D O N 0 0 0 (D 0O M O 0 0 000(D CO 0 r (D O) 0 0) O) N (O O) 1N :D N- (D Z 1-00 N CON O) 0 dV CO (D N- 0( CO m 0 O A. M N (D N (p r r r N 0) ' L 0 C) O (D O (D O CD 0 0) O) CD 0(O r 0 0 O h N J (0 N (CO 0 0 r N C011O O 7 E Q N r N 't— .a c 0 0) .)44 (0 a 0. Y 0) Y 0C o a al PA a pi tl 0 U o` ° n n R 1 (0 0< _ 0 1 o • `m c)- o ° ° a 01 ii a of > .4. ° io Y a °) Joc)7(-00 0 m cONmma0 y CO U O o e c w O �, O o e0 y S S M y O-d 0)UyDU (� N I� J N ° -1 O.- 'D C c N a - 1° > Y 2 O > ▪ 0) 2 'O w d p) a) O) j C .0 < L m L a a) () 0 O. C c(0W0 O0>aLL<5u) . _Ja2 y m da m> x Om Oc O '� W U> a OOW wrt om y (9 01 U. 0 0 0 0 0 > 0 0 O 0 0 O) O 0 O co0 O O O 0 0 ° 0 0 O O M O O 0 0 0 CO 0 00 0 h O O O h M N OD CO N N `0 ° o em 0 u__ L• T u.a• .2WW30 2 .0 CO 0 0 m rn v o 0 0 LL co O O m 00 0 Si Li- (D0 0 -Io a 0 O 0 .L V m a 0 (D 0 0 (D O O O O M M 0 c (n 0 0 (D I— Q N O O w 1° TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 System Checksums Report Page 7 of 11 17048 KCT.TRC System 3 - 2007/2010 - Packaged Rooftop Air Conditioner OPS Trailers TEMPERATURES 06,-O7 0O 0 O V O O O O 0 a 0) CO r (0 2 CN u]Oi 00O LO 0] r r c 0 m °' E Q Ea, a r 2 5 ma` N 0' M M LL U. U. C M x O M CO CO" M r r (0 O CO (0 r r M (n 0) 'a{ a co 7 (O co- 7 O 0 0 O r r (0 o W t0 0 0 r r M U0) co 7 O C a 7 c(i (ca ' o E � x 10 m 2Ec £D- c_ Ot K22 m m 3 F y Z Q— ENGINEERING CKS CO C M 'Q CO O N d N x m N r-- CO N N 0 Lri r c •• N Q 2 c t a 0 E E y 6 e d u m Z HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK 0 N 0 O O r 0 (O (O O O o O l0 O O O O co. 10 00000�000T-0) 7 N r W O r O N 0 0 0 0 0 0 0 (0 V Oa0 �0000 o O O N U) 0) r 00) (0000 O 0 0 O N N O Y co L 0 0 OODrOS O (O M 0)(0N (O Ol(I 0 (OO O O O O O r C co C 5 r 410 OO r r N0 0 N (O (0 01 d d O (O V <0 0 N N M (O M G) a0 r O 'y 1 M m (O N (0 (O r 00 CO' CO' V' (4) N N Q p F `� r a r I N o U c d N ''exi Y W .cO O O O m O .- O (O O M (0 N 0 r 0 0 (0 N L. N c 0) V O O O O N O M co (O (M d a)(00 00ON CD CO O r r N 0 O d CO1N (0 (0 r<0 L0 O � M ( 0 CO N M U N a o A Ra I0oIOU O II RSo4i4t 2 c id m 'O ``ImOcompa cC + a. +2 .e J w N mz a JOF.400 d J co OOnpoc o c (vM S To N a U° 8 h O y� I- J- .F° Q:3UNm 6w >N l6 0 'm o an a) C 7 Q] 6 a d 9 n a e wdn(n dO U> a(L <90) �w CJ �� C L U><0w0a < I 0 0 0 0 CV c, CD V' c)O N W O (0 O O (0 0 y 3 e 0 N (N 10 N O co d r v 0 0 0 4-a 0 r CO Li 0)dL_ O O O O(OC O O O00 r C) N r r0 0 CV N O O M 0 CO0 CO sf 4- co O Q Qid CO O (0N Oc.)5 M OM M 0) r CVO CO C COa-O CO s (0 (0 O O M 6a)M r (4) C 3u O O O 0 0 0 O 1-(O r O 0 0O O O O M N N O O O 0 d O N 0 O F O .- �'- V o a O (0 0 _ d ....c_ O O O r r 0 0 O (O Q) 0) N O O CO O O N O M r 0 0 O (0 (p z �N. w C M 7 O (O a0 r (O O (A CO 7 M (O N (0 O H m CO l0 0 (0 (n tb l0 M r M r li O ,_co CO N V 0) O O V M M N -- .4 N .-- N .-- (0 N m(0 x`a x om CO E L o 0 - o O O (0 (r000 (r0 0 0 0 O m CO W+ COM O r CO r m m N 0 co -co- a aw 0 co) 2', L 0000r 00O (O M M0)N V (OO O N (0 itj M O 0 )0 0 O (O O r M a V CO ...I0 M o tO CO. (0 M 0) OD r 0) y Q y+ m �O V �N� V' M m cci ~ c a)f0 N N o a Y 0 0) Y d O e a) co w 'o Goi .N a r • A a m v U o 00 i U° a o 14Cr'0 7= m II J� C 'O N O Y0 L.': II II N 0 '•N 0 ) y a ° J a co U O U) O O O C O J • d O J 'O C c R y Q. Ia O.a) a)U w y0w 3 m F- s w o F' F2 'E •s w m E d T a d O N U) — O (0 «. E L O U ,0 C- Q 7 e A Li LE d a > .� 1c 0 13 co 0 (0 o a w O d O) d N J C L? L Q« C) 'o a c W(n cn d'CD 3 cl 0:Q c (o) c J0 0) U> Q DOW (q 0'a D M CD CO( J° 00 0 0 co C7 co N 0 0 O O. 0 0 •0 'o i 0. x0 0) ti (0 cG Q (0 (0 O O 0 0 0 00 0 0 0 M CO 00 CO(O ( CO M (O M M N CO. CO" (0 °o. t LT a CO O V 0 O O O O m M. O W I,:0 0 r N N r 0 O. TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 Alternative - 2 System Checksums Report Page 8 of 11 17048 KCT.TRC 1 ( i System 3 - 2007/2010 - Packaged Rooftop Air Conditioner Service + Inspection Areas TEMPERATURES mO(000000 c 00 0 0 0 0 CO CO N` V x 00 M 0 N M (O N Ca(irdri 00 OOr r0) 0 r o m E,`Q t_ 9 ❑a ��mu. N a' a' u- u- u- AIRFLOWS M CO 0 N N N O 41 V o 0 0 0 (0 (0 7 V N 0 CO (') C0 C0 0 (O N N N (O (0 O O N N: r N m M M M O N N N O (O V O O O O •C CO (O CO V V N (0 CO 0) (O (0 (O (O (O n N N O (O C0 (0 O O N r N 0 r c _c 3 a ❑ C o ua. (a » o E ° (mo m E C LL❑ In a w. Y Y ENGINEERING CKS = 0) 0 O O O c rj V O O O M .O CO O O 0 O d . c O Q 2 G s a E E = d () d mZ HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK C 0 0 V 0 0 (f) O N 0 0 C)r 0) ID O Cr) 0 0 0 0 0 0 0 0 CD d o CD Or0r0)0N CD ro) NrN (0 O0 00000 CD CD C)V 00 C') 00 00) M N (0.4 00000 O O O r M 1- O Of O Y 0 L O O O 0 CO S O N O N. o n (0 N to 0 CD 0 0 0 0 0 0 O O M C a C Y O d' 0) sr C) CD0) N M f� COO) d a)CDCO N 0 0 M V r t` CV N CO w a co co CON (n co-co-c0O 00 O d _ N u)r MM N 7 V ❑ O o N u) r 0) 0 c as v = N Y w L 0 0 0 O m O O N O h (O N CD N O 0) O O O V r CD C) N 'srO) O d d« M Cr7 0 0 (17 n n (O O¢ a (0m NN V (D CO- OMCO M O (0 20 d d Nr co •7 N CO O 0 r N a as a a CO 41 O. .6 Y d w(0 �0O 0I am • is a Pc? m'D -0 N(IN Liu .ap = cr. L 2'3 c 1,4O-o0 cC Jaw 1� ,DJw e m ,0❑d ad JNJ0OOCU0 ,/) O Cc in t N` G« ,d iUj 0--1 1.- L C cc O _cca4I+,dayYR��a(�aaau ¢ �(, c Eai nO Q ... a WSt¢OOza c7U> W Grand Total ==> r NC c a5 e d O 5 F a O 0 0 0 V t` " N O O N 0) W 0 0 M N N N CO CO 0 0 CO N C N N d d L 0 0 0 CO 0 0 0 0 CO (O N 0 N_ CD O CD CO O) (0 V 0) OD C)0 n N` V 0) N (0 a« N V (0 0 0 V (D r r LO r (O 0. am r� m o aooim v (0 rn m Ca ( O 0 0 m d y L 0 0 (O N r d' 0 0 0 n t0 t` M N_ N_ O 0) O O CO O O O O O O CO O O 0) 0 N- N N V (0 CA 0 LA ((0 Z F m N0)N(0 0O CO V Nt` �f O O MNt r ( O 0) C') (O CO- CO (0 M N-n N 0 N C0 CO 0) 'Q yr CO CO C? M N V 15x 0 2 T E L 0 0(00 00) 0 N` (0o o h coo 0 00 0 0 O 9 0 0) CO m c) m d + CO •Oa- CD v v ¢ a (ri 0 aa)) 03 0000 N O00 O M u) N r r t O0) CD0OO C0000 0 CD 0 N N ' ' ' ' CO ' ' 0 O O O a O d �) L 0 0 0 N r u7 CD CD CD N. N N M N 0-- CO CD CD CO d a CO 0) C)N V' 0- N CO (0 l0 aJ NON- 000 0) t`Nr N- r O + lb r CN,1 au Oi fO (0 (O - V N N Tu) O) O (A M M4.1 N c an a a) a d C Y 'O N N a CO Na o O O w a d 7 2 N l0 O a V O = y C a+ oar o u a No aJ w >.-a10 iaY o,d Jo �2o°oc0 �c m c m Oc C0NrJ 2=2ama d CI) C� O (n O O c c J J«` o c a O Y) d u w W U O (d) o ♦° A s a I-p rn R _ 'O w (Q A S 2` > ji O a s '6 'c O , .) d N J C C ..7. L L O. a3 V a 6 lc(ncozOOaIL¢ p c JCL (1 fU> a o0 W co0 =tnn A 11 0u- O 0 V 0 0 > 0 0 0 O O CO 0 O O N rn w a„ C9� O r 0 O N O LU R LA 0N(00) 0 re M O CO CO(0 Q I- CON O r N r w r 0 0 iJ O O O 0 w ❑ d 2 W lir w COo CD � CO 0 0 2 r m m LL 0 0 0 ❑ 000 Z O" IL lL O O O 00 0 W cj 0 E m 0 0 E O (O Q co- 0 U0 Z NiL o 0 .0 00 0 O w O c Um V � 0 m c '- O 0 O O O 0 0 0 0 O O O 0 00 0 0 0 0 >43 CO 2a 0 TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 17048 KCT.TRC s. t System 3 - 2007/2010 - Packaged Rooftop Air Conditioner CA Ct EWO N . CD Z E G 0 a) U H � >+ U/) m TEMPERATURES a)OM0000O 0 7 0 Ci 0 0 O n co n x 0) O M 0 7 7 7 7 c_cori07000 0 0 T CO 0 � � o y mp`armQ 0D a w C.0 K a' a' a a a 01 CO NCO 0 O 0) (- 0 W CD 0 0 0 0 w 7 7 7 CCOV 'A 7 CO al a) S 0 0) CO 0) 0 0) CA N 0 c0 CO 0 0 0 0 CI) C M M M CO M CY a .7M o 0 O 0 J LL Q c eco c aci aci m L Z m w 2 Ero E 'diw c gLW.%a10i a I- E co 2 K W K Q J J ENGINEERING CKS 0) O O N c 0 N.173 CO O a) x 0O O O O W c O N 0 0 0 .Q o 0 0 0 0 0 U m a c o Qxwora O E E . d 00o m2 HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK 00 0000 c007 00 M 0000 M N OO 0 N U) OO di O co O V O(0 N N CO 000) 0 70 COO0) N CO CO N 0 7 0) 7 CO CO N 0 0) 0 N M N M N 7 N (-1' 0 0 0 0 00 0 00 0 0) 7 0 CO N 0 m CO M. O o N O N N 00 P) 03 CO n 00 O CO v V 0 7 ( n 0 CO M M W M M CO O COO O V 0 0 0 0 O 0 0 0(ri C) OO O O O O 0 N 0 0 7 0 1,-0 0 0 0 00 0) n ri O N (O CA N{ COCO0 0 f� CO CO N CD 0 CO CO n (O CO- CO- I. M N 0 o e0 CO a co $ A A '0 m '0 a U o II II co 2 0 L S o n p 0 o -0 m 0 .0 a ti �� a i .p 3 w= t O O m a J II y W U O- 0 c0 0 c 0 J N O O O N 2 y y To co w O..O-. .O• V w H)U T. l0� w F. J I- t L C Q 12 p 'T T o w w —_ :C `p (0 ,Q e0 L Oa N 0)(6 = '0 w E` O E a a) Y Y O (a c0 o 'O C : O a) - 3 C :+ Q !00 6L. a- 'a a c w c U>Q0III 0re < DV) (.1 ,CO no 20 g 0 0 0 0 C0 O n 0 0 0) (O 7 co 0 O O co 07 O N 00000) 700 0 M CO 43 004')) 0 O v CO0 0 0) M N I� CO 4) M N 0 0 CA LO 7)03 N 00) (A Ian CO a-0 0 0 0 a) CO COv CO MNM n N CO O 0 O 0 eCO 00-0- (C) a- O c0 0 0 N 0 7 M 7 0(O O O O O O O O O Cl 0 _ (O 0) H O O et (0 (0 _ N L 00 (000 0 0 0 0 0 CO M n CA O 0 000 CD 000 0 n 0D Z .a ate-. N 7 0) 0) 0 0) CO7 N. M N CO M O) N 000O (A LC) 0 07 (O CO CO M CO .- (O N W 0) CO- COI� M N M O) CO" O (O d. W W I O co CO x 0m I L O O N O O 0 0 0 0 0 0 0 0 0 0 OM0 N N N+ m ONO �nn NQ � F. a; 0 c co al ' L .000043N00000) 0) M n 0) 0) 0 0 0 N O (a 7 .7 (O 0) 0 0) CO N. I, -CD N CO (a J 1" (O d 0) N. 0 CO M 0 0 (O Qj L' h} m O) CO- COCOCON COD) N co 0) E < ai u) u) M ~ .61) d ii Y N '0 = O. Y O Y a) 0 c E 0 a) to o N '0 a) . a . A a a O O `p A w A 2 CO 0) 7= R )I CIa a n u c 0« a, n o a c O II a II 0 _,2 w>. N y a Y O i Joo�f6000 10 co cONd ua0 y o u) U O Cn 0 00 0 N° o J a) J O H .p N 2 C C m M • Q O O '3 - U y w U« o m F, m w o. CI, R h E c 2 (i 0_ x E T . W T T O (0 (6 (0 O f0 = L O y d E N Q 7 O c0 • LL 0 a) 0. a >YY o— (6 O'a E p y ea a) - ' c L L tl ( V'0 0. C c Cn Cna U' (.� aLiQ t7 Ja O m o a a) > x 0 m a c= i W 5 0> Q 0 0 W U)a'o=(0 0 0) a.L .' 0 LC) 0 O J ISO N.: 0 0 O 1,7L O O 0 0 0 CM') O N O O 0; E coo co o0 E u v ro) J lL (1) J L 0 .. (0 O O M 0 0 0ca 0)0 (0 OO O m fU Z W 2 4r > x ` E.+ EQ a =0 0 0 co CC 2 < F- 0 0 0 0 0 0 0 0 0 MO N O 0 0)� 0V N N 0 0 0 0 �w o lia £wa'0� W tin o O O 0 O) La 0O O ciW O O 0 y 00 0 > y IL 0 O 0 J' O o O L (O 0 0 0) CO O O CO m LL O O 0 0 0 0 IL lL 0 0 0 V 00 0 W j E 0) 0 0 E) M J_ Q O .o UU Z Z 0.-as O O O J 0 O O 0 0� U(0 �L O O 0 0 22 0 0 0 0 a 0 pc O O 0 0 I- ? O O O 0 21 co x 0 2 a 0 )° TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 17048 KCT.TRC 1 System 3 - 2007/2010 - Packaged Rooftop Air Conditioner VM Trailers TEMPERATURES 0)O 0 O U 0 0 0 C O M O N 0 0 0 '� CA CO n (O S CA c M U n 7 7 V c6,-oco 000 'o>mnn 0 U c CI 0 m d c Q `' Q d 7 2 m w co▪ remmwww c 0o 0m 0 CA O) .- CO T d S 0) n n n O (p (p n O M.M 0 0 0 0 M.Eg 00) N- I n CO n w • O 00 J W Et Q C m C CC 07 C CL LCM oJCD Jy NCa>> 005RaW E=-E,mwma2=Ai - c % O)2n2¢RWaQ ENGINEERING CKS 0 i S Ol O 6 U O1(0 OM (O C 6 U V U CO )- '5 0 N (O O M r U c a Oa O • EEr�d . ("i ("i m 2 HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK C 0 0 0 0 0 0 0 0 0 U n U O) M> 0 0 0� 0 0 0 0 00 0 d c O O d' O M M-O n O M-1- N 0) )- CO O r 1,..0000 00 0 ` O O Cl O 6 n O 60 M 0 V MN 'V' OC- (00000 0 0 O a0 -m CON v o Y c L 0 00001,410010 CD 0 M U n U 0000,7000 00 U CO C CO Cr U CO 0 CO CO 0 N 0 CO CO O) 0) al p CO V- U d CD CO N r CO •r O n a m m M N Cn N M n V V O CD M O) O C U Y (a L O O O 0 CA OON O O) CA N Un U crO O U U m C 7 CD CO O U CO (0 N O 0) O CO CO d 0) - V U ci CA CO CO N CO n V O' co CO N N M >0 COa- m COCO- 00 17 N O 000 0 0) N 0) c ° `p A U o 0 0 0 0 CO 0 _p 00 lO " J (p U C O O CC !0 O� � O? C O 12 U m n U 0 m 12 y Y .Y O (O t6 (a N O a w 3 L (!)U)Q' 5 (0i 0 0- Q C0) w Internal Loads a 341 m 0> a R m CD R J C N 0 m C O. J J F y L L C m Q C A C 7 0> 0) O d T a m y a> x¢¢ a C o 0>¢ O w O m< M M O n r- n • CO 2 0 0 0 0 NCO co 0 O co 0) N 0 CO (O CA 0 M MOO 0 .r 000 n'O 0000 C) U N U n U (O 0 0 0 cr CO srCCOO OO CO CO Ma-m N CO O O cr N CO- M Cr- O CO- M A 11 O 0 0 co (V (O no o m O a 0 C) a E • cv d + Ed, m 0 CO O O 0) (O N 0 0 0 O N 0 O co U 000000NN000 0 0 0 O CD CO n Cr O) 0 0 0 n U M O n 0 O O) O O O M M d' 0 0 0 n CO a Cr O) 0 U 0 U 0 CO 0 'v n N O CO 7 N 0 O M N N CO N N U U O) O C] D3 O O N 0 O 0 0 n 0 :O (0 O U U 0 7. c CO co M Cj 0 0 0 n V n 0 0 o n U N CD n 0 n 0 0 CD MCD Vn O(O MNOD a 0 O V' N CD CO- ()J C) M •0 0 a O) Y a) C l0 • ici -0 0N 1 A rt Y °c-Sf0UO•-O a I Ca°+�J )c70-OO I° O CO U� o -aa-E :2 ° mJCOaNmYSd cmdN2xSmW c�aU NU�mI� 12. J A�10 ''N O pOmm ei ` >-S_p--a(�<E(o d O)N ccowce JCL CL LO.•3 I? Et (c U> ¢ oOw(nwoom 0)0- 0 0 0 00 CD 0 CI 0 0 - O) Co) n 0 0 O0 W N O o O O co O 3 E ('.00 O O O E ° rn J Q W •. W 0 J Om coo O 00 m coo o o 00 CD O t0 W 0 0) 0 >0 m „ O O O O V co < O M O O C) CO N M O M N C O O 0 O ° o ° �w uoa £wQ w CO C m ¢ O TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 17048 KCT.TRC d ► • ! AIR FLOW SPREADSHEET FOR KC TRANSIT Room Name AREA ASHRAE Space Classification Occupant Density (#/1000 FT2) FT2/PERSON PEOPLE OA (CFM/FT2) OA (CFM/PERSON) TOTAL OA (CFM) OA ROUNDED (EFM) EA (CFM/FT2) Total EA (CFM) OFFSET (CFM) SA HEATING (Trace) SA COOLING (Trace) EA (Trace) SA (Max) EA (Max) Total Room AHU (gTH) VAV (BTH) Lounge +TV 1280 Reception Area 30 33 38.4 0.06 5 269 270 0 270 270 0 270 10789.2 8748 Locker Room 950 Locker / Dressing Rooms 0 0 0 0 0 0 240 0.25 237.5 2.5 240 240 0 9590.4 7776 Vend 65 Cafeteria, Fast Food 100 10 7 0.18 7.5 61 65 0 65 65 0 65 2597.4 2106 GN R 70 Toilet Rooms -Public 0 0 0 0 0 0 0 50 -50 0 50 -50 0 0 GN S 85 Toilet Rooms - Public 0 0 0 0 0 0 0 50 -50 0 50 -50 0 0 Womens 265 Toilet Rooms -Public 0 0 0 0 0 0 0 300 -300 0 300 -300 0 0 Mens 265 Toilet Rooms - Public 0 0 0 0 0 0 0 300 -300 0 300 -300 0 0 Store 100 Office Space 5 5 20 0.06 5 106 110 0 110 110 0 110 4395.6 3564 Elec 50 NA 0 0 0 0 0 0 0 600 -600 0 600 -600 0 0 Janitor 60 NA 0 0 0 0 0 0 0 75 -75 0 75 -75 0 0 Quiet 100 Office Space 5 200 1 0.06 5 9 25 0 25 25 0 25 999 810 0 0 0 25 0 25 25 0 25 999 810 TR Office 130 Office Space 5 200 1 0.06 5 12 25 0 25 25 0 25 999 810 Janitor 45 NA 0 0 0 0 0 0 0 75 -75 0 75 -75 0 0 Women 260 Toilet Rooms -Public 0 0 0 0 0 0 0 150 -150 0 150 -150 0 0 Men 260 Toilet Rooms -Public 0 0 0 0 0 0 0 250 -250 0 250 -250 0 0 Training 500 Lecture Classroom 65 15 24 0.06 7.5 210 210 0 210 210 0 210 8391.6 6804 Exercise 500 Health Club / Weight Room 10 100 5 0.06 20 130 130 0 130 130 0 130 5194.8 4212 Hallway 240 Corridor 0 0 0 0.06 0 15 25 0 25 25 0 25 999 810 0 0 0 25 0 25 25 0 25 999 810 Safety _s_ao _ � 0�.ice Space ' 200 3 0.05 5 24 25 0 25 25 0 25 999 810 Reporting Arca 700 Computer Lab 45 40 18 0.12 10 259 260 0 260 260 0 260 10389.6 8424 Dispatch 400 Office Space 5 200 2 0.06 5 34 35 0 35 35 0 35 1398.6 1134 Conference 175 Conference Rooms 50 20 10 0.06 5 61 65 0 65 65 0 65 2597.4 2106 Restroom 84 Toilet Rooms - Public 0 . 0 0 0 0 0 0 50 -50 0 50 -50 0 0 File 175 Bank Vault / Safe Deposit 5 200 1 0.06 5 15 25 0 25 25 0 25 999 810 Planner 130 Office Space 5 200 3 0.06 5 23 25 0 25 25 0 25 999 810 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Admin 125 Office Space 5 200 3 0.06 5 23 25 0 25 25 0 25 999 810 Sup 175 Office Space 5 200 3 0.06 5 26 30 0 30 30 0 30 1198.8 972 Hallway 325 Corridor 0 0 0 0.06 0 20 25 0 25 25 0 25 999 810 0 0 0 25 0 25 25 0 25 999 810 Super 175 Office Space 5 200 3 0.06 5 26 _ 30 0 30 30 0 30 1198.8 972 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Store 100 Office Space 5 200 1 0.06 5 9 25 0 25 25 0 25 999 810 Conf 160 Conference Rooms 50 20 10 0.06 5 60 60 0 60 60 0 60 2397.6 1944 Store 50 Office Space 5 200 n 0.06 5 5 25 0 25 25 0 25 999 810 Admin 100 Office Space 5 200 1 0.06 5 9 25 0 25 25 0 25 999 810 Copy / Files 100 Copy, Printing Rooms 4 250 0 0.06 5 8 25 0.5 50 -25 25 50 -25 999 810 Elec 60 NA 0 0 0 0 0 0 25 600 -575 25 600 -575 999 810 Restroom 60 Toilet Rooms - Public 0 0 0 0 0 0 25 50 -25 25 50 -25 999 810 Clerk 120 Office Space 5 200 1 0.06 5 11 25 0 25 25 0 25 999 810 Hallway 190 Corridor 0 0 0 0.06 0 12 25 0 25 25 0 25 999 810 Men Locker 600 Locker/ Dressing Rooms 0 0 0 0 0 0 150 0.25 150 0 150 150 0 5994 4860 Store 100 Office Space 5 200 1 0.06 5 9 25 0.25 0 25 25 0 25 999 810 Elec 26 NA 0 0 0 0 0 0 0 600 -600 0 600 -600 0 0 Break / Lounge 800 Reception Area 30 33 24 0.06 5 168 170 0 0 0 0 Women Lockers 350 Locker / Dressing Rooms 0 0 0 0 0 0 90 0.25 87.5 2.5 90 90 0 3596.4 2916 Lube 437.5 Repair Garages, Enclosed Parking Garages 0 0 0 0 0 0 330 0.75 328 1.875 330 330 0 13186.8 Battery I 150 Ventilation Cnde 502.4.2 for Batteries 0 0 ., 0 0 0 150 1 150 0 150 150 0 5994 Brake 160 Automotive motor -fuel dispensing stations 0 0 0 0 0 0 240 1.5 240 0 240 240 0 9590.4 Mach 200 Automotive motor -fuel dispensing stations 0 0 0 0 0 0 300 1.5 NO 0 300 300 0 11988 Parts 2824 Repair Garages, Enclosed Parking Garages 0 0 . 0 0 0 0 520 0.18 _ 508 11.68 520 510 10 20779.2 Restroom 142 Toilet Rooms - Public 0 0 0 0 0 0 290 100 190 290 100 190 11588.4 Restroom 142 Toilet Roorns -Public 0 0 0 0 0 0 290 100 190 290 100 190 11588.4 Jan 50 NA 0 0 0 0 0 0 100 75 25 100 75 25 3996 ? 50 NA 100 0.75 Mechanical Tool Cage 330 Repair Garages, Enclosed Parking Garages 0 0 0 0 0 0 60 0.18 59 0.6 60 60 0 2397.6 KC Shared Tool 330 Repair Garages, Enclosed Parking Garages 0 0 0 0 0 0 60 0.18 59 0.6 60 60 0 2397.6 Comm 85 0 0 0 0 25 25 0 25 999 Elec 200 0 0 0 0 25 25 0 25 999 Mech 300 • 0 0 0 0 25 25 0 25 999 Compressor 350 0 0 0 0 25 25 0 25 999 Service 2 + 4 3818 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 2964 126.5 3090 2965 125 123476.4 Service 1 + 3 4058 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 3144 -53.5 3090 3145 -55 123476.4 Inspection 3800 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 3050 40 3090 3050 40 123476.4 Steam 1867 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 1400 1689.75 3090 1405 1685 123476.4 Total 30439 192 1719 17440 16152 0 0 0 270 16170 1000 686113 76788 City of Tukwila CERTIFICATE OF WATER AVAILABILITY .Department of Community Development 6300 Southcenter Boulevard, Suite 4100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: PRE-0023(Pre-Application) Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): See attached -12400 E Marginal Way South Owner Information A&ent/Contact Person Name: King County Metro Transit .Name: _kn. n .. kr. L.-e_C„ Address:201 S Jackson St, MIS KSC-TR-0431 Address: Phone: 206-263-8272 Phone: .-:)Ola y 6,i.i. _ 4 ei OO This certificate is for the purposes of ❑ Residential Building Permit p Commercial/Industrial Building Permit ❑ Short Subdivision RECEIVED ElOther C!TY OF TUKWILA Estimated number of service connections and water meter size(s): 1 service connection; 2" water meter size Vehicular distance from nearest hydrant to the closest point of structure is 100 to 150 R. (To be verified) AUG 2 1 2019 ❑ Preliminary Plat ❑ Rezone Area is served by (Water Utility District): King County Water District 125 Owner/Agent Signature P HMIIT CENTER 09/11/2018 Date Part B: To be completed by water utility district 1. The proposed project is within 2. ❑ No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (City/County) WEmrSES t l (ZEO t"1-Eb A-L sEf25c=E c Ec7 Sy ECG—csR- Orb1-1 . 1<Ci-at t12-5 R. NO. 1S-c 4-22- I-49 (3. i) A.IT/V-lkeb Fof, (Use separate sheet ffmore roam is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 14) 00 I -rpm at 20 psi residual for a duration of 2 hours at a velocity of 12. fps as documented by the attached calculations. 5. Water availability: ❑ Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in item B3 are met. • System is not capable of providing service to this project. o a 7 a I hereby certify that the above information is true and correct. cc r( lava. i rz v2 a 1‘‘tr1 tom( 9- t s- n By gate Agency/Phone 2-"241G - 159 jy fi WAIFS Cft—t—i9) King tt 1 ei? i'._ r 4t No. The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for _ utility service, including conservation, water restrictions, and other. policies and regulation then in effect. Applicant's Signature Cap Date 09/11/2018 District Representative Date Cj, —M' 155 Upon determination that a consumer fails to comply with the District's requirements regarding the installation, inspection, testing, maintenance or repair of an approved backflow preventer, the District will notify the customer by mailing a letter substantially in the form of Exhibit C. If, after being notified pursuant to Section 3.2 above, the customer fails to correct the deficiency, then the District will give the consumer notice by certified mail a letter substantially in the form of Exhibit D. If the customer still fails to correct the deficiency within thirty (30) days, then the District will exercise one or more of its remedies pursuant to Section 3.2.(a)-(c). 3.3 RESIDENTIAL DOMESTIC WATER SERVICE CONNECTIONS Domestic water service connections to single-family residential properties shall have backflow protection within eighteen inches (18") of the water meter tail commensurate with the degree of hazard when any of the following items are fed by or connected to the domestic water system on the property: a) lawn or garden sprinkler irrigation systems b) fire suppression systems c) pools, hot tubs or spas (above or below ground) d) greenhouses e) fish anal./or aesthetic ponds f) boiler g) any other use declared to be a health hazard or concern by the General Manager of the King County Water District 125 3.4 COMMERCIAL DOMESTIC WATER SERVICE CONNECTIONS For all connections to the water mains of the King County Water District 125 not listed above, the following requirements apply to all the consumers: a) All commercial domestic water service connections shall have a backflow assembly installed within eighteen inches (18") of the water meter tail (customer's side of the meter) commensurate with the highest degree of hazard of the occupant(s) as determined by the General Manager or a Cross Connection Control Specialist appointed by the District. b) No commercial water service shall have less than a Double Check Valve Assembly (DCVA) for backflow protection. c) Reduced Pressure Backflow Assembly (RPBA) shall be installed on all water services for occupants with potential pollution or contamination hazards as listed in WAC 246-290-490 Table 9 or similar occupants. d) Reduced Pressure Backflow Assembly (RPBA) shall be installed on all water services for commercial structures that occupy more than one tenant. e) All commercial irrigation systems shall have a backflow assembly installed within eighteen inches (18") of the water meter tail (customer's side of the meter) or within twelve inches (12") downstream of the valved connection to the potable water supply. f) All irrigation systems with existing or potential chemical addition, including antifreeze, shall have a Reduced Pressure Backflow Assembly. g) No irrigation system shall have less than a Double Check Valve Assembly (DCVA) for backflow protection. COMMERCIAL FIRE SPRINKLER SERVICE CONNECTIONS h) All fire sprinkler service connections shall have backflow prevention assemblies with a detecting (metered) bypass. i) Backflow assemblies shall be either; a. Located in a vault on private property adjacent to the public right- of-way such that the distance between the supplying water main and the backflow assembly is the shortest reasonable distance not to exceed 50 feet. When the supplying water main is on private property, the backflow assembly shall be located as close to the water main tap as reasonably possible. b. Within the building's mechanical room. With an interior or installation, a remote meter register shall be supplied with the backflow device and mounted on the exterior of the building in a location accessible at all times to District personnel. j) k) All fire systems without antifreeze, chemical addition, or Fire Department Connections (FDC) shall have a minimum of a Double Check Detector Assembly (DCDA) as the backflow preventer. Fire systems with antifreeze, chemical addition, or Fire Department Connections (FDC) shall have a Reduced Pressure Principle Detector Assembly (RPDA). TEMPORARY CONNECTIONS 1) All. temporary connections will be required to have cross connection protection. The type of protection required will be determined on a case- Ir rt.T ; ,ti r , f it. i 34605 148th Suite 100 Seattle, WA 98168 t Lr Phone: (206) 242-3236 t AYli-i Fax: (206) 242-1527 Rcpt.No. 0 0111 pig CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 RECEIVE 6: Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability OF TU Part A: (To Be Completed By Applicant) 1 e P Purpose AUG 2 of Certificate: ❑x Building Permit • Preliminary Plat or PUD PERMIT CEO E Short Division ❑ Rezone rsOther Lain et permit 6 Proposed Use: MI Commercial ❑ Residential Single Family ❑ Residential Mufti -Family ❑ Other office, vehicle maintenance Applicant's Narne Jennifer Lee King County Metro Transit Phone Number 2062638272 Property Address 12400E Marginal Way S Tax Lot Number 7340600480 Legal Description (Attach Map and legal Description if Necessary); Riverside interurban trs tr 21 & 22 less por ly my of a In 789.91 ft n as meas on ely mgn co rd fr sw c.or lot 31 sd subd less st hwy tgw all tr 31 tgw tr 32 less s 200 ft of por e of a In squires replat prod n less st hwy P rt B: To be Completed by Sewer Agency ) OR ❑ a. A Sewer Service will be provided by side sewer connection only to an existing ��'�' size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked C, a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C a. Annexation or BRB approval will be necessary to provide service. 4. Service a. b. c. I hereby from the By is subject to the following; Permit $ District Connection Charges due to prior connection: GFC: $ C SFC: $ Unit: $ Total $ (Subject to Change on January 1st) Either a Kirtg County/METRO Capacity Charge,. SWSSD or Midway Sewer District Connection Charge maybe due upon connection to sewers, Nci Easements: 0 Required TiMay be Required Other cOrotcf10n Chi .e ec to eiL 41r.#e4rr,/nc.A a-1 t'/iht- 4T (an.+ecl/or. certify that the above sewer agency information is true. This certification shall be valid for one year date of signature. /2 7- Title ad / efa Date ?J/3hOle, D MLA 019 TER ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the Districts service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the Districts signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the Districts sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. S. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date MODERN BUILDING SYSTEMS P"C Page 1 of 2 0 Some online services are currently unavailable. See a list of service outages. (htips://lni.vJa.00v/agencv/system-status) 116.0 Labor & Industries (https://Ini.wa.gov) MODERN BUILDING SYSTEMS INC Owner or tradesperson Principals RASMUSSEN, JAMES L, MEMBER RASMUSSEN, KENNETH A, MEMBER RASMUSSEN, ALAN D, MEMBER RASMUSSEN, DONALD D (End: 01/01/1980) DAWSON, GARY S (End: 01/01/1980) DRUMMOND, G K (End: 01/01/1980) RASMUSSEN, JAMES L (End: 01/08/2018) RASMUSSEN, KENNETH A (End: 01/08/2018) Doing business as MODERN BUILDING SYSTEMS INC PO BOX 110 AUMSVILLE, OR 97325 503-749-4949 WA UBI No. Business type 600 097 167 Corporation Governing persons DONALD D RASMUSSEN JAMES L RASMUSSEN; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. MODERBS272KC Effective — expiration 05/03/1973— 01 /11 /2022 Bond SAFECO INS CO OF AMERICA Bond account no. 6217925 $12,000.00 Received by L&I Effective date 05/19/2003 07/14/2003 Expiration date Until Canceled Insurance Travelers Property Cas Co of A $1,000,000.00 Policy no. 6600245L548 Received by L&I Effective date 01/23/2020 01/31/2020 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600097167&LIC=MODERBS272KC&SAW= 3/20/2020 tgry1-41440, . EAST ELEVATION SCALE 1/8" = 11-0" „ WEST ELEVATION SCALE: 1/8" = UUP RE -SUBMITTAL = No. REVISION BY APP'D DATE - - _ D19-0272 TETRA TECH h•wvilafralectixorn 1420 FIllh Avenue. Swim 600 Statue, Washing. 98101 Priors.. 2N-683-9300 Fax. 2064183-9301 1, Dri-og ;k DESIGNED M BOOSKY APPROVED. DRAWN T LARSON CHECKED BY L ERNST PROJECT NO: CHECKED BY CONTRACT NO FAti D FOR OMPLIAi'r JUL 12 2021 City of Tukwila B 1Ln!N(..:1 DVSo E SONN • . „ ORIGINAL MODULAR WALKWAY CANOPIES King County Department of Transportation METRO TRANSIT DIVISION SOUTH INTERIM BASE UNCLASSIFIED USE PERMIT VEHICLE MAINTENANCE BUILDING EXTERIOR ELEVATIONS (RENDERED) 12400 EAST MARGINAL WAY S DATE 01/09/2019 DRAWING HO. 2 A2.01-R MEET NO OF NORTH ELEVATION rThl SCALE: 1/8" = 1%0" SOUTH ELEVATION SCALE: 1/8" = UUP RE-SUBM1TTAL • r _ No. REVISION BY APPD DATE • TETRA TECH w-ww,tetralech.com 1420 Fifth Avenue, Suit. 500 Seel, Washing. 98101 P6500; 206-863-9300 Far 20E-863-9301 DESIGNED M BOOSKY APPROVED: DRAWN. T LARSON ' CHECKED BY L ERNST PROJECT NO: CHECKED BY CONTRACT Na (Jr< C OD ',zz L. P P "71 D JUL12 2 1 City of Tukwila t DIVIS;0; ORIGINAL MODULAR WALKWAY CANOPIES D19-0272 King Cr Department of Transportation METRO TRANSIT DIVISION SOUTH INTERIM BASE UNCLASSIFIED USE PERMIT VEHICLE MAINTENANCE BUILDING EXTERIOR ELEVATIONS (RENDERED) 12400 EAST MARGINAL WAY S DATE 01/09/2019 RAW NG 96 2 A2.02-R SHEET NO. 20 EAST ELEVATION SCALE 1 r8" : 1,0" WEST ELEVATION ELEVATION SCALE. 1/8" = 1'_0" 1FC SET IFC REVISIONS TCL MMB 05/17/19 VE REDUCTION IFC REVISIONS TCL TCL MMO MMB 06/27/19 07/08/19 REVISION BY APP'0 DATE 7006 REGISTERED ARCHITECT M. MARCEL. 800SKY STAF[ pr YMASHlHCiQk 1601 5th Avenue. Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com TETRA TECH www,tolrateth_corn 1420 Fifth Avenue, Suite 600 Seatlie. Washington 96101 Phone: 206-883-9300 Fax: 206-083-9301 3EZ. NE0 .18CDSMY r • f ,P,,o,63• 0 CRIPPEM DRAWN T LARSON 1---- CHECKED 5? L ERNST ar____1129642 7R1.1)ECT HD CHECXED 9Y P ENG •:CNTRACT 90 C01300018 D19-0272 KEY NOTES NOTES LEGEND ORIGINAL MODULAR WALKWAY CANOPIES 0 4' 8' 16' 24' SCALE: 1r8"=1-0" 101 King County Department of Transportation METRO TRANSIT DIVISION SOUTH BASE EXPANSION DEVELOPMENT PROJECT OPERATIONS BUILDING EXTERIOR ELEVATIONS DATE' 03 JULY 2019 DRAWING NO 1 A2.O1 SHEEP NO• 06 KEY NOTES NORTH ELEVATION SCALE SOUTH ELEVATION • 1 SCALE 1/8" = 1,0" IFC SET 1 IFC REVISIONS 1 -TCL MMB 05/17119 . • VE REDUCTION. 3 IFC REVISIONS TCL TCL MMB 06127/19 MMB 07108/19 RE V ION ••••••• • BY APPD DATE Tuff L..7; 1601 5th Avenue. Suite 1600 Seattle. WO 98101 206_622.5822 www.kpff.com TETRA TECH www terralech cum 1420 Path Avenue Suite 60C Seal. Wa3nInglon 96107 Ph, 206.833-9300 FaX. 206-683-9301 • • hi BODSKY D CR1PPEN T LARSON CPED6 - +1;00JECT46' ERN3T 11296,12 PENG att3C0C18 D19-0272 King County Department of Transportation ) I. • „ A i".2 NOTES LEGEND ORIGINAL MODULAR WALKWAY CANOPIES 0 48 16' 24' SCALE: 1/8•=1,0" METRO TRANSIT DIVISION SOUTH BASE EXPANSION DEVELOPMENT PROJECT OPERATIONS BUILDING EXTERIOR ELEVATIONS DA"i; 03 JULY 2019 1 A2.O1 " TYPICAL SECTION AND DETAIL DRAWING NUMBERING SYSTEM KEY: LOCATION MAP LEGAL DESCRIPTION REFERENCING SYSTEM L___J FROM ORDER NO.: NCS-786933-WAI, FIRST AMERICAN TITLE (1) THE SECTION IS CUT ON DRAWING A101: INSURANCE COMPANY, NATIONAL COMMERCIAL SERVICES, DATED AUGUST 16, 2016, AT 7:30 AM SECTION LETTER ELEVATION LETTER DISCIPLINE DESIGNATED CATEGORY TO THAT PORTION OF TRACTS 21, 22, 31 AND 32 OF RIVERSIDE INTERURBAN G GENERAL 0 GENERAL TRACTS, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE C CIVIL I PLANS III 1 L111 111111111111111 74, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: ---& CD CIVIL DEMOLITION 2 ELEVATIONS COMMENCING AT A POINT ON THE WESTERLY MARGIN OF PRIMARY STATE A3 . 01 �DRAWING L LANDSCAPE 3 SECTIONS HIGHWAY NO. 1, FOSTER INTERCHANGE TO SOUTH 118TH STREET, AS ON WHICH A ARCHITECTURE 4 ENLARGED PLANS CONDEMNED UNDER SUPERIOR COURT CAUSE NO. 646846, THAT BEARS SECTION/ELEVATION APPEARS E ELECTRICAL 5 DETAILS BLDG 2B - NEW VEHICLE SOUTH 04*33'59" EAST 165.03 FEET DISTANT FROM THE POINT OF CURVATURE ED ELECTRICAL DEMOLITION 6 SCHEDULES & DIAGRAMS MAINTENANCE MODULAR OF THE WEST MARGIN, HIGHWAY ENGINEERS STATION 76+05.30, SAID POINT DRAWING ON WHICH INTERIOR ELEVATION APPEARS S STRUCTURAL M MECHANICAL BUILDING ALSO BEING THE SOUTHEAST CORNER OF THAT CERTAIN TRACT OF LAND AS DESCRIBED IN OPTION AGREEMENT RECORDED UNDER RECORDING NO, V1 4 D\ FP FIRE PROTECTION 7506090402; THENCE SOUTH 04'33'59" EAST ALONG SAID MARGIN 615.17 FEET ELEVATION LETTER P PARKING TO A POINT LYING 110 FEET WESTERLY OF AND OPPOSITE ENGINEER'S STATION 68+25; THENCE SOUTH 58'17'25" WEST 230.32 FEET; THENCE SOUTH AREA LOCATION I I 21'32'52" EAST 36.80 FEET TO THE SOUTH LINE OF TRACT 32 OF THE RIVERSIDE (2) ON DRAWING A105 THIS SECTION IS IDENTIFIED: (FOR PROJECTS WITH INTERURBAN TRACTS; THENCE NORTH 89'117'24" WEST 476.97 FEET ALONG THE MULTIPLE LOCATIONS)� SOUTH LINE OF TRACTS 31 AND 32 TO THE EASTERLY MARGIN OF EAST SECTION LETTER 2 MARGINAL WAY AS ESTABLISHED BY WARRANTY DEED FOUND IN KING N 13 SECTION— ® COUNTY RECORDS, KING COUNTY RECORDING NO. 7412090465; THENCE DRAWING ON WHICH NORTH 18'38'24" WEST 12.65 FEET ALONG SAID EASTERLY MARGIN; THENCE SCALE: A`111.0'� SECTION WAS TAKEN DISCIPLINE NORTH 12'54'24" WEST 443.48 FEET ALONG SAID EASTERLY MARGIN; THENCE DESIGNATOR SEQUENTIAL DRAWING NORTH 10*07'24" WEST 333.78 FEET ALONG SAID EASTERLY MARGIN TO THE SOUTHWEST CORNER OF OPTION AGREEMENT RECORDED UNDER (3) DETAILS ARE CROSS-REFERENCED IN A SIMILAR MANNER, EXCEPT NUMBER WITHIN DISCIPLINE RECORDING NO. 7506090402; THENCE SOUTH 89'17'24" EAST PARALLEL WITH THAT DETAILS ARE IDENTIFIED BY NUMBERS RATHER THAN BY SEPARATOR AND DESIGNATED CATEGORY THE SOUTH LINE OF TRACTS 31 AND 32 OF RIVERSIDE INTERURBAN TRACTS A LETTERS. 0 69 129 DISTANCE OF 774.30 FEET TO THE POINT OF BEGINNING. SCALE: 1'=129-0" VICINITY MAP ABBREVIATIONS: PROJECT DESCRIPTION CODE SUMMARY PARKING ANALYSIS NOT TO SCALE �E) S OHOMISH CO. REFER ALSO TO THE SPECIFIC ABBREVIATIONS LISTED WITHIN THE PROJECT REPRESENTATIVE GARRETT STRONKS - 206.477,5983 BUILDING 2B - VEHICLE MAINTENANCE MODULAR BUILDING -USE AND OCCUPANCY NOTE: ADMIN AREAS B - BUSINESS KENMORE BOTHELL KING CO. DRAWINGS OF EACH DISCIPLINE. THE FOLLOWING ABBREVIATIONS 201 S JACKSON ST, MS KSC-TR-0435 PARKING ANALYSIS SHOWN BELOW IS FOR THE ENTIRE SITE DEVELOPMENT AND NOT 5 ARE APPLICABLE TO ALL DISCIPLINES: SEATTLE, WA 98104-3856 BREAK A2-ASSEMBLY EXCLUSIVELY FOR THE MODULAR BUILDINGS INCLUDED IN THIS PERMIT. garrett.stronks@KingCounty.gov 405 DUVALL BUILDING AREA 4,810 SF EXISTING DEVELOPMENT PARKING ASSUMPTIONS: AFF ABOVE FINISH FLOOR LIM ALUMINUM ALUM LF LS LINEAR FOOTIFEET LINEAR SYSTEM PROJECT DESCRIPTION. NUMBER OF STORIES 1 STORY EXISTING USE (GROUP HEALTH): OFFICE USE WORK INCLUDES, BUT IS NOT LIMITED TO: PER TABLE 18-7 TUKWILA MUNICIPAL CODE: REQUIRES 3 SPACES PER 1000 NET 99 522 202 KLAND ASPH ASPHALT MAX MAXIMUM 1. MANUFACTURING, DELIVERY AND ERECTION OF GOLD SEAL VEHICLE CONSTRUCTION TYPE V-8 USABLE SQUARE FOOTAGE. REDMOND 0 BLDG BUILDING BTWN BETWEEN MECH MFR MECHANICAL MANUFACTURER MAINTENANCE MODULAR BUILDING UNITS INCLUDING FOUNDATIONS, FIRE PROTECTION FULLY SPRINKLERED EXISTING BUILDING AREA: 167,000 SF MIN MINIMUM 2. CONNECTION OF MODULAR BUILDINGS TO SITE UTILITIES (UTILITIES PROVIDED EXISTING DEVELOPMENT PARKING CALCULATIONS: EXISTING PARKING REQUIREMENTS: 501 SPACES 203 CB CATCH BASIN MTL METAL UNDER SEPARATE PERMIT). SEPARATE SEPARATE PERMIT 520 CI CONTINUOUS INSULATION 1 TESC (UNDER SEPARATE PERMIT). R ii§OUIREO FOR: EXISTING PARKING PROVIDED: 608 SPACES 520 0 CARNATIOI (Y' Q CLR CLEAR CO CLEAN OUT N NIA NORTH NOT APPLICABLE 4. 5. SELECTIVE DEMOLITION (UNDER SEPARATE PERMIT). EXCAVATION AND GRADING (UNDER SEPARATE PERMIT), REVISION$ Mechanical Electrical 1, EXISTING ADA PARKING REQUIREMENT (2% of total): 12.2 SPACES EXISTING ADA PROVIDED: 0 MEDINA (OD COL COLUMN NIC NOT IN CONTRACT 6. STORM DRAINAGE AND SEWER STRUCTURES (UNDER SEPARATE PERMIT). No C,!:a;;,:ies Sra;! he made to the scope Plumbing ADA VAN SPACES REQUIRED (1/8 OF TOTAL ADA SPACES): 1.5 SEATTLE BELLEVUE SAMM. CONC CONCRETE CONST CONSTRUCTION NTS NOT TO SCALE 7. POTABLE AND FIRE WATER -SITE WORK (CONNECTION ONLY). Of WOf`K witnout o; o: approval of the Gas Piping ADA VAN SPACES PROVIDED: 0 LAKE 00 ON CENTER & MODULAR BUILDING FIRE PROTECTION WORK. Tukwila Building Dvision, of Tukwila WASHINGTON 202 CONT CONTINUOUS OPP OPPOSITE 9. SITE ELECTRICAL INCLUDING POWER/COMMUNICATIONS DISTRIBUTION, NEW NOTE: Revisions will reouire a new plan BUILDING PROPOSED DEVELOPMENT PARKING ASSUMPTIONS: COACH PARKING: 120 COACHES 90 DET DETAIL OTS OPEN TO STRUCTURE TRANSFORMER, GENERATOR AND SITE LIGHTING (UNDER SEPARATE PERMIT). submittal and fnav �nciuoe aodivonal Plan review. DEMO DEMOLITION 10. CONCRETE AND ASPHALT PAVING, RETAINING WALLS, CURBS, SIDEWALKS, AND PEAK HOUR NUMBER OF COACHES: 99 COACHES FALL DIM DIMENSION PAV PAYING BOLLARDS (UNDER SEPARATE PERMIT). DRIVERS/OPERATORS: 100 PERSONNEL CITY DN DOWN PEMB PRE-ENGINEERED METAL 11. VEHICLE MAINTENANCE MODULAR BUILDING SIGNAGE. MAXIMUM DRIVERS/OPERATORS ASSIGNED TO BASE: 150 PERSONNEL PRESTON DTL DETAIL BUILDING 12� COORDINATION AND INSTALLATION OF UTILITY CONNECTIONS FOR OWNER MECHANICS: 51 PERSONNEL 0 DING DRAWING PERIM PERIMETER PROCURED AND INSTALLED MODULAR BUILDINGS: STAFF/SUPERVISORS: 24 PERSONNEL 900 SNOQUALf EA EACH PLYWC1 FIR PLYWOOD PAIR - BUILDING 2B: VEHICLE MAINTENANCE MODULAR BUILDING FILE SPY PROPOSED DEVELOPMENT PARKING CALCULATIONS: 405 AH ISS U 90 ELEC ELECTRICAL PT PRESSURE -TREATED 13. INSTALLATION OF WOOD FRAMED EXTERIOR STAIRS, RAMPS, ELEVATED IOPY Permit N ON SITE MAXIMUM NUMBER OF PERSONNEL: 225 (150+51+24) ELEV ELEVATION PTD PAINTED BUILDING UNITS WALKWAYS AND CANOPIES CONNECTING MODULAR BUILI. 0. PARKING (MAXIMUM) REQUIRED: 225 SPACES RENTON EQ EQUAL 14. COORDINATION AND INSTALLATION OF UTILITY TERMINATIONS FOR OWNER Plan review approval is suDlect to errors and omissions Approval of construction documents does PARKING (NEW CONFIGURATION) PROVIDED: 589 SPACES PROJECT EQUIP EQUIPMENT RCP REFLECTED CEILING PLAN PROCURED / CONTRACTOR INSTALLED PRE-ENGINEERED METAL BUILDING 1101 authorize the violation of any adopted code or ADA PARKING REQUIRED (2% OF TOTAL): 12 SPACES 518 Of EXT EXTERIOR REF REFERENCE SYSTEM (UNDER SEPARATE PERMIT). ordinance Receipt of approved Rela Copy and ADA SPACES PROVIDED: 13 SPACES (11 IN GARAGE, 2 99 VICINITY EX, EXIST EXISTING REIN REINFORCING 15� COORDINATION WITH KING COLINTY'S SITE GENERAL CONTRACTOR. conditions IS aCKnowiedgea: SURFACE SPOTS) RM ROOM 16. COORDINATION AND INSTALLATION OF OWNER PROCURED FURNISHINGS AND SY ADA VAN SPACES REQUIR D 1.5 SPACES VASHON T KWILA I'D FLOOR DRAIN FF FINISHED FLOOR SCHEID SCHEDULE EQUIPMENT. Date, Cttv of TUK-,. ADA VAN SPACES PROVID 'bODE COMPLIANCE 2 SPACES (SURFACE SPOTS) ISLAND DES FG FINISHED GRACE SECT SECTION 17, CERTIFICATE OF OCCUPANCY. BUILDING DIVISION APPROVED 7A 181 167 DINES '4 FLR FLOOR SF SHT SILT FENCE SHEET RECEIVED KEN MAPLE FP FIRE PROTECTION SIB SOUTH INTERIM BASE S P 0 SEP 27 2019 CITY OF TUKWILA VALLEY FTG FOOTING Sim SIMILAR I V7 n M FT FOOT/FEET SLR SEALER M AUG 2 1 2019 City of tilkwila GALV GALVANIZED ST SOUND TRANSIT PERUvIlT 169 GWB GYPSUM WALL BOARD STD STANDARD BUILDING DIVISION CENTER J STL STEEL H HIGH AUBURN BLACK G1 DIA OND 5 HM HOLLOW METAL HORIZ HORIZONTAL HR HOUR TO TYP TOP OF TYPICAL South Base Expansion Development Project HT HEIGHT UTIL UTILITY RECEIVED ALGONA 0 HVF HIGH VISIBILITY FENCE VERT VERTICAL 12400 E, Marginal Way S., Tukw'lla, WA TACOMA PACIFIC INSUL INSULATION W WESTMIDE AUG Z 2 2019 19 KING CO. INT INTERIOR W1 WITH PIERCE CO. IN INCH WD WOOD PERMIT SET Suite 1600 1601 Sth Avenue, SO Seattle, WA 98101 DESIGNED: qA/ APPROVED: METRO TRANSIT DIVISION PUB _IC V1 03'ffl'2019 7006 REGISTERED ARCHITECT M. MARCEL BODSKY I V L7:_7� 206.622.5822 kPff www.kpff.com TETRA TECH vmw.tetratech.wm 1420 Fifth Avenue, Suite 600 M BODSKY D CRIPPEN LIM King County Department of Transportation SOUTH BASE MODULAR BUILDINGS COVER SHEET _ 1 PERMIT REVISIONS TCL MMB 07108119 DRAWN: -167 T LARSON f 'r— 'DRAWING CHECKED BY L ERNST PROJECT NO: 1129642 NO GO.00 CHECKED BY CONTRACT NO: SHEETNO: OF No. REVISION BY Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-883-9301 P ENG C01300cl8 DRAWING INDEX 1 1 PERMIT REVISIONS No. PERMIT SET REVISION SHEET DRAWING# DESCRIPTION SHEET DRAWING# DESCRIPTION GENERAL MODULAR BUILDINGS G0.00 COVER SHEET OPERATIONS BUILDING MODULAR BUILDING SHOP DRAWINGS - MODERN BUILDING G0.01 DRAWING INDEX SYSTEMS - TO BE SUBMITTED UNDER SEPARATE PERMIT G0.03 CODE EVALUATION G0.04 EGRESS PATH / EXIT LAYOUT PLAN VEHICLE MAINTENANCE (VM) BUILDING MODULAR SHOP DRAWINGS - MODERN BUILDING SYSTEMS CIVIL - CIVIL WORK SUBMITTED TO CITY 5/1/19 - REFER TO APPROVED PERMIT NUMBER #PW0047 A 0.0 COVER SHEET A 0.1 SITE LAYOUT A FIRE &LIFE SAFETY PLAN LANDSCAPE - LANDSCAPE WORK SUBMITTED TO CITY 5/1119 - REFER TO APPROVED PERMIT 1.2 A 1.0 FLOOR PLAN NUMBER#PW-0047 A 1.0.1 FLOOR PLAN & CEILING PLANS (BLDG 2.1) A 1.0.2 FLOOR PLAN & CEILING PLANS (BLDG 2.2) ARCHITECTURAL A 2.0 EXTERIOR ELEVATIONS (BLDG 2.1) A 2.1 EXTERIOR ELEVATIONS (BLDG 2.2) VEHICLE MAINTENANCE MODULAR UNITS ONLY - OPERATIONS BUILDING, HOSTLER SHACK, A 3.0 FINISH NOTES & SCHEDULES MECHANICAL, ELECTRICAL & FIRE TO BE SUBMITTED SEPARATELY A 3.1 DOOR HARDWARE SCHEDULES A0.01 ABBREVIATIONS, DRAWING SYMBOLS AND GENERAL NOTES A 4.0 INTERIOR ELEVATIONS 1 A6.02 DOOR FRAME AND WINDOW TYPES A 5.0 DETAILS 2 A1.01 VEHICLE MAINTENANCE BUILDING MODULAR - FLOOR PLAN S 1.0 FOUNDATION PLAN 2 A1.02 VEHICLE MAINTENANCE BUILDING ROOF PLAN S 1.1 FOUNDATION DETAILS 2 A2.03 VEHICLE MAINTENANCE BUILDING MODULAR - EXTERIOR ELEVATIONS S 3.0 BUILDING SECTIONS 2 A4.01 VEHICLE MAINTENANCE BUILDING MODULAR - ENLARGED FLOOR PLAN S 3.1 BUILDING SECTIONS 2 A4.02 VEHICLE MAINTENANCE BUILDING MODULAR - ENLARGED FLOOR PLAN S 4.0 DETAILS 2 A4.11 VEHICLE MAINTENANCE BUILDING MODULAR - INTERIOR ELEVATIONS 2 A4.12 VEHICLE MAINTENANCE BUILDING MODULAR - INTERIOR ELEVATIONS 2 A5.03 DETAILS HOSTLER SHACK MODULAR BUILDING SHOP DRAWINGS -MODERN BUILDING SYSTEMS - 2 A5.04 DETAILS -EXTERIOR RAMPISTAIRWAY/WALKWAY DETAILS REFER TO APPROVED PERMIT D19-0196 2 A6.02 VEHICLE MAINTENANCE BUILDING MODULAR DOOR SCHEDULE 2 A6.04 VEHICLE MAINTENANCE BUILDING MODULAR FINISH SCHEDULE STRUCTURAL S0.01 STRUCTURAL NOTES S0.02 STRUCTURAL NOTES S0.03 STRUCTURAL ABBREVIATIONS AND SYMBOLS S0.04 STATEMENT OF SPECIAL INSPECTIONS S0.05 STATEMENT OF SPECIAL INSPECTIONS S6.01 SITE DETAILS MECHANICAL - TO BE SUBMITTED AT TIME OF MECHANICAL PERMIT APPLICATION FIRE PROTECTION - SITE PORTIONS APPROVED PW19-0047 2 FP1.04 VM TRAILERS OVERALL FIRE PROTECTION PLAN 2 FP1.05 OVERALL FIRE PROTECTION PLAN BELOW STRUCTURE ELECTRICAL - TO BE SUBMITTED AT TIME OF ELECTRICAL PERMIT APPLICATION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUP WILA AUG 2 1 2019 PERMIT CENTER South Base 1, pa L nDavelopment Project E ,+1.„- " 0 ..,...:'EMarginal Way Tukwila, W„n 16015th Avenue, suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: Seattle, WA 98101 17 MAY 2019 MAWN: DCRIPPEN SOUTH BASE 7006 REGISTERED 206.622.6822 DRAWN: TCL MMB 07/08/19 ARCHITECT1CPff www.kpff.com MODULAR OFFICES TLARSON LIM TETRATECHCHECKED BY PROJECT NO: King County DRAWING INDEX DRAWING NO: M. MARCEL BODSKY 1129642 srATE OF WASHINGTON vmv.tetratech.com L ERNST Department of G0.01 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEETNO: OF BY APP'D DATE Seattle, Washington 98101 - Phone:206-883-9300 Fax:206-883-9301 P ENG C0130OC18 I RN QO BUILDING 1 (UNDER SEPARATE PERMIT) BUILDING 2 (PRE-ENGINEERED METAL BUILDING - PEMB PORTION UNDER SEPARATE PERMIT) 1.2 Code Evaluation —Vehicle Maintenance Building 1.2.1 Applicable Codes International Building Code 2015 Edition as amended by Washington State Building Code 1.2.2 Use and occupancy Administrative areas: B - Business (IBC 304.1) Vehicle Maintenance: SI - Motor Vehicle Repair Garage (IBC 303.3) (pending verification of limitations on quantities of materials in compliance with table 307.1) Type of construction (IBC 602.2, table 601) Type V-B, combustible, unprotected, sprinklered Fire resistive requirements (IBC Table 601) Structural frame 0 hour rating Interior bearing walls 0 hour rating Nonbearing interior walls 0 hour rating Floors & secondary members 0 hour rating Roofs & secondary members 0 hour rating Exterior bearing walls (Table 602) 1 hour rating X < 10' from shared property line O hour rating 10' < X Opening Limitation (IBC Table 705.8) Unprotected, Sprinklered Building 0%opening X < 3' from shared property line 15%opening 3'<X<5' 25%opening 5'<X<10' 45% opening 10'< X < 15' 75%opening 15'<X<20' Unlimited 20'<X Vehicle Maintenance Building has no shared property lines within 20 ft of building; therefore there is no limit on amount of openings. Height and area limitations Allowable height & stories Allowed Number of stories: 2 stories, (IBC tables 504A) Provided Number of stories: 1 Allowed Maximum height of structure: 60 ft (IBC Table 504.3) Provided height of structure: 33'-6' ft Allowable floor areas (without frontage increase, IBC Table 506.2) Either B or SI: 36,000 sf (SM - Sprinklered, Single -Floor) Modular Building - Type B: 4,810 sf Pre -Engineered Metal Building - Type SI: 21,610 sf Actual area: 26,420 sf Occupancy separations (IBC 508.3) Building is being viewed as Non -Separated mixed occupancy structure. The area, height and story limitations above are based on the most restrictive occupancy in accordance with IBC 508.3.2. The height and area limitations of B and S occupancies are the same. Protection from hazards (IBC table 509) Mechanicaltelectrical rooms: automatic sprinkler protection provided. Corridors No foe resistance required for corridors in B and S occupancies protected by sprinkler system (IBC Table 1020.1) Automatic sprinklers and other extinguishing equipment Automatic wet & dry pipe sprinkler system provided. Occupant toads Load Factor - B Occupancy: 1/100 sf (IBC Table 1004. L2) - Business 4,810 sf / floor Occupant Load: 49 Load Factor - Maintenance Bays: 1/100 sf (IBC Table 1004.1.2) - Industrial 15,150 sf/ floor Occupant Load: 152 Load Factor - Storage/Meeh: 1/300 sf (IBC Table 1004.1.2) - Accessory Storage 6,460 sf / floor Occupant Load: 22 Total Occupant Load: 223 BUILDING 3 (UNDER SEPARATE PERMIT) BUILDING 4 (UNDER SEPARATE PERMIT) FIRE ALARM ALL FACILITIES SHALL BE EQUIPPED WITH A FIRE ALARM SYSTEM COMPLYING WITH THE REQUIREMENTS OF NFPA 72, NATIONAL FIRE ALARM & SIGNALING CODE. CONTRACTOR SHALL SUBMIT ALARM SYSTEM DESIGN DOCUMENTS TO THE FIRE MARSHAL FOR REVIEW AND APPROVAL. 2015 WA ENERGY CODE COMPLIANCE MODULAR OFFICE BUILDINGS: BUILDING 2 -VEHICLE MAINTENANCE (VM) MODULAR BUILDING INSUL VALUES: REQUIRED WALLS: R21 int OR BUILDING PERFORMANCE ROOF: FLOOR: OPAQUE DOORS: AIR BARRIER TESTING: REQUIRED PER WA STATE ENERGY CODE CH. C402 SECTION C402.5 AIR LEAKAGE R-38d (ABOVE DECK) OR BUILDING PERFORMANCE R-30 OR BUILDING PERFORMANCE U=0.37 Means of egress Egress stairway capacity (IBC 1005.3.1)) 0.2 inches / occupant REVIEWED FOR Required Total stair width: 44.6" (.2 x 223) CODE COMPLIANCE Provided Total stair width 43T' (1 door @ 6'wide/l0 doors @ 3'wide) APPROVED RECEIVED Number ofineans of egress p 27 CITY OF TUKWILA Required Number of exits: 2 (IBC 1006.2.1) - SEC 2019 Provided Number of exits: I I exits (2 minimum from each sub -space) AUG 2 1 2019 Common path oftravel Allowed Common Path ofTraveL 100ft (SI occupancy per Table 1006.2.1) City Of Tukwila BUILDING DIVISION PEP.PYIIT CENTER 100 ft (B occupancy per Table 1006.2.1) Provided Common Path of Travel: 36 ft (occurs in Locker Area & Tool Storage) Length of travel distance Allowed Max. Travel Distance: Provided Max. Travel Distance: 250 ft (SI occupancy per IBC Table 1017.2) 300 ft (B occupancy per IBC Table 1017.2) 120 ft. (occurs in Service Bays) South Base Expansion Development Project Marginal12400 Tukwila, WA ® ®i UtbIUNtU: APPROVED: DATE: PERMIT SET 16015thAvetiue,Suite1600 METRO TRANSIT DIVISION Seattle, WA98101 TBP D CRIPPEN �+ 03 JULY 2019 v�7006 REGISTERED 206.622.5822 DRAWN: SOUTH BASE 1 PERMIT REVISIONS TCL MMB 07/08/19 ARCHITECT kpff www.kpff.com �/ � MODULAR BUILDINGS BKT y� TETRA CHECKED BY PROJECT NO: ning County CODE EVALUATION DRAWING NO: M. MARCEL BODSKY 1129i>42 STATEOF WASHINGTON www_tetratech.com Department of G0.03 T42e Fifth Avenue, SuiteCHECKED BY CONTRACT NO: Trans ortation ® � - SHEETNO: OF No. REVISION BY APP'0 DATE Seattle, Washington 96101 10T p �,• III Phone: 206-883-9300 Fax: 206-883-9301 P ENG C0130OC18 �, 219'-6" VEHICLE MAINTENANCE PEMB / MODULAR BLDG FLOOR PLAN SCALE: 1/16" = V-0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION 0 81 16' 32' 48' SCALE: 1/16"=1'-0" NOTE 1. REFER TO SHEET GO.03 FOR BUILDING CODE EVALUATION DATA. 2. PLAN LEGEND — — — — — — EGRESS PATH -4= EGRESS EXIT RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMil'CENTER 1601 Sth Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: PERMIT SET Seattle, WA 98101 M BODSKY D CRIPPEN SOUTH BASE 17 MAY 2019 7006 REGISTERED 206.622.5822 DRAWN: k 1 PERMIT REVISIONS 7/08/19 ARCHITECT lcpff www.kpff.com MODULAR OFFICES T LARSON a CHECKED BY PROJECT NO: Wing County DRAWING NO: TETRA TECH M. MARCEL BODSKY —'tetratech.com LERNST 1129642 Department of EGRESS PATH / EXIT LAYOUT PLAN G0.04 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEETNO., OF No. REVISION BY APPD DATE Seattle'Washington 98101 C01300C18 h1q-A0 Phone: 206-883-9300Fm: 206-883-9301 PENG cD AS ANCHOR BOLT ACC ACCESSIBLE ACI AMERICAN CONCRETE INSTITUTE ACOUST ACOUSTIC(AL) ACP ACOUSTICAL CEILING PANEL ACT ACOUSTICAL CEILING TILE ADA AMERICANS WITH DISABILITIES ACT ADD ADDITIONAL ADMIN ADMINISTRATION AFF ABOVE FINISH FLOOR AFG ABOVE FINISH GRADE AIB AIR INFILTRATION BARRIER AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE ALUM ALUMINUM ANOD ANODIZE APPROX APPROXIMATE(LY) APVD APPROVED AR AS REQUIRED ARCH ARCHITECTURAL) AVG AVERAGE AW ARCHITECTURAL WOODWORK AWT ACOUSTICAL WALL TREATMENT B BB BASEBOARD BD BOARD BFF BELOW FINISH FLOOR BHMA BUILDER'S HARDWARE MANUFACTURER'S ASSOCIATION BLDG BUILDING BLKG BLOCKING BM BEAM BM BENCH MARK BN BULLNOSE BOF BOTTOM OF FOOTING BOS BOTTOM OF STEEL BOT BOTTOM BP BUILDING PAPER BRG BEARING BRKT BRACKET BTWN BETWEEN C C CONC CAST CONCRETE CAB CABINET CB CATCH BASIN CD CONSTRUCTION DOCUMENT(S) CEM PLAS CEMENT PLASTER CER CERAMIC CF CONTRACTOR FURNISHED CF/CI CONTRACTOR FURNISHED/ CONTRACTOR INSTALLED CFE CONTRACTOR FURNISHED EQUIPMENT C CG CORNER GUARD CI CAST IRON CI CONTINUOUS INSULATION CIP CAST IN PLACE CJ CONTROL JOINT CL CENTER LINE CLG CEILING CLG DIFF CEILING DIFFUSER CLG HT CEILING HEIGHT CLR CLEAR CMU CONCRETE MASONRY UNIT CNDS CONDENSATE CO CLEANOUT COL COLUMN COMM COMMUNICATIONS CONIC CONCRETE CONF CONFERENCE CONST CONSTRUCTION CONT CONTINUOUS COORD COORDINATE CORR CORRIDOR CPT CARPET CPT CARPET TILE CSWK CASEWORK CTR CENTER CU FT CUBIC FEET D D DEPTH DBL DOUBLE DEMO DEMOLISH DEPT DEPARTMENT DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION ON DOWN DOC DOCUMENT DR DOOR DS DOWNSPOUT DWG(S) DRAWING(S) E E EAST (E) EXISTING EA EACH EJ EXPANSION JOINT ELEC ELECTRIC(AL) ELEV ELEVATION ENGR ENGINEER EQ EQUAL EQUIP EQUIPMENT EW EACH WAY EWC ELECTRIC WATER COOLER EXIST EXISTING EXP EXPOSED EXPN EXPANSION EXT EXTERIOR F FD FLOOR DRAIN FDC FIRE DEPT CONNECTION FDTN FOUNDATION FEC FIRE EXTINGUISHER CABINET FF FINISH FLOOR FFE FINISH FLOOR ELEVATION DRAWING SYMBOLS X X X -.-- INTERIOR ELEVATION MARK SHEET NUMBER WHERE INTERIOR X ELEVATION IS DRAWN SECTION OR DETAIL MARK C7 XX.XX SHEET NUMBER WHERE SECTION OR DETAIL IS DRAWN F FG FIN FIXT FL FLR FLUOR FM FRMG FIR FRP FT FTG FUR FWC G GA GALV GB GL GLZ GWB GYP H HB HDWR HGT HM HORIZ HT HSS HVAC HW I IBC IN INSUL INT INV IPT J J JAN JST JT K KPL L LAM LAV LBS LF LKR LOC LOCS LS LS LT LVR FINISH GRADE FINISH (ED) FIXTURE FLOOR FLOOR FLUORESCENT FACTORY MUTUAL FRAMING FIRE RATING FIBERGLASS REINFORCED PLASTIC FOOT FOOTING FURRING FABRIC WALLCOVERING GAUGE GALVANIZED GRAB BAR GRID LINE GLAZING GYPSUM WALL BOARD GYPSUM HOSE BIB HARDWARE HEIGHT HOLLOW METAL HORIZONTAL HEIGHT HOLLOW STRUCTURAL SECTION HEATING VENTILATION AND AIR CONDITIONING HARDWARE INTERNATIONAL BUILDING CODE INCH INSULATION INTERIOR INVERT INTERIOR PAINT JUNCTION BOX JANITOR JOIST JOINT KICKPLATE LAMINATE LAVATORY POUNDS LINEAR FOOT (FEET) LOCKER LOCATION LOCATIONS LANDSCAPE LINEAR SYSTEM LIGHT LOUVER M MAT MATERIAL MAX MAXIMUM MB MOISTURE BARRIER MD METAL DECK MECH MECHANICAL MEMB MEMBRANE MFR MANUFACTURER MID MIDDLE MIN MINIMUM MIRR MIRROR MTD MOUNTED MTG MOUNTING MTL METAL N N NORTH NA NOT APPLICABLE NE NORTH EAST NFPA NATIONAL FIRE PROTECTION ASSOCIATION NIC NOT IN CONTRACT NO NUMBER NTS NOT TO SCALE NW NORTHWEST 0 OC ON CENTER OCC OCCUPANCY OFCI OWNER FURNISHED CONTRACTOR INSTALLED OFOI OWNER FURNISHED OWNER INSTALLED OPNG OPENING OPP OPPOSITE OTS OPEN TO STRUCTURE OZ OUNCE P P POST PA PUBLIC ADDRESS PAR PARAPET PAT PATTERN PCT PERCENT PEMB PRE-ENGINEERED METAL BUILDING PERF PERFORATED PERIM PERIMETER PL PROPERTY LINE PLAM PLASTIC LAMINATE PLAS PLASTIC PLYWD PLYWOOD PNL PANEL POLYISO POLYISOCYANURATE PREFAB PREFABRICATED PRKG PARKING PT PRESSURE TREATED, PAINT PTO PAINTED PTO PAPER TOWEL DISPENSER PTDR PAPER TOWEL DISPENSER AND RECEPTACLE PTN PARTITION PWR POWER )( DETAIL CALLOUT MARK SHEET NUMBER WHERE DETAIL IS DRAWN I I J__J 4 �_ GRID I COLUMN LINE DESIGNATOR Q CITY QUANTITY R R RISER RB RUBBER BASE RCP REFLECTED CEILING PLAN RD ROOF DRAIN REF REFERENCE REFR REFRIGERATOR REQ REQUIRE REQ'D REQUIRED RESIST RESISTANT REV REVISION RH ROBEHOOK RM ROOM RO ROUGH OPENING RR RESTROOM RV ROOF VENT S S SOUTH SB SPLASH BLOCK Sc SHOWER CURTAIN SCHED SCHEDULE SCR SHOWER CURTAIN ROD SO SOAP DISPENSER SO SMOKE DETECTOR SE SOUTH EAST SF SQUARE FOOT SF SQUARE FEET SHT SHEET SHT MTL SHEET METAL SIM SIMILAR SLR SEALER SPEC SPECIFICATIONS SQ SQUARE SQ FT SQUARE FOOT (FEET) SQ YD SQUARE YARD SS STAINLESS STEEL STC SOUND TRANSMISSION CLASS STD STANDARD STL STEEL STOR STORAGE STRUCT STRUCTURE(AL) SUSP SUSPENDED SV SHEET VINYL SW SOUTHWEST T T TREAD THK THCKNESS THRU THROUGH TS TUBE STEEL TSCD TOILET SEAT COVER DISPENSER TTDJ TOILETTISSUE DISPENSER (JUMBO) TYP TYPICAL U UL UNDERWRITERS LABORATORIES UNO UNLESS NOTED OTHERWISE UR URINAL 1 REVISION TAG REVISION CLOUD ROOM NAME 101 ROOM TAG JKEYNOTE 01 WALL TAG 101A DOOR TAG V VB VAPOR BARRIER VCT VINYL COMPOSITION TILE VERT VERTICAL VR VAPOR RETARDER VTR VENT THROUGH ROOF VWC VINYL WALL COVERING W W WEST W/ WITH W/O WITHOUT WC WATER CLOSET WD WOOD WOM WALK OFF MAT WR WASTE RECEPTACLE WRB WEATHER RESISTANT BARRIER WS WATER STOP SYMBOLS & AND @ AT 90" DEGREES 1. THE DRAWINGS INDICATE THE GENERAL EXTENT OF WORK. THE DRAWINGS ARE NOT INTENDED TO INDICATE OR DESCRIBE ALL WORK REQUIRED FOR THE FULL PERFORMANCE AND COMPLETION OF THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. 2. ROOM AND DOOR NUMBERS SHOWN ON DRAWINGS ARE FOR CONSTRUCTION PURPOSES ONLY. 3. ALL WORK SHALL COMPLY WITH APPLICABLE BUILDING CODES, ORDINANCES AND REGULATORY AGENCIES. 4. BUILDING HEIGHTS AND ELEVATIONS ARE BASED UPON PROJECT FINISH ELEVATION OF 0'-O" AT THE FIRST FLOOR. REFERENCE CIVIL DRAWINGS FOR FIRST FLOOR ELEVATIONS RELATIVE TO GRADE CONDITIONS. 5. CONFIRM TYPE OF FIRE EXTINGUISHERS WITH THE PROJECT REPRESENTATIVE FOR CONFIRMATION OF FIRE EXTINGUISHER CABINET SIZE AND LAYOUT. COORDINATE FINAL LOCATIONS WITH THE PROJECT REPRESENTATIVE PRIOR TO CONTRACTOR PROVIDED AND INSTALLED FIRE EXTINGUISHER CABINETS. 6. REFER TO DRAWINGS FOR FIRE -RATED WALL LOCATIONS. INSTALL FIRESTOPPING AT PENETRATIONS IN RATED CONSTRUCTION AND AT TOPS OF RATED WALLS. 7. CIVIL, MECHANICAL, PLUMBING, FIRE PROTECTION, ELECTRICAL, AND COMMUNICATIONS INFORMATION ON THE ARCHITECTURAL DRAWINGS IS PROVIDED FOR CLARITY AND / OR LOCATION COORDINATION PURPOSES ONLY, SEE RELEVANT DISCIPLINE DRAWINGS FOR SPECIFIC INFORMATION. 8. DO NOT BEGIN WORK THAT MAY REQUIRE COORDINATION, SUCH AS CEILING INSTALLATION, PRIOR TO FINAL SUBMITTAL OF MECHANICAL AND ELECTRICAL COORDINATION DRAWINGS TO THE PROJECT REPRESENTATIVE NOR PRIOR TO RESOLUTION AND APPROVAL OF COORDINATION ISSUES. PEMB PRE-ENGINEERED METAL BUILDING 1. REFER TO SHEET 2 A1.01 FOR REFERENCES TO THE FOLLOWING NOTES: 2. KING COUNTY 1S PURCHASING THE PEMB DIRECTLY FROM A SUPPLIER UNDER A SEPARATE CONTRACT. THE METAL BUILDING PACKAGE INCLUDES STRUCTURAL STEEL FRAME, SUB -FRAME MEMBERS, METAL STANDING SEAM ROOF PANELS, GUTTERS AND DOWNSPOUTS AND METAL WALL PANELS. DOORS, LOUVERS, INSULATION SYSTEMS, FALL PROTECTION SYSTEMS, MECHANICAL, ELECTRICAL AND FIRE PROTECTION SYSTEMS ARE NOT INCLUDED IN THE PEMB PACKAGE AND MUST BE PROVIDED AND INSTALLED BY THE GENERAL CONTRACTOR. 3. THE PEMB SUPPLIER WILL DELIVER THE BUILDING COMPONENTS TO THE SITE. 4. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE ASSEMBLY OF THE PEMB INCLUDING ALL BUILDING ELEMENTS, SYSTEMS AND EQUIPMENT EXCLUDED FROM THE SUPPLIER'S PACKAGE. 2015 WA ENERGY CODE COMPLIANCE INSULATION VALUES: REQUIRED PROVIDED COMPONENT W1 WINDOWTAG ROOF -ATTIC INSULATION R-49 R-49 ROOF -METAL BUILDING R-25+R-11 LS R-25+R-11 LS INSULATION INSULATION L1 LOUVERTAG COMPONENT COMPONENT OR BUILDING PERFORMANCE WALLS - METAL BUILDING R-19 Cl R-19 CI INSULATION INSULATION NORTH ARROW COMPONENT COMPONENT OR BUILDING PERFORMANCE WALLS -WDFRAMED R-211NT R-211NT FLOOR FRAMING R-19 R-19 SLAB PERIMETER R-10 R-10 OPAQUE DOORS -SWING U-0.37 U-0.37 OPAQUE DOORS - NONSWING U-0.34 / R-4.75 U-0.34I R-4.75 PRE-ENGINEERED METAL BUILDING (PEMB) WILL BE REQUIRED TO MEET WASHINGTON STATE ENERGY CODE AIR BARRIER TESTING REQUIREMENTS 9. WORK SHALL CONFORM TO APPLICABLE INDUSTRY AND MANUFACTURER'S PUBLISHED STANDARDS FOR QUALITY OF MATERIALS AND WORKMANSHIP, AS WELL AS REQUIREMENTS IN THESE DRAWINGS AND SPECIFICATIONS. ANY CONFLICTING REQUIREMENTS OF THE SOURCES LISTED ABOVE SHALL BE BROUGHT TO THE PROJECT REPRESENTATIVE'S ATTENTION PRIOR TO PROCEEDING WITH THE WORK. 10. PROTECT EXISTING, IN -PLACE AND NEW WORK 11. CONTRACTOR SHALL VERIFY DIMENSIONS AND EXISTING CONDITIONS, SHOWN ON THESE DRAWINGS, AT THE SITE. THE CONTRACTOR SHALL NOTIFY THE PROJECT REPRESENTATIVE IN WRITING OF ANY DISCREPANCIES, OMISSIONS AND OR CONFLICTS BEFORE COMMENCEMENT OF WORK. COMMENCEMENT OF WORK SHALL CONSTITUTE ACCEPTANCE OF ALL NEW OR EXISTING CONDITIONS. 12. PIPE DUCTS AND BUS DUCTS THAT PENETRATE FLOOR SLABS OR WALL PARTITIONS SHALL BE INSTALLED IN A MANNER THAT WILL PRESERVE THE MOISTURE RESISTANCE, FIRE RATING, AIR AND/OR VAPOR BARRIER, AND STRUCTURAL INTEGRITY OF THE BUILDING 13. VERIFY MOUNTING HEIGHTS OF ACCESSORIES, EQUIPMENT, DOOR HARDWARE, CASEWORK, ETC., AND PROVIDE SOLID BLOCKING BEHIND ITEMS REQUIRING ANCHORAGE. PROVIDE FIRE -TREATED WOOD BLOCKING OR METAL STRAPS BETWEEN FRAMING MEMBERS AS REQUIRED TO SUPPORT WEIGHT AND USE OF ITEMS TO BE SUPPORTED. WHERE MOUNTING HEIGHTS ARE NOT INDICATED, MOUNT ITEMS IN ACCORDANCE WITH RECOGNIZED INDUSTRY STANDARDS, COORDINATE LOCATIONS WITH MANUFACTURER OR SUPPLIER AND REFER MOUNTING HEIGHT QUESTIONS TO KING COUNTY PROJECT REPRESENTATIVE FOR INTERPRETATION. MODULAR / TRAILER STRUCTURES 1. REFER TO PLAN SHEETS 1 A1.01 AND 2 A1.01 FOR REFERENCES TO THE FOLLOWING NOTES: 2. KING COUNTY IS PURCHASING THE MODULAR BUILDINGS TRAILERS DIRECTLY FROM A SUPPLIER UNDER A SEPARATE CONTRACT. 3. THE MODULAR BUILDINGS SUPPLIER WILL DELIVER THESE FACTORY UNITS TO THE SITE AND INSTALL THEM ON FOUNDATIONS THAT ARE CONSTRUCTED BY THE MODULAR CONTRACTOR. 4. THE FOLLOWING MODULAR -RELATED WORK SHALL BE ACCOMPLISHED BY THE GENERAL CONTRACTOR: PROVIDE AND INSTALL 20 MIL BLACK POLYETHYLENE VAPOR BARRIER ON BOTTOM OF CRAWL SPACE AND RUN UP FRAMING 6" MINIMUM. SEAL SECTIONS OF VAPOR BARRIER AND ALL PENETRATIONS WITH DUCT TAPE OR SEALANT DEPENDING ON CONDITION. MAKE ALL UTILITY CONNECTIONS PROVIDE UNDERGROUND PATHWAYS FROM MODULAR STRUCTURES TO EACH OTHER AND TO EXTERIOR SLAB -MOUNTED EQUIPMENT. PROVIDE DRY TYPE FIRE SPRINKLER SYSTEM FOR ALL MODULAR BUILDINGS' CRAWL SPACES AND MAKE FIRE SPRINKLER SYSTEM CONNECTIONS TO MODULAR BUILDINGS AND PEMB. 15. PROVIDE CONTROL JOINTS (C.J.) IN GYPSUM BOARD WALL CONSTRUCTION AS INDICATED. WHERE NOT SHOWN, PROVIDE MAXIMUM SPACING BETWEEN JOINTS OF 30'-0." VERIFY FINAL CONTROL JOINT LOCATIONS WHETHER OR NOT INDICATED ON THE DRAWINGS WITH PROJECT REPRESENTATIVE PRIOR TO STARTING WORK. 16. INTERIOR STUD SPACING SHALL BE MINIMUM 16" ON CENTER, UNLESS NOTED OTHERWISE. REFER TO PARTITION TYPE SCHEDULE. 17. PROVIDE WATER-RESISTANT GYPSUM BOARD ON WALLS WITH OPERABLE PLUMBING FIXTURES AND WITHIN 4'-0" OF DRINKING FOUNTAINS OR WATER COOLERS, 18. PROVIDE FINISHED END PANELS, FILLERS, SUPPORTS, ETC. REQUIRED FOR A COMPLETE CABINETRY INSTALLATION, PROVIDE CUTOUTS, ACCESS PANELS AND REMOVABLE COMPONENTS AS REQUIRED BY INSTALLED CONDITIONS SUCH AS ELECTRICAL OUTLETS, JUNCTION BOXES, CLEANOUTS, ETC. 19. PROVIDE SEALANT BETWEEN HOLLOW METAL FRAME PERIMETERS AND SURROUNDING WALL CONSTRUCTION UNLESS OTHERWISE INDICATED. 20. PROVIDE SEALANT BETWEEN DISSIMILAR MATERIALS SUCH AS GYPSUM BOARD AND MASONRY, MASONRY AND CONCRETE, COUNTERTOPS AND WALLS, ETC. 21. ALL DOORS IN STUD WALLS NOT LOCATED BY DIMENSION ON PLANS OR DETAILS SHALL BE 5" (100mm) FROM FRAMING TO ADJACENT PERPENDICULAR WALL TO EDGE OF DOOR OPENING. 22. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED WOOD. 23. ALL DISSIMILAR MATERIALS SHALL BE ISOLATED FROM EACH OTHER TO AVOID GALVANIC CORROSION. 24. PROVIDE ACCESS PANELS AS REQUIRED BY APPLICABLE CODES AND AS REQUIRED FOR MECHANICAL EQUIPMENT AND PLUMBING WORK. ALL ACCESS PANEL LOCATIONS SHALL BE REVIEWED WITH THE PROJECT REPRESENTATIVE PRIOR TO PROCEEDING. 5. GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL COMPLETE STAIRS, RAMPS, ELEVATED WALKWAYS AND ASSOCIATED ROOF CANOPIES FOR MODULAR BUILDINGS AS SHOWN ON PLANS, REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER 16015th Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: PERMIT SET Seattle, WA98101 7006 206.622.5822 DRAWN: 17 MAY 2019 Y DCRIPPEN SOUTH BASE www.kpff.com DRAWN: REGISTERED .-y-rf ARCHITECTkPff MODULAR OFFICES T�j��//'-" W TLARSON V TETRA TECH CHECKED BY PROJECT NO: �IItg COUlity ABBREVIATIONS, DRAWING SYMBOLS DRAWING NO: M. ODSK MARCEL BY 1129642 STATE MARC WASOESK mvwletratech.00m LERNST Department of AND GENERAL NOTES A0.01 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEET NO: OF No. REVISION BY APP'D DATE Seattle, Washington98101 7)1 Phone: 206-883.9300 Fax: 206-883-9301 P ENG C0130OC18 A B C D E F G H DOOR TYPES PER SCHED W J W W S U W d 1 FRAME TYPES 2 N W J f� W U U uJ 2" d SG j N1/0 3 INSUL GLAZING �6-0" 6,_0 tr � �� I 12'- I I 0 0 o n `" SG SG SG tV m M M c) W1 WINDOW TYPES W2 W3 W4 W5 cV - _ � N tV N d C co 19 O In HEIGHT PER BUILDING ELEVATIONS L1 L2 L3 L4 L5 L6 L7 L8 LOUVER TYPES --- PERMIT SET 16015th Avenue, Suite 1600 Seattle, WA98101 DESIGNED: APPROVED: 7006 REGISTERED ARCHITECT M. MAL-----"'- �1 STATE Of WASNINOTON \1 206.622.5822 lcpff www.kpff.com .t -rE-r TECH www.tetratech.com 1420 Fifth Avenue, Suite 600 MBODSKY DCRIPPEN King County Department of Transportation DRAWN: TtARSON CHECKED BY LERNST PROJECT NO: 1129642 CHECKED BY CONTRACT NO: No. REVISION BY APP'D DATE Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-883-9301 P ENG C01300C18 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION LOUVER SCHEDULE MARK FRAME DETAILS MATERIAL HEAD JAMB SILL L1 ALUM 1/2A5.06 2/2A5.06 5/2A5.06 6/2A5.06 9/2A5.06 10/2A5.06 L2 ALUM 1/2A5.06 5/2A5.06 9/2A5.06 L3 ALUM 1/2A5.06 5/2A5.06 9/2A5.06 L4 ALUM 1/2A5.06 5/2A5.06 9/2A5.06 L5 ALUM 3/2A5.06 7/2A5.06 11/2A5.06 L6 ALUM 2/2A5.06 6/2A5.06 10/2A5.06 L7 ALUM 1/2A5.06 5/2A5.06 9/2A5.06 L8 ALUM 1/2A5.06 5/2A5.06 9/2A5.06 NOTE: REFER TO FINISH SCHEDULE FOR WALL FINISHES; COORD ASSOCIATED DETAIL CONDITION RECEIVED CITY OF TLIKWILA AUG 2 1 2019 METRO TRANSIT DIVISION PERMIJ C ffR 17 MAY 2019 DRAWINGNO'. 1 A6.02 SHEETNO: OF 1 2 3 4 5 NOTES 1. TYPICAL MODULAR INTERIOR PARTITION SHALL BE 1/2" 0 GWB WITH VINYL WALL COVERING OVER EITHER WOOD 0 0 0 0 0 T 0 OR LIGHT -GAGE METAL FRAMING, UNLESS NOTED OTHERWISE; REFER TO FINISH SCHEDULE AND INTERIOR ELEVATIONS. 7-- 2. PLAN LEGEND 0 E-1 L L L _j _j DOOR IDENTIFICATION; REFER TO SHEET I 2A6.02 AND 1A6.02 I j it WINDOW IDENTIFICATION; REFER TO SHEET 8 1A6.02 - - - - - - MODULAR UNIT DIVISION LINE 0 F� 0 0 3. REFER TO SHEET 2A6.04 FOR INTERIOR FINISH 0 14- _T SCHEDULE. c L- - - - - - 6 7 8 i L I I—_ — — — — — — --___I i 0 0 0 T - _AO 10., 1A: T F ----------- Iu z T — — — — — — B uJ w Z L--1 z III DO I I _j L a- El L:i G D 0 — -- — -- 0 (D SUPERINTENDENT CHIEF CHIEF CHIEF CONFERENCE e F_ 0 D�Tj r_1_35_3 ET�E) =fNo 0 '1 _j aJ b Z 2< -1 -A I I OR CODE COMPLIANCE (H) REVIEWED F 2A4,01 L L _j APPROVED 0 CLERK ADMIN Ei�D SEP 2 7 2919 L OPYIFILI ELEC i -1 F-1-42] LiLlj City of Tukwila (2�mp BUILDING DIVISION P bo u I I I I I I I I I I I I I ITI-77- WOMEN'KERS S PLAN NOTES MENMERS 530C Lj I LL_JJ 1 F_ 1. FLOOR AREA -MODULAR BUILDING Em ELM F WOMEN'S RESTROOM FIRST FLOOR PLAN -AREA: F- ----I 2A4.02 -A 6DRIVERS LOUNGE/LOCKER MOD 2,160 5SF MEN'S RESTROOM ADMIN MODULAR 1,440 SF TOTAL MODULAR SF 3,600 SF 160 0 FIRST FLR EXT COVERED CORRIDOR: 480 SF (00 - - - - - - - - - - - FIRST FLR EXT RAMPISTAIRS: 730 SF F_ ---I I F_ LOUNGE L TOTAL MODULAR BUILDING 4,810 SF BREAK L_M I L STO _J L L 158 Lij — 1, 0 0 0 0 0 0 0 0 RECEIVED <_E7MPP — -- — -- _j 0 4' 8' 16, 24' 32' CITY OF TUKWILA 10'-6" PRE-ENGINEERED METAL — AUG 2 1 2019 FLOOR PLAN MODULAR UNIT BUILDING (NIC) F—I I 'SCALE: 3/32"=1'-0" PERMIT CENTER SCALE: 3/32" V-0" DESIGNED: APPROVED: DATE: 1601 Sth Avenue, Suite 1600 JIV METRO TRANSIT DIVISION PERMIT SET Seattle, WA 98101 M BODSKY D CRIPPEN 17 MAY 2019 7 REGISTERED 206.622.5822 DRAWN' SOUTH BASE ARCHITECT lcpff www.kpff.com -al MODULAR OFFICES T LARSON M. LIM TETRA TECH CHECKED BY PROJECT642 NO., K MARCEL BODSKY 11ing County VEHICLE MAINTENANCE BUILDING DRAWING NO: STATE 29 OF WASHNGTON www.tetratech.corn L ERNST Department of MODULAR - FLOOR PLAN 2 A1.01 IN 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT 3TROACT NO: Transportation — SHEET NO: OF No. REVISION BY APPD DATE Seattle, Washington 98101 C 0 ­0`2 1 1 1 1 1 Phone: 20"83-9300 Fax: 206-883-9301 PENG 1 2 T T A m 5 NOTES 10`-0" N O 1 DRAINAGE TO ROALL ARROWS INT OF (DRAIN ASS MBLN THE Y OF WATER DS.____ -- -- A — — 7A ° 7A — — A 2, VENT PENETRATION THROUGH PEMB ROOF DECK PER _ DETAIL 5/2A5.03, TYPICAL. REFER TO MECHANICAL DRAWINGS FOR PLUMBING SYSTEMS LAYOUT. 10 3. CONDUIT PENETRATION THROUGH PEMB ROOF PER I I e a ° DETAIL 5/2A5.03. o — o — — 4. DS - SHEET METAL DOWNSPOUT; COORDINATE I 11 7 ( GUTTER/DOWNSPOUT SYSTEM CONNECTION TO I SUB -GRADE DRAINAGE SYSTEM DS i 0 o 0 I I I I I I I p-I— — — — — 04 ICA cc6*4 JCB cli DS I I N cQ"1 3 I KEY NOTES W I I I I z E j_ 7 I I DS _O O LOW -SLOPE SINGLE -PLY ROOF MEMBRANE SYSTEM Z 0 E— — ILIe — H — e, I — I I I O PRE-ENGINEERD BUILDING - SHEET METAL ROOF z ED I SYSTEM w B — I _ _ — — I — _ — _ _ — ( _ _ �� ' _ — — — — I — — -- -- — — — — er — — — — _ — _ B O SHEET METAL GUTTER WITH CONNECTION TO a2A3.01 I I 2A3.01 DOWNSPOUT AND SUB -GRADE DRAINAGE SYSTEM DS EXTERIOR MODULAR BUILDING OVERHEAD WALK -WAY F CANOPY WITH SHEET METAL ROOF SYSTEM ROOFSLOPE 2 i 2 ROOF SLOPE 7 I I SHED RIDGE 1/2A5.03 1112:11 I I 11/2:12 I GABLE RIDGE 2/2A5.03 I EAVE/GUTTER 3/2A5.03 RAKE 4/2A5.03 _ — I— 10 ( I I I I I O5 BETTERMENT - ROOF MOUNTED SOLAR -TUBE I I SKYLIGHTS; 11 LOCATIONS 7 I I I O6 LADDER RECEIVER FOR PORTABLE ROOF ACCESS I I I DS w DS I I I LADDER o MODULAR BUILDING I I ( I O7 STANDING SEAM -MOUNTED FALL SAFETY SYSTEM (HILL) I 1 I I ° I I ( DS 7A STANDING SEAM -MOUNTED FALL SAFETY POST Z ROOF SLOPE ROOF SLOPE I ( i N 3 5 114:12 114:12 3 I I — OVERHEAD MODULAR BUILDING CANOPY FRAMING ---------------------- I BELOW; REFER TO STRUCTURAL DRAWING S601 FOR 0 0 ( g CANOPY FRAMING SYSTEM c`ry � a N_ I I ( I ( I I O9 PEMB ROOF OVERHANG; REFER TO BUILDING cm IT 1/2" 13'-6" 1 '-6" 13'-6" 10'-7 1/2" 1'-2 1!2" ( i I I ELEVATIONS FOR LAYOUT TYP , — — — r �' ¢ I I I 0 I 10 LINE OF EXTERIOR WALL BELOW ROOF SYSTEM DS ---- DS I O OVERHANG — — — — — — — — — — —4 — — _ --- s 4 I I I I o - ( I I a 1 11 PIPE/CONDUIT ROOF PENETRATION PER DETAIL 5/2A5.03; «o rM I i I — — — ( — I — REFER TO MECHANICAL DRAWINGS FOR MECHANICAL o_ — — — — — - — — — — I I I r I AND PLUMBING SYSTEMS LAYOUT AND SIZE, TYPICAL DS DS N 4 J MODULAR BUILDING I I I I ( o I I 7A 7A 11 I I 1 3 ( 7 0 1 p o Z I 1 I L1 O o DS K REVIEWED FOR ROOF SLOPE ROOF SLOPE I I I — — — — — — — — — — — — — — — — — — — — — — CODE COMPLIANCE 0 0 t1a:12 11a:12 (� (� i I I o APPROVED (o p 5 w J 7A 11 7A I — — — — — — — — — — — — co ------------ — o ( ( I N N SEP 27 2019 o ( A M ( (� I Cb N N BUILDING DIof VISION DS DS =—__ — L 10'-0" RECEIVED CITY OF TUKWILA 60'-01, 10'-6" PRE-ENGINEERED METAL A Q 0 4' 8' 16, 24' 32' ROOF PLAN (� AUG 2 9 2019 MODULAR UNIT BUILDING N SCALE: 3/32" = V-0" SCALE: 3/32"=1'-O" t''Ei mil CENTER 16015th Avenue, Suite 1600 DESIGNED: APPROVED: DATE: METRO TRANSIT DIVISION PERMIT SET Seattle, WA98101 17MAY2019 DRAWN: Y DCRIPPEN LIM SOUTH BASE coos www.kpff.c � MODULAR OFFICES REGISTERED DRAWN: ARCHITECTlcpff www.kpff.com W.kpff.COM TLARSON y TETRA TECH CHECKED BY PROJECT NO: Kin�County VEHICLE MAINTENANCE BUILDING DRAWING NO: M. ODS MARCEL BKY 1129642 STATE WFSODS v .tetratech.wrn LERNST Department of ROOF PLAN 2 A1.02 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEETNO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 p _ Phone: 206-883-9300 Fax: 206-883-9301 P ENG C013000IB Al KEY NOTES OFFICE MODULAR I _ LOCKER / LOUNGE MODULAR -- r NORTH ELEVATION SCALE: 1/8" = V-0" LOCKER / LOUNGE MODULAR OFFICE MODULAR SOUTH ELEVATION SCALE: 1/8" = V-0" LOCKER/LOUNGE EAST ELEVATION %E") SCALE: 1/8" = V-0" OFFICE MODULAR EAST ELEVATION (BB-') SCALE: 1/8" = V-0" - iD _40 FIN GRADE LOCKER/LOUNGE WEST ELEVATION SCALE: 1 /8" = V-0" FIN FLR 10 FIN GRADE OFFICE MODULAR WEST ELEVATION rF_'� SCALE: 1/8" = V-0" 0 4' 8' 16, 24' SCALE: 1/8"=1'-0" O BUILDING ENTRY ALCOVE; T-1-11 SIDING SYSTEM, PLYWOOD FINISH SOFFIT; PAINT FINISH - COLOR 2 Q T-1-11 SIDING SYSTEM, TYPICAL, PAINT FINISH - COLOR 2 O ALUMINUM GUTTER/DOWNSPOUT SYSTEM; FINISH COLOR 2 ® WALL MOUNTED MECHANICAL EQUIPMENT O OVERHEAD WOOD -FRAMED CANOPY CANOPY SECTION 10/2A5.03 SHED RIDGE 1/2A5.03 GABLE RIDGE 2/2A5.03 EAVE/GUTTER 3/2A5.03 RAKE 4/2A5.03 O EXTERIOR HOLLOW METAL DOOR AND FRAME PAINT FINISH - COLOR 1 G7 LOW -SLOPE SINGLE -PLY PVC ROOF SYSTEM; TAN COLOR O PERIMETER MODULAR BUILDING FINISH SKIRT; PAINT FINISH - COLOR 2 - INCLUDE REQUIRED CRAWL SPACE SCREENED VENTS & ACCESS PANELS WITH LOCK HASPS, TYP. O EXTERIOR RAISED ACCESS WALKWAYS, STAIRS, RAMPS AND WALKWAY CANOPIES; REFER TO SHEETS 2A5.04 AND S6_01 10 MODULAR FINISH FLOOR HEIGHT - MAX 2'-11" 11 LINE OF PRE-ENGINEERED METAL BUILDING (PEMB) 12 V-O" HIGH ALUM BUILDING ADDRESS IDENTIFIER SIGNAGE, COORDINATE BUILDING NUMBER DESIGNATION WITH PROJECT REPRESENTATIVE PRIOR TO FABRICATION NOTES 1. BUILDING ADDRESS IDENTIFIERS ARE PROVIDED FOR ILLUSTRATION ONLY. IDENTIFIERS, ONCE DETERMINED, WILL BE PROVIDED FOR FIRE DEPARTMENT REVIEW AND SHALL BE COMPLIANT WITH THE CITY FIRE MARSHALL REQUIREMENTS FOR CHARACTERS AND LOCATIONS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION LEGEND W1 WINDOW TYPE- REFER TO SHEET 1A6.03 FOR WINDOW SCHEDULE RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER DESIGNED: APPROVED: DATE: PERMIT SET 1601 5th Avenue, Suite 1600 NV METRO TRANSIT DIVISION Seattle, WA 98101 17 MAY 2019 REGISTERED DRAWN: 7006 206.622.5822 DRAWN: Y DCRIPPEN SOUTH BASE ARCHITECT lcpff www.kpff.com MODULAR OFFICES km TLARSON y TETRA CHECKED BY PROJECT NO: King County VEHICLE MAINTENANCE BUILDING DRAWING NO: M�ODSKY 1129642 STATE OF WASHINGTON www.tetratech.com LERNST 1 Department of MODULAR - EXTERIOR ELEVATIONS 2 A2.03 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Trans OrtatlOn SHEET NO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 p Phone: 206-883-9300 Fax: 206-883-9301 P ENG C0130OC18 NOTES WMI OFFICE MODULAR FLOOR PLAN SCALE: 1/4" = V-0" 2 A1.01 -4- 0 2' 4' 8' 12' I Fzq FIR SCALE: 1/4"=1'-0" 1. TYPICAL MODULAR INTERIOR PARTITION SHALL BE 1/2" GWB WITH VINYL WALL COVERING OVER EITHER WOOD OR LIGHT -GAGE METAL FRAMING, UNLESS NOTED OTHERWISE; REFER TO FINISH SCHEDULE AND INTERIOR ELEVATIONS. 2. PLAN LEGEND DOOR IDENTIFICATION; REFER TO SHEET 2A6.01, 2A6.02 AND 1 A6.02 WINDOW IDENTIFICATION; REFER TO SHEET 1A6.02 3. REFER TO SHEET 2A6.03 AND 2A6.04 FOR INTERIOR FINISH SCHEDULE AND FINISH LEGEND. 4. REFER TO SHEET 2A5.04 FOR EXTERIOR RAMP, STAIR AND WALKWAY SECTIONS AND DETAILS 5. CIS - CORNER GUARDS: OUTSIDE WALL CORNERS TO BE EQUIPPED WITH 6-0" HIGH CORNER GUARDS KEY NOTES FULL HEIGHT METAL LOCKER UNITS: 72"H x 12"W x 18"D INDIVIDUAL LOCKER UNIT SIZE. WOMEN: 11 FULL HEIGHT LOCKER UNITS MEN: 45 FULL HEIGHT LOCKER UNITS O ADA SHOWER STALL 3'x1'LOCKER ROOM BENCH G) 3'4'1­1 X T-4"W X 3" DEEP SLIDING GLASS DOOR WALL DISPLAY CABINET; SECURED DOOR UNIT O 3'-0"H X 3'-6" W TACK BOARD UNITS 3'-0"H X 4'-0"W TACK BOARD UNITS BUILDING ENTRY ALCOVE; CONTINUOUS SHEET SKID -RESISTANT, TEXTURED, POLY -GLASS OVERLAID PLYWOOD. PLACE PLYWOOD PANEL OVER SELF-ADHESIVE WATERPROOF MEMBRANE SYSTEM EXTERIOR RAISED ACCESS WALKWAYS, STAIRS, RAMPS AND WALKWAY CANOPIES; REFER TO SHEETS 2A5.04 AND S6.01 EXTERIOR MODULAR UNIT MOUNTED HVAC SYSTEM REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY Or TUKWILA AUG 2 1 2019 PERMIT CENTER 1601 5th Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: PERMIT SET 7006 Seattle, WA 98101 M BODSKY D CRIPPEN SOUTH BASE 17 MAY 2019 REGISTERED 206.622.5822...DRAWN ARCHITECT lcpff www.kpff.com MODULAR OFFICES T CARBON PROJECT NO: VEHICLE MAINTENANCE BUILDING DRAWING NO: L ERNST M. MARCEL BODSKY TETRA TECH CHECKED BY 1129642 Kin ,may tetratech,com STATE OF WASHINGTON 1420 FifthAvenue, Department of MODULAR - ENLARGED FLOOR PLAN 2 A4.01 WA"*ue, Suite 600 DATE CHECKED BY CONTRACT NO. Trans ortation SHEET NO: OF N Seattle'Washington 98101 p No. REVISION BY APP'D Phone: 206-883-9300Fax: 206-883-9301 P ENG 1 C0130OC18 A?- A0, 2- 72___ NOTES 1. TYPICAL MODULAR INTERIOR PARTITION SHALL BE 1/2" 1131 Ds GWB WITH VINYL WALL COVERING OVER EITHER WOOD OR LIGHT -GAGE METAL FRAMING, UNLESS NOTED 0 0 7 OTHERWISE; REFER TO FINISH SCHEDULE AND 91.11, 5'- 81 51 13'-5" _01� V-3" 41 -LD 51_110" 6-5" 0 INTERIOR ELEVATIONS, 2. PLAN LEGEND 816" IT-Ei" 13'-6" 13 101-81, 9 91-01, 9 DOOR IDENTIFICATION; REFER TO SHEET co UP ­ 1 6-2" 00 27'-8" 54" 27'-0" RAMP UP LANDING 2A6.01 2A6.02 AND IIA6.02 11-0�B WINDOW IDENTIFICATION; REFER TO SHEET TYP F:1, 1A6.02 0 ro 3. REFER TO SHEET 2A6.03 AND 2A6.04 FOR INTERIOR (D 3 E)S FINISH SCHEDULIE—AND FINISH LEGEND F DS TM F FID 4. REFER TO SHEET 2A5.04 FOR EXTERIOR RAMP, STAIR (-) 1 V-2" 4'-6" (L A4.12 MEN'S LOCKERS (45) O WOMEN'S LOCKERS (11) M AND WALKWAY SECTIONS AND DETAILS 91-101, E 153 5. CG - CORNER GUARDS: OUTSIDE WALL CORNERS TO BE Q G) H T CG EQUIPPED WITH 5'-0" HIGH CORNER GUARDS E=FD N UNIFORM 1 C' . 4 0) G 12'-2" F 4--5" C W LL -F D WOMEN'S RESTROOM tV IFT I' I I I I I I I I I CIS _j ---a— L T� I F -1 1 CG CG0 -i 0 FD I I CORRIDOR D FD 9 U) T-O" F151� zo if) < KEY NOTES 0 z n L___j < CG CG C-4 W Q .0 FULL HEIGHT METAL LOCKER UNITS: : . 1� 72"Hx12'Wx18"DINDIVIDUAL LOCKER UNIT SIZE. E MEN'S RESTROOM 0 WOMEN: 11 FULL HEIGHT LOCKER UNITS FD 0 F A cl) �; (:I��) ) (]��) .11 Q MEN: 45 FULL HEIGHT LOCKER UNITS Ce> — FD ELEC (714 - 159 B 0 ADA SHOWER STALL L C ' C G CORRIDOR V RID R 151 11 0 9 9 <❑ m O 3'x1'LOCKER ROOM BENCH inzo JANITOR 0 _G) T-4"H X 3'-4"WX 3" DEEP SLIDING GLASS DOOR WALL DISPLAY CABINET; SECURED DOOR UNIT y VEND ICE 0? F CG CG 3'-0"H X T-O'W TACK BOARD UNITS LOUNGE Q T-O"H X 4'-0"W TACK BOARD UNITS 60 .3" - CG 156 BUILDING ENTRY ALCOVE; CONTINUOUS SHEET I STORE FD A L __J c SKID -RESISTANT, TEXTURED, POLY -GLASS OVERLAID 158 040 BREAK PLYWOOD. PLACE PLYWOOD PANEL OVER 158 157 ro 4 SELF-ADHESIVE WATERPROOF MEMBRANE SYSTEM CIS CGO�8 EXTERIOR RAISED ACCESS WALKWAYS, STAIRS, B r RAMPS AND WALKWAY CANOPIES; REFER TO SHEETS 0 2A5.04 AND S6.01 I w EXTERIOR MODULAR UNIT �MOUN�TEDHVAC �SYSTEM�3 . u_ DS �1_ I El L DS (DJ co UP in z (0 RAMP UP 8 6'.4" TYP LANDING 9.4" 9'4" 8'4" REVIEWED FOR 2T-8" 64" 2T-0" CODE COMPLIANCE [REVIEWED F, CODE COMPLIA NCE APPROVED 60--0" 10%6" MODULAR UNIT S 01 SEP 27 2019 City of Tukwila BUILDING I DIVISION BUILDING DIVISION RECEIVED LOCKER LOUNGE MODULAR 0 2' 4� 81 12' CITY OF TUKWILA FLOOR PLAN i = = AUG 2 1 2019 SCALE: 1/4" V-0" 2 A1.01 'SCA, UE:' 14'=1;_(Y1 PERMIT CENTER 1601 5th Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: PERMIT SET Seattle, WA 98101 M BODSKY D CRIPPEN 17 MAY 2019 7006 REGISTERED 206.622.5822 DRAWN:SOUTH BASE ARCHITECT lcpff www.kpff.com MODULAR OFFICES T LARSON LIM TETRA TECH CHECKED BY PROJECT NO: KIngCOunty VEHICLE MAINTENANCE BUILDING DRAWING NO: IM. MARCEL SODSKY LER 1129642 Department of MODULAR - ENLARGED FLOOR PLAN STATE OF WASHINGTON NST 2 A4.02 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO. Transportation SHEET NO; OF PI) No. REVISION BY APDATE Seattle' Washington 98101 Phone: 20"83-9300 Fax: 206-883-9301 PENG C01300CIB 7 BREAK/LOUNGE (WA SCALE: 3/8" = V-0" 2 A4.02 T-O" 314" T-O" URINAL SCREEN, TYPICAL a I I 1'4" 3'-O" 3'-0" IF 3'-0" 1 T-2" t1 T-2"t MEN'S RESTROOM ('-V SCALE: 3/8" = V-0" 2 A4.02 TSCD a TTDJ MEN'S LOCKER ROOM SCALE: 3/8" = V-0" 2 A4.02 PERMIT SET 5'-0" 11'-6" No. I REVISION I BY I APP'D I DATE TOILET PARTITION, TYP TOILET GRAB BAR SHOWER GRAB BAR TTDJ FOLDING SHOWER SEAT c 0 0 C C T-O" S-O" 6-0" 5'-5" t BREAK/LOUNGE rB'), SCALE: 3/8" = V-O" 2 A4.02 T-6" 2'-6" 2'-2" MIR OR MIR OR MIR OR P D SO SD 1 ro _ � o � cV T-O" 2'-2" 3'-8" 2'-6' ADA SHOWER II 8'-0" 8" MEN'S RESTROOM J_� SCALE: 3/8" = V-0" 2 A4.02 REGISTERED ARCHITECT \M. MARCEL BODSKY I STATE OF WASHINGTON 12"Wx18"Dx SINGLE TIER LOCKER UNTS PROVIDE SUPF AND DRAIN LIN INSULATION JACKETING, TY BREAK/LOUNGE 6C SCALE: 3/8" = V-0" 2 A4.02 12'-0" (12) SINGLE TIER LOCKER UNITS MEN'S LOCKER ROOM SCALE: 3/8" = V-0" 2 A4.02 FRP BACKSPLASH ELECTRIC WATER COOLER WITH BOTTLE FILL STATION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION I 26-0" I r (25) SINGLE TIER LOCKER UNITS RECEIVED CITY OF TUKWILA o r 2' 2019 MEN'S LOCKER ROOM �H� 11 6' B' AUG SCALE: 3/8" = V-0" 2 A4.02 SCALE: 3/8"=T-0" PEf 119I21 T C ETPdTEFI APPROVED: 16015th Avenue, suite lsoo DESIGNED: METRO TRANSIT DIVISION DATE: Seattle, WA 98101 M BODSO D CRIPPEN 17 MAY 2019 206.622.5822 DRAWN: SOUTH BASE lcpff www.kpw.kpff.c.com MODULAR OFFICES TIARSON LIM // TETRA TECH CHECKED BY PROJECT NO: icing County VEHICLE MAINTENANCE BUILDING DRAWING NO: LERNST 1129642 www.tetratech.com Department of MODULAR - INTERIOR ELEVATIONS 2 A4.11 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEET NO: OF Seattle, Washington 98101 p Phone: 206-383-93GO Fax: 206-883-9301 P ENG C01300018 9-- 4'-0" FRP WAINSCOT MOP SINK JANITOR SCALE: 3/8" = l'-O" 2 A4.02 WOMEN'S LOCKERS (­E_� SCALE: 3/8" = V-0" 2 A4.02 FRP MOP -SINK SURROUND 0 0 L) 0 z Z < 3: LO T EL a. u_ LL JANITOR rb­� SCALE: 3/8" = V-0" 2 A4.02 FRP MOP -SINK SURROUND MOP RACK MOP SINK WOMEN'S LOCKERS J_� SCALE: 3/8" = 1 `-0" 2 A4.02 V-6.1 9 b 12'-0 1/2"± UNIFORM /I �c SCALE: 3/8" = 1'-0" 2 A4.02 171Ovvcl`N 'URTAIN ZOD (2) CONT WIRE SHELF WITH CLOTHS BAR ST STL WIRE SHELVING SYSTEM z c 4 UNIFORM (b'), SCALE: 3/8" = V-0" 2 A4.02 �5�-0" 3'-0" 3-2" CONT WIRE SHELF WITH CLOTHS BAR ST STL WIRE SHELVING SYSTEM u a 2'-0" TSCID TSCD FE=7 TTDJL__j o TTDJ TTDJ P �77 31-0.1 Iv-,d _11-6114 5'-0" 31_0" 11_8" ADA SHOWER -TYP- WOMEN'S RESTROOM G'), SCALE: 3/8" = V-0" 2 A4.02 24" X42" MIRROR 1, T-O" 24"x42" MIRROR 63'-3" UNIT, TYP UNIT, TYP GRAB GRAB ---/ BARS REVIEWED FOR PROVIDE SUPPLY BAR PROVIDE SUPPLY 11-01, CODE COMPLIANCE AND DRAIN LINE AND DRAIN LINE (0 INSULATION TTDJ INSULATION -1 . APPROVED JACKETING, TYP Let JACKETING, TYP r nSEP27 2019 PPITSCD TTDJ 9 9 City of Tukwila -1 9 ce) BUILDING DIVISION 1 '-8" 1 V-2" 2'-6" 2'-6" '-6" '-6" RECEIVED TYP TYPCITY OF TUKWILA 8'-0" 8.1 AUG 2 1 2019 4 WOMEN'S RESTROOM RESTROOM RESTROOM 0 V 2' i PER FM . h 61 8' PERMIT CENTER ........ 4 . i__� SCALE: 3/8" = l'-O" 2 A4.02 SCALE: 3/8" = V-0" 2 A4.01 SCALE: 3/8" = V-0" 2 A4.01 SCALE: 318*'=1'-0" 1601 5th Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: PERMIT SET 7006 Seattle, WA 98101 M BODSKY D CRIPPEN SOUTH BASE 17 MAY 2019 REGISTERED 20&622.5822 DRAWN ARCHITECT lcpff www.kpff.com -10 MODULAR OFFICES T LARS:ON rer— LIM TETRA TECH CHECKEDBY PROJECT NO: Kh County VEHICLE MAINTENANCE BUILDING DRAWING NO: M. MARCEL BODSKY 1129642 E OF WASHINGTON I wwwtetratech.wm L ERNST Department of MODULAR - INTERIOR ELEVATIONS 2 A4.12 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: REVISION BY APP'D DATE Seattle, Washington 98101 Transportation SHEET NO: OF Phone: 206-883-9300 Fax: 206-883-9301 PENG C01300CIB 400 1 1 1 1 1 4 _7 SHEET ME ROOF BY,' WEATHEF MEMBRP& DOWNVE FRAMING BUTYL MASTIC TAPE, TYP CONT NEOPRENE TOP CLOSURE; SET IN SEALANT SHEET METAL EAVE FLASHING; HEM EXPOSED EDGES, TYP COLOR -MATCH SCREW ATTACHMENT WITH NEOPRENE WASHER, TYP RIDGE SCALE: 3" = 1'- 0" NOTE: REFER TO VENT THROUGH ROOF (VTR) MECHANICAL AND ELECTRICAL DRAWINGS CONT SEALANT CLOSURE FOR ROOF MOUNTED PENETRATION STAINLESS STEEL CLAMPING RING COMPONENTS AND SYSTEMS PRE -MOLDED PIPE FLASHING SHEET METAL ROOF SYSTEM; REFER TO PLANS AND SPECS MECH RING FASTENER AND GASKET; SET IN SEALANT VENT THRU ROOF SCALE: 3" = V- 0" 3" SEAL PIPE PENETRATION THROUGH INSULATION SYSTEM BARRIERS A NOTE: COORD PIPE PENETRATION WITH METAL ROOF PANEL (STANDING SEAM) LAYOUT; PIPE PENETRATION AND FLASHING SYSTEM LIMITED TO FLAT SURFACE AREA BETWEEN METAL STANDING SEAMS, TYPICAL ---, 8" DIAMETER CONCRETE FILLED EXTERIOR STEEL PIPE BOLLARD; TYPICAL AS SHOWN FOR EXTERIOR SIDE OF OVERHEAD PANEL AND COILING DOOR UNITS, PER DETAIL 61S5.02 WDIAMETER CONCRETE FILLED EXTERIOR STEEL PIPE BOLLARD, TYPICAL AS SHOWN FOR BUILDING PERIMETER CORNERS; TYPICAL 2 BOLLARDS AT CORNER CONDITION, PER DETAIL 6/S5.02 PEMB BUILDING EXTERIOR CORNER OVERHEAD PANELICOILING DOOR 8" DIAMETER CONCRETE FILLED INTERIOR STEEL PIPE BOLLARD; TYPICAL AS SHOWN FOR INTERIOR SIDE OF OVERHEAD PANEL AND COILING DOOR UNITS, PER DETAIL 6/S5.02 BOLLARD LAYOUT r9') SCALE: 1/2" = 1'- 0" No. PERMIT SET REVISION BY I APP'D I DATE COLOR -MATCH SCREW ATTACHMENT WITH NEOPRENE WASHER — 8" SHEET METAL ROOF SYSTEM RIDGE SCALE: 3" = 1'- 0" FORMED RIDGE; CONFORMED TO ROOF PROFILE BUTYL MASTIC TAPE, TYP UNDERLAYMENT WEATHER -BARRIER; CONT OVER RIDGE WEATHER STRIP IN A FLASHING EAVE SCALE: 3" = 1'- 0" ROOF DETAILS: FORMED SHEET METAL RIDGE CAP STAIR LOCATION -, RIDGE DETAIL EAVE DETAIL 212A5.03 3/2A5.03 SHEET METAL ROOF SYSTEM; 1-1/2" DIA ALUM HA I` EA SIDE- SCHED 40 IDRAIL, PIPE; RAKE DETAIL 4/2A5,03 EXPOSED FASTENER SYSTEM OVER WITH RETURN CONT WEATHER BARRIER V-811 12 EXTRUDED ALUM — REFER TO STRUCTURAL SHEET WALL BRACKET; TYP 3 S6�01 FOR CANOPY FRAMING CONNECT TO SHEET METAL EAVE FLASHING POST, F-9' LU SPACING, MAX cc L z 0 JLAR BLDG SHEET METAL 0 ER/DOWNSPOUT SYSTEM; R TO BUILDING ELEVATIONS ZOOF PROFILE/LAYOUT 9 PLAN ALUM POST WELDED TO POST SHOE, TYP --- A SHEET METAL ROOF PANEL; EXPOSED FASTENER APPLICATION NEOPRENE BOTTOM CLOSURE; SET IN SEALANT SHEET METAL EAVE FLASHING; HEM EXPOSED EDGES, TYP SHEET METAL ROOF SYSTEM WEATHER BARRIER MEMBRANE; EXTEND DOWN VERT RAKE FRAMING — WOOD -FRAMED CANOPY STRUCTURE; REFER TO STRUCT — RAKE SCALE: 3" = V- 0" HORIZONTAL GIRT 3" DO EXTRUDED ALUM TOP RAIL SPACE 3/4" FRP 39'x 2"± EXTRUDED ALUMINUM FA PACED PLYWD CHANNEL POST/PICKET RECEIVER PANEL, TYP ALUMINUM POST/PICKET CONTINUOUS 2" SQUARE EXTRUDED ALUM POST: WALL BOTTOM 6-0" CENTERLINE SPACING, MAX ANGLE PROVIDECONTINUOUS ALUM POST SHOE BELOW BENT STEEL "U' FOR FRP PANEL BOTTOM ATTACHMENT 3/4" x 1" EXTRUDED ALUM PICKET; SLAB ON 5" CENTERLINE SPACING, MAX GRADE OVER CAPILLARY 1" x 2" EXTRUDED ALUMINUM SAND BREAK BOTTOM CHANNEL WEEP HOLES 21/2" HIGH BY 4 3/4" SQUARE ALUM POST SHOE; ALUM CAST CONC CURB OR SLAB ON GRADE; PER PLAN BAS� )WNSPOUT; VERIFY SIZE AND LIT OF MODULAR BLDG ALUMINUM GUARDRAIL ER AND DOWNSPOUT SYSTEM SCALE: 1 1/2" V- 0" JLAR BLDG DOWNSPOUT EM; CONNECTED TO 3RADE DRAINAGE SYSTEM 5/8" EXT GWB CONCEALED FASTENER METAL SHEATHING- WALL PANEL SYSTEM DMPOSITE DECKING SYSTEM HORIZONTAL VERIFY LAYOUT AND GIRT SPACE — WEATHER BARRIER ON CONT R-10 iT OF THE MODULAR 3/4" FRP-FACED RIGID POLYISO INSUL IING EAVE/GUTTER LINE, PLYWD PANEL, TYP FLEXIBLE FLASH OVER WEATHER I RIDGE AND FLOOR LEVELS -----------BARRIER, BHT MTL FLASHING AND /ERTICAL BUILDING METAL STUD BHT MTL PANEL CLOSURE ILES PRIOR TO FABRICATION FRAMING INFILL \NOPY STRUCTURE WALL PANEL CLOSURE FLASHING; JLAR BUILDING PERIMETER _* COORDINATE LAYOUT OF ING SYSTEM AND COLUMN JECTION R TO STRUCTURAL SHEET FOR CANOPY FRAMING AND DATION SYSTEM ALT SURFACED GRADE WITH SLOPE TO SITE DRAIN SYSTEMS; SITE VERIFY GRADE SLOPE AND LAYOUT FOR TRANSITION TO SITE STEPS AND ACCESS RAMPS MODULAR BUILDING - CANOPY SECTION (_1_0_� SCALE: 1/2" = 1'- 0" 71106 REGISTERED N M. MARCEL BODSKY ATTACH TO WALL BOTTOM ANGLE; z WEATHER IN WITH FLEX FLASH CONCRETE CURB CONT SHT MTL BASE RETURN FLASHING; FASTEN AT 18" OC; CONTWATERSTOP CONNECT HORIZ SECTIONS WITH BUTT -JOINTS AND 8" WIDE FORMED SHT MTL BACKING STRIPS; SEAL EDGES WITH BUTYL TAPE FABRICATE END CLOSURE PANELS AT DOOR AND END WALL TRANSITIONS, TYP -2 PARTITION BASE AT CONIC CURB 071), SCALE: 1 1/2" = V- 0" 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206,622.5822 lcpff www.kpff.com TETRA TECH Z.tetratech.wrn 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-aB3-9301 5"± = n COLOR -MATCH SCREW ATTACHMENT WITH NEOPRENE WASHER, TYP BUTYL MASTIC TAPE, TYP SHEET METAL GABLE TRIM FLASHING; HEM EXPOSED EDGES, TYP CONCEALED FASTENER METAL WALL PANEL SYSTEM VINYL -FACED METAL BUILDING BATT INSULATION SYSTEM FILL WITHIN GIRT SPACE CONT INSULATION SYSTEM INTEGRAL AIR BARRIER SYSTEM WALL PANEL CLOSURE FLASHING - ATTACH TO WALL BOTTOM ANGLE; WITH DRIP FLEXIBLE FLASH OVER TOP OF PROTECTION BOARD MECH FASTEN EACH END TO CURB; SLOT TO ALLOW MOVEMENT < BHT MTL SKIRT FLASHING CLOSURE OVER PROTECTION BOARD; WITH HEMMED EDGE, TYP ASPHALT PAVING SYSTEM ADHESIVE -APPLIED PROTECTION BOARD OVER R-10 RIGID CLOSED CELL INSULATION 4 DAMPPROOFING ON CONCRETE FACE, TYP PERIMETER FOUNDATION DRAIN C AND BACKFILL r-7-N TYPICAL PERIMETER FOUNDATION DETA SCALE: 1 1/2" = V- 0" DESIGNED: APPROVED: M BODSKY D CRIPPEN DRAWN: TLARSON CHECKED BY PROJECT NO:County L ERNST 1129642 Department of Transportation CHECKED BY CONTRACT NO: PENG C0130OC18 KtVIt:VVtU t-UK CODE COMPLIANCE APPROVED SEP 27 2019 0 61 11 2' City of Tukwila BUILDING DIVISION METRO TRANSIT DIVISION DATE: SOUTH BASE 17 MAY 2019 MODULAR OFFICES RECEIVED CITY OF TUKWILA DETAILS AUG 2 1 2019 DRAWING NO: 2 A5.03 190 gZ-7 2, PERMIT CENTER SHEET NO: OF BUILDING LINE OR POST 1-1/2" DIA STEEL RAILING AT AS REQUIRED BY SITE RAMP - TOP OF RAILING AT 36" ABOVE DECK - RETURN DECK SYSTEM - FINISHES: AT ENDS, PAINT FINISH; MIN WALKWAYS: 2x6 OF (3) #10x3" SCREWS COMPOSITE DECKING SYSTEM; (2) #8x2.5 SCREWS 1 1/2" 2x6 PT TOP RAIL AT T-6" HANDRAIL AT 6" TO EACH JOIST STAIRS/RAMPS: CONT 3/4" ABOVE WALKING SURFACE RETURN TO SKID -RESISTANT 2x4 PT RAILS EQ SPACE WALL, TYP POLY -GLASS OVERLAID S SPACING BETWEEN RAILS PLYWOOD; #8x2.5" SCREWS AT 6" OC TO ALL SUPPORTS 4x4 PT POST AT 6-0" OC, MAX 3x12 WOOD STAIR RAMP FRAMING, TYP co STRINGER LUS JOIST HANGER, GALV, TYP BHT MTL STAIRCASE DIAGONAL 2x4 PT BRACING AT 1x4 TRIM ANGLE; SIMPSON POST LOCATIONS. INSTALL TA10Z, GALV, TYP — BRACING WHERE HEIGHT FROM RAMP/STAIRS: 2x10 PT RIM CONCRETE PIER TO BOTTOM OF JOIST W/ (2j 1/2" DIA x 7" JOIST IS 18" OR GREATER 2x6 PT HEM FIR #2 GALV BOLTS EACH SIDE U) H _ AT 16" OC 2x4 PT SUPPORT FROM POST of � xx BASE TO UNDER RIM, NAIL TO IX x N 4 SIDE OF POST WITH 3-ROD NAILS ¢ w x CONT WOOD 3-ROD COMMON NAILS AT STAIR/RAMP POST BASE: c) O STRINGER LEDGER EACH END OF BRACEM, TYP 11 "x11'W" PRE -CAST CONIC LU IERS WITH GALV STAND-OFF ANCHOR BOLT TO POST, TYP INTERMEDIATE 2x12 PT WOOD STRINGERS AT Z-0' SPACING — WALKWAY / RAMP SECTION %1 SCALE: 1/2" = V-0" 2 A5.04 NOTE: REFER TO DETAIL 6/2A5.04 FOR STAIR 0„ TREAD/RISER DETAIL yp RADIUS TRANSITION, TYP STEEL RAILING; EACH SIDE, PAINT FINISH Q� V-0" CONT ALUM STAIR NOSING TYp SLIP -RESISTANT STRIPS -M Q YELLOW COLOR MECH INSTALLATION C9 Q CONT 1x2 WOOD BLOCKING ih 1 CONT 1x8 WOOD RISER I CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID 0 F- PLYWOOD TREAD � � O — CONT 2x12 TREAD; BASE FRAMING 00 m / CONT 2x RISERISTRINGER 0 \ BLOCKING STAIR SECTION // 2� SCALE: 1/2" = V-0" 2 A5.04 DOWNSPOUT DROP THROUGH DECKING; VERIFY LOCATION OVERHEAD CANOPY FRAMING; TRIM DECK TIGHT TO REFER TO STRUCT PENETRATIONS, TYP I LINE OF MODULAR BLDG; REFER TO FLOOR PLANS ❑ i CORNER/END POSTS, TYP 4x4 POST AT 6-0" OC, MAX LINE OF 73 1 OVERHEAD L ADJUST WOOD SUB -FRAMING TO v J o CANOPY —�-'" — _ — — — — — PROVIDE LEVEL TRANSITION I I I ( BETWEEN DECK FINISH MATERIALS Q CONT 3'-6" HIGH I I I — WOOD FRAMED 1 I — —-------------------------- GUARDRAIL;TYPAT I I I -------------- ------------ OPEN SIDES OF WALKWAY 1 STEEL HANDRAIL; EACH I SIDE, PRINT FINISH WALKWAY SURFACE: TYP 00 2x6 COMPOSITE PLYWt DECKING SYSTEM 1 ¢ SLOPE 1 5 STEEL HANDRAIL; I I STEEL HANDRAIL CONT x A 4 I 1 j FOR LENGTH OF RAMP V PAINT FEACHIINSH 1 I —------------- --L z I I I 0 I x I I CONT ALUM STAIR NOSING LU LU w I ( 1 ( 1/4"x1'-O" HOT -DIPPED F p I GALV DIAMOND PLATE; p ( n FULL WIDTH OF RAMP — I ~ I I PRESSURE TREATED 4x4 uj WOOD POST WITH BASE ENCASED IN CONCRETE; 16" DIA BY MIN 24" DEPTH, TYP - o I REFER TO PLANS FOR 5'-0" CLEAR STAIR TREAD - CONT 3/4" STAIR WIDTH MIN LANDING DEPTH SKID -RESISTANT 0 POLY -GLASS OVERLAID N o m PLYWOOD COMPONENT Q Q RAMP / STAIR / WALKWAY PLAN VIEW SCALE: 1/2" = V-0" ,_0„ 1_0" 0 PRESSURE TREATED 4x4 WOOD POST WITH BASE i I I I ENCASED IN CONCRETE; I I I ( MIN 24" DEPTH, TYP L_LLJ -------N----------- 0 tL 0 iY w w X ,-0„ WALKWAY / STAIR ELEVATION SCALE: 1/2" = V-0" 2 A5.04 RAMP/STAIR OFFSET AS REQUIRED TO CLEAR MECH EQUIP; VERIFY OFFSET PRIOR TO CONSTRUCTION I I I I RADIUS HANDRAIL RETURN, TYPICAL I I CONT T-6" HIGH WOOD (� FRAMED GUARDRAIL I I CONT HANDRAIL I I RAMP SURFACE - CONT 3/4" I I SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD RAMP SURFACE I I I I I I I I I I I I I I I I — — — — — — — — — — — — MF (� —- — — — — — — — — — — — — - L —--------------------------- CUT CONT PRESSURE TREATED LANDING DEPTH TAPERED 2x SHIMS FLUSH WITH PAVING SURFACE L_L_LJ HANDRAtL REl TO WALL, TYP WALKWAY SUI 2x6 COMPOSII DECKING SYS' EXTEND GUARDRAIL DOWN STAIR AND RAMP LOCATIONS, TYP STL HANDRAIL BEYOND; PAINT FINISH, TYP 4x4 STAIR/RAMP STARTER POST; EACH SIDE, TYP HANDRAIL RETURN, TYP AT STAIR AND RAMP CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD TREAD PRESSURE TREATED 4x4 WOOD POST WITH BASE ENCASED IN CONCRETE; MIN 24" DEPTH, TYP STAIR/RAMP POST BASE: 11"x11'W" PRE -CAST CONC PIERS WITH GALV STAND-OFF ANCHOR BOLT TO POST. TYP WALKWAY/RAM P SECTION r5 SCALE: 1/2" = V-0" 2 A5.04 i� CONT 3x12 WOOD STRINGER INTERMEDIATE 2x12 WOOD STRINGERS AT 2'-0' SPACING � SIMPSON TA10 STAIR ANGLE TYP STAIR SECTION DETAIL SCALE: 1" = V-0" 2 A5.04 NOTES 1. REFER TO FLOOR PLANS FOR EXTENT AND LAYOUT OF EXTERIOR WOOD FRAMED STAIRS, RAMPS AND WALKWAYS. 2. SITE VERIFY GUARDRAIL POST LAYOUT PRIOR TO FABRICATION OF HANDRAIL SYSTEM; ALIGN HANDRAIL BRACKETS WITH GUARDRAIL POST LAYOUT, TYPICAL 3. REFER TO STRUCTURAL DRAWINGS FOR WALKWAY AND OVERHEAD CANOPY FRAMING SYSTEMS 4. DESIGNED TO 2015 IBC, WA STATE BUILDING CODE STANDARDS FOR LUMBER; LUMBER TO BE HEM -FIR, STANDARD & BETTER 5. ALL LUMBER TO BE PRESERVATIVE -TREATED BY THE PRESSURE METHOD -ALL LUMBER IN CONTACT WITH THE PAVEMENT OR CONCRETE SHALL BE INCISED AND RATED FOR GROUND CONTACT 6. ALL FASTENERS SHALL BE GALVANIZED; FRAMING CONNECTORS SHALL BE HOT DIPPED GALVANIZED AND RATED FOR EXPOSURE TO CONTACT WITH PRESERVATIVE -TREATED LUMBER 7. FIELD -TREAT ALL PT LUMBER CUT EDGES WITH MANUFACTURER'S RECOMMENDED PRODUCT 8. "SIMPSON" OR EQUAL JOIST HANGERS, BRACKETS AND POST BASES SHALL BE USED FOR ALL STRUCTURAL CONNECTIONS 9. DIAMOND PLATE AT BOTTOM OF RAMP TO HAVE BEVELED EDGES - SECURE PLATE THROUGH PLYWOOD TO SHIMS WITH COUNTERSUNK GALVANIZED SCREWS 12" OC AT PERIMETER EXTEND HANDRAIL V-0" BEYOND TOP/BOT OF RAMP, TYP EXTEND GUARDRAIL DOWN STAIR AND RAMP LOCATIONS, TYP STL HANDRAIL; PAINT FINISH, TYP HANDRAIL BRACKET; LOC AT POST ADJUST WOOD SUB -FRAMING TO PROVIDE LEVEL TRANSITION BETWEEN DECK FINISH MATERIALS CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD TREAD 2x4 CROSS BRACING AT POST LOCATIONS, TYP PRESSURE TREATED 4x4 WOOD POST PRE -CAST STAIR/RAMP CONCRETE POST BASE, TYP CONT ALUM STAIR NOSING SLIP -RESISTANT STRIPS - YELLOW COLOR MECH INSTALLATION CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD TREAD CONT 2x12 TREAD; BASE FRAMING FOR CONT 1x2 WOOD BLOCK[REVIEWED DE COMPLIANCE APPROVED CONT 1x8 WOOD RISER SEP 27 2019 I la BUILDING DCity of �ISiON I RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER DESIGNED: APPROVED: DATE: PERMIT SET 160 le, WAenue, suite 1600 METRO TRANSIT DIVISION Seattle, 98101IM DRAWN: SOUTH BASE 17 MAY 2019 7006 206.622.5822 Y DCRIPPEN REGISTERED DRAWN: �y-,y ARCHITECT lcpff www.kpff.com MODULAR OFFICES A WRIGHT TETRA TECH CHECKED BY PROJECT NO: �Ing County DETAILS DRAWING NO: M. MARCEL BODSKY I mvw.tetratech.com STATE OF WASHINGTON LERNST 1129642 Department of EXTERIOR RAMP/STAIR/WALKWAY DETAILS 2 A5.04 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEETNO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-883-9301 PENG C01300C1B DOOR AND FRAME SCHEDULE DOOR NUMBER LOCATION DOOR OPENING SIZE DOOR FRAME DETAILS WIDTH HEIGHT THICK TYPE MATERIAL FINISH TYPE MATERIAL FINISH HEAD JAMB SILL U VALUE DOOR GLASSOFFICE HDWR SET RATING IRE NOTES MODULAR 131A CORRIDOR T-0" T-0" 1 3/4" B HM PTD 1 HM PTD - - 3 - EXTERIOR DOOR: INSUL GLASS; INSULATED DOOR; ACCESS CONTROL 131 B CORRIDOR T-0" T-0" 1 3/4" B HM PTD 1 HM PTD - - 3 - EXTERIOR DOOR: INSUL GLASS; INSULATED DOOR; ACCESS CONTROL 132 LOCKERS T-0" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 133 SUPERINTENDENT T-O" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 134 CHIEF T-0" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 135 CHIEF T-0" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 136 HOSTLER T-0" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 137 CONFERENCE T-0" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 138 STORE T-O" T-0" 13/4" A WD PTD 1 HM PTD - - 5 - 139 CLERK T-0" T-0" 13/4" B WD PTD 1 HM PTD - - 4 - 140 RESTROOM 3'-0" T-0" 13/4" A WD PTD 1 HM PTD 7 141 ELECTRICAL T-0" T-0" 13/4" A WD PTD 1 HM PTD 15 142 COPY/FILES T-0" T-0" 13/4" A WD PTD 1 HM PTD 6 LOCKER / LOUNGE MODULAR 151A CORRIDOR T-0" T-0" 1 3/4" B HM PTD 1 HM PTD - - 9 - EXTERIOR DOOR: INSUL GLASS; INSULATED DOOR 151E CORRIDOR T-0" T-0" 1 3/4" B HM PTD 1 HM PTD - - 9 - EXTERIOR DOOR: INSUL GLASS; INSULATED DOOR 154 WOMEN'S RESTROOM T-0" T-0" 1 3/4" A HM PTD 1 HM PTD - 10 - 155 JANITOR T-0" T-0" 13/4" A HM PTD 1 HM PTD - 5 - 158 STORE T-0" T-0" 13/4" A HM PTD 1 HM PTD - - 5 - 159 ELECTRICAL T-0" T-0" 13/4" A HM PTD 1 HM PTD - - 15 - 160 MEN'S RESTROOM T-0" T-0" 1 3/4" A HM PTD 1 HM PTD - - 10 - HOSTLER SHACK MODULAR 301 HOSTLER OFFICE T-0" T-0" 1 3/4" C HM PTD 1 HM PTD - 9 - EXTERIOR DOOR: INSUL GLASS; INSULATED DOOR 302 STORAGE 3'-0" T-0" 1 3/4" B HM PTD 1 HM PTD - 9 - EXTERIOR DOOR: INSUL GLASS; INSULATED DOOR ABBREVIATIONS ALUM - ALUMINUM PTD - PAINTED HM - HOLLOW METAL STL - STEEL INSUL-INSULATED WD - WOOD MFR- MANUFACTURER NOTE: REFER TO SHEET 1A6.02 FOR DOOR AND FRAME TYPES REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER DESIGNED: APPROVED: DATE: PERMIT SET 16Y 015thAvenue,Suite1600 � 0 METRO TRANSIT DIVISION Seattle, WA98101 1 MBODSKDCRIPPEN SOUTH BASE 7 MAY 2019 7006 20 w.kp822 y REGISTERED DRAWN: ;Tf"jr�'-- ARCHITECT lq3ff www.kptf.com MODULAR OFFICES TLARSON TETRA CHECKED BY PROJECT NO: King County VEHICLE MAINTENANCE BUILDING DRAWING NO: M. MARCEL BODSi� 1129642 STATE OF WASRINCTON www.tetratech.com LERNST Department of MODULAR -DOOR SCHEDULE 2 A6.02 1420 Fifth Avenue,Suite 600 CHECKED BY CONTRACT NO: Transportation 1 SHEETNO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 I{/7 Z, Phone: 206-883-9300 Fax: 206-883.9301 P ENG C01300C18 >@ ma Eg �m DESIGN LOADS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, AS AMENDED BY THE CITY OF TUKWILA, AND ASCE 7-10. LIVE LOADS IN ADDITION TO THE DEAD LOADS, THE FOLLOWING FLOOR LIVE LOADS WERE USED FOR DESIGN. LIVE LOAD REDUCTION IS PER IBC SECTION 1607.10. REFER TO TABLE 1607.1 IN THE IBC FOR RELEVANT CONCENTRATED LIVE LOADS, ROOF SNOW LOAD THE ROOF SNOW LOAD IS DETERMINED USING CHAPTER 7 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1608 AND WITH THE FOLLOWING FACTORS: MINIMUM DESIGN LOAD 25 PSF WITHOUT DRIFT P = 20 PSF C = 1.0 IsA 1.0 Ct= 1.0 Pf= 14PSF SEISMIC LOADS THE SEISMIC FORCE -RESISTING SYSTEM (SFRS) USED TO RESIST EARTHQUAKE AND WIND LOADS IS COMPRISED OF STEEL ORDINARY MOMENT FRAMES AND STEEL ORDINARY BRACED FRAMES, DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS". EARTHQUAKE DESIGN IS BASED ON THE EQUIVALENT LATERAL FORCE PROCEDURE IN ASCE 7 SECTION 12.8 WITH THE FOLLOWING FACTORS: SITE CLASS C RISK CATEGORY II SEISMIC DESIGN CATEGORY D SS = 1.51 g hn = 29FT S1 = 0,57 g T = 0.25 SECONDS SIDS = 1.01 g TL = 6 SECONDS SD1 = 0.49g le = 1.0 R = 3.25 Cs = 0.31 V = BASE SHEAR =135 KIPS (VEHICLE MAINTENANCE BUILDING) WIND LOADS WIND LOAD IS DETERMINED USING CHAPTERS 26-31 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1609 WITH THE FOLLOWING FACTORS: RISK CATEGORY II Kzf = 1.0 EXPOSURE CATEGORY B Gcpl = t 0.18 Vult = 110 MPH Vasd = 85 MPH DESIGN WIND PRESSURES FOR DETERMINING FORCES ON COMPONENTS AND CLADDING SHALL BE DETERMINED USING CHAPTER 30 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1609 BY THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN OF SUCH ELEMENTS, UNLESS NOTED OTHERWISE ON THE DRAWINGS, SOIL LOADS ALLOWABLE SOIL -BEARING PRESSURE VEHICLE MAINTENANCE BUILDING 3,000 PSF DL + LL 4,000 PSF DL + LL + SEISMICIWIND MODULAR BUILDINGS 1,500 PSF DL + LL 2,000 PSF DL+LL+SEISMICANIND GARAGE 2,000 PSF RETAINING WALLS 35 PCF 80 PCF UNRESTRAINED, BELOW GROUNDWATER 55 PCF 90 PCF RESTRAINED BELOW GROUNDWATER 8H SEISMIC RETAINING WALL PRESSURES ARE LISTED AS EQUIVALENT FLUID PRESSURES. GROUNDWATER ELEVATION AT THE VEHICLE MAINTENANCE BUILDING HAS BEEN ASSUMED TO BE 2 FT BELOW GRADE. GENERAL NOTES SUBMITTALS SHOP DRAWINGS SHALL BE SUBMITTED TO THE PROJECT REPRESENTATIVE PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, METAL GRATING, AND STAIRS. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. DEFERRED SUBMITTALS PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE PROJECT REPRESENTATIVE AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: PRE-ENGINEERED STEEL STAIRS EQUIPMENT ANCHORAGE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS INTERIOR NONBEARING COLD -FORMED STEEL FRAMING, EXCLUDING GARAGE PARTITIONS PRE-ENGINEERED VEHICLE MAINTENANCE METAL BUILDING PRE-ENGINEERED MODULAR BUILDINGS, INCLUDING FOUNDATION SUPPORT AND ANCHORAGE HOSTLER SHACK STORAGE RACKS FALL PROTECTION ANCHORS NONSTRUCTURAL COMPONENTS DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN ACCORDANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STEEL STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES, TORSIONAL BRACING SHALL BE DESIGNED BY THE NONSTRUCTURAL COMPONENT DESIGNER AND APPROVED BY THE ENGINEER. PRE-ENGINEERED STAIRS STAIRS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS. TORSIONAL BRACING SHALL BE DESIGNED BY THE STAIR DESIGNER AND APPROVED BY THE ENGINEER. INSPECTION SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND TESTING. ALL PREPARED SOIL -BEARING SURFACES SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. SOILS COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY OR GEOTECHNICAL ENGINEER. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE PROJECT REPRESENTATIVE OF ANY DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS, THE CONTRACTOR SHALL OBTAIN DIRECTION FROM THE PROJECT REPRESENTATIVE BEFORE PROCEEDING. DIMENSIONS NOTED AS PLUS OR MINUS (±) INDICATE UNVERIFIED DIMENSIONS AND ARE APPROXIMATE. NOTIFY PROJECT REPRESENTATIVE IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS —DO NOT SCALE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED, AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK, SOILS SEE THE GEOTECHNICAL REPORT BY CLARITY ENGINEERING, DATED NOVEMBER 2018, FOR GEOTECHNICAL SUBSURFACE AND DESIGN INFORMATION. EARTHWORK, EARTHWORK MATERIAL, FOUNDATION PREPARATION, SITE PREPARATION, BACKFILL AND COMPACTION SHALL BE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALLS AND SUPPORTING SLABS ACHIEVE 28 DAY CONCRETE STRENGTH OR THE WALLS ARE TEMPORARILY BRACED. MEMBER SPACING ALL FRAMING MEMBERS SHALL BE EQUALLY SPACED BETWEEN GRID LINES, COLUMNS, AND DIMENSIONED FRAMING UNLESS NOTED OTHERWISE. CONCRETE CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19. CONCRETE MIXTURES CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: CONCRETE MIXTURES fc PSI TEST AGE DAYS EXPOSURE CLASS USE 4,000 28 FO SO WO CO SLAB -ON -GRADE (UNO), CURBS AND PADS FOUNDATIONS CONCRETE WALLS 4,000 28 FO SO WO C1 SLAB -ON -GRADE (STEAM BAY) 5,000 28 FO SO WO CO LIFT PITS (SERVICE BAYS) 4,000 28 F1 SO WO C1 GARAGE SLAB -ON -GRADE, CURBS AND PADS MIX NOTES 1. SLAB -ON -GRADE SHALL HAVE A MAXIMUM WATER CONTENT OF 265 LB/CU YD. 2. MAXIMUM WATER / CEMENT RATIO SHALL BE 0.45. CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1. WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. CaC12 OR OTHER WATER-SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE USED. WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATERICEMENTITIOUS MATERIALS RATIO AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR AS SHOWN IN ACI 318 TABLE 19.3.2.1 FOR THE EXPOSURE CLASSES LISTED. FIELD -MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR ENTRAINED. AIR -ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE AMOUNT OF ENTRAINED AIR SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF t1.5 PERCENT BY VOLUME. THE AMOUNT OF ENTRAINED AIR SHALL BE MEASURED IN THE FIELD AT THE DISCHARGE FROM THE TRUCK. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318, CHAPTER 19. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED ON THE PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE SHALL CONFORM TO THE PROJECT SPECIFICATIONS. CURING IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS FOR CURING REQUIREMENTS. REINFORCING STEEL DEFORMED BARS ASTM A 615, GRADE 60 ADHESIVE REINFORCING DOWELS (ARD) ASTM A 615, GRADE 60 ADHESIVE AS REQUIRED PER POST -INSTALLED ANCHORS REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH IS NOT SHOWN, USE TYPE LID I FOR TOP BARS) SPLICE PER DEVELOPMENT AND SPLICE LENGTH SCHEDULE. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERWISE: USE COLUMN TIES NONSTRUCTURAL SLAB -ON -GRADE WALL BARS: INTERIOR FACES EXPOSED TO EARTH OR WEATHER IfiZoillil e3 BOTTOM BARS TOP BARS COVER 1 1/2" SEE 5/S5.01 3/4" 1 1/2" (#5 AND SMALLER) 2" (#6 AND LARGER) 3" (CAST AGAINST EARTH) 1 1/2" 2" (#6 AND LARGER WHERE EXPOSED TO EARTH OR WEATHER) SIDE BARS 2" NONSHRINK GROUT BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM fc = 8,000 PSI. ALL OTHER NONSHRINK GROUT SHALL HAVE MINIMUM fc = 4,000 PSI. STRUCTURAL STEEL REFERENCE SPECIFICATIONS STRUCTURAL STEEL AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AISC 341- SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS HIGH STRENGTH BOLTS RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS WELDING AWS D1.1, TYPICAL AWS PREQUALIFIED JOINT DETAILS WELDER CERTIFICATION WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) STEEL MATERIALS WIDE FLANGE SHAPES (WAND WT) ASTM A 992 PLATES (PL), BARS ASTM A 36 TYPICAL, ASTM A 572 GRADE 50 WHERE NOTED ANGLES (L), CHANNELS (C AND MC) ASTM A 36 STRUCTURAL TUBES (HSS) ASTM A 500, GRADE B OR C STEEL PIPE ASTM A 53, GRADE B STRUCTURAL BOLTS ANCHOR RODS ASTM F 1554, GRADE 36 UNLESS NOTED OTHERWISE THREADED RODS ASTM A 36, UNLESS NOTED OTHERWISE WELDING ELECTRODES 70 KSI, LOW HYDROGEN, TYPICAL DIAMOND DOWELS ASTM A108 STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 22, GALVANIZING STRUCTURAL STEEL AND CONNECTIONS, INCLUDING PLATES AND OTHER STEEL ITEMS EMBEDDED IN CONCRETE, WHICH ARE EXPOSED TO WEATHER AND NOT TO BE PAINTED, OR WHERE INDICATED IN THE PROJECT SPECIFICATIONS, SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION IN COMPLIANCE WITH ASTM A 123. ALL FIELD WELDS ON GALVANIZED MATERIAL SHALL BE COATED WITH BRUSH APPLIED ZINC -RICH PAINT COMPLYING WITH THE SPECIFICATIONS. WELDING ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS, AND SHALL BE PERFORMED BY AWS-WABO-CERTIFIED WELDERS. ONLY WELDS THAT ARE PREQUALIFIED, AS DEFINED BY AWS, OR QUALIFIED BY TESTING SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON THICKNESS. MINIMUM WELD SIZE SHALL BE 3/16-INCH, UNLESS NOTED OTHERWISE. THE WELDS SHOWN ARE FOR THE FINAL CONNECTIONS. FIELD WELD SYMBOLS ARE SHOWN WHERE FIELD WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN. WHERE FIELD WELD IS NOT INDICATED, THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD -WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION. ANCHORS POST -INSTALLED ANCHORS PROVIDE POST -INSTALLED ANCHORS PER THE FOLLOWING SCHEDULE, OR APPROVED EQUAL UNLESS NOTED OTHERWISE: ANCHORS IN CONCRETE ANCHOR TYPE APPROVED ANCHOR(Sy EVALUATION REPORT ADHESIVE HILT] HIT HY200 ESR-3187 MECHANICAL HILTI KWIK BOLT TZ ESR-1917 USE OF ALTERNATE PRODUCTS, OR OF POST -INSTALLED ANCHORS AT LOCATIONS NOT SHOWN IN THESE DRAWINGS, IS SUBJECT TO THE APPROVAL OF THE PROJECT REPRESENTATIVE. SUBMIT PROPOSED ANCHORS TO THE PROJECT REPRESENTATIVE WITH AN ]CC -ES OR IAPMO LIES REPORT VALID FOR THE 2015 IBC. SUBMITTED ICC-ES AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR USE IN CRACKED CONCRETE OR UNCRACKED, FULLY GROUTED REINFORCED CONCRETE MASONRY UNITS. WHERE ANCHORS RESIST SEISMIC LOADS, SUBMITTED ICC-ES AND IAPMO LIES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR THE RESISTANCE OF SEISMIC LOADS. ADHESIVES SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING AN AGE OF 21 DAYS AS REQUIRED BY ACI 318, HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS ALL HEADED SHEAR STUDS SHALL CONFORM TO ASTM A 108 AND SHALL BE 3/4-INCH DIAMETER HEADED STUDS, UNLESS NOTED OTHERWISE. STUD LENGTHS AFTER WELD SHALL BE AS SHOWN ON THE DRAWINGS, DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A 496 AND SHALL BE OF THE SIZE AND LENGTH SHOWN ON THE DRAWINGS. ALL STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER. .. C PRE-ENGINEERED METAL BUILDING SHALL BE A DEFERRED SUBMITTAL PER THE REQUIREMENTS OF THE GENERAL NOTES. ANCHORAGE OF METAL BUILDING COMPONENTS TO THE FOUNDATIONS SHALL BE BY THE METAL BUILDING ENGINEER INCLUDING, BUT NOT LIMITED TO, SIZING OF ANCHOR BOLTS, SPECIAL INSPECTION REQUIRED BY THE IBC FOR METAL BUILDING COMPONE PECIFIED BY THE METAL BUILDING ENGINEER, REV SEWED FOR CODE COMPLIANCE APPROVED I9ECEIVED SEP 27 2019 CITY OF TUKW1J PERMIT SET 1601Sth DESIGNED: APPROVED: ETJF iAit1 vls i�v� N DATE: �1ING xasg��d� le,WA 8 0Suite1600 Seattle,wA981o1 lcpff 206.622.5822 E LOFTHUS D CRIPPEN PEPiviITCENTER I 06/12/2019 DRAWN: www.kpff.com L MODULAR OFFICES 0 �L.G, sslONAL ECG \�!� hN TETRATECH �®tetratech.com 1420Fifth Avenue, Suite 600 Seattle, Washington 98101 B MEZZETTI y� .y �/�.(��.r,{„7p„Ly Department of Transportation STRUCTURAL NOTES - CHECKED BY S ROBERTS PROJECT NO: 1129642 DRAWING NO: S0.01 No. REVISION BY APPO DATE CHECKED BY CONTRACTNO: SHEET No; OF Phone: 206-883-9300 Fax: 206-883.9301 P ENG C0130OC18 z a m v U E 65 ? E� �m G E No. WOOD WOOD CONSTRUCTION SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 23. SAWN LUMBER SAWN LUMBER SHALL CONFORM TO THE LATEST EDITION OF "GRADING AND DRESSING RULES" BY WCUB OR "WESTERN LUMBER GRADING RULES" BY WWPA. LUMBER SHALL BE SEASONED DRY WITH A MAXIMUM MOISTURE CONTENT OF 19% AND BE THE SPECIES AND GRADE SPECIFIED BELOW. USE GRADE Fb (PSI) (SINGLE USE) WALLSTUDS 2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR -LARCH STUD GRADE 700 PLANKING & PLATES 2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR -LARCH NO.2 900 JOISTS & RAFTERS 2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR -LARCH NO.2 900 BEAMS & STRINGERS 5"x5" AND LARGER DOUGLAS FIR -LARCH NO.1 1,350 POSTS 5"x5" AND LARGER DOUGLAS FIR -LARCH NO.1 1,200 4"X4" DOUGLAS FIR -LARCH NO.1 1,000 WOOD STRUCTURAL PANELS WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF DOC PS 1 OR DOC PS 2. SHEATHING SHALL BE AS FOLLOWS: ROOF SHEATHING 19132 CATEGORY APA A-C, GROUP 1, EXTERIOR ROOF SHEATHING ALL ROOF SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION PERPENDICULAR TO SUPPORTS, UNLESS NOTED OTHERWISE, AND WITH THE PANELS CONTINUOUS OVER TWO OR MORE SUPPORTS. INSTALL WITH 1/8" GAP BETWEEN PANELS. NAILS SHALL BE DRIVEN FLUSH, BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. TIMBER FASTENERS AND CONNECTORS WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE AS SPECIFIED IN CATALOG NO, C-C-2017, OR APPROVED EQUAL. INSTALL CONNECTORS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS WITH NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER, WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE FASTENERS IN EACH MEMBERS. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A 307. PROVIDE STANDARD WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED DRY AND BE THE SAME GRADE (MIN) AS THE MEMBERS CONNECTED. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH LU SERIES JOIST HANGERS, UNLESS NOTED OTHERWISE. ALL DOUBLE AND TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH U SERIES HANGERS, UNLESS NOTED OTHERWISE. ALL FRAMING NAILS SHALL HAVE THE SIZE AND MINIMUM LENGTH AS SPECIFIED IN THE FOLLOWING TABLE, UNLESS NOTED OTHERWISE. NAIL TYPE SHALL BE COMMON UNLESS NOTED OTHERWISE. POWER -DRIVEN NAILS AND STAPLES SHALL BE IN ACCORDANCE ICC-ES ESR-1539. NAILING NOT SHOWN SHALL BE AS INDICATED IN IBC TABLE 2304.10.1. FRAMING NAILS TYPE MARK TYPE SHANK DIAMETER MINIMUM LENGTH 8d COMMON 0.131" 21/2" 10d COMMON 0.148" 3" 16d COMMON 0.162" 31/2" 16d-SHORT SHORT 0.131" 31/4" REVISION BY I APP'D I DATE POWER -DRIVEN NAILS MAY BE SUBSTITUTED FOR COMMON NAILS AT SPACING AS FOLLOWS. SUBSTITUTIONS FOR NAIL SIZE, SPACING, OR QUANTITY NOT SHOWN REQUIRE APPROVAL. ALTERNATE NAILING SCHEDULE FASTENER TYPE SHANK DIAMETER LENGTH SPACING 8d COMMON 0.131" 21/2" 16" 12" 8" 6" 4" 3" 2" 16d SHORT 0,131" 31/4" 16" 12" 8" 6" 4" 3" 2" 10d COMMON 0.148" 3" 16" 12" 8" 6" 4" 3" 2" 16d SHORT 0.131" 31/4" 12" 10" 6" 4" 3" 21/2" 1 1/2" 16d COMMON 0.162" 31/2" 1 1V 12" 8" 6" 4" 3" - 16d SHORT 0.131" 31/4" 10" 8" 5" 4" 21/2" 2" - ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE -TREATED LUMBER SHALL EITHER BE STAINLESS STEEL OR GALVANIZED WITH A MINIMUM COATING OF 1.85 OUNCES/SQUARE FOOT. IDENTIFICATION ALL SAWN LUMBER AND PREFABRICATED WOOD PRODUCTS SHALL BE IDENTIFIED BY A GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY. PRESERVATIVE -TREATED WOOD WOOD SHALL BE PROTECTED FROM DECAY AND TERMITES IN ACCORDANCE WITH IBC 2304.12. PRESERVATIVE -TREATMENTS SHALL CONFORM TO THE APPROPRIATE STANDARDS OF THE AWPA FOR SAWN LUMBER, GLUED -LAMINATED TIMBER, ROUND POLES, PILES, AND MARINE PILES AND SHALL BEAR A TREATMENT IDENTIFICATION MARK BY THE CERTIFYING AGENCY. ALL LUMBER IN CONTACT WITH CMU, CONCRETE, OR GROUND SURFACES SHALL BE PRESERVATIVE -TREATED, PRESERVATIVE TREATMENT SHALL NOT REDUCE ALLOWABLE DESIGN STRESSES. COLD FORMED STEEL REFERENCE STANDARDS IBC CHAPTER 22, SECTIONS 2210 AND 2211. AISI S100 "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" AISI S240 "NORTH AMERICAN SPECIFICATION FOR COLD -FORMED STEEL STRUCTURAL FRAMING" SUBMITTALS SUBMIT PRODUCT DATA AND PROOF OF ICC-ES OR IAPMO UES APPROVAL FOR FRAMING MEMBERS, FASTENERS, AND CONNECTION HARDWARE VALID FOR THE 2015 IBC. ALTERNATE MATERIALS WITH EQUIVALENT SIZE, SHAPE, STRENGTH AND STIFFNESS SHALL BE SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT. FRAMING MEMBERS COLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SIZE, SHAPE, AND GRADE AS INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH THE STEEL STUD MANUFACTURER'S ASSOCIATION ICC EVALUATION REPORT ESR-3064P. MATERIALS STUDS AND TRACK SLOTTED DEFLECTION AND DRIFT TRACK MISCELLANEOUS SHAPES (STRIPS, SHEETS, ANGLES, BRIDGING) SHEET METAL SCREWS FRAMING FASTENERS ASTM A 1003, TYPE H 43 MIL AND THINNER, GRADE 33 54 MIL AND THICKER, GRADE 50 SCAFCO STANDARD SLOTTED DEFLECTION TRACK WITH STANDARD WEB SLOT CONFIGURATION, IAPMO UES-0283, OR APPROVED EQUAL ASTM A 653, GRADE 50 ASTM C 1513 GRABBER WAFER HEAD, OR APPROVED EQUAL SHEET METAL SCREWS FASTENERS SHALL BE SELF -DRILLING AND SHALL EXTEND THROUGH THE CONNECTION WITH A MINIMUM OF 3 EXPOSED THREADS. GALVANIZING GALVANIZE ALL MEMBERS IN ACCORDANCE WITH ASTM A 653, G60. COLD -FORMED STEEL ANCHORS TO CONCRETE AND STEEL WHERE INDICATED ON THE DRAWINGS, PROVIDE ANCHORS PER THE FOLLOWING TABLE. USE OF ALTERNATE PRODUCTS IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT PROPOSED ANCHORS TO THE ARCHITECT WITH AN ICC-ES OR IAPMO LIES REPORT VALID FOR THE 2015 IBC. REFERENCE THE ANCHORS SECTION FOR ADDITIONAL REQUIREMENTS. COLD -FORMED STEEL ANCHORS TO CONCRETE AND STEEL APPLICATION PRODUCT DIAMETER LENGTH MIN EDGE MIN EVALUATION DISTANCE SPACING REPORT CONCRETE SIMPSON ICC-ES SCREW TITEN HD 3/8" 21/2" 2 3/4" 3" ESR-2713 ANCHOR STUD PUNCHOUTS STUD PUNCHOUTS SHALL BE SPACED 24" QC AT MINIMUM. THE FIRST PUNCHOUT SHALL BE A MINIMUM OF 10" AWAY FROM THE ENDS OF EACH STUD. FIELD CUTS AND NOTCHES FIELD CUTS OR NOTCHES OF ANY KIND ARE NOT PERMITTED IN EXTERIOR WALL COLD - FORMED STEEL MEMBERS. IF A FIELD CUT IS REQUIRED, THE CONTRACTOR SHALL RECEIVE DIRECTION FROM THE ARCHITECT PRIOR TO CUTTING. 16015th Avenue, Suite 1600 Seattle, WA 98101 E LOFTHUS 206.622.5822 DRAwN. www.kpff.com TETRA TECH w Aetratech.com 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-883•9301 B MEZZETTI S ROBERTS CHECKED BY P ENG APPROVED: D CRIPPEN PROJECTNO: 1129642 CONTRACT N( C0130OC18 METRO TRANSIT DIVISION SOUTH BASE MODULAR OFFICES STRUCTURAL NOTES REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER DATE: 06/12/2019 DRAWING NO: S0.02 STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS AB ANCHOR BOLT EW EACH WAY P POST CONCRETE SYMBOLS GENERAL SYMBOLS ADD'L ADDITIONAL EX EXISTING PAF POWER ACTUATED FASTENER ADH ADHESIVE EXP EXPANSION PC PIECE ADJ ADJUSTABLE EXT EXTERIOR PC PILE CAP AESS ARCHITECTURALLY EXPOSED F FAHRENHEIT PEMB PRE-ENGINEERED METAL BUILDING (-- PARTIAL HEIGHT CONCRETE WALL GRID BUBBLE 6 STRUCTURAL STEEL FD FLOOR DRAIN PEN PENETRATION AFF ABOVE FINISH FLOOR FDN FOUNDATION PJP PARTIAL JOINT PENETRATION SURFACE - SLOPE UP AGG AGGREGATE FF FINISH FLOOR PL PLATE ANCH ANCHOR FIN FINISH PL PROPERTY LINE El CONCRETE IN CROSS SECTION ARCH ARCHITECTURAL FLG FLANGE PLWD PLYWOOD SURFACE - STEPPED ARD ADHESIVE REINFORCING DOWEL FLR FLOOR PNL PANEL B/ BOTTOM OF FOB FACE OF BUILDING PSF POUNDS PER SQUARE FOOT CONCRETE IN CROSS SECTION WITH HYDROPROBIC ADMIXTURE BLDG BUILDING FS FAR SIDE PSI POUNDS PER SQUARE INCH BLKG BLOCKING FT FEET PT POST -TENSIONED SURFACE - SLOPE DOWN BM BEAM FTG FOOTING PT PRESERVATIVE -TREATED BN DIAPHRAGM BOUNDARY NAILING GA GAUGE PWT PREFABRICATED WOOD TRUSS BOT BOTTOM GALV GALVANIZED R RADIUS SURFACE - SLOPE TWO WAYS STEEL SYMBOLS BRIG BEARING GB GRADE BEAM RD ROOF DRAIN BSMT BASEMENT GEN GENERAL REINF REINFORCING BTWN BETWEEN WUNDISTURBED SOIL COMPACTED SOIL BACKFILI OR GL GLUED LAMINATED TIMBER REM REMAIN(DER) = ❑ ❑ STEEL COLUMN ABOVE OR PASSING THRU THIS LEVEL ANY PREPARED SUBGRADE. SEE SPECIFICATIONS FOR BUR BUILT-UP ROOF GOVT GOVERNMENT REQ'D REQUIRED TYPE OF MATERIAL AND PREPARATION METHOD, C CAMBER GR GRADE RND ROUND CAP CAPACITY GWB GYPSUM WALL BOARD RO ROUGH OPENING CC CENTER TO CENTER HF HEM -FIR RTN RETURN STEEL COLUMN BELOW THIS LEVEL CDF CONTROLLED DENSITY FILL HGR HANGER Sc SLIP CRITICAL CIP CAST -IN -PLACE HK HOOK SCHED SCHEDULE NORTH ARROW CJ CONSTRUCTION OR CONTROL JOINT HORIZ HORIZONTAL SDCI SEATTLE DEPARTMENT OF CJP COMPLETE JOINT PENETRATION HP HIGH POINT CONSTRUCTION AND INSPECTIONS CL CENTERLINE HSS HOLLOW STRUCTURAL SECTION SDQ SPECIAL DUCTILE QUALITY CLG CEILING IBC INTERNATIONAL BUILDING CODE SECT SECTION CLR CLEAR ID INSIDE DIAMETER SFRS SEISMIC FORCE -RESISTING SYSTEM CMU CONCRETE MASONRY UNIT IE INVERT ELEVATION SHT SHEET STANDARD SECTION CUTS COL COLUMN IF INSIDE FACE SHTG SHEATHING CONC CONCRETE IN INCH SIM SIMILAR CONN CONNECTION INFO INFORMATION SOG SLAB -ON -GRADE CONST CONSTRUCTION INT INTERIOR SP SPACE CONT CONTINUOUS JST JOIST SPEC SPECIFICATION A / A2A1 ELEVATION OF WALL OR FRAME CONTR CONTRACTOR JT JOINT SQ SQUARE COORD COORDINATE K KIP (1,000 LBS.) SST STAINLESS STEEL 100'-0" CTR CENTER KSF KIPS PER SQUARE FOOT ST SUSTAINED TENSION ANCHOR /—"-- SPOT ELEVATION: TOP OF PLYWOOD CY CUBIC YARD LF LINEAL FOOT STD STANDARD TOP OF CONCRETE DB DIVIDER BEAM LFH LONG FACE HORIZONTAL STIFF STIFFENER TOP OF STEEL DBA DEFORMED BAR ANCHOR LLH LONG LEG HORIZONTAL STIRR STIRRUP 100'-0° TOP OF CONCRETE ELEVATION DBL DOUBLE LLV LONG LEG VERTICAL STL STEEL DCW DEMAND CRITICAL WELD LNGT LONGITUDINAL STRUCT STRUCTURAL DEMO DEMOLISH LP LOW POINT SUPP SUPPORT 100-0 TOP OF STEEL ELEVATION DET DETAIL LSL LAMINATED STRAND LUMBER SYM SYMMETRICAL DF DOUGLAS FIR LVL LAMINATED VENEER LUMBER T&B TOP AND BOTTOM T/SLAB CIA DIAMETER MAX MAXIMUM T&G TONGUE AND GROOVE REFERENCE ELEVATION. REFER TO PLAN DIAG DIAGONAL MEGH MECHANICAL T/ TOP OF UNLESS NOTED OTHERWISE. DKG DECKING MFR MANUFACTURER TB TABLE LEVEL 01 DN DOWN MIN MINIMUM THK THICKNESS) ELEVATION OF LEVEL DO DITTO MISC MISCELLANEOUS THRU THROUGH DWF DEFORMED WIRE FABRIC MOM MOMENT TRANS TRANSVERSE DWG DRAWING NIC NOT IN CONTRACT TYP TYPICAL AWP WORKPOINT REVIEWED FOR DWL DOWEL NO NUMBER LINO UNLESS NOTED OTHERWISE CODE COMPLIANCE APPROVED EA EACH NOM NOMINAL UT ULTRASONIC TESTING EF EACH FACE NS NEAR SIDE VERT VERTICAL �' DIRECTION OF DOWNWARD SLOPE SEP 27 2019 EL ELEVATION NS NONSHRINK VIF VERIFY IN FIELD ELECT ELECTRICAL NTS NOT TO SCALE W W-SHAPE City of TukwilDIVISIa ELEV ELEVATOR OC ON CENTER W/ WITH DIRECTION OF SPAN BUILDING EN PANEL EDGE NAILING OD OUTSIDE DIAMETER W/o WITHOUT RECEIVED EQ EQUAL OF OUTSIDE FACE WD WOOD CITY OF T UKWILA EQUIP EQUIPMENT OPNG OPENING WHS WELDED HEADED STUD AUG 21 2019 ES EACH SIDE OPP OPPOSITE WL WP WATER LINE WORK POINT9,­ PEIRMIT CENTER 40 42 7ZoDESIGNED: PERMIT SET 1601 5th Avenue, Suite 1600 APPROVED: METRO TRANSIT DIVISION DATE: 1Qv I NG $p 04 WAsgr�ct9 S1 kpff206.622.5822 E LOFTHUS D CRIPPEN LIM SOUTH BASE 06/12/2019 DRAWN: 5 N www.kpff.com MODULAR OFFICES 0� ,c� 4' �q TETRA TECH www.tetratech.com B MEZZETTI �_ �+` IUng COtiiYly Department of STRUCTURAL ABBREVIATIONS AND SYMBOLS CHECKED BY S ROBERTS PROJECT NO: 1129642 DRAWING NO: SO.03 No. REVISION BY APP'D DATE S`4IONALG � 43 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101 Transportation CHECKED BY CONTRACT NO: SHEETNO: OF Phone: 206-883-9300 Fax: 206-B83-9301 P ENG C0130OC18 , 0 0 3 Z TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS INSPECTION SYSTEM OR MATERIAL REMARKS IBC CODE ODE OR STANDARq FREQUENCY (NOTE 6) REFERENCE r REFERENCE CONTINUOUS PERIODIC SOILS VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE - X DESIGN BEARING CAPACITY. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER - X MATERIAL. TB 1705.6 1705.6 GEOTECHNICAL REPORT BY THE GEOTECHNICAL ENGINEER PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. _ X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT X AND COMPACTION OF COMPACTED FILL. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS - X BEEN PREPARED PROPERLY. TABLE 2 ® REQUIRE® STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM OR MATERIAL REMARKS IBC CODE ODE OR STANDARCI FREQUENCY (NOTE 6) REFERENCE REFERENCE I CONTINUOUS PERIODIC FABRICATION WHERE FABRICATION OF STRUCTURAL, LOAD -BEARING OR LATERAL LOAD -RESISTING MEMBERS OR ASSEMBLIES IS BEING INSPECTION IN FABRICATION SHOP 1704.2.5 - _ _ PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE AS REQUIRED BY TABLE 2 AND AS REQUIRED ELSEWHERE IN THE STATEMENT OF SPECIAL INSPECTIONS. REFERENCE SECTION 1704.2.5.1 FOR APPROVED FABRICATOR EXCEPTION. CONCRETE INSPECT REINFORCEMEN, INCLUDING TB 1705.3(1) ACI 318: 20, 25.2-25.3, TOLERANCE AND REINFORCING PLACEMENT EMBEDMENTS AND VERIFY 1705.3 26.6.1-26.6.3, 26.8, - X PER ACI 318: 26.6 PLACEMENT. 1908.4 26.13.3 INSPECT ANCHORS CAST IN CONCRETE WAC 51-50-1705 ACI 318 17.8.2 - X ALL ANCHORS SHALL BE VISUALLY INSPECTED INSPECT ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS: ADHESIVE ANCHORS AND ADHESIVE ACI 355.4 REINFORCING DOWELS INSTALLED IN ICC/IAPMO REFER TO ANCHOR CALLOUTS FOR HORIZONTALLY OR UPWARDLY INCLINED TB 1705.3 (4.a) EVALUATION REPORI X - SUSTAINED TENSION (ST) DESIGNATION ORIENTATIONS TO RESIST SUSTAINED ACI 318: 17.8.2.4, TENSION LOADS. 26A3.3 ACI 355A MECHANICAL ANCHORS, ADHESIVE ICC/IAPMO ANCHORS, AND ADHESIVE REINFORCING TB 1705.3 (4.b) EVALUATION REPOR - (NOTE 7) ALL ANCHORS SHALL BE VISUALLY INSPECTED DOWELS NOT DEFINED ABOVE. ACI 318: 17.8.2, 26.13.3 TB 1705.3(5) 1705.3 ACI318:19, VERIFY USE OF REQUIRED DESIGN MIX. 1904 26.4.3-26.4.4, 26.13.3 - X - 1908.2 1908.3 PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM TB 1705.3(6) ASTM C 172 SLUMP AND AIR CONTENT TESTS, AND 1908.10 ASTM C 31 X - - DETERMINE THE TEMPERATURE OF THE ACI 318: 26A, 26.12 CONCRETE. VERIFY CURING METHOD AND DURATION OF _ ACI 318: 26.13.3.3(b) - X - CURING FOR EACH MEMBER. INSPECT FORMWORK FOR SHAPE, LOCATION TB 1705.3(12) ACI 318: 26.11.1.2(b) - X AND DIMENSIONS OF THE CONCRETE MEMBER 1705.3 BEING FORMED. INSPECTION SYSTEM OR MATERIAL IBC CODE ODE OR STANDARCI FREQUENCY (NOTE 8) REMARKS REFERENCE REFERENCE OBSERVE PERFORM STEEL =CTION TASKS PRIOR TO WELDING: WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE MATERIAL IDENTIFICATION (TYPE/GRADE) WELDER IDENTIFICATION SYSTEM FIT -UP OF FILLET WELDS: DIMENSIONS (ALIGNMENT, GAPS AT ROOT), 1705.2 CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), BACKING TYPE AND FIT (IF APPLICABLE) CHECK WELDING EQUIPMENT CTION TASKS DURING WELDING: USE OF QUALIFIED WELDERS CONTROL AND HANDLING OF WELDING CONSUMABLE& PACKAGING, EXPOSURE CONTROL NO WELDING OVER CRACKED TACK WELD ENVIRONMENTAL CONDITIONS: WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE WPS FOLLOWED: SETTINGS ON WELDING 1705.2 EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.), PROPER POSITION (F, V, H, OH WELDING TECHNIQUES: INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS CTION TASKS AFTER WELDING: WELDS CLEANED SIZE, LENGTH AND LOCATION OF WELDS WELDS MEET VISUAL ACCEPTANCE CRITERIA: CRACK PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY ARC STRIKES 1705.2 REPAIR ACTIVITIES DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER CTION TASKS PRIOR TO BOLTING: MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS PROPER FASTENERS SELECTED FOR THE 1705.2 JOINT DETAIL (GRADE, TYPE, BOLT LENGT IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) PROPER BOLTING PROCEDURE FOR JOINT DETAIL SC 360: TB N5.4-1 SC 360: N5.4 360: TB N5.4-2 360: N5.4 AISC 360: TB N5.4-3 AISC 360: N5.4 AISC 360: TB N5.6-1 AISC 360: N5.6 - X - - X - X - - X - - X - - - IFABRICATOR OR ERECTOR SHALL OBSERVE FN X X REVIEWED FOR APPROVED City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWIL4 AUG 2 1 2019 PERMIT CENTER PERMIT SET 16015th Avenue,:: Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: pV ING � 0y WAsg�� Seattle, WA 98101 lq3ff 206.622.5822 E LOFTHUS D CRIPPEN im SOUTH BASE 06/12/2019 DRAWN, qRr r f� www.kpff.com TETRA TECH B MEZZETTI y� ning County MODULAR OFFICES STATEMENT OF CHECKED BY PROJECT NO: DRAWING NO: .a mra 'Ap •U 98598 ,' �v NALG1 \�`A -tetratech:com 1420 Fifth Avenue, Suite800 S ROBERTS 1129642 Department of p Transporta#ion SPECI INSP CTIONS S0.04 CHECKED BY CONTRACT N0: SHEET NO: OF No. REVISION BY APP'D DATE h Seattle, Washington 98101 72, Phone: 206-883-9300 Fax: 206-883-9301 P ENG C0130OC18 • �m INSPECTION TASKS AFTER WELDING: CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE 1705.2 CONDITION AND HOLE PREPARATION, IF X - - SPECIFIED, MEET APPLICABLE REQUIREMENTS 1705.2 AISC 360: TB N5.6-1 PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AISC 360: N5.6 X AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER X - COMPONENTS INSPECTION TASKS DURING BOLTING: FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND X WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED JOINT BROUGHT TO SNUG -TIGHT CONDITION PRIOR TO THE X - - PRETENSIONING OPERATION 1705.2 RISC 360: TB N5.6-2 AISC 360: N5.6 FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM X - - ROTATING FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING X - - SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES TABLE 2C - REQUIRE® STRUCTURAL INSPECTIONS FOR SPECIAL CASES INSPECTION SYSTEM OR MATERIAL REMARKS IBC CODE PODE OR STANDARCI FREQUENCY (NOTE 6) I CONTINUOUS I PERIODIC REFERENCE I REFERENCE PRE-ENGINEERED STRUCTURES SEE METAL BUILDING MANUFACTURER FOR FABRICATION AND ERECTION 1705.1.1 MBMA - - SPECIAL INSPECTION REQUIREMENTS ASSOCIATED WITH THE DEFERRED SUBMITTAL. TABLE 3 - REQUIRE® STRUCTURAL TESTING TESTING SYSTEM OR MATERIAL REMARKS IBC CODE ODE OR STANDARCI FREQUENCY I CONTINUOUS PERIODIC REFERENCE REFERENCE GEOTECHNICAL VARIES; MINIMUM FILL IN -PLACE DENSITY OR PREPARED PER IBC APPENDIX - X BY THE GEOTECHNICAL ENGINEER SUBGRADE DENSITY 1705.6 J 107.5 VARIES; CLASSIFICATION AN MATERIAL VERIFICATION TESTING OF - X BY THE GEOTECHNICAL ENGINEER CONTROLLED FILL MATERIALS No. PERMIT SET REVISION BY I AFRO I DATE CONCRETE ONE SAMPLE FOR EA 150 COMPOSITE SAMPLES ASTM C 172 CY NOR LESS THAN 5,000 SQ FT OF SLABS AND OBTAIN WHEN FRESH CONCRETE IS PLACED ACI 318: 6.26.12 WALLS, ONE SET PER DAY FOR EACH MIX DESIGN USED MIN EACH SAMPLE: (NOTE 9) REFER TO GENERAL NOTES FOR CONCRETE STRENGTH, LINO 1903 ASTM C 39 1 CYL - 7 DAYS TEST AGE. FOR 6 BY 12-INCH CYLINDERS, 2 1705.3 ACI 318: 26.12 3 CYL - TEST AGE CYLINDERS ATTEST AGE IS PERMITTED. 1 CYL-HOLD CYL = CYLINDER CONCRETE SLUMP ASTM C 143 ONE TEST PER COMPOSITE SAMPLE AT POINT OF PLACEMENT CONCRETE AIR CONTENT ASTM C 231 ONE TEST PER COMPOSITE SAMPLE MIN ONE PER DAY CONCRETE TEMPERATURE ASTM C 1064 ONE TEST PER ONE TEST PER HOUR WHEN AIR TEMP IS COMPOSITE SAMPLE BELOW 40 DEG F OR ABOVE 80 DEG F STEEL RADIOGRAPHIC (RT) RT- AWS D1.1: 6.16 MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT) AISC 360 N5.5 MT- AWS D1.1: 6.14.4 PER DRAWINGS ALL CJP WELDS IN MATERIALS 5/16" OR TESTING OF WELDS UT- AWS D1.1: 6.13 & GREATER REQUIRE UT TESTING 6.14.3 STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES: SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC) AND THE REFERENCE CODES AND STANDARDS LISTED IN NOTE 2. REFER TO TABLES 1 AND 2 FOR SPECIAL INSPECTION AND TABLES 3 AND 4 FOR TESTING REQUIREMENTS. 2. REFERENCE CODES AND STANDARDS ARE AS FOLLOWS: IBC 2015 ACI 318-14 AWS CURRENT EDITION ASTM CURRENT EDITION AISC 360-10 341-10 RCSC 2009 3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED QUALIFIED TESTING AND INSPECTING AGENCY MEETING THE REQUIREMENTS OF ASTM E 329 (MATERIALS), ASTM D 3740 (SOILS), ASTM C 1077 (CONCRETE), AND ASTM E 543 (NON-DESTRUCTIVE). THE TESTING AND INSPECTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. AND WABO. 4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON DISCOVERY. 5. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER, CONTRACTOR, AND OWNER. THE TESTING AND INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. 6. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED, 7. WHERE PERIODIC INSPECTION IS ALLOWED IN ACCORDANCE WITH THE ANCHOR ICC/IAPMO EVALUATION REPORT, INSPECTIONS SHALL BE AS FOLLOWS: -FOR ALL ANCHORS, PRIOR TO CONCEALMENT, VERIFY: ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR SPACING AND EDGE DISTANCE. -FOR EACH ANCHOR TYPE AND SIZE, INSPECTOR SHALL BE PROVIDE CONTINUOUS INSPECTION OF ALL ANCHORS. -INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS. =/AND OR -SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE MINIMUt� IRS WEREINSPECTED. 9 8. OBSERVE: OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. PERFORM: PERFORM THESE TASKS FOR EACH ELEMENT. ila SION9. INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVEDAND INSPECTING AGENCY. ADDITIONAL TESTING FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE CONTRACTOR AND PROVIDED AT CONTRACTOR'S EXPENSE. 16015th Avenue, Suite 1600 Seattle, WA 98101 1q3ff206.622.5822 www.kpff.com TETRA w Aetratech,com 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-883-9301 DESIGNED: ELOFTHUS DRAWN: B MEZZETTI CHECKED BY S ROBERTS CHECKED BY P ENG APPROVED: D CRIPPEN PROJECT NO: 1129642 CONTRACT NO. C0130OC18 METRO TRANSIT DIVISION DATE: RECEIVED SOUTH BASE cITY OF TUKWILA MODULAR OFFICES AUG 2 1 2019 STATEMENT OF PER, ll.r CENTER SPECIAL INSPECTIONS 06/12/2019 DRAWING NO: S0.05 SHEETNO: OF 5 0 Y rt DncT cl P(lCT 0 i0 CANOPY PER B/S6.01, UNO CL POST 5x5 POSTS 2x6 @ 24" OC 0010 -i' T/PAVING 2x8 FASCIA, TYP #4 TIES @ 8" OC 2x4 DIAGONAL AT EA POST SUPPORTING CANOPY W/ (6)16d - (6) #5 VERTS, EQ SHORT EA END — SPACED Mr NOTE: 1. SEE A/S6.01 WHERE CANOPY POSTS DO NOT ATTACH TO A RAISED DECK. 2x4 @ 24" OC CROSS TIE 2x8 RIDGE BEAM CL POST H3 TO EA RAFTER 19/32 CATEGORY APA A-C, GROUP 1, EXTERIOR W/10d@6"OCTO SUPPORTS AND PANEL EDGES 4x BEAM 410 BEAMS, TYP 5x5 POSTS @ 1T-6" OC MAX SUPPORTING CANOPY, TYP WALKWAY PER ARCHITECTURAL DRAWINGS T/DECKING �— 46 EDGE BEAMS 400, TYP SECTION SCALE: 1 1/2"=V-0" 2x RAFTER 2x TIE W/ (3) 10d TO RAFTER,TYP HUC410, TYP 5x POST T EA ASHOR TEA POLE FOUNDATION 16d END 16" P1 T/PAVING NOTE: 1. THIS DETAIL APPLIES WHERE CANOPY POSTS DO NOT U6- CD - 6" ATTACH TO A RAISED DECK. 2. SEE B/S6.01 FOR ADDITIONAL CANOPY SECTION - CANOPY SECTION - INFORMATION NOT SHOWN. GABLE ROOF GABLE ROOF SCALE: 3/4"=V-0" SCALE: V=V-0" 2 S1.02 HUC410, TYP 4x6 W/ HUC46 AND DTT1ZAND 3/8"Ox3" 5x POST LAG SCREW AT EACH SUPPORTING 3/4" 0 BOLTS @ POST SUPPORTING CANOPY 24" OC CANOPY T/DECKING 2x6 @ 16" OC ® ® ® W/LUS26 EA --- — --- o — — — — Lei — END, LINO _.. 4x6 BEYOND °° ° i ° I° 4x10 ° °) °) a PB66, TYP ° PROVIDE 2x4 REVIEWED FOR - - LONG BRACING CODE COMPLIANCE AT EA POST W/ APPROVED SHORT PROVIDE INTERMEDIATE EA POST SEP 27 2019 5x5 POSTS TO LIMIT SPAN OF 4x10 FLOOR 1/2" MARINE GRADE PLYWOOD SHIM, City of Tukwila BEAMS TO 6'-6" BOTH SIDES OF POST, TYP. FASTEN BUILDING DIVISION EA TO POST W/(4) 16d-SHORT 15"xl5"xl2" THICK T/PAVING RECEIVED FOOTING W/ (2) #4 EW CITY OF TUKWILA BOT, TYP. CONTRACTOR SECTION AUG 1 2019 OPTION TO USE 16"0x12" THICK FOOTING AS SCALE: 1 1/2"=V-0" PERMIT CENTER ALTERNATE PERMIT SET 16015thAvenue,Suite1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: 06/12/2019 tipVITA kp 0Q WASg� � 1q)ff Seattle, WA 98101 206.622.5822 US DCRIPPEN LIM SOUTH BASE DRAWN: DRAWN: ��@max lca�a� www.kpff.com TETRA TECH 6 MEZZETTI V- �1i19 COLE1ity MODULAR OFFICES SITE DETAILS CHECKEDBY PROJECT NO: DRAWING NO: 4 'Poi Al IQNALG1 �`` y w Aetratech.com 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101ne: ROBERTS 1129642 Department of Transportation `9 DV 7;& S6.01 No. REVISION BY APP'D DATE r-HEED BY CONTRACT NO: SHEETNO: OF 206-883.9300 Fax: 206-883-9301 G C0130OC18 i: .NOTES CTOR TO PERFORM FLOW TEST AT 'HYDRANT. I [cl fts."T I.M.1 119191419 M.1, syl ORDINARY HAZARD GROUP 2 OCCUPANCY SIDEWALL HEADS, LIGHT HAZARD OCCUPANCY CONSTRUCTION NOTES F❑1-1 PROVIDE DRY SPRINKLER COVERAGE, LIGHT HAZARD OCCUPANCY, 0.10 GPM/SF AT 1950 SF. F-2] PROVIDE DRY SPRINKLER COVERAGE, ORDINARY HAZARD GROUP 2 OCCUPANCY, 0.20 GPM/SF AT 1950 SF. 3] PROVIDE DRY SIDEWALL HEADS TO PROTECTION BREEZEWAY, LIGHT HAZARD OCCUPANCY, 0.10 GPM/SF AT 1950 SF. R4 PROVIDE 4" DRY PIPE FOR FIRE PROTECTION COVERAGE IN TRAILER, R5 PROVIDE A MINIMUM OF 15CLEARANCE BETWEEN ELEVATION OF SPRINKLER HEADS AND MATERIAL STORAGE, 6 (NIC) 4- DRY PIPE TO CONNECT WITH FIRE RISER LOCATED IN ADJACENT VEHICLE MAINTENANCE BUILDING. --kEVIEVVED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 1 2019 OVERALL FIRE PROTECTION PERMIT CENTER PLAN r 1SCALE: 3/16" = V-0" SCALE: 3/16" V-0" 2 FP1.04 1601 5th Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: 1FC SET \�A P , 1P Seattle, WA 98101 (M 05/17/19 OF 0 206.622.5822 M SULLIVAN D CRIPPEN SOUTH BASE IFC REVISION FS] FSi consulting engineers lqpff www.kpff.com DRAWN: co EXPANSION DEVELOPMENT PROJECT Seattle, Washington M SULLIVAN Im 4 . 5144 TETRATECH CHECKED BY PROJECTNO: County VIVI TRAILERS DRAWING NO: Solutions & Service 6 1129642 le, /STE �.tetrateoh-corn B ROUSH Department of OVERALL FIRE PROTECTION PLAN 2 FP1.04 SSIONAL 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation a SHE ETNO: OF PID No. REVISION BY APDATE 01A1.19 Seattle' Washington 98101 SIONED ne: 206-883-9300 Fax: 206-883-9301 C0130OC18 I I LL 0 w m 3 GENERAL NOTES 1. CONTRACTOR TO PERFORM FLOW TEST AT EXISTING HYDRANT. LEGEND LIGHT HAZARD OCCUPANCY CONSTRUCTION NOTES 1❑ PROVIDE DRY SPRINKLER COVERAGE BELOW MODULAR BUILDING FLOOR, LIGHT HAZARD OCCUPANCY, 0.10 GPM/SF AT 1950 SF. a PROVIDE DRY AUXILIARY DRAIN AT MOST REMOTE AREA. SLOPE SYSTEM TO DRY AUXILIARY DRAIN. DRAIN TO SPLASH BLOCK. PROVIDE ACCESS PANEL FOR DRAIN, REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER OVERALL FIRE PROTECTION - BELOW STRUCTURE 0' PLAN % �1 SCALE: 3116' =1'.0" SCALE: 3116" = V-0" 2 FP1.05 DESIGNED: APPROVED: DATE: (FC SET ® 16015th Avenue, suite 160o METRO TRANSIT DIVISION ��N p. Seattle, WA 98101 S 05/17/19 JP of WASy� �O 206.622.5822 MSULLIVAN DCRIPPEN SOUTH BASE AlZ t� '1C G IFC REVISION FSI m y�P 'oy i FSi consulting engineers lqpff www.kpff.com DRAWN: EXPANSION DEVELOPMENT PROJECT 0 .. Seattle, Washington MSULLIVAN Q TETRATECH CHECKED BY PROJECT NO: ICIpg County OVERALL FIRE PROTECTION DRAWING NO: P�F ?E� Si�R�O � Solutions & Service ratech.com BROUSH' 1292 Department of PLAN BELO STRUC URE 2 FP1.05 ASS/DNAL EWG\ 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEET NO: OF 1 2) No. REVISION BY APP'D DATE Seattle, Washington 98101 I N m...... Phone: 206-883 9300 Fax: 206 883-9301 C01300C18 SIGNED GCOUNTY TRANSIT s 0 'up T 1111 9.._.. MAINTENANCE MODULARI%BUILDI ABBREVIATIONS A.B. ANCHOR BOLT FD FLOOR DRAIN MAX. MAXIMUM ADJ. ADJUSTABLE FDN FOUNDATION MECH. MECHANICAL A.F.F. ABOVE FINISH FLOOR F.E. FIRE EXTINGUISHER Moo MEDIUM DENSITY OVERLAY AL ALUMINUM F.E.C. FIRE EXTINGUISHER CABINET MFR. MANUFACTURER BA BRONZE ANODIZED FGL FIBERGLASS MIN. MINIMUM BD. BOARD FLR. FLOOR misc. MISCELLANEOUS BLK. BLOCK FIN. FINISH MOD MODULE B.O. BOTTOM OF F.O.FIN. FACE OF FINISH MPL MAPLE BOT, BOTTOM F,O.FRM FACE OF FRAMING MTL' METAL BRCH BIRCH FS FLOOR SINK MV MIXING VALVE BV. BOTTOM VENT GA, GAUGE N.I.C. NOT IN CONTRACT CDR. CEDAR GALV. GALVANIZED NOM. NOMINAL ci CONTROL JOINT GLB GLULAM BEAM NRW NARROW (LITE) CL CENTERUNE GYP. GYPSUM NTS NOT TO SCALE CLG. CEILING HB HOSE BIB OBS OBSCURE CLR. CLEAR He HOLLOW CORE O.C. ON CENTER emu CONCRETE MASONRY UNIT HF HEM FIR OFCI OWNER FURNISHED CONTRATOR INSTALLED C.O. CLEAN OUT HM HOLLOW METAL OFOI OWNER FURNISHED OWNER INSTALLED CONC. CONCRETE HSS HOLLOW STRUCTURAL SECTION OPP. OPPOSITE CONT. CONTINUOUS INFO. INFORMATION O.S.B. ORIENTED STRAND BOARD CPT CARPET INSUL INSULATION PD PUNCH & DIMPLE DBL. DOUBLE INT. INTERIOR PF PREFINISHED OF DRINKING FOUNTAIN KD KNOCK DOWN PLAM PLASTIC LAMINATE MIA. D AMETER DIAMETER L. LONG PLCS PLACES DIMENSION LAV LAVATORY PLYWD PLYWOOD DS DOWNSPOUT LH LEFT HAND PNT PAINT DTL DETAIL LHOS LEFT HANDOUT SWING P.T. PRESSURE TREATED DIN DISHWASHER LVL LAMINATED VENEER LUMBER REFRIG. REFRIGERATOR EA. EACH RE= REQUIRED ELEC. ELECTRICAL RH RIGHT HAND ELEV. ELEVATIONS RHOS RIGHT HAND OUT SWING EQUIP. EQUIPMENT R.O. ROUGH OPENING MST. EXISTING EXT. EXTERIOR E.W. EACH WAY Sc SOLID CORE SF STOREFRONT SH SINGLE HUNG SHT. SHEET SHTG. SHEATHING Sim. SIMILAR SIMP. SIMPSON SQ. SQUARE S.S. STAINLESS STEEL STN. STAIN STRUCT. STRUCTURAL Tjm. TIMELY TMP TEMPERED SAFETY GLAZING T.O. TOP OF TTP TAPE, TEXTURE & PAINT TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE UR URINAL VCT VINYL COMPOSITION TILE V.C. VINYL COATED VWS VINYL WRAP SURROUND W1 WITH WC WATER CLOSET WD, WOOD WH WATER HEATER SHEETINDEX Sht. NO. Sheet Name Current Rev. Revissued By A 0.0 COVER SHEET AGA SITE LAYOUT _SAFETY A 0.2 FIRE & LIFE PLAN A 1.0 FLOOR PLAN * 1.0.1 FLOOR & CEILING PLANS (BLDG 2.1) * 1.0.2 FLOOR & CEILING PLANS (BLDG 2.2) �A_2.0 EXTERIOR ELEVATIONS (BLDG 2.1) * 2.1 EXTERIOR ELEVATIONS (BLDG 2.2) * 3.0 FINISH NOTES & SCHEDULES All DOOR HARDWARE SCHEDULES * 4.0 INTERIOR ELEVATIONS * 5.0 DETAILS S1.0 FOUNDATION PLAN S1.1 IFOUNDATION DETAILS 82.0 IFRAMING PLAN (NOT USED) S3.0 BUILDING SECTIONS S 3.1 BUILDING SECTIONS IDETAILS GENERAL NOTES 1. THE TERM IBC SHALL APPLY TO THE CURRENT EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE STATES OF OREGON AND WASHINGTON. FOR PROJECTS IN ALL OTHER STATES IT SHALL APPLY TO THE CURRENT EDITION OF THE UBC OR IBC AS ADOPTED BY THAT STATE. 2. ALL CONTROLS AND HARDWARE SHALL BE ACCESSIBLE TO PERSONS WITH DISABILITIES. 3. LOCAL JURISDICTION TO DETERMINE COMPLIANCE WITH IBC CHAPTER 29 (WITH REGARD TO ADJACENT FACILITIES) IN ACCORDANCE WITH THEIR CURRENTLY ADOPTED EDITION OF THE [Be. 4. WHERE REQUIRED, PORTABLE FIRE EXTINGUISHERS SHALL BE INSTALLED IN ACCORDANCE WITH 2015 IFC SECTION 906 5. PER WAC 296-15OF-0605 REQUIRES TOILET FACILITIES LOCATED IN AN ADJACENT FACILITY TO BE NOTED ON THE PLAN SUBMITTAL AND THAT THE REQUIREMENTS OF [Be CHAPTER 29, SECTION 2902, TABLE 2902.1 OF THE STATE BUILDING CODE MUST BE VERIFIED BY THE LOCAL JURISDICTION BUILDING OFFICIAL AND SHOWN ON THE NLEA. 6. IF APPLICABLE, FIRE ALARM SYSTEM TO BE FIELD INSTALLED (BY OTHERS) PER 2015 IBC SECTION 907.2.3, GROUP E. SEE ELECTRICAL PLAN FOR DEVICE LOCATIONS. FIRE ALARM INSPECTION AND APPROVAL PER LOCAL AUTHORITY HAVING JURISDICTION. 7. IF APPLICABLE, FIRE SAFETY AND EVACUATION PLANS SHALL BE PROVIDED BY OWNER PRIOR TO CERTIFICATE OF OCCUPANCY PER 2015 IFC SECTION 403 8. AN ACCESSIBLE ROUTE SHALL BE PROVIDED TO THE BUILDING AREA AS REQUIRED IN 2015 ]Be SECTION 1104 SYSTEM COMMISSIONING NOTES 1. PRIOR TO CONSTRUCTION, A COMMISSIONING PLAN SHALL BE DEVELOPED PER WSEC C408.1.2. THE COMMISSIONING PLAN SHALL BE USED DURING CONSTRUCTION TO INSURE PROPER INSTALLATION, TESTING AND BALANCING OF BUILDING SYSTEMS AS FOLLOWS: MECHANICAL SYSTEM PER WSEC C408.2 NOT REQUIRED (EXCEPTION) UGHTING AND CONTROLS PER WSEC C408.3 NOT REQUIRED (EXCEPTION #1 AND #2) SERVICE WATER HEATING PER WSEC C408.4 NOT REQUIRED (EXCEPTION #I) ENERGY METERING PER WSEC C408.6 NOT REQUIRED (PER C409.1) TYPICAL SYMBOLS LEGEND 0 NORTH ARROW 1 Ref I& ... 1 ELEVATION BUBBLE I Ref 4 $M SECTION BUBBLE Sim DETAIL BUBBLE Sim DETAIL CALLOUT OGRID BUBBLE Name 5� Elevation ELEVATION LEVEL MOD A MODULE TAG WALL TAG 101 DOOR TAG WINDOW TAG Ai REVISION TAG CENTERLINE KEYNOTE ENERGY CODE NOTES 1. ALL BUILDING THERMAL ENVELOPE INSULATION SHALL BE MARKED IN ACCORDANCE WITH WSEC C303.1.1 AND INSTALLED PER WSEC C303.1.2 FLOOR = R-30, WALLS = R-21, ROOF = R-38 2. BLOWN -IN INSULATION SHALL BE INSTALLED AND CERTIFIED PER WSEC C303.1.1.1 3. ALL AIR BARRIER MATERIALS SHALL BE ASTM E2178 RATED OR AS LISTED IN WSEC C402.5.1.1 4. AIR BARRIER COMPLIANCE: AIR BARRIER TESTING AND REPORTING TO BE CONDUCTED PER WSEC C402.5.1.2 FOR THE STATE OF WASHINGTON 5. PENETRATIONS OF THE AIR BARRIER SHALL BE CAULKED, GASKETED OR SEALED PER WSEC C402.5.1.1 6. ALL FENESTRATION ASSEMBLIES SHALL BE LABELED BY THE MANUFACTURER PER WSEC C303.1.3 AND C402.4.3 7. N/A 8. NIA 9. WA 10.OUTSIDE AIR AND EXHAUST AIR DAMPERS SHALL BERATED PER WSEC C402.5.5 AND C4032.4 1 I.THIS PROJECT PROVIDES TWO ADDITIONAL EFFICIENCY PACKAGE OPTIONS PER 2015 WSEC, SECTION C406, A. ENERGY ADD OPTION #1 IS WSEC C406.1 (ITEM #2); C406.3 REDUCED LIGHTING POWER DENSITY. INSTALLED LIGHTING WATTAGE IS LESS THAN 75% OF ALLOWED INTERIOR LIGHTING WATTAGE WSEC C405.4.2(1) OR C404.4.2(2) B. ENERGY ADD OPTION #2 IS WSCE C406.1 (ITEM #3); C06A ENHANCED LIGHTING CONTROLS. NO LESS THAN 90% OF ALL INTERIOR LIGHTING IS CONTROLLED WITH CONTINUOUS DIMMING ALONG WITH EXCEPTION #3 OF WSEC 406.4 12.THIS PROJECT MEETS DEDICATED OUTDOOR AIR SYSTEM REQUIREMENTS PER WSEC C403.6 13.TPO ROOFING MEETS REQUIREMENTS FOR ENER S"RE0ffff0BoL­6KF (CRRC PRODUCT ID: 0670-0009) T CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER L_--__— I I i 1 I 1 I I I I I i 1 I 1 i i 1 I I I 11 I 1 1 I 1 11 1 i 11 1 i 11 1 I I 1 1 I I I i I i i I I 1 1 � I 1 1 I ' I I ' I tI i I I I � I r J 1 1 i 1 j I i I I -------J F HVAC OUTDOOR V x= U x U x OUTDOOR v x ��o IFS �Fo �Fo �00 Z p _z �_Z x1=Z rxw rxw xw DS DS rxw HVACUNIT rxw DS ==E cq 04 tV 0 N ci '\ `A' N ci II ffi qa mm E3 P13 SANITARY SEWER II CONNECTION RAISED WALKWAYS, STAIRS AND RAMPS oW'_ j,i;.,,:,. —E4 (BY OTHERS) O aV:;tSITE LAYOUT =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER STOP. F 158 � I BREAK I MEN'S LOCK I 157 1-1 �I 12 22'-0" I MEN'S RESTROOM B ❑ I r 1601 6 49'-0^ I F I I I I I I I 4 ( I I ELEC. I I 159 24 ' -"- 0" — 24�--_— OAR. 151 I L fE®N UNIFORM �G 152 I I `�I w 12�-0"-----I LOUNGE 1U56 N3G9'-E WOME41N'-0'S RETROO^M �roII WO MEN'S LOCKERS 153 PRE-ENGINEERED BLDG �— ROOF OVERHANG VEH (BY, occ PRF i ADMIN. 132 SUPERINTENDENT i 133 q 12-6'-0'--� CHIEF r—�— 134 t q B COPY/FILES 2 3T-V' I B 1 2s 6 CORR. CHIEF 131 135 B �n ELECTRICAL 1 --- — F-1411 _ ( CHIEF -b p �o 1 B RESTROOM 2 31'-6' — 140 CONFERENCE I a 137 ( 12 ( B CLERK 139 2 z5'-0"" i STOR " —8,— 138 aa, FIRE & LIFE SAFETY PLAN 3/16" _0" FIRE AND LIFE SAFETY SYMBOLS LEGEND OCC. GROUP X X'-X" COMMON PATH DISTANCE OCC. LOAD —� X'-X° EXIT ACCESS DISTANCE ,(X ® 10 EXIT LOAD EXIT LIGHT W/ BATTERY BACK-UP (5 WATT MAX.) ------------ COMMON PATH OF EGRESS --------- EXIT ACCESS PATH OF EGRESS G EGRESS START POINT -40 EGRESS DIRECTION FIRE AND LIFE SAFETY PLAN NOTES 1. FIRE DEPARTMENT KEY BOX AND LOCATION TO BE PROVIDED BY OTHERS 2. FIRE EXTINGUISHERS TO BE 5LB 2A:108:C 3. BUILDING ADDRESS IDENTIFICATION AND LOCATION TO BE PROVIDED AND MAINTAINED BY OTHERS DESIGN CRITERIA GENERAL CONSTRUCTION TYPE (SECT. 602.5) VB (SPRINKLERED) OCCUPANCY GROUP (SECT. 303.3 & SECT. 304) B / S-1 (NONSEPARATED) ALLOWABLE BUILDING AREA (TABLE 504.4) 36,000 SQ. FT. 1(1) STORY (GROUP S-1) BUILDING AREA 1,430 SQ. FT. 1(1) STORY (BLDG 2.1) 2,150 SQ. FT. 1(1) STORY (BLDG 22) 21,555 SQ. FT. 1(1) STORY (PRE-EGINEERED METAL BLDG - BY OTHERS) 25,135 TOTAL SQ. FT. / (1) STORY BUILDINGS ON SAME LOT (SECT. 503.1.2) CONSIDERED AS PORTION OF ONE BUILDING WITH ADJACENT VEHICLE MAINTENANCE BUILDING (BY OTHERS) DISTANCE TO PROPERTY LINE OR ASSUMED PROPERTY LINE SOUTH: IV MIN. - NORTH: IV MIN. SOUTH: 10' MIN. WEST: IVMIN. EXTERIOR WALL RATING (TABLE 602) FIRE SEPARATION DISTANCE 19 OR GREATER, NO RATING REQUIRED OCCUPANCY LOAD (TABLE 1004.1.2) 72 OCCUPANTS (MODULAR BLDGS ONLY) 162 OCCUPANTS (PRE-ENGINEERED METAL BDLG) FIRE RESISTIVE RATING REQUIRMENTS (TABLE 601) NONE REQUIRED ATTIC DRAFTSTOPPING (SECT. 718.4.3) NOT REQUIRED, EXCEPTION EXITS REQUIRED (TABLE 1006.32(2) (2), EXITS PROVIDED (4) (MODULAR BLDG ONLY) COMMON PATH OF EGRESS (TABLE 1006.2.1) 100 FEET W/ FIRE SPRINKLERS TWO EXITS OR EXIT ACCESS DOORWAYS (SECT.1007.1.1) EXIT SEPARATION DISTANCE NOT LESS THEN 1/3 DIAGONAL DISTANCE PER EXCEPTION #2 EXIT ACCESS TRAVEL DISTANCE (TABLE 10172) 300 FEET W/FIRE SPRINKLERS (GROUP B) CORRIDOR CONSTRUCTION (TABLE 1020.1) FIRE RATING NOT REQUIRED CORRIDOR WIDTH (TABLE 1020.2) 44" MINIMUM ELECTRICAL(MODULAR BLDG ONLY) ELECTRICAL SERVICE LOAD 120/208V / 3 PH. MECHANICAL (MODULAR BLDG ONLY) VENTILATION OCCUPANCY LOAD 60 CLIMATE ZONE 4B/5C HEATING SPVMP AIR-CONDITIONING YES PLUMBING (MODULAR BLDG ONLY) PLUMBING OCCUPANCY LOAD 62 (31 MALE / 31 FEMALE) PLUMBING FIXTURES REQUIRED WC: (2) MALE/(2) FEMALE; LAV: (1) MALE/(1) FEMALE; DRINKING FOUNTAIN: (1) PLUMBING FIXTURES PROVIDED WC: (6) MALE/(4) FEMALE; LAV: (4) MALE/(4) FEMALE; DRINKING FOUNTAIN: (1); SERVICE SINK: (1) QUANTITY OF PLUMBING FIXTURES 28 (MODULAR BLDG ONLY) TOTAL PLUMBING FIXTURE UNITS I DWV = 46.5 FU,SUPPLY = 302 FU (MODULAR BLDG ONLY) STRUCTURAL (MODULAR BLDG ONLY) REQUIRED SPECIAL INSPECTIONS SUSPENDED CEILING W! BERC CLIPS ROOF SNOW LOAD 25 PSF FLOOR LIVE LOAD 50 PSF, 100 PSF (ASSEMBLY), 125 PSF (STORAGE) WIND LOAD Lambda = 1.0 Vutt = 140 MPH Nasd = 108 MPH) 3 SECOND GUST - EXP. B SEISMIC BEARING WALL SYSTEM: Ss=1.507, Fe=1.000 Sus = 1,005, RISK CATEGORY 11 le = 1.0, SEISMIC DESIGN CATEGORY D, SITE CLASS D THIS SET OF PLANS PREPARED AND SUBMITTED FOR APPROVAL UNDER THE FOLLOWING CODES: BUILDING 20151BC/WAC 51-50 MECHANICAL 20151MCANAC 5152 FIRE 2015 IFCANAC 51-54A PLUMBING 2015 UPCiWAC 51-56 ENERGY 2015 WSECANAC 51-11C ELECTRICAL 2017 NEC OCCUPANT LOAD SCHEDULE (BLDG 2.1) FUNCTION OF SPACE Area LOAD FACTOR OCCUPANT LOAD ACCESSORY STORAGE AREA 51 SF $00 1 ASSEMBLY(UNCONCENTRATED) 155 SF 15 19 BUSINESS AREA 1032 SF 100 11 EQUIPMENT ROOM 59 SF 300 1 Total 24 OCCUPANT LOAD SCHEDULE (BLDG 2.2) FUNCTION OF SPACE Area LOAD FACTOR OCCUPANT LOAD ACCESSORY STORAGE AREA 89 SF 300 1 ASSEMBLY (UNCONCENTRATED) 405 SF 15 27 BUSSNESS AREA 1088 SF 100 11 LOCKER ROOM 122 SF 50 3 LOCKER ROOM 259 SF 50 6 Total 48 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UKWILA AUG 2 1 2019 PERiyitT CENTER | [� �2-ia [��.2. t T T SUPERINTENDENT | | � RESTROO | � |1161 1CHIEF 160 CHIEF CORR.BREAK COPYIFILES |/ JAN. UNIFORM CHIEF | ' riYfl RESTROOM LOUNGE CONFERENCE CLERK Fil � .L_____-_-_'__'__'--'---'---'--'--'--'--'---'-------'------'----'________-'__.-- -___-__ __ ___/ nEnEwso CITY opruxw/ut AUG Z1208 pEnw/rcsmTen 2.1-A MOD 2.1A 2.1-B 2 . 1 - C MOD 2.1 B I I II Z. 11' - 10" _------ SIMP. CS18 W/ (4) NITS SIMP. GS18 W/ (6) N10'S EA. END FROM STUD TO FLOOR RIM - TYP. II 1 S 3.0 EA. END FROM STUD TO FLOOR RIM - TYP. AT EACH CORNER (V 2 ( O I S 3.1 I r ' o O ADMIN. I FULL HEIGHT MARRIAGE LINE WALLS W/ 7/16" O.S.B. SHTG. I a °' "' 132 W/ 15 GA, STAPLES AT 6" & I 12D.C.-TYP. oN 132 SUPiRINTENDENT OA 133 0t° 31A II I TACK sso:asRs° 133 d z z1I J O 142 I 3 S 4.0 5 s 4.o I FLOOR I CHIEF I 134 m °? N ROOF COPY/FILES 13a 142 2 S 4.0 `_- ti FLOOR 7'-10" 4'-D" T s I CHIEF I I 135 o io CORR, ROOF O 131 0 L - A'L�ECTRICAL II 135 I m o Q L-- J 141 -q CLRRR. R. 141 cux I — 3 - WAC -TV S3.1 I 1 � I 2 x 6 PLUMBING WALL _ I I C o io I� O, ' U.1 CHIEF 136 136 M I i —2 'A 4.0' /— 1 Zo i I L4J RESTROO 14o -14U / 137 I `O 5 (6) 5/8" DIA. M.B.'S W/ NUTS A 5.0 I sxsa' TAp D AND WASHERS -1'-0" FROM ENDS, EA. SIDE OF COLUMNS FLOOR- — AND EQUALLY SPACED N N CQNFERENCE O ° 137 `v 130 I I i TYP. TYP. " o O CLERK I �° 139 138 v' STO L tV I 138 I r a 2 1 S 4.0 ROOF FLOOR ram,"l FLOOR PLAN (BLDG 2.1) 1/4" = V-0" MUD 2.1A 2.1-B 2.1-c MOD 2.1 B n u 011001011 ME"Iran Emma, I MILIEN I I 0 es, m I MENEW Non 001 NOMMON 010-110mm 1� I ON 0 ED 0 1 SEMEN MMM MEIRM ME w 'o CEILING PLAN (BLDG 2.1) 1/4" = 1'-0" REFLECTED CEILING PLAN NOTES 1. DIMENSIONS TO FLOOR, WALLS AND CEILING ARE TO FACE OF FINISH (U.N.O.) REFLECTED CEILING SYMBOLS LEGEND SYMBO DESCRIPTION LAY -IN LIGHT FIXTURE F-::---::7 SURFACE MOUNT LIGHT FIXTURE EXIT AND EMERGENCY LIGHT FIXTURE ® EXIT SIGN LIGHT FIXTURE U SURFACE MOUNT LIGHT FIXTURE ® EXTERIOR EMERGENCY WALL MOUNTED LIGHT FIXTURE ❑ EXTERIOR WALL MOUNTED LIGHT FIXTURE ® LAY -IN SUPPLY AIR DIFFUSER ® LAY -IN RETURN/EXHAUST AIR GRILLE CEILING INDOOR AIR HANDLER UNIT CEILING SEISMIC BRACE SUSPENDED T-GRID CEILING W/ ACOUSTIC CEILING TILE SUSPENDED T-GRID CEILING WIVINYL COATED GYPSUM BOARD CEILING TILE WATER RESISTANT GYPSUM WALL BOARD CEILING REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TLJ CWILA AUG 2 1 2019 PERFd'IIT CENTER 111-191 2' 111-101, 2' 111-19, SLOPE FLOOR 4i-0'DIA. I SIMP. CS18W/(6) NIOS AROUND FLOOR OMNI EA. END FROM STUD �A �6O MIN. 1/1 6"IFT. SLOPE 2x I To FLOORRIM - TYP. BLK (FLAT) ALL EDGES - TYP. AI AT EACH CORNER I STOR. TF -A Fl-5-8-1 ROOF L2 i, FLOOR � 6'.6" SOL TIER —LOCKERS H O�D P_ EL f/ ZD 11 AD D 1&114 H BREAK ED Uj -N. 14<A0 16 MEN'S LOCKERS 0 FREEZER e 3- V' 2 x 6 PLUMB. WALL REMr­W1 12 A4.0 13 6- 4!* FREEZER TYP. MEN'S TMiLl-T11W I'- I ESTROOM r SP E. IR 16=0 III 160 L 159 L4j 1 3 3 11 FEC A 5.0 Z1518 ;e (Al.. 6_611 6"'- 7 1/2' 9-81it2' JAN. TYP. 0 A&V CORR. FLOOR 3 FEC (155151 S .1 40 UNIFORM A 4.0 DK ;e;e MEL 5 da. Li 3xBOARD 'VTACK /viOMEN'!§' N i RE STROOM 154 (6) 518'DIA. M.B.S Wit NUTS it, AND WASHERS - V-0"FROM EA. SIDE OF COLUMNS z;i 4' - 74 3'-6"ENDS, o AND EQUALLY SPACED L j— WOMEN'S 6 LOCKERS LOUNGE S4.0 153 ROOF ED 56 4.O 9 (A � ED $4.0 OCR FLOOR 2x6PLUMB. ( al —Scz LOCKERS BMW WALL k SIMP.CS18Wt(4)N10'S EA. END FROM STUD -04 4�-Z' o TO FLOOR RIM-TYP. F. A4.0) '6 71 6 "Y 4 4 <(�FLOOR 1� A5.0 * A 5.0 ROOF FLOOR PLAN (BLDG 2.2) 1/4!'= 1 i-9' 6 2.2-131 n22C [MO �22B 2 n2E MOD 2.2C 6 @VCEILINJ PLAN (BLDG 22) 2 11 �G PLAN 1/4!'= 1 i-9' REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION, REFLECTED CEILING PLAN NOTES 1. DIMENSIONS TO FLOOR, WALLS AND CEILING ARE TO FACE OF FINISH (U.N.O.) REFLECTED CEILING SYMBOLS LEGEND SYMBOL DESCRIPTION LAY -IN LIGHT FIXTURE SURFACE MOUNT LIGHT FIXTURE EXIT AND EMERGENCY LIGHT FIXTURE EXIT SIGN LIGHT FIXTURE 0 SURFACE MOUNT LIGHT FIXTURE ,o EXTERIOR EMERGENCY WALL MOUNTED LIGHT FIXTURE ❑ EXTERIOR WALL MOUNTED LIGHT FIXTURE LAY -IN SUPPLY AIR DIFFUSER LAY -IN RETURN/EXHAUST AIR GRILLE CEILING INDOOR AIR HANDLER UNIT CEILING SEISMIC BRACE SUSPENDED T-GRID CEILING W/ ACOUSTIC CEILING TILE SUSPENDED T-GRID CEILING WIVINYL COATED GYPSUM BOARD CEILING TILE WATER RESISTANT GYPSUM WALL BOARD CEILING RECEIVED CITY OF TUKWILA AUG 21 2019 Ig 47t PERN11IT CENTER n NORTH ELEVATION (BLDG 2.11 1!4" = 1'-0" 2.1-3 1 0.25 12 y WEST ELEVATION (BLDG 2.1) EAST ELEVATION (BLDG 2.11 2.1-3 GUTTER-TYP. _ Sidewall ! Plate DOWNSPOUT-TYP. I Fin -Floor 0'-0" E22-1 LAI 0 _Grade P.T. 2 x 8 x 8'-0" AT ENTRY RECESS IN PLACE OF OFFSET RIM - TYP. n SOUTH ELEVATION (BLDG 2.1) 1/4" = 1'-0" 12 0.25 ACCESS I ! Plate 10'_2 JER BATT - TYP. =in -Floor 0'-0" =Grade -2' - 6" ..,.,.dDATION VENT-TYP. 2.1-1 I Sidewall Plate tL6 3/4" I WINDOW TRIM - TYP. I REVIEWED FOR CODE CON1PLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION Fin -Floor 0' - 0" I 0 -Grade _ 2' 6„ RECEIVED CITY OF TUKWILA All 112111 PERNUT CENTER 12 D19w W72, =0 ' ELEVATION �BLDG �2.2 V_0 /4 0.25 12 12 0.25 1 GUTTER - TYP. Sidewall / Plate I -9 - 6-3 M-S DOWNSPOUT - TYP. tm t H Fin-Floor[U US ILI III I-Iffin 0 �j 0'-0" 0 -Grade a-,\ P.T. 2 x 8 x V-O* AT ENTRY RECESS CRAWLSPACE IN PLACE OF OFFSET RIM - TYP. ACCESS �E 22 �T 1ILDG ELEVATIONS 0 Endwall /P atj__S 1,r�2 'ORNERBATT-TYP. Fin-Floor-S or 0 -Grade g-,) _:F_ _&� =0 IH ELEVATION �BLDG 2�2 V_U 14y t ___ 12 19 - __ IPl ate — .6 3 4� 7 4 EAST IFE ELEVATION (BLDG Z2) Ll 1 114 1� _0y vCl/ Plate 10'- 2" n-p_00�_�� 0,_0 0_ Grade a-) -2F_6° REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 1 200 PEFIMIT CENTER 02741 FLOOR CONSTRUCTION FINISH: (SEE ROOM FINISH SCHEDULE) BASE: (SEE ROOM FINISH SCHEDULE) UNDERLAYMENT:11/32"CCP AT SV & VCT SUBFLOOR: 23132" APA RATED SHEATHING (24) (ACTS AS 1 PERM MAX. VAPOR BARRIER) (ACTS AS AIR BARRIER) JOISTS: 2 x 8 DF #2 AT 16" O.C., DBL. 2 x 8 AT ENDS P.T. 2 x 8 AT RECESSED ENTRY RIM JOISTS: MURPHY LVL 3100 Fb-2.OE,1-1/2" W x 7-1/4" D (ESR-1387 AND ESR-2913) OFFSET RIMS: 2 x 4 DF (U.N.O.) INSULATION: R-30 U (FIBERGLASS BATTS) BOTTOM CLOSURE: FS-25 EXTERIOR WALL CONSTRUCTION ENDWALL PLATE HEIGHT: 9' - 71/2" SIDEWALL PLATE HEIGHT: 9' -0114" SIDING: FIBER CEMENT PANEL SIDING WI8" VERT. GROOVES OVER BARRIER WRAP (ACTS AS A WATER RESISTIVE BARRIER) SHEATHING: 7/16" O.S.B. (24/16) STUDS: 2 x 6 DF STUD GRADE AT 16" Q.C. INSULATION: R-21 U (FIBERGLASS BATTS) HEADERS TO BE (2) 2x W/ MIN. R-10 INSULATION BETWEEN. SEE DOOR AND WINDOW SCHEDULE FOR SIZE. INTERIOR FINISH: (SEE ROOM FINISH SCHEDULE) VCGB - 5/8" VINYL COATED GYPSUM BOARD (ACTS AS 1 PERM MAX. VAPOR BARRIER) (ACTS AS AIR BARRIER) FRP - FIBERGLASS REINFORCED PLASTIC OVER 5/8" WATER RESISTANT GYPSUM BOARD SKIRT: MATCH SIDING INTERIOR WALL CONSTRUCTION PLATE HEIGHT: V-1 1/8" (U.N.O.) STUDS: 2 x 4 HF STUD GRADE AT 16" O.C. (U.N.O.) INTERIOR FINISH: (SEE ROOM FINISH SCHEDULE) VCGB - 5/8" VINYL COATED GYPSUM BOARD FRP - FIBERGLASS REINFORCED PLASTIC OVER 5/8" WATER RESISTANT GYPSUM BOARD. CORNER GUARDS: 4' x 2" x 2" STAINLESS STEEL, ALL OUTSIDE CORNERS DIRECTLY ABOVE WALL BASE CEILING NOTES CEILING HEIGHT: NOMINAL 8'-0- (U.N.0) CEILING: (SEE ROOM FINISH SCHEDULE) ACOUSTIC TILE AND SUSPENDED T-GRID (REF: ESR-1308) ACT - Z x 2' FISSURED, ACOUSTIC CEILING TILE & SUSPENDED T-GRID VCCT - 2' x 2' 5/8" VINYL COATED GYPSUM BOARD TILE & SUSPENDED T-GRID WRGB - 5/8" WATER RESISTANT GYPSUM BOARD W/ TAPE, TEXTURE & PAINT (TTP) INSTALL ARMSTRONG 7301 HEAVY DUTY MAIN W/ 7/8" ANGLE & BERC CLIPS SPECIAL INSPECTION REQUIRED IN SEISMIC DESIGN CATEGORIES C, D, E & F ROOF CONSTRUCTION ROOFING: 45 MIL. SURE -WELD, MULE -HIDE TPO-C (WHITE) FULLY ADHERED OVER (1) LAYER OF MIN. 114" DENSDECK OR USG SECUROCK, CLASS'A' (ESR-1463) SHEATHING: 19l32" O.S.B. (40/20) (ACTS AS AIR BARRIER) FRAMING: 2 x 10 DF #2 AT 24" O.C. BEAMS: TAPERED MURPHY LVL 3100 Fb 2.OE, 1-1l2" W x 24" D SEE SHEET S 3.1 FOR TAPER DIMENSIONS (ESR-1387- & ESR 2913) INSULATION: R-38 RIGID (APPROX. 6.6INCHES) POLYISOCYANURATE, ATSM C 1289, TYPE 11 OR III OVERHANG:NONE ROOF PITCH: 251N 12 EXTERIOR NOTES CORNER BATTS:1 x 4 FASCIA: 1 x 6 BARGE: 1 x 6 WINDOW/DOOR TRIM: 1 x 4 GUTTERS: 4"K-LINE (PREFINISHED) DOWNSPOUTS: 2" x 3" RECT. (PREFINISHED) FASTENING/SCHEDULE MINIMUM NUMBER OF NAILS FOR WOOD MEMBERS rFXCFPT AS NOTFO ON ORAWINGSI CONNECTION NO. / SPACING o: RIM JOIST TO FLOOR JOIST 3 PER JOIST p JOISTTOJOIST 2ROWS ATI2"O.C. a BLOCKING 2 EACH END STUDS TO PLATES - END NAIL 2 EACH END AT 2 x 4 STUDS TO PLATES - END NAIL 3 EACH END AT 2 x 6 BLOCKING 2 EACH END JAMB STUD TO 4x HEADER MIN. 4 EACH END a JAMB STUD TO 21, HEADER MIN. 2 EACH END STUD TO STUD (CRIPPLE, ETC.) 8" O.C. UPPER TOP PLATE TO LOWER 2 EACH SIDE OF STUD TOP PLATE BOTTOM PLATE TO FLOOR 2 EACH SIDE OF STUD RIM JOIST TO RAFTER 3 PER RAFTER u. RIM JOIST TO TRUSS MIN. 2 PER TRUSS O RAFTER TO RAFTER 2 ROWS AT 12" O.C. rc BLOCKING 2 EACH END 2 x 4 LEDGER 2 ROWS AT 6" O.C. 2x BRACE TO RAFTER 4 AT RAFTER NOTES: 1. ALL FASTENERS ARE 12d (.131), USE HOG FASTENERS OR EQUAL AT P.T. MEMBERS 2. SUBSTITUTION OF CONNECTORS SPECIFIED IN THIS DRAWING SET 13 ALLOWED FOR EQUAL OR BETTER CONNECTOR PRODUCTS STANDARD SHEATHING FASTENING - U.N.O. FROM ESR-1539 JULY 2018 MIN. SPACING_ TYPE LENGTH FLOOR SHEATHING (UNBLOCKED) 23/37 COX OR O.S.B. OR STURDI - FLOOR S.B. 6" EDGE 8" FIELD 8d (.113) I RING -SHANK 2-3/8" FLOOR UNDERLAYMENT (GLUE AND STAGGER JOINTS) 11132"CCP 8" EDGE 8" FIELD 47 SCREWS EXT. WALL SHEATHING (ALL EDGES SUPPORTED) 7/16" O.S.B. 6" EDGE 12"FIELD 15 GA. STAPLE MIS 2" ROOF SHEATHING (UNBLOCKED) 19/32" O.S.B. T&G WEDGE 8" FIELD 8d (A 13) I GALVANIZED 2-112" ROOM FINISH SCHEDULE (BLDG 2.1) Name Number Area Floor Finish Base Finish North Wall East Wail South Wall West Wall FRP Height Ceiling Finish Comments CORR. 131 220SF VCT RB VCGB VCGB VCGB VCGB - ACT ADMIN. 132 98 SF VCT RB VCGB VCGB VCGB VCGB ACT SUPERINTENDENT 133 168SF CPT RB VCGB VCGB VCGB VCGB ACT CHIEF 134 97 SF CPT RB VCGB VCGB VCGB VCGB ACT CHIEF 135 97 SF CPT RB VCGB VCGB VCGB VCGB ACT CHIEF 136 97 SF CPT RB VCGB VCGB VCGB VCGB - ACT CONFERENCE 137 166SF CPT RB VCGB VCGB VCGB VCGB ACT STOR. 138 56SF CPT RB VCGB VCGB VCGB VCGB - ACT CLERK 139 123SF CPT RB VCGB VCGB VCGB VCGB - ACT RESTROOM 140 66 SF SV SV FRP / VCGB FRP! VCGB FRP! VCGB FRP 1 VCGB 4'-0" VCCT INTEGRAL SV COVE BASE ELECTRICAL 141 61SF VCT RB FTP FTP FTP FTP ACT COPY/FILES 142 94 SF VCT RB VCGB VCGB I VCGB VCGB ACT ROOM FINISH SCHEDULE (BLDG 2.2) Name Number Area Floor Finish Base Finish North Wall East Wall South Wall West Wall FRP Height Ceiling Finish Comments CORR. 151 256 SF VCT RB VCGB VCGB VCGB VCGB ACT UNIFORM 152 65 SF VCT RB VCGB VCGB VCGB VCGB ACT WOMEN'S LOCKERS 153 128 SF SV SV FRP / VCGB FRP / VCGB FRP / VCGB FRP / VCGB 8'-0" VCCT INTEGRAL SV COVE BASE, B'-0" HIGH FRP AT SHOWERS WOMEMS RESTROOM 164 219 SF SV SV FRP / WRGB FRP / WRGB FRP / WRGB FRP / VCGB 4'-0" l 8'-0" VCCT INTEGRAL SV COVE BASE, 8'-W HIGH FRP AT SHOWERS JAN. 155 34SF SV SV VCGB_ FRP / VCGB FRP! VCGB 4'4' VCCT INTEGRAL SV COVE BASE LOUNGE 156 428SF VCT RB VCGB __VCGB VCGB VCGB VCGB ACT BREAK 157 216 SF VCT RB VCGB VCGB VCGB VCGB ACT STOR. 158 95 SF VCT RB VCGB VCGB VCGB VCGB ACT _ ELEC. 159 30SF VCT RB FTP FTP FTP FTP ACT MEN'S RESTROOM ISO 304 SF SV SV _ FRP / VCGB FRP / VCGB FRP 1 VCGB FRP / VCGB 4'-0" / 8'-0" VCCT INTEGRAL SV COVE BASE MEWS LOCKERS 161 262 SF SV SV FRP / VCGB FRP / VCGB FRP/VCGB FRP/VCGB 4'-0" VCCT INTEGRAL SV COVE BASE FLOORING: WALLS: CEILING: SV SHEET VINYL VCGB VINYL COATED GYPSUM BOARD ACT ACOUSTIC CEILING TILE VCT VINYL COMPOSITION TILE FRP FIBER REINFORCED PLASTIC VCCT VINYL COATED GYPSUM BOARD TILE CPT CARPET WRGB WATER RESISTANT GYPSUM WALL BOARD WRGB WATER RESISTANT GYPSUM WALL BOARD RB RUBBER BASE FTP FIRE TREATED PLYWOOD DOOR SCHEDULE (BLDG 2.1) _MWrkT_W_id_th_rH`e_'igh_tj Thickness Door Swing Core ute Size Ute Glass Face Door Finish Frame Type Frame Finish Throat R.O. Type Hdw Group Fire Rating Door Header U-Value Remarks 131 A T- 9' T - 0" 13/4!' RHOS HM / INSUL NRW DUAL If TMP MTL PT HM PT 6 3m, G 3 - (2) 2 x 6 DF #2 0.22 131B T-V' T- 0" 1314" LHOS HM/INSUL NRW DUAL/TMP MTL PT HM PT 63/4" G 3 (2)2x6DF#2 0.22 132 3' -Or' T - 0" 13/4!' RH SC NRW CUR / TMP WD BRCH TIM PF 4 39' 2 4 133 T - 0"- T - 0" 13/4" RH SC NRW CLR / TMP WD BRCH TIM PF 4 3!4" 2 4 - - - 134 3'- 9' T-0" 1 314" RH SO NRW CUR / TMP WD BRCH TIM PF 4 3/4" 2 4 135 3'-V' T-0" 1314" RH SC NRW CUR/TMP WD BRCH TIM PF 434' 2 4 - - 136 T- 0" T-0" 1314" RH SC NRW CLR/TMP WD BRCH TIM PF 434' 2 4 137 T- 0"- T - 0" 1 3/4" LH SC NRW CUR 1 TMP WD BRCH TIM PF 4 3/4" 2 4 - - - 138 3' - 0": T - 0" 1 3/4" LH SC - - WD BRCH __ TIM PF 4 3/4" 2 5 939 3' T - 0" 1 3/4" LH SC NRW CUR I TMP WD BRCH TIM PF 4 3/4" 2 4 - - 140-Y. 13/4" LH SC WD BRCH TIM PF 43M' 2 7 141 3'-0 T-0" 13/4" RH Sc WD BRCH TIM PF 4314" 2 15 142 3' - 0" T - 0" 1 3/4" RH SC WO BRCH TIM PF - 4 3/4" 2 6 DOOR SCHEDULE (BLDG 2.2) Mark Width t Height Thickness Door Swing Core Lite Size Lite Glass Face Door Finish Frame Type Frame Finish Throat R.O. Type Hdw Group Fire Rating Door Header U-Value Remarks 151A 3' - 0"- 7' - 0" 1 314" LHOS HM 1 INSUL NRW DUAL I TMP MTL PT HM PT 6 314" G 9 (2) 2 x 6 OF #2 0.22 151 B 3' - 0" T - 0" 1 314" RHOS HM / INSUL NRW DUAL / TMP MTL PT HM PT 6 3l4" G 9 - (2) 2 x 6 DF #2 0.22 154 T - 0" T- 0" 13/4" LH SC WD BRCH TIM PF 4 3/4" 2 10 - 155 T-0"c T- 9' 13/4" LH SC - - WD BRCH TIM PF 43/4" 2 5 - 158 3' : 7'-0" 13/4" RH SC - - WD BRCH TIM PF 43/4" 2 5 - - - 159 3!-G' T- W 1 3/4" LH Be - - WD BRCH TIM PF 4 314" 2 15 - 160 3'-U T-9' 13/4" RH I SC WD BRCH TIM PF 43IN' 1 2 10 NOTES: 1. CAULK AND SEAL ALL EXTERIOR DOORS 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT (U.N.O.) 3. ALL DOOR LEADS 4-112" U.N.O. 4. ALL DOORS TO HAVE A OPENING FORCE NOT EXCEED 5 POUNDS 5. DOOR SURFACES WITHIN 10" OF THE FLOOR MEASURED VERTICALLY, SHALL BE SMOOTH SURFACE ON THE PUSH SIDE EXTENDING THE FULL WIDTH OF THE DOOR PER SECTION At 17.1404.2.9 WINDOW SCHEDULE Mark Count Width Height I Type I Frame Glass SHGC U-VAL Air Leakage Ext. Trim Int. Tdm Window Header Comments A 1 6'-0" 4' - 0" FIXED VINYL DUAL! LOW E / ARGON 0.30 0.30 .18 CFM/SF 1 x 4 V WS (2) 2 x 6 DF #2 HORIZ. MINI -BLINDS B 3 5' - 0" 4' - Q" FIXED VINYL DUAL! LOW E / ARGON 0.30 0.3D .18 CFM/SF 1 x 4 V WS (2) 2 x 8 DF #2 HORIZ. MINI -BLINDS C 5 5'-0" 4'-0" FIXED VINYL DUAL/LOWElARGONiTMP 0.30 0.30 _ .18CFM/SF 1x4 VWS (2)2x6DF#X2 HORIZ.MINI-BLINDS NOTES: 1. CAULK AND SEAL ALL EXTERIOR WINDOWS AREA SCHEDULE (Gross Building) AREA TYPE I BLDG NO. I NO. MODS I AREA Gross Building Area 1 2.1 11 2 11430 SF Gross Building Area 2.2 3 2150 SF Total 3580 SF ROOF SCHEDULE (BLDG 2.1) DESCRIPTION AREA ROOF SHEATHING 1430 SF ROOFING 1442 SF ROOF SCHEDULE (BLDG 2.2) DESCRIPTION AREA ROOF SHEATHING _._ 2150SF ROOFING 2162 SF WALL SCHEDULE (BLDG 2.1) DESCRIPTION LENGTH EXTERIOR 2x6 t89' - 8" INTERIOR 2x4 14V - 5" INTERIOR 2x4, SHIPPING 3V - 6" INTERIOR 2X6 T -T' WALL SCHEDULE (BLDG 2.2) DESCRIPTION LENGTH EXTERIOR 2X6 ......- 214' - 4" INTERIOR 2x4 149' - 0" INTERIOR 2x4, SHIPPING 64' - 2" INTERIOR 2x6 26' - 6" INTERIOR 2x6, SHIPPING 27' - 2" REVIEWED FOR CODE COM�IPLIANCE APPROVED SEP 27 2019 City of Tukwila I BUILDING DIVISION DOOR ROUGH OPENING SCHEDULE EXTERIOR DOORS A METAL DOORS W! HOLLOW METAL FRAME (WELDED) R.O. WIDTH CALL SIZE +4-12" R.O. HEIGHT CALL SIZE + 2-118" B DBL. METAL DOORS W/ HOLLOW METAL FRAME (WELDED) R.O. WIDTH CALL SIZE +4-1/2" R.O. HEIGHT CALL SIZE + 2-118" C STOREFRONT DOOR R.O. WIDTH CALL SIZE+4-1/2" R.O. HEIGHT CALL SIZE+2-118" D TIMELY SPLIT MEDIA DOOR R.O. WIDTH CALL SIZE+ 1-1/4" R.O. HEIGHT CALL SIZE+ 1" E1 METAL DOOR W/ WOOD FRAME (PEASE AND STANLEY) (INSWING) R.O. WIDTH CALL SIZE +2" R.O. HEIGHT CALL SIZE +2" E2 METAL DOOR W/ WOOD FRAME (PEASE AND STANLEY) (OUTSWING) R.O. WIDTH CALL SIZE + 2" R.O. HEIGHT CALL SIZE+ 1-9/16" F METAL DOOR Wl METAL FRAME (FAST -FRAME) R.O. WIDTH CALL SIZE + 1-1/4" R.O. HEIGHT CALL SIZE + i" METAL DO OR OOR W/ HOLLOW METAL FRAME (KNOCK -DOWN) R.O. WIDTH CALL SIZE +2" R.O. HEIGHT CALL SIZE + 1" H DBL. METAL DOOR W/ HOLLOW METAL FRAME (KNOCK -DOWN) R.O. WIDTH CALL SIZE +2" R.O. HEIGHT CALL SIZE + 1" INTERIOR DOORS 1 HOLLOW / SOLID WOOD DOOR W1 WOOD FRAME R.O. WIDTH CALL SIZE +2" R.O. HEIGHT CALL SIZE + 2-1/8" 2 SOLID WOOD DOOR WI TIMELY FRAME R.O. WIDTH CALL SIZE + 1-1/4" R.O. HEIGHT CALL SIZE+1" 3 POCKET DOOR R.O. WIDTH 2x CALL SIZE + 2" R.O. HEIGHT CALL SIZE +4" 4 BI-PASS DOOR R.O. WIDTH CALL SIZE R.O. HEIGHT CALL SIZE+ 2-1/8" 5 BI-FOLD DOOR R.O. WIDTH CALLSIZE R.O. HEIGHT CALL SIZE + 5/8" INV I C: ALL I KIIVIIVICK MIC rl 1 S = K.V. UALLWLC MiNUA 1=11L' DECEIVED CITY OF TUKWILA W11 alp PERMIT CENTER 6, Ta 3 Hinge 1 Office Lock 1 Door Closer 1 Kick Plate 1 Door Stop 1 Gaskefing 1 Hardware 1 Electric Hinge 2 Hinge 1 Electromechanical Lock 1 Door Closer 1 Kick Plate 1 Door Stop 1 Threshold 1 Gasketing 1 Sweep 1 Frame Harness 1 Door Harness 1 Power Supply 1 Card Reader 3 Hinge 1 Once Lock 1 Door Stop 1 Gasketing 3 Hinge 1 Storeroom Lock 1 Kick Plate 1 Door Stop 1 Gasketing 3 Hinge 1 Storeroom Lock 1 Conc Overhead Hold Open 1 Gasketing 3 Hinge 1 Privacy Set 1 Door Closer 1 Kick Plate 1 Door Stop 1 Gasketing 2 Hinge Hardware Sets Set: 1.0 TA2714 4-1/2" x 4-1/2" 45H7AT14H 7500 K1050 10X1.5LDWBEV CSK 441CU/409 as required S44GR Set: 2.0 by door mfg. Set: 3.0 TA2314-QC6 4-1/2" x 4-1/2" TA2314 x NRP 4.5 x 4.5 45HW7DEU 14H PR7500 K1050 10X1.5LDWBEV CSK 463-RKW 2 A FHSL14 as detailed S44GR 315CN QC-C1500 (as required) QC-C (as required) provided by access control. provided by access control. Set: 4.0 TA2714 4-1/2" x 4-10 45H7AT14H 441CU/409 as required S44GR Set: 5.0 TA2714 4-1/2" x 4-112" 45H7D 14H K1050 10X1.5LDWBEV CSK 441CU/409 as required S44GR Set: 6.0 TA2714 4-1/2" x 4-1/2" 45H7D 14H 5-X26 S44GR Set: 7.0 TA2714 4-1/2" x 4-1/2" 46HOLT 14H VIB 7500 K1050 10X1.5LDWBEV CSK 441CU/409 as required S44GR Set: 8.0 TA2714 4-1/2" x 4-1/2" US26D MK 626 BE 689 NO US32D RO US26D RO PE US32D MK f US32D MK 626 BE 5 689 NO US32D RO US32D RO PE PE PE MK f MK f US26D MK 626 BE US26D RO PE US26D MK 626 BE US32D RO US26D RO PE US26D MK 626 BE 652 RF PE US26D MK 626 BE 689 NO US32D RO US26D RO PE US26D MK 1 Electric Hinge 1 Electromechanical Lock 1 Door Closer 1 Kick Plate 1 Door Stop 1 Gasketing 1 Frame Harness 1 Door Harness 1 Power Supply 1 Card Reader 3 Hinge (heavyweight) 1 Office Lock 1 Surface Closer 1 Kick Plate 1 Gasketing 3 Hinge 1 Push Plate 1 Pull Plate 1 Kick Plate 1 Door Stop 1 Gasketing 3 Hinge 1 Storeroom Lock 1 Door Closer 1 Kick Plate 1 Door Stop 1 Threshold 1 Gasketing 1 Sweep 2 Hinge (heavy weight) 1 Electric Hinge (heavyweight) 1 Electric Exit Device (rim, fail secure) 1 Door Closer 1 Kick Plate 1 Door Stop 1 Threshold 1 Gasketing 1 Sweep 1 Frame Harness 1 Door Harness 1 Power Supply 1 Card Reader 7 Hinge (heavyweight) TA2714-CC6 4-1/2" x 4-1/2' 45HW7DEU14H PR7500 K1050 10X1.5LDWBEV CSK 441 CU/409 as required S44GR QC-C1500 (as required) QC-C (as required) provided by access control. provided by access control. Set: 9.0 T4A3786 4-1/2" x 4-112" 45H7AT14H CPS7500 K1050 1OX1.5LDWSEV CSK S44GR Set:10.0 TA2714 4-1/2" x 4-1/2" 71C 126x70C K1050 1OX1.5LDWBEV CSK 441CU/409 as recuired S44GR Set: 11.0 TA2314xNRP4.5x4.5 45H7D 14H PR7500 K105010X1.5LDWBEV CSK 463-RKW 2 A FHSL14 as detailed S44GR 315CN Set: 12.0 T4A3386xNRP 4-1/2" x 4-1/2" T4A3386-CC6 4-1/2" x 4-1/2" ED5200 PR9905ET PR7500 K1050 1OX1.5LDWBEV CSK 463-RKW 2 A FHSL14 as detailed S44GR 315CN QC-C1500 (as required} QC-C (as required) provided by access control. provided by access control. Set: 13.0 T4A3386xNRP 4-1/2" x 4-1/2" US26D MK f 1 Electric Hinge (heavy weight) T4A3386-CC6 4-112" x 4-1/2" 626 BE f 1 Exit Device (concealed vertical rod, ED5860 EO exit only) 689 NO Electric Exit Device (concealed 1 vertical rod, fail secure) ED5860 PR9905ET US32D RO 1 Cylinder 12E-72 US26D RO 2 Door Closer PR7500 PE 2 Kick Plate K105010X1.5LDWBEV CSK MK 5 2 Door Stop 463-RKW MK f 1 Threshold 2 A FHSL14 as detailed 1 Gasketing S44GR 2 Sweep 315CN 2 Astragal 18041CSB 1 Frame Harness QC-C1500 (as required) US26D MK 1 Door Harness QC-C (as required) 626 BE 1 Power Supply provided by access control. 689 NO 1 Card Reader provided by access control. US32D RO Set: 14.0 PE 3 Hinge TA2314 x NRP 4.5 x 4.5 1 Storeroom Lock 45H7D 14H US26D MK 1 Door Stop 441CU1409 as required US320 RO 1 Threshold 2 A FHSL14 as detailed US32D RO 1 Gasketing S44GR US32D RO 1 Door Bottom 222APK US26D RO Set: 15.0 PE 3 Hinge TA2714 4-112" x 4-1/2" US32D MK 626 BE 689 NO US32D RO US32D RO PE PE PE US32D MK US32D MK f 630 RU 5 689 NO US32D RO US32D RO PE PE PE MK 5 MK f US32D MK 1 Exit Device (rim, storeroom) 1 Cylinder 1 Door Closer 1 Kick Plate 1 Door Stop 1 Gaskefing 6 Hinge 2 Flush Bolt 1 Storeroom Lock 2 Surf Overhead Hold Open 1 Threshold 1 Gasketing 1 Astragal ED5200A PR959ET 12E-72 PR7500 K1050 10X1.5LDWBEV CSK 441 CU/409 as required S44GR Set: 15.0 TA2314 x NRP 4.5 x 4.5 555 45H7D 14H 9-X26 2 A FHSL14 as detailed S44GR "Z" type provided with HM door US32D MK 5 630 RU 630 RU 5 626 BE 689 NO US32D RO US32D RO PE PE PE PE MK 5 MK 5 US32D MK 626 BE US26D RO PE PE PE US26D MK 630 RU 626 BE 689 NO US32D RO US26D RO PE US32D MK US26D RO 626 BE 652 RF PE PE 00 RI-111 1771 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION', RECEIVED CITY OF TUKWILA AUG 2 1 2019 PERMIT CENTER x . G"MIN I (D) 1, 1% 11--6"1 1 V . 3" PROVIDE PROTECTIVE INSUL. AT WATER SUPPLY AND DRAIN PIPES BLDG 2.11 RESTROOM 140 - N 14'= V-9' (BLDG 2.1) RESTROOM 140 - W 1/4" = I .-Y' 8'-O"HIGH FRP ADJACENTTO, 5'- 9 V T- 9' 1" (--Y - 0 1/4" SHOWER (p (Dc-, L­j OL 0 U- US D b z 6" (E CL q7) BLDG 2.2 'S RESTROOM 154 - WOMENN 1/4" = V-9' 2r I, FREEZER MICROWAVE— - - - - - - — - - - - - - MICROWAVE- WMINE I ..E (NK1 it (NIQ W � Q 12 BLDG 2.21 BREAK 157 - W (D {BLDG 2.2) CORR. 151 _1BL -N 3 IX'= 11-01, 0 z 7— LU .1, cn @4 B - A 2 LL:1� 8(BLDG 2.2) WOMEN'S RESTROOM 154 - S �1/4-- �V-U' WIRE SHELVING ro LA BBLDG .20 UNIFORM 152 - W 81-011 .RAM riTliet. , �, 1, � 1, 11- - I i 1 -1 F1 T LfV PROVIDE PROTECTIVE WSUL. AT WATER SUPPLY AND DRAIN PIPES TL7?? 2.2, WOMEN'S RESTROOM 154 - E 0. -01, V. 6" 3' - 0" 31 Lt3� 6" ICE[CEM� 7 7 VENDING 10C,11N IC I E L 61-L 3' - 0- 0" 3- W ItSPENM ADA SINK CABINET ol (BLDG.2 BREAK 157 - E 4�� 0. 5VMIN. 4Z'MAX 24" =MIN 12" 36" MIN. 17 MIN MIN. D 7 ZD :? TOILET PAPER HOLDER SIDE & VERTICAL GRAB BAR BACK GRAB BAR ,V'MAX z . 77— BACK GRAB BAR/SEAT SIDE GRAB BAR 17" 21 MINN.. z `LU Ir > L ----------- I 5 LU 0 < Uj 0 19" MAX L �Ix 7Z 48" MIN. '2 L LU a: o < z 0 KNEE CLEARANCE F CLEARANCE' PLAN VIEW 8 ,7" :0 MAX �r'NOTE: IF A MINIMUM 9 INCHES HEIGHT PAPER TOWELTOILET SEAT SURFACE OF TOE CLEARANCE 13 PROVIDED, A M MIRROR RESTROOM MIN. AXIMUM OF$ INCHES OFTHE48 DISPENSER SURFACE -COVE MOUNTED SIDEVI NCHES OFCLEAR FLOOR SPACE DOORHOOK REQUIREDATTHE FIXTURE MAY SURFACE -MOUNTED MOUNTED DISPENSER SOAP DISPENSER MEND INTO THE TOE SPACE, LAVATORY KNEE CLEARANCE p ; ADA MOUNTING HEIGHTS (P (p FEj tc��11_ D CONTROLS I-L 1 'i- CE 14 (BLDG 2.2) MEN'S RESTROOM 160 - W 0. RE SHELF W/ OTHES BAR BLDG 2.2 UNIFORM 152 - S 1/4" = V-9, 4' - 0" D, D, Z. z FRP AT BOTH SIDES OF MOP SINK (BLDG 2.2) JAN. 155 - W 1/4" = V-0' Z - 19' T' 2'- 10" V Z - 1V 1" 3! - 0" V 6-91 &-WHIGH FRP ADJACENT TO SHOWER L I IWF I (W,B,LDG 2.2) TYP. SHOWER 6 1/4P a, ,3'-23/ T- 2 3/8- (4-4,(BLDG UYLOUNGE 156 - E 'L!/- 1/4" = _1'-0" 0 Pu, C B pz A- 15 BLDG 2.2) MEN'S RESTROOM 160 - N IN' = 11-W NOTE: CABINETRY / COUNTERS AS SHOWN FOR REFERENCE ONLY, SEE CABINET AND kpff /TETRA TECH DRAWINGS FOR FURTHER INFORMATION MAX 1 1/4" TO f, 1 1/2" Z NOM. DIAMETER WALL GRAB BAR SECTION SPECIALTIES SCHEDULE Type Mark —_ _Count T Description 2 6 TOILET PARTITIONS A 6 TOILET PAPER DISPENSER B 3 42"HORIZ. GRAB BARS C 3 18" VERTICAL GRAB BAR D 3 36"HORIZ. GRAB BARS E 2 SHOWER HORIZ. GRAB BARS F 2 SHOWER SEAT G 3 PAPER TOWEL DISPENSER H 7 I&'x 36!'MIRROR 1 6 TOILET SEAT COVER DISPENSER 1 6 SOAP DISPENSER K I ROBEHOOKS L 2 SHOWER CURTAIN & ROD MOP RACK INTERIOR ELEVATION NOTES 1. DIMENSIONS ARE TO FLOOR, WALLS AND CEILING ARE TO FACE OF FINISH (U.N.O.) 2. PROVIDE WOOD BLOCKING FOR ALL ACCESSORIES MOUNTED IN GYPSUM BOARD PARTITIONS. MAINTAIN INTEGRITY OF FIRE RATING WHERE ACCESSORIES ARE IN RATED WALLS. 3. MIN. 9" TOE CLEARANCE AT PARTITIONS. URINAL PARTITIONS MOUNTED AT 12" FROM FLOOR TO BOT. OF PARTITION, TOP AT NO MORE THAN 60"A.F.F. AND NOT TO EXTEND FROM WALL MORE THAN 16" 4. SEE SHEET A4.0 FOR TYPICAL RESTROOM ACCESSORY MOUNTING DIMENSIONS V-91 �r�r,01i PROVIDE PROTECTIVE INSUL. AT WATER SUPPLY Z Z - &'Z - Z' AND DRAIN PIPES {BLDG .2 MEN'S RESTROOM 160 - E 4?;NP = 0. EQUIPMENT SCHEDULE Count Description 2 T x T-6"TACK BOARD I Tx W TACK BOARD 3 36" L x 9" D x 16-114" H BENCH 3 FIRE EXTINGUISHER CABINET I ICE DISPENSER 1 ICE MAKER 2 !MICROWAVE 56 SGL TIER LOCKERS REVIEWED FOR CODE CONIPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER 3'-27/8" F.O. FRAMING BLK'G AT 1/3 POINTS INTERIOR FINISH FIELD INSTALLED INTERIOR FINISH PLANT INSTALLED SHEATHING FIELD INSULATE O.S.B. x WIDE SIDING SHE SHEATHING STRIPS Wl 15 GA. STAPLES AT 6" O.C. (FIELD INSTALLED) MARRIAGE LINE AT EXTERIOR WALL 5/8" TUF-TRED SKIDGUARPLYWOOD D MIL. EPDMLD F-2GA.FLASHING45 SIDING 15/32"P.T. SEAL 1/4" PLYWOOD 1-1/2" ALUM. CARPET CORNER a P.T. 2 x 8 RIM — RIM JOIST (COAT W/ PT) CONT. P.T. 2 x 8 AT P.T. 2 x 8 BLK'G I O.C., NOTCH & TREAT AT P.T. PLYWO RIPPED P.T. 2 x 8 BLK'G FLOOR AT RECESSED ENTRY 5 7/16" OSB SHEATHING INTERIOR FINISH STUDS AT 16" O.C. PLANT INSTALL DE BLKG AT 1/3 POINTS 15 GA. STAPLES AT 6 O.C. (FIELD INSTALLED) MARRIAGE LINE AT EXTERIOR (INTERIOR PARTITION) U 1 112" = 1'-0" 2x4DFAT SIDING OVER SHEATHING i VAPOR BARRIER OVER METAL 1 x 4 TRIM CAULK r 1/2" PAINTED Moo PLYWOOD rl CEILING AT RECESSED ENTRY U 1 112" _ 1'-0" DOOR TRIM SIDING DOOR FRAME SHTG (6-3/4" THROAT) INT. FINISH - SIDING THRESHOLD SET SHTG IN SEALANT HEADER 'Z' METAL DOOR TRIM ff7 INT. FINISH STUDS RIPPED 2 x 8 BLOCKING DOOR FRAME DOOR FRAME (6-3/4" THROAT) (6-314" THROAT) JAMB HEAD THRESHOLD AT ENTRY RECESS EXTERIOR DOOR DETAILS 7 WINDOW WINDOW TRIM SIDING SHTG. SHTG. WINDOW INT. FINISH SIDING 'Z METAL SILL WINDOW TRIM HEADER WINDOW TRIM 4WINDOW SIDING INT. FINISH - INT. FINISH SHTG. STUDS JAMB HEAD SILL 1 WINDOW DETAILS I MARRIAGE LINE AT INTERIOR PARTITION J 11 11._. W MAX TO _ F.O.FIN. Z7 z ;0 O w r 36" 19" 110, L 38117 SHOWER () 7. SHOWER - PLAN U 3!4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION'I DECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER ED FIELD INSULATE SHEATHING7/16" O.S.B. x 3-1/7 WI SIDING SHEATHING STRIPS W 2.2-A 2.2-B 2.2-C T T 2.1-A 2.1-B 35' - 10" 8' -1 1/2" 2" 11' - 19, t i' - 10" Z, 5'-11" 6'-0" 6'-0" 6'-0" 6'-0" `t V-11" 5'-11" 6'-0" 6-01, TYP. 2 #5 x 1'-6" DRIVE PINS TYP. 3 9 (2) VERTICAL TIE -DOWN AT 4'-0" O.C.S1.1 I Typ,S t.t 2 TYP. 3 05 x 1'-6" DRIVE PINS S 7.1 I I S i.t TYP. S 1.1 STRAPS, TYP. AT EACHvs-1 .1 AT T-0" O.C. CORNER 1) II II '' II 0 0 0 tip 1 9 1 r cF t� C? O ) O 01 _ ui II II II Q II Q # C7 LL LL O 0 18" x 24" CRAWLSPACE � ACCESS -VERIFY tO LOCATION 4 t S 1.1 II II II T,p. o i o TYP. o S 1.1 TYP. 4 c� S 1.1 0 �, II TYP. 1 II COLUMN TIE -DOWN Ec STRAP P. (4) PLACES o Eli 1:1 #5x V-6" DRIVE PINS I) COLUMN TIE -DOWN N AT 6'-0" O.C. STRAP P. (8) PLUS 0 0 6 6 m S 1.1 TYP. c TYP. O' O' 0 El EJU a � II II II #5. 1'-6" DRIVE PINS AT 6'-0" O.C. o #5 x V-6" DRIVE PINS o - AT 6'-0" O.C. ' io m o II II II 18" x 24" CRAWLSPACE ACCESS -VERIFY LOCATION uj LL II o #5 x 1'-6" DRNE PINS (( p AT 6'-0" O.C. II v N 0 Co N IIEl 0 FE 305 5 S 1.1 S 1.1 TYP. o TYP. o 0 II II �o II io in tr Et t� II II II o ENDWALL COLUMN o ENDWALL COLUMN o TIE -DOWN STRAP TIE DOWN STRAP TYP. ' TYP. (8) PLACES 1D TYP. (4) PLACES 9 'n Lc o S 1.1 0 Uj FOUNDATION VENTS, J t #5 x T-6" DRIVE L #5 x V-6" DRIVE PINS 1 FOUNDATION VENTS, (2) VERTICAL TIE -DOWN TYP. (8) PLUS S 1 1 SIM./ PINS AT V-9' O.C. AT T-0" O.C. TYP. (6) PLC's STRAPS, TYP. AT EACH TYP. S t.1 SIM./ CORNER TYP. (BLDG 2.2) (BLDG 2.1) w 1 FOUNDATION PLAN I14" = 1'-0" FOUNDATION NOTES 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS. THIS STRUCTURE SHALL BE ADEQUATELY BRACED FOR WIND OR EARTHQUAKE FORCES AND TEMPORARY FORCES DURING SETTING AND ERECTION UNTIL ALL UNITS HAVE BEEN PERMANENTLY ATTACHED THERETO. REMOVE ORGANIC / SOD UNDER ALL BEARING PADS. 2. DESIGN LOADS: ROOF DEAD LOAD 12 PSF ROOF SNOW LOAD 25 PSF FLOOR DEAD LOAD 10 PSF FLOOR LIVE LOAD 50 PSF, 100 PSF (ASSEMBLY), 125 PSF (STORAGE) WIND LOAD Lambda = 1.0 VuB =140 MPH (Vasd =108 MPH) 3 SECOND GUST- EXP. B SEISMIC BEARING WALL SYSTEM: Ss = 1.607, Fa =1.000 Sa = 1.005, RISK CATEGORY 11 le=1.0, SEISMIC DESIGN CATEGORY D, SITE CLASS D ALLOWABLE BEARING CAPACITY 2000 PSF AT ASPHALT 3. EXCEPT AS NOTED, DIMENSION LUMBER FOR FOUNDATION SHALL BE HEM -FIR, NO.2 AND BETTER. TREATED LUMBER SHALL BE ACQ PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD U1, USE CATEGORY UC4A, TO A MINIMUM RETENTION OF 0.40 PCF. AT PIECES IN CONTACT WITH GROUND, SAWN END GRAIN SHALL BE FIELD TREATED WITH 2°k MIN. CONCENTRATION COPPER NAPHTHENATE. TREATED PLATE STOCK SHALL BE GOOD QUALITY AND SHALL NOT CONTAIN EXCESSIVE SPLITS, CHECKS OR WANE 2 x 4 FRAMING SHALL BE HEM -FIR, STANDARD OR BETTER, TREATED 2 x 4 FRAMING SHALL MEET THE REQUIREMENTS SPECIFIED ABOVE. 4. ALL FASTENERS TO BE HOT DIPPED GALVANIZED (HDG) OR EQUAL AT P.T. MEMBERS. 5. VENT CRAWL SPACE w/ 15" SQ. METAL VENTS (MODERN STANDARD): (BLDG 2.1 = 6, BLDG 2.2 = 8). (VAPOR BARRIER NOT REQUIRED AT ASPHALT) 6. CONNECT STORM WATER FROM ROOF GUTTERS AND DOWNSPOUTS AND DIRECT A FRQt�Btij DING r- L) f-liii PAD TO AN APPROVED DRAINAGE SYSTEM. CODE C y PLE 7. FOUNDATION PLANS AND DETAILS ARE NOT REVIEWED BY BCD OR L&I, EXCEPT FORTH SUITA� PROVED THE DESIGN TO SUPPORT THE MODULAR BUILDING. APPROVAL AND INSPECTION OF THE F UNDATION SYSTEM IS THE JURISDICTION OF THE LOCAL BUILDING OFFICIAL, SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWiLA �vR .R AUG 21 2019 PERMIT CENTER ! � Dl 9*-0 2w. 7 2, i910NAL /L SIMP. CS18 W/ (4) NIUS SIDING OVER EA. END - (2) STRAPS TOTAL SHEATHING 4 x S. DF #2 SIDING OVER OVER SIDING OVER AT BOTH TOP & BOTTOM SHEATHING SHEATHING W E NIO'SVERTICAL 4 x 8 DF #2 POST 7 METAL 7 METAL 2 x 4 DF W/ 12d SIDING OVER 71F AT V-O" D.C. OVER SIDING OVER 15132"P.T. PLYWD 15/32" P.T. PLYW ID 1513Z'P.T. PLYIND PLYWD W1 8d HDG AT W1 8d HDG AT AT W/ 8d HDG AT 6"& 12" O.C. 4 x4 DF #2 POST 6" & 12"O.C. 12dTOENAILEA. SIDE 8DF#2 6"& 12" O.C. 2 2 x 4 DF W1 12d AT I �O" D.C. z + P.T. 2 x 4 FILLER AT P.T. V-3"L. FLAT _E P.T.2x4AT24'O.C. I - W (2) NIVS PRE-FAB METAL (2) NIVS VERTICAL P.T. 2 x 4 AT 24" O.C. iq f (3) 12d HDG TOE NAIL PRE-FAB METAL iv PIER W1 FLAT TOP,P.T. 2 x 12 x Z_W L. CONT. P.T. 2 x 6 W/ - P.T. 2 x 4 WALL EACHSIDE-TYP. CONT. P.T. 2 x 6 Wt PIER, RATED 6OOD# RATED 6000# EXISTING #5 x 1-W DRIVE PINS. (SHOWN DASHIED c'� 4 (2) P.T. 6 x 8 x 4�-O" L. #5 V-6" DRIVE PINS x L4 (2) N10'8 HDG PRE-FAB METAL ASPHALT SEE PLAN FOR SPACING Q FLAT OR (4) P.T. AT 6'-0" D.C. (2) N10'S HOG P.T. 2 x 12 x Z -0" L. PIER, RATED GOOD# (2) NIO'S HDG Typ. (DRIVE AT SLIGHT ANGLE) (DR j 61 4x6xW — CONT. CAULK AT PLATE PERIMETER TIE -DOWN STRAPS, WHERE SHOWN ON FDN PLAN. SEE P.T. 2 x 12 x Z-O" L. �VALL FOOTING DEWALL FOOTING Sl� MOD ENDWALL COLUMN FOOTING 3 40 FOOTING AT BEAM E ��D �RRIAGE LINE FOOTING MID -SPAN FOOTING -MOD 3/4!' -01, 314' �=' V-0 3X I O�VALL 3/4 1'-U IZ! 3/4' = �V-0' SIMP. CS18 W1 (4) NIOS EA. END - (4) TOTAL AT BOTH TOP & BOTTOM TIE -DOWN STRAPS, WHERE SHOWN ON FDN PLAN. SEE (2) 6 x 10 x T-O" L. DF #2 (2) 4 x 12 DF #2 POSTS (5) P.T. 4 x 8 x 4'-U'L. FLAT (3) 12d HDG TOE MAIL EACH SIDE - TYP. COLUMN 3/4" = V-0" 1-1/4" x 0.035 GALV. STRAP W1 BUCKLE LOOPED AROUND FUR. RIM 5/8'DIA. STRAP BOLT PGM 30"CROSS-DRIVE ANCHOR: 35ANC6011 (DRAW STRAP TIGHT AND LOCK BOLT) AT ASPHALT A" EXISTING ASPHALT rl ENDWALL COLUMN TIE -DOWN STRAP 314' = 1 1-011 COLUMN TIE -DOWN STRAP 3/4-- V-G" 1-1W x 0.035 GALV. STRAP W/ BUCKLE LOOPED AROUND FLR. RIM 5/8* DIA. STRAP BOLT PGM 30" CROSS -DRIVE ANCHOR: 35ANC6011 (DRAW STRAP TIGHT AND LOCK BOLT) AT ASPHALT EXISTING ASPHALT SIMP. C18 W/ (6) NIO'S EA. END FROM STUD TO 1-114"x 0.035 GALV. STRAP W/ FLOOR RIM BUCKLE LOOPED AROUND FUR. RIM 2x 8 BUK 5/8" DIA. STRAP BOLT 3/4" DIA. x 30"W1 4PGM DLB. HELIX AUGER ANCHOR: EXISTING 35ANC6000 (DRAW STRAP TIGHT ASPHALT AND LOCK BOLT) CUT& REMOVE —ASPHALTATAUGER VERTICAL TIE -DOWN STRAP 3/4" = V4, REVIEWED rOR CODE COMiPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 12019 PERMIT CENTER I 72 _';� - n TYPICAL LONGITUDINAL SECTION 3/8" =1A BLDG 2.1 SHOWN, BLDGS 2.2 SIM Sidewall / Plate 9' - 6 3/4" Fin -Floor 0'-W 0 - Grade (nl TYPICAL TRANSVERSE SECTION 3/8" = V-0" BLDG 2.2 SHOWN, BLDGS 2.1 SIM TYP. ROOF ASSEMBLY ROOFING • INSULATION • SHEATHING (AIR BARRIER) RAFTERS cndwall / Plate iidewaki _2 9'-63/4" TYP. EXT. WALL ASSEMBLY SIDING BARRIER WRAP • SHEATHING (AIR BARRIER) STUDS • INSULATION • INTERIOR FINISH TYP. FLOOR ASSEMBLY • SUBFLOOR (AIR BARRIER) • FLOORJOISTS • INSULATION • BOTTOM CLOSURE _ Fin -Floor 0'-0° 0= Grade -2' - 6" NOTES: PER WSEC C402.5.12 BUILDING TEST. THE COMPLETED BUILDING SHALL BE TESTED AND AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM(SQ. FT. AT A PRESSURE DIFFERENTIAL OF 0.3 INCHES OF WATER GAUGE IN ACCORDANCE WITH ASTM E 779 OR AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL THE AIR BARRIER SHALL BE CONTINUOUS FOR THE THERMAL ENVELOPE AND ACROSS THE JOINTS AND ASSEMBLIES. JOINTS AND SEAMS SHALL BE SEALED, INCLUDING SEALING TRANSITIONS IN PLACES AND CHANGES IN MATERIALS. PENETRATIONS OF THE AIR BARRIER AND PATHS OF AIR LEAKAGE SHALL BE CAULKED, GASKETED, OR OTHERWISE SEALED IN A MANNER COMPATIBLE WITH THE CONSTRUCTION MATERIALS AND LOCATION r EIJVFD r01COMPLIANCE PROViEiDP 27 2019 City of Tukwila BUILDING DIVISION RECEIvEm 01T i OF TUKWILA AUG 21 2019 ,IL&II01T CENTER $ 0.25 —1-2-- 60'-W TAPERED L.V.L. ROOF BEAMS 1/4" = 1'-0" 12 025 SIMP. LU28 HANGER - W/(8) N10'S TO BEAM A (4)12d - & (6) N10'S TO RAFTER 2 x 4 x 2'-6" L BRACE AT 3/16" x 6" x 9" L. 1ST & 3RD RAFTER ROOF BEAM TO END 0 EA. SIDE OF COLUMN — RAFTER CONNECTION BEMINWELD RIDGE BEAM (LEDGER/ BACKING) RAFTER -- SEE S 4 0 'w 1-1/2" x REQ'Dx 2'-0" L W/ 200 RAFTERS SIMP. CS18 W/ (4) a — (3) ROWS OF 12d AT 6" O.C. OOF BEAM -ATTACH N10's EACH END RIDGE + BOT. OF L.V.L. STAGGERED (12 NAILS MIN.) 7.11� 3/16" x 6" x 9" L. PLATE - WELD TO BEARING PLATE TO COLUMN W/ (4)12d T _ - _� - BEAM TO BRACE 314" x 3" x 9" STEEL CS18 W/ (6) N10'S BEARING PLATE EACH END 3/16" x 6" x 9" PLATE - WELD TO BEARING PLATE SIMP, A34 W/ (2) #8 _..... _ NOTCH 4 x 6 COLUMN PANHEAD SCREWS 2x4 AT L.V.L. - TYP. n TO 2x PLATE _ 12d AT W O.C. STAGGERED 4x6DF#2 COLUMN-TYP. CS18 W/ (6) NITS EACH END FULL BEARING (RIM OR BLOCKS) MOD ENDWALL COLUMN L' t12 _= 1169-1 HSS 3x3x3/16 COLUMN r (ASTM A500 GRADE B Fy = 46 KSI) - TYP. 2" 7/8" x 1-10 1 NED WELD" 2' - 8" MtN. ` CL SLOT ! TYP. -TYP. SECTION A 3/4" x W x 9" STEEL (2) 12d BEARING PLATE W1 SCALE: 1"= V-0" (4)16d TOP OF SIMP. ST2215 W! FIN -FLOOR (12) N10'S FULL BEARING (RIM SIMP. A34 EA. SIDE W/ 2) #8 PANHEAD OR BLOCKS) SCREWS TO FLOOR SHEATHING NOTE: OVERALL COLUMN HEIGHT = 9'-7 1/2" (W/ PLATES) TOTAL NO. OF COLUMNS REQ'D = 6 3 MOD INTERIOR COLUMN 1/2" = V-0° PLAN VIEW SCALE: 1"= V-0" REVIEWED r OR CODE. COMIPLI.ANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA0/9 All 11 � 2o1s t rrr�r�;lT 2111 NI R 7 i SIDING OVER INTERIOR FINISH FIELD INSTALL 3" WIDE SIDING OVER FIELD INSTALL 3" WIDE SHEATHING SHEATHING 5!8"THREADED ROD W! STRIP OF SUBFLOOR STRIP OF SUBFLOOR 5/8" THREADED ROD W/ 2x BLOCKING — INTERIOR FINISH WASHERS AT V-V O.C. & FIELD INSULATE WASHERS AT 6=0" O.C. AND STUDS W! 7, — AT 4'-0" O.C. STUDS W/ +/- Z-W FROM ENDS 1 x 3 LEDGER +/- 2'_0" FROM ENDS INSULATION 2 x BLOCK AT BOLTS INSULATION (ADJUST SPACING AS SUBFLOOR SUBFLOOR REQ'D TO AVOID JOISTS) SUBFLOOR SUBFLOOR (ADJUST SPACING IS 'Z' METAL 'Z' METAL REQ'D TO AVOID JOISTS) M � i LIP BARRIER WRAP UP BARRIER WRAP M M 8. BELOW EDGE OF W BELOW EDGE OF SIDING SIDING FLOOR JOIST SIMP. LU26 WI (6) N10'S FLOOR JOIST 7RIMJOIST 26 W/ (6) N10'S INSULATION OFFSET RIM OFFSET RIM TO RIM & (4) N10'S TO JOIST ND (4) N10'S TO JOIST W/ FS-25 -- INSULATION W/ FS-25 INSULATION W/ INSULATION W/ DBL. END JOIST — RIM JOIST FS-25 RIM JOIST FS-25 SIMP. LU26 W/(6) N10'STO RIM & (4) N10'S TO JOIST FIELD INSULATE xK AT BOLTS 1 MOD ENDWALL FLOOR 2 MOD SIDEWALL FLOOR r;1 MOD FLOOR MARRIAGE 1" = 1'-0" P.T. 2x RIPPED _ _ RIPPED P.T. 2x CANT W/ 8 ROOFING 12d HDG AT 6" O.C., - TYP. ROOFING $4.0 INSULATION OVER P.T. 2x CANT - RIPPED P.T. 2 x 8 9 RUN ROOFING DOWN - — - -- INSULATION OVER S 4.0 7/16" O.S.B. W/ (4) 8d HDG SHEATHING ROOFING OVER FASCIA &CAULK — RUN ROOFING DOWN � SHEATHING AT 1T' O.C. - TYP. OVER FASCIA & CAULK - ---- - — TERM BAR W/SEALANT INSULATION --- FIELD INSULATE TERM BAR WI SEALANT FASCIA H44- FASCIA —� P.T. 2x RIPPED S 4.0 SIMP. CS18 W/ \\\\ ///111J (4) N10'8 EA. END END RAFTER RIPPED L.V.L. .e„ — - " - -TYP. 12d AT 6" O.C. — -. 12d AT 6" O.C. RAFTER END RAFTER Zx BLOCKING AT 48" O.C. -TYP. 7 METAL & BLOCKING AT 4'-0"MIN. PLATE SPLICE— 2 x RIPPED SHEATHING SIDING JOINTS - TYP. _STUDS Wi INSULATION W/ (12)12d EA. END-TYP. Ltd 2 x 4 LEDGER W/ (5) AND FS-25 ABOVE CEIUNG °� _ STUDS W/ INSULATION 12d AT RAFTER & (3) AND FS-25 ABOVE CEILING - 6 518" DIA. M.B: s OR 12d ER. END AT BUTT 'Z'METAL&BLOCKING AT ;�. THREADED RODW/ J� JOINT-TYP. STUD W/ INSULATION SIDING JOINTS -TYP. NUT &WASHERS AS 2 x 6 CEILING BLOCK SHOWN ON FLOOR STUD W! INSULATION --- ACOUSTIC CEILING TILE PLAN SIDING OVER ACOUSTIC CEILING TILE ROOF BEAM Z x 4 BLOCK AT BOLTS b ROOF BEAM - TYP. Uj SHEATHING 2 x 6 CEIUNG BLOCK FINISH. - t� SIDING OVER SHEATHING INTERIOR FINISH INTERIOR FIELD INSTALL ACOUSTIC CEILING THIS ROW ONLY it MOD ENDWALL ROOF rl MOD SIDEWALL ROOF /� MOD ROOF MARRIAGE U 1" -1 ' 0" V 1" = 1' 0" 1" V1'-0" PLAN VIEW AT CHORD TIE TERM.BAR W/ SEALANT FASTENERS) 6" O.C. MAX. RIPPED P.T. 2 x CANT W/ AT 6" O.C. - TYP. CARD TERM.BAR _ WI SEALANT FASTENERS AT 6" O.C. MAX. GUTTER ON NOTE: REFERENCE MULE -HIDE DETAIL: MHT-UN-206 n_ROOF EDGE TERMINATION J 3 - V:I ROOFING COVERBOARD INSULATION FIELD INSTALL 4"+/- WIDE 12"PT. PLYWOOD STRIP W/ 8d HDG AT 6" O.C. EA. SIDE REINFORCED MEMBRANE FULLY ADHERED W/ APPROVED — BONDING ADHESIVE MULE -HIDE HDP OR EHD FASTENERS W/ 2A!' SEAM PLATES - 12" O.C. MULE -HIDE WATER CUT-OFF MASTIC BEHIND TPO MEMBRANE I i RIPPED P.T. 2x CANT W/ 12d HDG AT 6" O.C., - TYP. ROOFING AT MARRIAGE MINIMUM 1-1/2' HOT AIR WELD APPROXIMATELY 1/8" DIAMETER BEAD OF CUT -EDGE SEALANT IS REQUIRED ON CUT EDGES OF TPO REINFORCED MEMBRANE. MULE -HIDE APPROVED BONDING ADHESIVE COVER BOARD I INSULATION OVER SHEATHING NOTES: 1. PERIMETER AND CORNER ZONES ARE TO BE A MINIMUM OF 8' WIDE UNLESS THE PROJECT REQUIRES FACTORY MUTUAL COMPLIANCE. CONTACT MULE -HIDE TECHNICAL DEPARTMENT FOR FACTORY MUTUAL REQUIREMENTS. 2. MULE -HIDE FASTENERS #14 x 10" SCREWS WITH 3" INSULATION WASHERS MUST BE USED FOR INSULATION ATTACHMENT, 1' 12, 1z 12' IT 6' 18" 18" 18" 16" 8" 6' 12, 12, 12" 6" 6" 7SPACESATI7O.C. 6' I • I . • I �� • I • . I . � � I iv FIELD (18) PERIMETER (26) CORNERS (32) 1 FASTENER PER EVERY 1.88 SQ. FT. 1 FASTENER PER EVERY 1,23 SQ. FT. 1 FASTENER PER EVERY 1 SO. FT. ROOF INSULATION FASTENING V I = 1'-0° REVIEWcD t-OR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 21 2019 PERMIT CENTER